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2025 09 11 Planning and Zoning Regular Meeting Agenda
PLANNING AND ZONING BOARD/LOCAL PLANNING AGENCY REGULAR MEETING AGENDA THURSDAY, SEPTEMBER 11, 2025 - 5:30 PM CITY HALL - COMMISSION CHAMBERS 1126 EAST STATE ROAD 434, WINTER SPRINGS, FLORIDA 1 CALL TO ORDER Roll Call Invocation Pledge of Allegiance Agenda Changes AWARDS AND PRESENTATIONS 100. Not Used INFORMATIONAL AGENDA 200. Not Used PUBLIC INPUT Anyone who wishes to speak during Public Input on any Agenda Item or subject matter will need to fill out a “Public Input” form. Individuals will limit their comments to three (3) minutes, and representatives of groups or homeowners' associations shall limit their comments to five (5) minutes, unless otherwise determined by the City Commission. CONSENT AGENDA 300. Approval of the Thursday, August 7, 2025 Planning and Zoning Board/Local Planning Agency Regular Meeting Minutes. 2025 08 07 Planning and ZoningLPA Regular Meeting Minutes.pdf PUBLIC HEARINGS AGENDA Pursuant to F.S. § 286.0115, if the mayor or any city commissioner receives and/or sends ex parte communications regarding any application filed with the city, the mayor or any city commissioner must publicly disclose such communications before or during the hearing at which a vote is taken on the quasi-judicial matter, so that persons who have opinions contrary to those expressed in the ex parte communications are given a reasonable opportunity to refute or respond to the communications. 400. Wawa at Winter Springs Marketplace, 164 Tuskawilla Road – Conditional Use Application, Site Plan/Final Engineering, Aesthetic Review, Waivers, and Development Agreement. Wawa Staff Report PZB 09.11.2025 FINAL.pdf 2ndModification_WinterSpringsMarketplaceDevelopmentAgreement_Wawa_09052025.pdf Fig 1 Community Workshop Flyer.pdf Fig 2 Community Workshop SignIn.pdf Fig 3 Preliminary Requirments.PDF Fig 4 Preliminary Requirements - Applicant Response.pdf Fig 5 Revised C0.0 & C4.0 Civil Site Plan 09.02.2025.pdf Fig 6 Wawa Civil Site Plan 08.28.2025.pdf Fig 7 Landscape Plan 07.29.2025.pdf Fig 8 Master Sign Plan.pdf 2 Fig 9 Traffic Impact Analysis Review.PDF Fig 10 Parking Analysis.pdf Fig 11 Elevations Building.pdf Fig 12 Proposed Building-Canopy Renderings.pdf Fig 13 Setback Waiver Justification.PDF Fig 14 Monument Sign Waiv Justi.pdf Fig 15 Streetscape Waiver Justi.pdf Fig 16 Conditional Use Justific.PDF Fig 17 Site Plan Review App.pdf Fig 18 Aesthetic Review App.PDF Fig 19 Dev Agreement App.PDF Fig 20 Monument Sign Waiv App.pdf Fig 21 Setback Waiver App.PDF Fig 22 Conditional Use App.PDF Fig 23 Drainage Report.pdf Fig 24 Potable Water Analysis.pdf Fig 25 Listed Wildlife Species Survey.pdf Fig 26 Streetscape Waiver App.pdf Fig 27 Preliminary Geotechnical Engineering Report.pdf Fig 28 Wawa Winter Springs TIA.pdf 401. Winter Springs Marketplace Additional Parking – Site/Final Engineering and Development Agreement. WSMP Parking Staff Report PZB 09.11.pdf 3rdModification_WinterSpringsMarketplaceDevelopmentAgreement_Wawa_09052025.pdf FEDP-2025-0017 - Application.pdf FEDP-2025-0017 - CW Flyer.pdf FEDP-2025-0017 - CW Sign-In Sheet.pdf FEDP-2025-0017 - WSMP Add'l Parking Site Plan.pdf FEDP-2025-0017 - Parking Study.pdf FEDP-2025-0017 - Eco Report.pdf REGULAR AGENDA 500. Not Used REPORTS PUBLIC INPUT Anyone who wishes to speak during Public Input on any Agenda Item or subject matter will need to fill out a “Public Input” form. Individuals will limit their comments to three (3) minutes, and representatives of groups or homeowners' associations shall limit their comments to five (5) minutes, unless otherwise determined by the City Commission. 3 ADJOURNMENT PUBLIC NOTICE This is a Public Meeting, and the public is invited to attend and this Agenda is subject to change. Please be advised that one (1) or more Members of any of the City's Advisory Boards and Committees may be in attendance at this Meeting, and may participate in discussions. Persons with disabilities needing assistance to participate in any of these proceedings should contact the City of Winter Springs at (407) 327-1800 "at least 48 hours prior to meeting, a written request by a physically handicapped person to attend the meeting, directed to the chairperson or director of such board, commission, agency, or authority" - per Section 286.26 Florida Statutes. "If a person decides to appeal any decision made by the board, agency, or commission with respect to any matter considered at such meeting or hearing, he or she will need a record of the proceedings, and that, for such purpose, he or she may need to ensure that a verbatim record of the proceedings is made, which record includes the testimony and evidence upon which the appeal is to be based" - per Section 286.0105 Florida Statutes. 4 CONSENT AGENDA ITEM 300 PLANNING AND ZONING BOARD/LOCAL PLANNING AGENCY AGENDA | SEPTEMBER 11, 2025 REGULAR MEETING TITLE Approval of the Thursday, August 7, 2025 Planning and Zoning Board/Local Planning Agency Regular Meeting Minutes. SUMMARY FUNDING SOURCE RECOMMENDATION Staff recommends approval of the Thursday, August 7, 2025 Planning and Zoning Board/Local Planning Agency Regular Meeting Minutes as presented. 5 PLANNING AND ZONING BOARD/ LOCAL PLANNING AGENCY REGULAR MEETING MINUTES AUGUST 7, 2025 CITY HALL – COMMISSION CHAMBERS CITY OF WINTER SPRINGS, FLORIDA CALL TO ORDER Assistant City Clerk Tristin Tarrant called the Thursday, August 7, 2025, Planning and Zoning Board/Local Planning Agency Regular Meeting to Order at posted 5:48 p.m., in the Commission Chambers of the Municipal Building (City Hall, 1126 East State Road 434, Winter Springs, Florida 32708.) Roll Call: Chairperson Kok Wan Mah, present via phone Vice-Chairperson Michael Ferrante, absent Board Member Louie Hilal, present Board Member Rachel Hood, present Board Member David Mahnken, present Assistant City Attorney Kristin Eick, present Assistant City Clerk Tristin Tarrant, present Also present: Ms. Terrilyn Rolle, Director, Community Development Department Mr. John Rabon, Senior Planner, Community Development Department Ms. Jenale Garnett, Senior Planner, Community Development Department Mr. Lei Xu, Professional Engineer, Community Development Department A moment of silence was held, followed by the Pledge of Allegiance. A Pro Tem Chairperson Election was held to establish a chairperson for the meeting. ASSISTANT CITY CLERK TARRANT OPENED THE FLOOR FOR NOMINATIONS FOR PRO TEM CHAIRPERSON. BOARD MEMBER MAHNKEN NOMINATED BOARD MEMBER HOOD. THE NOMINATION WAS ACCEPETED. NO OBJECTION TO THE NOMINATION WAS GIVEN. NO OTHER NOMINATIONS WERE GIVEN. MOTION PASSED WITH UNANIMOUS CONSENT. BOARD MEMEBR RACHEL HOOD WAS ELECTED TO BE THE PRO TEM CHAIRPERSON . AWARDS AND PRESENTATIONS 100. Not Used INFORMATIONAL AGENDA 200. Not Used 6 CITY OF WINTER SPRINGS, FLORIDA MINUTES PLANNING AND ZONING BOARD/LOCAL PLANNING AGENCY REGULAR MEETING – AUGUST 7, 2025 PAGE 2 OF 6 P L A N N I N G A N D Z O N I N G B O A R D / L O C A L P L A N N I N G A G E N C Y R E G U L A R M E E T I N G | W E D N E S D A Y , | P A G E 2 O F 6 PUBLIC INPUT Pro Tem Chairperson Hood opened Public Input. Mrs. Gina Shafer, Winter Springs Village, Winter Springs addressed the Board with a request to require developers to put up protective fencing when clearing land and expressed concern for run-off and flooding in relation to the proposed daycare on the agenda. Pro Tem Chairperson Hood closed Public Input. CONSENT AGENDA 300) Approval of the Thursday, June 5, 2025 Planning and Zoning Board/Local Planning Agency Regular Meeting Minutes. "I MAKE A MOTION TO APPROVE THE THURSDAY, JUNE 5TH MEETING MINUTES.” MOTION BY BOARD MEMBER HILAL. SECONDED BY BOARD MEMBER MAHNKEN. DISCUSSION. VOTE: MAH (AYE); HOOD (AYE); MAHNKEN (AYE); HILAL (AYE) MOTION CARRIED 4-0. PUBLIC HEARINGS AGENDA 400) The Learning Experience, SR 434/419 and Michael Blake Boulevard – Conditional Use Application, Site Plan/Final Engineering, Aesthetic Review, Waivers, and Development Agreement Mr. Rabon opened the item, gave background and reviewed the requested waivers. Staff’s recommendation was approval with four (4) proposed conditions. An overview of the site plan, landscaping and elevations was given. Discussion on spacing for deliveries and Emergency vehicles, environmental report, operation hours and lighting within the parking lot ensued. Additional questions were asked from the Board about the age range and after school activities. Mr. Jason Mahoney, Vice President, NV5, 6200 Lee Vista Blvd Suite 400, Orlando responded for the applicant in relation to the environment report and lighting questions from the Board. It was relayed that the project in question is included on the Sea Hawk Cove parcel and applicable environment reports were submitted. Staff relayed those documents will be included in the packet for City Commission. Additional questions were asked from the Board about the process of changing the proposed daycare to a school, if desired by the applicant, in the future. Staff responded that schools are a sperate use and an additional conditional use permit would be needed. Mr. Mahoney relayed the applicant had no intention of converting the day care into a school in the future. Brief questions regarding transportation such as a shuttle bus to the property were asked and Mr. Mahoney replied there is none planned at this time, but it would only be a van if there was any. Pro Tem Chairperson Hood opened the Public Hearing for Item 400. 7 CITY OF WINTER SPRINGS, FLORIDA MINUTES PLANNING AND ZONING BOARD/LOCAL PLANNING AGENCY REGULAR MEETING – AUGUST 7, 2025 PAGE 3 OF 6 P L A N N I N G A N D Z O N I N G B O A R D / L O C A L P L A N N I N G A G E N C Y R E G U L A R M E E T I N G | W E D N E S D A Y , | P A G E 3 O F 6 Mrs. Gina Shafer, Winter Springs Village, Winter Springs expressed concerns regarding traffic on Michael Blake and State Road 434 if the daycare was converted into a school. Mr. Mahoney responded to the concerns expressed and relayed that all traffic and flow conditions meet the requirements for the proposed day care. Pro Tem Chairperson Hood closed the Public Hearing for Item 400. “I LIKE TO MAKE A MOITION TO APPROVE THE LEARNING EXPERIENCE ON STATE ROAD 434 AND MICHAEL BLAKE BOULEVARD CONDITIONAL USE APPLICATION, SITE PLAN, FINAL ENGINEERING, AESTHETIC REVIEW, WAIVERS, DEVELOPMENT AGREEMENT AND CONIDTIONS RECOMMENDED BY STAFF.” MOTION BY BOARD MEMBER HILAL. SECONDED BY BOARD MEMBER MAHNKEN. DISCUSSION. VOTE: MAH (AYE); HOOD (AYE); MAHNKEN (AYE); HILAL (AYE) MOTION CARRIED 4-0. 401) Wawa at Winter Springs Marketplace, SR 434 and Tuskawilla Road – Conditional Use Application, Site Plan/Final Engineering, Aesthetic Review, Waivers, and Development Agreement. Ms. Rolle opened and introduced the city’s newest senior planner to the Board, Mrs. Jenale Garnett. Mrs. Garnett presented the staff presentation that gave an overview of the project with background information, a preview of the site plan, and elevation drawings. Staff’s recommendation was denial of the Conditional Use Application, Site Plan /Final Engineering, Aesthetic Review, and Development Agreement as it does not meet Goal 2: Town Center of the Comprehensive Plan. In the event the Board wanted to approval the Site Plans, Staff recommended a mixed denial and approval of the site plan and proposed waivers with contingencies as relayed within the presentation. Staff additionally offered façade aesthetics changes to better make the Town Center design. Mr. Ryan Stahl, Equinox Development, 630 South Maitland Avenue, Suite 100, Maitland responded by providing additional background and displaying the applicant provided overall marketplace exhibit. Mr. Stahl relayed the reason behind the entrance and exit revision from Roberts Family Lane as well as the additional parking spots beside the retention pond being for associates. Mr. Cory Stitler, Kimely Horn, 200 S Orange Ave Suite 600, Orlando additionally addresses the Board sharing some of the challenges engineering had for the project such as with the parcel shape, amount of parking spaces, and site layout for potential customer visibility. Discussion transitioned to outdoor seating and the number of entrances into the convenience store. Mr. Scott Kearney, P.E. Real Estate Engineer, Wawa, 1911 US Hwy 301 North Tampa explained the reason for the lack of outdoor seating is due to some operational and safety challenges other Wawa’s in the Central Florida area have experienced but they would be willing to entertain having outdoor seating with this site due to its location. Additionally, Mr. Kearney relaying that due to the footprint size this location is a front entrance only. Pro Tem Chairperson Hood asked for clarification on a few points within the site plan displayed and then discussion quickly transitioned to concerns about not having a traffic study approved 8 CITY OF WINTER SPRINGS, FLORIDA MINUTES PLANNING AND ZONING BOARD/LOCAL PLANNING AGENCY REGULAR MEETING – AUGUST 7, 2025 PAGE 4 OF 6 P L A N N I N G A N D Z O N I N G B O A R D / L O C A L P L A N N I N G A G E N C Y R E G U L A R M E E T I N G | W E D N E S D A Y , | P A G E 4 O F 6 by Chairperson Mah. It was recommended to the Board to table the item for a future meeting until the study can be reviewed and approved by staff. Mr. Stitler responded to the concerns raised regarding the traffic study by relaying the comments provided by the viewing consultant have been addressed and the study has been resubmitted for staff. Mr. Stitler further addressed the setbacks, communicating their intent was for the Wawa to align with the neighborhood feel and have the gas canopy in line with the Fifth-Third bank. Staff relayed their interpretation of the Ordinance that dictates this project as the convenience store needing to be the primary focus of the site located at an arterial road intersection and the gas portion would be secondary. City Attorney Eick verified the interpretation of the ordinance stating it needs to be “a corner store or neighborhood convenience store with gas pumps”. Mr. Lei Xu, the city’s Professional Engineer, addressed the traffic and utility study, relaying some corrections still need to be made after his review that morning such as turning calculations and intersection analyzation, etc. Mr. Xu recommended the traffic study, and FDOT signal timing report should be approved first before the Board move forward. Discussion ensued on alternate options then fully denying the item and the process for tabling or continuing an item was shared with the Board by City Attorney Eick. Concerns regarding walkability and not adhering to the family friendly nature of the Town Center were expressed by Pro Tem Chairperson Hood and echoed from the other members. The board expressed consensus to table the item till staff and the Board had all the information to make an appropriate decision. Further discussion ensued on the appropriate timeline, the board’s intention on recommending a continuance and suggested possible changes that could be analyzed for site plan in relation to the building location atop the parcel. Pro Tem Chairperson Hood opened the Public Hearing for Item 401. Mrs. Gina Shafer, Winter Springs Village, Winter Springs relayed concerns she observed at the community workshop on the traffic flow within the area as well wanting to make sure the façade matched the town center aesthetic. Mrs. Victoria Bruce, 129 Cherry Creek Circle, Winter Springs relayed confusion on why EV stations were not being considered for this project and how the setbacks exceeding the maximum distance from the road would be an issue. Pro Tem Chairperson Hood closed the Public Hearing for Item 401. Mr. Stahl responded to the public comment relating to the EV stations that they were not asked to consider adding them, but Equinox would be more than willing to have them added. Mr. Stahl relayed that his team has already had some conversations on appropriate locations within the parking lot. Discussion continued on the various options the Board had regarding the item. Chairperson Mah asked for clarification from the City Attorney on the process of tabling an item. City Attorney Eick relayed that the Board would need to set a date certain for the next hearing of the item to preserve the advertisements. If requested for the item to be heard before the set date certain the public hearing item would need to be readvertised within the paper. 9 CITY OF WINTER SPRINGS, FLORIDA MINUTES PLANNING AND ZONING BOARD/LOCAL PLANNING AGENCY REGULAR MEETING – AUGUST 7, 2025 PAGE 5 OF 6 P L A N N I N G A N D Z O N I N G B O A R D / L O C A L P L A N N I N G A G E N C Y R E G U L A R M E E T I N G | W E D N E S D A Y , | P A G E 5 O F 6 Mr. Stahl requested a quick five-minute recess from the Board to converse with his team. The Board gave consensus to agree to the request for a quick recess. *Pro Tem Chairperson Hood recessed the meeting at 7:37 PM.* *Pro Tem Chairperson Hood called the meeting back to order at 7:45 PM.* Brief discussion ensued to verify the Board would have a present quorum if the item was tabled to September 11th to be reheard with the additional items. The Board verified a quorum. “I MAKE A MOVE TO CONTINUE THIS AGENDA ITEM UNTILL THE DATE CERTAIN OF SEPTEMBER 11TH AT 5:30 IN CITY COMMISSION CHAMBERS.” MOTION BY CHAIRPERSON MAH. SECONDED BY BOARD MEMBER HILAL. DISCUSSION. VOTE: MAH (AYE); HOOD (AYE); MAHNKEN (AYE); HILAL (AYE) MOTION CARRIED 4-0. 402) Winter Springs Marketplace Additional Parking – Site/Final Engineering and Development Agreement. Mr. Rabon opened the item and gave the staff presentation with background information, a site plan overview, and staff recommendation of approval with the three (3) listed proposed conditions. Brief discussion ensued on whether it was appropriate to move forward with this item since the other was postponed. City Attorney Eick relayed the Board could move forward with hearing the item if they wish to do so. Mr. Stitler responded that they, the applicant, would prefer following the same line as the Wawa applicant and city staff had no objection. Pro Tem Chairperson Hood opened the Public Hearing for Item 402. No one addressed the Board. Pro Tem Chairperson Hood closed the Public Hearing for Item 402. “I WOULD LIKE TO MAKE A MOTION TO POSTPONE ITEM 402 WINTER SPRINGS MARKETPLACE ADDITIONAL PARKING FINAL ENGINEERING AND DEVELOPMENT AGREEMENT TO SEPTEMBER 11TH AT 5:30 PM IN THE [CITY COMMISSION CHAMBERS].” MOTION BY BOARD MEMBER HILAL. SECONDED BY BOARD MEMBER MAHNKEN. DISCUSSION. VOTE: MAH (AYE); HOOD (AYE); MAHNKEN (AYE); HILAL (AYE) MOTION CARRIED 4-0. REGULAR AGENDA 500. Not Used REPORTS PUBLIC INPUT Pro Tem Chairperson Hood opened Public Input. No one addressed the Board. Pro Tem Chairperson Hood closed Public Input 10 CITY OF WINTER SPRINGS, FLORIDA MINUTES PLANNING AND ZONING BOARD/LOCAL PLANNING AGENCY REGULAR MEETING – AUGUST 7, 2025 PAGE 6 OF 6 P L A N N I N G A N D Z O N I N G B O A R D / L O C A L P L A N N I N G A G E N C Y R E G U L A R M E E T I N G | W E D N E S D A Y , | P A G E 6 O F 6 ADJOURNMENT Pro Tem Chairperson Hood adjourned the Regular Meeting at 7:54 p.m. RESPECTFULLY SUBMITTED: _____________________________________ TRISTIN TARRANT ASSISTANCE CITY CLERK NOTE: These Minutes were approved at the _______, 2025 Planning and Zoning Board/Local Planning Agency Regular Meeting. 11 PUBLIC HEARINGS AGENDA ITEM 400 PLANNING AND ZONING BOARD/LOCAL PLANNING AGENCY AGENDA | SEPTEMBER 11, 2025 REGULAR MEETING TITLE Wawa at Winter Springs Marketplace, 164 Tuskawilla Road – Conditional Use Application, Site Plan/Final Engineering, Aesthetic Review, Waivers, and Development Agreement. SUMMARY The Community Development Department requests that the Planning & Zoning Board hold a Public Hearing to consider the Conditional Use Application, Site Plan/Final Engineering, Aesthetic Review, Waivers, and Development Agreement regarding the applicant’s request to construct a convenience store and gas station in the Town Center District, T5 Transect. FUNDING SOURCE RECOMMENDATION Staff recommends that the Planning & Zoning Board recommend denial of the Conditional Use Application, Site Plan /Final Engineering, and Development Agreement. The development plan does not meet Goal 2: Town Center of the Comprehensive Plan which states: which states: “The City seeks to create a Town Center based upon traditional design standards for development that will become the identifying focus of the City’s downtown and contribute to an increased and diversified tax base for the City. The primary purpose of the Town Center shall be to create an economically successful, vibrant, aesthetic, compact, multimodal, diverse, mixed use (including horizontal and vertical integration of uses) neo-traditional urban environment, designed on a pedestrian scale and with a pedestrian orientation. The Town Center is to be a place where people can reside in a mix of single and multiple family dwellings, work, gather to shop, relax, recreate, be entertained, attend community events, and enjoy the natural beauty of lands located in the Town Center. The Town Center should be created through public and private investment and development,” due to the following: The building placement is required to contain shallow setbacks or none, buildings oriented close to the street defining a street wall per Sec.20-320. Therefore, the convenient store placement is required to be oriented close to E. SR 434/Tuskawilla Road. Per Sec.20-325 the front setback is required to be 12 50 ft., and shall be the average of the front setback of the two developed lots abutting the lot. Therefore, the proposed convenient store setback of 182 ft. from E. SR 434 and 98 ft. from Tuskawilla Rd. exceeds the required setback and the buildings along E. SR 434 in the Winter Springs Marketplace. There is no hardship present on the subject site to meet all the relevant standards for the Town Center to continue being a place where people can reside in a mix of single and multiple family dwellings, work, gather to shop, relax, recreate, be entertained, attend community events, and enjoy the natural beauty of lands located in the Town Center. However, in the event the project is recommended for approval, Staff recommends that it is contingent upon, and not effective until, the related Additional Parking project Site Plan/ Final Engineering application is approved. Further, Staff requests that the Planning and Zoning Board recommend approval of the Aesthetic Review with no conditions, and the Site Plan/Final Engineering subject to the following condition: Prior to the issuance of a site work permit and start of construction, an approved Maintenance of Traffic (MOT) permit is required. With regard to Waivers, Staff requests that the Planning and Zoning Board recommend denial of Waiver I, but approval of Waiver III with no conditions and approval of Waiver II, subject to the following condition: One (1) ground monument sign to be located at the intersection of SR 434 and Tuskawilla Road. 13 TITLE Wawa at Winter Springs Marketplace, 164 Tuskawilla Road – Conditional Use Application, Site Plan/Final Engineering, Aesthetic Review, Waivers, and Development Agreement. SUMMARY The Community Development Department requests that the Planning & Zoning Board hold a Public Hearing to consider the Conditional Use Application, Site Plan/Final Engineering, Aesthetic Review, Waivers, and Development Agreement regarding the applicant’s request to construct a convenience store and gas station in the Town Center District, T5 Transect. General Information Applicant Cory Stitler \ Kimley-Horn and Associates, Inc. Property Owner(s) Tuskawilla Property Investors, LLC Location 164 Tuskawilla Road, Winter Springs, FL 32708 Tract Size ±1.22 Acres Parcel ID Number 36-20-30-502-0000-0090 Zoning Designation Town Center District, T-5 Transect FLUM Designation Town Center District Adjacent Land Use North: State Road 434 East: Tuskawilla Road South: Aldi’s West: Fifth Third Bank Height 33’4”, 1 story (convenience store), 25’2” (gas canopy) Setbacks Front: 25 ft, minimum, 50 ft. maximum Rear: 15 ft. minimum Side: 5 ft. minimum, 100 ft. maximum Development Standards Lot Coverage 100% Development Permits Not applicable Development Agreement Development Agreement | Pending PUBLIC HEARINGS AGENDA ITEM PLANNING & ZONING BOARD THURSDAY, September 11, 2025 SPECIAL MEETING 14 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 2 OF 20 Code Enforcement Not applicable City Liens Not applicable Background Data: The development site consists of one lot, Resulting Trust Property Parcel #2 in accordance with the original Winter Springs Marketplace Development and Property Division Agreement, totaling 1.22 acres, having been subdivided from an 8.27 gross acre lot. The development site is located at the southwest corner of S.R. 434 and Tuskawilla Road within the Winter Springs Marketplace. The applicant is proposing a Wawa gas station/convenience store, which is permitted as a conditional use per the recent adoption of Ordinance No. 2025-09 in May of 2025. “Corner stores or neighborhood convenience store with gas pumps” is a conditional use in the Town Center District, Transect 5 (T5). The applicant is proposing a 4,736 sf convenience store and 5,903 sf gas canopy that contains 6 main pump stations with a cumulative of 12 gas dispensers. The Planning and Zoning Board (P&Z) previously held a meeting on Thursday, August 7, 2025 at 5:30 p.m. and considered this request (Agenda Item 401) and continued this agenda item to a date certain of Thursday, September 11, 2025 at 5:30 p.m. in the City Commission Chambers. Upon receipt of the Planning and Zoning Board's recommendation, the City Commission shall make a final decision on the application, to approve, approve with conditions, or deny the project within the Town Center district. A “corner store or neighborhood convenience store with gas pumps” is permitted as a conditional use in the T5 Transect, with the following conditions: Public Notice Notices were mailed to all owners of real property adjacent to and within approximately five hundred (500) feet of the subject property and all Homeowner’s Associations on file with the City of Winter Springs on August 18, 2025. A Community Workshop was held on June 30, 2025 at 6:00 PM at The Foundry Church. There were several concerns related to pedestrian safety and placement of the convenience store building and traffic impacts raised at the Community Workshop, but no objections regarding the proposed development. Please see “Figure 1” Community Workshop Flyer and “Figure 2” Community Workshop Attendance. 15 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 3 OF 20 As stated above, the Planning and Zoning Board (P&Z) previously held a meeting on Thursday, August 7, 2025 at 5:30 p.m. and considered this request (Agenda Item 401) and continued this agenda item to a date certain of Thursday, September 11, 2025 at 5:30 p.m. in the City Commission Chambers. Analysis of Final Engineering Plans (Sec. 20-33.1) and Conditional Use (Sec. 20- 33) Criteria: The criteria for Final Engineering Plans are provided and analyzed below, along with all conditional use recommendations and final decisions shall be based on the following criteria to the extent applicable: (a) Site and final engineering plans and the subdivision of land shall also be subject to the technical requirements set forth in Chapter 9 of the City Code. It is the intent of this section to apply to applications for site and final engineering plans and to any subdivision of land requiring a plat, if applicable, and does not include review and approval of a lot split application. Please see the discussion below regarding technical requirements of Chapter 9. The Final Engineering Plans have been reviewed by the City’s contract engineer, who concluded that the Plans satisfy the technical requirements provided the conditions of approval set forth below are met. (b) Except in situations involving one (1) single-family home, the Planning and Zoning Board shall be required to review all site and final engineering plan and subdivision of land applications and make a written recommendation to the city commission. Such recommendation shall include the reasons for the Board's recommendation and show the board has considered the applicable criteria set forth in this section. (c) Upon receipt of the planning and zoning board's recommendation, the city commission shall make a final decision on the application. If the city commission determines that the planning and zoning board has not made a recommendation on an application within a reasonable period of time, the city commission may, at its discretion, consider an application without the planning and zoning board's recommendation. Except in situations involving one (1) single-family home, all site and final engineering plan and subdivision recommendations and final decisions shall be based on whether the site and final engineering plan and subdivision of land comply with all the technical requirements set forth in chapter 9 of the City Code and the following criteria to the extent applicable: (1) Whether the applicant has demonstrated the conditional use/final engineering plan, including its proposed density, height, scale and intensity, hours of operation, 16 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 4 OF 20 building and lighting design, setbacks, buffers, noise, refuse, odor, particulates, smoke, fumes and other emissions, parking and traffic-generating characteristics, number of persons anticipated using, residing or working under the conditional use, and other off-site impacts, is compatible and harmonious with adjacent land uses, and will not adversely impact land use activities in the immediate vicinity. Analysis: Staff have found that the applicant’s proposed convenience store/gas station has not demonstrated the requirements of the Code. The proposed gas station use will operate twenty-four (24) hours a day for seven (7) days a week and has sufficient landscape buffers to be aesthetically pleasing. A Traffic Impact Analysis (TIA) has been reviewed by City Staff and City consultants. Pegasus Engineering, the City’s consultant reviewing the TIA, recommended the installation of an auxiliary southbound right-turn lane on Tuskawilla Road into the Marketplace due to the projected southbound right turn volume for the Tuskawilla access driveway. Rather than construct the auxiliary southbound right-turn lane on Tuskawilla Road, the applicant is proposing to increase the northern curb radius to 35 ft. as an alternative due to the site constraints. Pegasus Engineering has confirmed that they consider this to be an acceptable alternative. Based on 693 daily trips generated, the Wawa project will be required to provide 1 mobility credit to Comply with Comprehensive Plan requirements. The applicant is providing the SR 434 and Tuskawilla Road streetscape (subject to the waiver below) and provides ample buffers and screening. Convenient bicycle and pedestrian access is achieved by the placement of two (2) bike racks that each contain five (5) bikes on the north side of the building and sidewalk ramp with handrails mounted in concrete sidewalks on Tuskawilla Road connect to interior sidewalks with crosswalk connections to store front sidewalk. Although, there is a lack of a pedestrian route to the store front from SR 434. These activities satisfy three (3) mobility credits, exceeding the required 1. However, no changes to the site layout have been made by the applicant since the August 7th P&Z initial hearing. Accordingly, the development plan does not provide safe pedestrian access, in particular to students, and block noise, odor, and other emissions due to the convenience store proposed location not oriented close to SR 434, and the lack of a safe pedestrian travel route from SR 434 to the proposed convenience store location. The use is not compatible and harmonious with adjacent land uses as the development plan could potentially adversely impact land use activated in the immediate vicinity since the proposed layout contains a front setback of 182 ft. from SR 434 and 98 ft. from Tuskawilla Road, where 50 ft. is required per Sec.20-3254. This setback request is inconsistent with the rest of the Winter Springs Marketplace development, which has building setbacks of 60 ft. As described further herein, the design of the project with the 182-foot proposed building setback is not consistent with the intent of the Winter Springs Town Center, as described in the City’s Comprehensive Plan and Zoning Code. GOAL 2 of the Future Land Use Element of the Comprehensive Plan provides: 17 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 5 OF 20 “The City seeks to create a Town Center based upon traditional design standards for development that will become the identifying focus of the City’s downtown and contribute to an increased and diversified tax base for the City. The primary purpose of the Town Center shall be to create an economically successful, vibrant, aesthetic, compact, multimodal, diverse, mixed use (including horizontal and vertical integration of uses) neo-traditional urban environment, designed on a pedestrian scale and with a pedestrian orientation. The Town Center is to be a place where people can reside in a mix of single and multiple family dwellings, work, gather to shop, relax, recreate, be entertained, attend community events, and enjoy the natural beauty of lands located in the Town Center. The Town Center should be created through public and private investment and development.” The setbacks proposed are not consistent with this Goal of creating a pedestrian- centered Town Center to recreate and gather. In addition, Objective 2.2 and Policy 2.2.1 of the Future Land Use Element provides: Objective 2.2: Neo-traditional. Promote and enhance the development of the Town Center by allowing a mixed use higher density/intensity neo-traditional urban pattern. Policy 2.2.1: Neo-Traditional Characteristics. Encourage a mixed use higher density/intensity neo-traditional Town Center, utilizing, to the extent practical, the fundamentals and urban design concepts in the Town Center Master Plan: • Urban and high density • Walkable community • Predictability in design/flexibility in land uses. • Visibly different section of S.R. 434 • Important sites for special public places • “Green network” of parks and preserved open spaces • Connected network of streets and blocks • Special public spaces of defined character • Special sites for civic buildings • Pedestrian sized blocks • Non-gated developments The setbacks proposed and placement of the corner store does not contribute to a walkable community and does not follow the development patterns of the rest of the Town Center on SR 434, with buildings close to the street to create a “visibly different section of SR 434.” At the Planning and Zoning Board meeting held on Thursday, August 7, 2025, the Board requested that the applicant consider the following items staff previously identified as deficient and make corresponding changes to the application: 1. The building placement is required to contain shallow setbacks or none, buildings oriented close to the street defining a street wall per Sec.20-320. Therefore, the convenience store placement is required to be oriented close to E. SR 434/Tuskawilla Road. 18 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 6 OF 20 2. Per Sec.20-325 the front setback is required to be 50 ft., and shall be the average of the front setback of the two developed lots abutting the lot. Therefore, the proposed convenience store setback of 182 ft. from E. SR 434 and 98 ft. from Tuskawilla Rd. far exceeds the required setback and the buildings along E. SR 434 in the Winter Springs Marketplace. 3. Per Sec.20-325 the rear setback is required to be 15 ft., and the proposed convenience store is zero feet from the rear. 4. The proposed design and color of the proposed building and gas canopy are not consistent with the Winter Springs Marketplace; therefore, not compatible with the immediate surrounding area of the Town Center. 5. Single-tenant monument signs are required to be consistent in materials with the architecture of the proposed building per Sec.16-82(2)(e) and are discouraged in the Town Center. 6. The Traffic Impact Analysis is required to determine the impact on and adherence to the Town Center goals per the Comprehensive Plan and Land Development Code. However, as of the date of this report, the transportation review has not been addressed. 7. There is no hardship present on the subject site to meet all the relevant standards for the Town Center to continue being a place where people can reside in a mix of single and multiple family dwellings, work, gather to shop, relax, recreate, be entertained, attend community events, and enjoy the natural beauty of lands located in the Town Center. 8. It is not consistent with the use of a “corner store” or neighborhood convenience store to have the building placed 182 feet behind the corner. The applicant resubmitted on August 29, 2025 with changes made only to the Aesthetic Review application. As stated above, the applicant also has committed to widen the driveway entrance to the Marketplace on Tuskawilla Road as an alternative to the right auxiliary turn lane recommended by the City’s traffic consultant, Pegasus Engineering. Otherwise, the applications remain unchanged. The site plan/final engineering plans continue to reflect that convenience store shall remain in the originally proposed location. On second review, the required 15 ft. rear setback is being met since the convenience store is proposed to be 19 ft. from the rear property line. Additionally, the applicant proposed an adjustment to the color scheme and materials for the building and gas canopy that are consistent with the existing buildings in the Winter Springs Marketplace. Due to the proposed color scheme and material change, the proposed single-tenant monument signs are consistent in materials with the architecture of the proposed building. Please see “Figure 3” Preliminary Requirements and “Figure 4” Applicant Response to Preliminary Requirements. Accordingly, staff comments #1, 2, 7 and 8 remain unaddressed. Staff further notes that the applicant has submitted a written response to these comments, dated August 29, 2025, asserting that the maximum front setback is not significantly exceeded because the gas canopy provides the “street wall” feel the Code is 19 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 7 OF 20 intending and “the gas canopy is larger than the principal building.” By the applicant’s own admission, the principal building on the site is the convenience store building and not the gas canopy. Section 20-1 of the City Code defines principal buildings as follows: “Principal building. The building or structure of chief importance or function on a parcel or lot. In general, the primary use of the lot is carried out in the principal building.” As explained at the August 7th P&Z hearing, the primary use that is permitted as a conditional use in the Town Center is a “corner store or neighborhood convenience store with gas pumps.” The gas pumps are not intended to be the primary use on the site. Accordingly, the “principal building setbacks” established in Section 20-325 of the City Code for the T5 Transect remain unmet. (2) Whether the applicant has demonstrated the size and shape of the site, the proposed access and internal circulation, and the design enhancements to be adequate to accommodate the proposed density, scale and intensity of the conditional use requested. The site shall be of sufficient size to accommodate design amenities such as screening, buffers, landscaping, open space, off-street parking, safe and convenient automobile, bicycle, and pedestrian mobility at the site, and other similar site plan improvements needed to mitigate against potential adverse impacts of the proposed use. Analysis: Staff have found that the applicant demonstrated the size and shape of the site, access and internal circulation, and the design enhancements to be adequate to accommodate the proposed gas station/convenience store use. The site is able to accommodate the 4,736 sf convenience store and 5,903 gas canopy, landscape buffering and screening, off-street parking, and other improvements that will mitigate any adverse impacts of the day care use. However, the proposed site development could be designed in a manner to meet Town Center standards, and be harmonious with the Winter Springs Marketplace. There is no reason that the applicant cannot comply with the Town Center setbacks and alter the proposed layout of the building and gas canopy. There is adequate space to comply with City Code standards. A Traffic Impact Analysis (TIA) has been reviewed by the City following the August 7th P&Z hearing. The City’s traffic consultant recommended the installation of an auxiliary southbound right-turn lane on Tuskawilla Road due to the projected southbound right turn volume for the Tuskawilla access driveway, which the applicant is proposing to increase the northern curb radius to 35 ft. as an alternative due to the site constraints. (3) Whether the proposed use will have an adverse impact on the local economy, including governmental fiscal impact, employment, and property values. Analysis: Staff have found that the proposed gas station/convenience store use will have a beneficial impact on the local economy, providing additional gas station options to local residents and workers, while also providing employment at the facility. Staff find that these impacts will improve property values by continuing to make Town Center a desirable place to live and work. 20 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 8 OF 20 (4) Whether the proposed use will have an adverse impact on the natural environment, including air, water, and noise pollution, vegetation and wildlife, open space, noxious and desirable vegetation, and flood hazards. Analysis: Staff have found that the proposed use will have no adverse impact on the natural environment. (5) Whether the proposed use will have an adverse impact on historic, scenic, and cultural resources, including views and vistas, and loss or degradation of cultural and historic resources. Analysis: Staff have found that the proposed aesthetics of the Wawa building will not have an adverse impact on views and vistas due to the proposed color scheme and materials change being harmonious with the Winter Springs Marketplace. However, the required maximum setback continues to be significantly exceeded, which does not satisfy the Comprehensive Plan policies that demand the Town Center properties be “visibly different” or distinctive on SR 434. (6) Whether the proposed use will have an adverse impact on public services, including water, sewer, stormwater and surface water management, police, fire, parks and recreation, streets, public transportation, marina and waterways, and bicycle and pedestrian facilities. Analysis: A Traffic Impact Analysis (TIA) has since been reviewed by the City (Figure “9”), and the City’s consultant recommended the installation of an auxiliary southbound right-turn lane on Tuskawilla Road due to the projected southbound right turn volume for the Tuskawilla access driveway, which the applicant is proposing to increase the northern curb radius to 35 ft. as an alternative due to the site constraints. Based on 693 daily trips generated, the Wawa project will be required to provide 1 mobility credit to Comply with Comprehensive Plan requirements. The applicant is providing the SR 434 and Tuskawilla Road streetscape (subject to the waiver below) and provides ample buffers and screening. Convenient bicycle and pedestrian access is achieved by the placement of two (2) bike racks that each contain five (5) bikes on the north side of the building and sidewalk ramp with handrails mounted in concrete sidewalks on Tuskawilla Road connect to interior sidewalks with crosswalk connections to store front sidewalk. Although, there is a lack of a pedestrian route to the store front from SR 434. These activities satisfy three (3) mobility credits, exceeding the required 1. However, the proposed use will have no adverse impacts on other related public services. (7) Whether the traffic report and plan provided by the applicant details safe and efficient means of ingress and egress into and out of the neighborhood and adequately addresses the impact of projected traffic on the immediate neighborhood, traffic circulation pattern for the neighborhood, and traffic flow through immediate intersections and arterials. 21 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 9 OF 20 Analysis: A Traffic Impact Analysis (TIA) has since been reviewed by the City, and the City’s consultant recommended the installation of an auxiliary southbound right-turn lane on Tuskawilla Road due to the projected southbound right turn volume for the Tuskawilla access driveway, which the applicant is proposing to increase the northern curb radius to 35 ft. as an alternative due to the site constraints. (8) Whether the proposed use will have an adverse impact on housing and social conditions, including variety of housing unit types and prices, and neighborhood quality. Analysis: Staff have found that the proposed use is not anticipated to have an adverse impact on housing and social conditions, as the proposed uses includes a gas station and convenience store. However, the proper development layout could contribute to safety concerns for the current social conditions within the Town Center. (9) Whether the proposed use avoids significant adverse odor, emission, noise, glare, and vibration impacts on adjacent and surrounding lands regarding refuse collection, service delivery, parking and loading, signs, lighting, and other sire elements. Analysis: Staff have found that the proposed use does not avoid significant adverse impacts on the parcel and the surrounding neighborhood since the proposed location of the gas canopy is oriented close to SR 434 and the convenience store is proposed to be 182’ from SR 434. (10) Whether the applicant has provided an acceptable security plan for the proposed establishment that addresses the safety and security needs of the establishment and its users and employees and minimizes impacts on the neighborhood, if applicable. Analysis: Staff have found that the applicant has indicated that security systems will be installed for all on-site buildings with the development. The lighting provided illustrates that on-site area will be lit after dark. (11) Whether the applicant has provided an acceptable plan for the mass delivery of merchandise for new large footprint buildings (greater than twenty thousand (20,000) square feet) including the hours of operation for delivery trucks to come into and exit the property and surrounding neighborhood, if applicable. Analysis: All proposed buildings are less than 20,000 SF. (12) Whether the applicant has demonstrated that the conditional use and associated site plan have been designed to incorporate mitigative techniques and plans needed to prevent adverse impacts addressed in the criteria stated herein or to adjacent and surrounding uses and properties. 22 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 10 OF 20 Analysis: Staff have found that the proposed gas station/convenience store use will utilize mitigative techniques including walls, landscape buffers, and more to reduce and prevent adverse impacts on adjacent and surrounding properties. However, in staff’s view, these mitigative techniques are not sufficient to overcome the overall lack of compliance with Town Center Code with regard to building placement. (13) If the proposed conditional use is a residential use, whether the elementary, middle and high schools (K—12) that will be initially assigned to the residential project by the school district at the time the city commission considers final approval of the conditional use have both sufficient capacity, are in close proximity to the project so as to make each of the assigned schools accessible and convenience (e.g., walking distance, travel time, private and public transportation, and quality of route environment) to the majority of the school population that will be drawn from the project, and promote and support the integration of future residents of the project into the existing city of Winter Springs community in a sustainable manner. Analysis: The proposed use is not a residential use. (14) Whether the applicant has agreed to execute a binding development agreement required by city to incorporate the terms and conditions of approval deemed necessary by the city commission including, but not limited to, any mitigative techniques and plans required by City Code. Analysis: The applicant has agreed to and is working on a binding development agreement with the City addressing terms and conditions deemed necessary by the City Commission. Water and Sewer: Public Works & Utilities Department Staff have confirmed that sufficient water and sewer capacity exists for this project. Stormwater: Not applicable for this project as no drainage was proposed for this project. The infrastructure included for the development will tie into the existing stormwater pond. That stormwater system will be private and subject to the Declaration of Conditions, Covenants, Easements, and Restrictions as recorded in the Official Records of Seminole County (ORSC), Book 8871, Page 98, as amended by the First Amendment to the same, as recorded in ORSC, Book 8964, Page 1579. These documents govern the maintenance and cost allocations among properties in the Town Center. Transportation: A Traffic Impact Analysis (TIA) has since been reviewed by the City and recommended the installation of an auxiliary southbound right-turn lane on Tuskawilla Road due to the projected southbound right turn volume for the 23 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 11 OF 20 Tuskawilla access driveway, which the applicant is proposing to increase the northern curb radius to 35 ft. as an alternative due to the site constraints. Parking: The Town Center does not have minimum required parking standards, however, the applicant provided documentation (Figure 10) that Wawa will offer a total of fifty (50) spaces of which ten (10) are off-site for employee parking within the Winter Springs Marketplace under a separate permit. Aesthetic Review: Pursuant to Section 9-603, which sets forth guidelines and minimum standards for Aesthetic Review packages, staff have utilized the criteria below in Section 9-603 to determine the following. The attached Aesthetic Review package (Figures 11, 12, and 18) includes all of the submittal requirements for aesthetic review as set forth in Section 9-600 through 9-607 and include the following: (a) a site plan; (b) elevations illustration all sides of structures facing public streets or spaces; (c) illustrations of all walls, fences, and other accessory structures and the indication of height and their associated materials; (d) elevation of proposed exterior permanent signs or other constructed elements other than habitable space, if any; (e) illustrations of materials, texture, and colors to be used on all buildings, accessory structures, exterior signs; and (f) other architectural and engineering data as may be required. The procedures for review and approval are set forth in Section 9-603. Aesthetic Review 1. The plans and specifications of the proposed project indicate that the setting, landscaping, proportions, materials, colors, texture, scale, unity, balance, rhythm, contrast, and simplicity are coordinated in a harmonious manner relevant to the project, surrounding area and cultural character of the community. Analysis: Staff finds that subject to the approval of the physical landscaping/streetscaping within the area 22-foot area depicted within the streetscape waiver request, landscaping elements are coordinated in a harmonious manner relevant to the particular proposal, the surrounding area, and cultural character of the community. However, the proposed color scheme and materials change being harmonious with the Winter Springs Marketplace are consistent with the surrounding area and cultural character of the community. 2. The plans for the proposed project are in harmony with any future development which has been formally approved by the city within the surrounding area. Analysis: Staff finds that the plans for the proposed project are not in harmony with the Town Center District Code. 24 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 12 OF 20 3. The plans for the proposed project are not excessively similar or dissimilar to any other building, structure or sign which is either fully constructed, permitted but not fully constructed, or included on the same permit application, and facing upon the same or intersecting street within five hundred (500) feet of the proposed site, with respect to one or more of the following features of exterior design and appearance: a. Front or side elevations; b. Size and arrangement of elevation facing the street, including reverse arrangement; or c. Other significant features of design such as, but not limited to materials, roof line, hardscape improvements, and height or design elements. Analysis: The plans for this project are not excessively similar or dissimilar to other projects within 500 feet of the proposed project with the proposed color scheme and materials change being harmonious with the buildings located within Winter Springs Marketplace. 4. The plans for the proposed project are in harmony with, or significantly enhance, the established character of other buildings, structures or signs in the surrounding area with respect to architectural specifications and design features deemed significant based upon commonly accepted architectural principles of the local community. Analysis: As previously mentioned, the project has been reviewed under the Town Center District Code standards, ensuring conformance with the high standard of development for Town Center. The streetscape design has a waiver from the width requirements of Town Center standards that staff approved, and with the proposed color scheme and materials changes, Staff does find the exterior design and color to enhance the aesthetic impact of the project as compatible with other developments along SR 434 and Tuskawilla Road. 5. The proposed project has incorporated significant architectural enhancements such as concrete masonry units with stucco, wrought iron, columns and piers, porches, arches, planting areas, display windows, and other distinctive design features detailing and promoting the character of the community. Analysis: The project significantly meets the standards, with the building’s primary exterior consisting of stucco, hardie plank fiber cement lap siding, and stone veneer with the signature bright red for the Wawa’s sign on the front façade of the convenience store. The rear façade facing the parking area for the Winter Springs Marketplace does not include the sign. The proposed exterior color scheme and material changes are consistent with the Town Center’s character of the community since the colors are similar to the buildings within Winter Springs Marketplace. 25 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 13 OF 20 Reports: The Final Engineering submittal is required to include the following reports or updates of previously prepared reports for the same property. Reports July 14, 2020 Drainage Report (Figure 25) July 28, 2020 Potable Water Analysis (Figure 26) August 4, 2020 Listed Wildlife Species Survey (Figure 27) December 15, 2020 Preliminary Geotechnical Report (Figure 28) December 6. 2024 Parking Analysis (Figure 10) December 2024 Traffic Impact Analysis (Figure 29) August 15, 2025 Traffic Impact Analysis Review (Figure 4) Procedural History: May 6, 2025 Pre-Application Meeting June 30, 2025 Community Workshop August 7, 2025 Planning & Zoning Board | Recommendation on Conditional Use Application, Site Plan /Final Engineering, Aesthetic Review, Waivers, and Development Agreement. (Continued to date certain of September 11, 2025 at 5:30 p.m. in the City Commission Chambers) September 11, 2025 Planning & Zoning Board | Recommendation on Conditional Use Application, Site Plan /Final Engineering, Aesthetic Review, Waivers, and Development Agreement. October 13, 2025 City Commission | Hearing on Conditional Use Application, Site Plan/ Final Engineering, Aesthetic Review, Waivers, and Development Agreement. Waiver Review: Pursuant to Section 20-34, Any real property owner may file a waiver application requesting a waiver(s) for their real property from any term and condition of this chapter (except from the list of permitted, conditional and prohibited uses set forth in any zoning district category). The Planning and Zoning Board shall be required to review all waiver applications and make a 26 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 14 OF 20 written recommendation to the City Commission. Such recommendation shall include the reasons for the board's recommendation and show the board has considered the applicable waiver criteria set forth and analyzed below. Upon receipt of the Planning and Zoning board's recommendation, the city commission shall make a final decision on the application. If the city commission determines that the planning and zoning board has not made a recommendation on an application within a reasonable period, the city commission may, at its discretion, consider an application without the planning and zoning board's recommendation. Waiver I: A waiver to allow Wawa to be located at a setback of 182’ from the right- of-way of SR 434 and 98’ from the right-of-way of Tuskawilla Road in lieu of the 50’ maximum front setback. The required 15’minium rear setback is met since the convenience store is proposed to be 19’ from the rear property line; therefore, is removed from the waiver request. Waiver Review 1. The applicant clearly demonstrates that the applicable term or condition clearly creates an illogical, impossible, impractical, or patently unreasonable result related to the proposed property and development. Analysis: Staff find that the applicant has not demonstrated that the 50’ setback requirement creates an impractical result in that meeting the standards would not prevent the lot to meet other requirements related to the proposed property and development. 2. The proposed development plan is in substantial compliance with this chapter and in compliance with the comprehensive plan. Analysis: Staff find that the proposed setback adjustment is not compliant with the Town Center setback standards as it requires a building closer to the street and the proposed setbacks are not in compliance with the comprehensive plan. 3. The proposed development plan will significantly enhance real property. Analysis: Staff find that the proposed site plan will significantly enhance the real property by providing an additional gas station option that includes a convenience store service which will enhance the value of surrounding property and provide families who live and work near Town Center. 4. The proposed development plan serves the public health, safety, and welfare. Analysis: Staff find that the construction of Wawa will serve the public health, safety, and welfare of area residents. 5. The waiver will not diminish property values in or alter the essential character of the surrounding neighborhood. 27 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 15 OF 20 Analysis: Staff find that the waiver will not diminish property values or the essential character of the surrounding neighborhood. The Town Center is meant to be a mixed-use of commercial and residential to serve residents and visitors. The construction of Wawa will enhance property values and the essential character by increasing convenience store/gas station options in Town Center. 6. The waiver granted is the minimum waiver that will eliminate or reduce the illogical, impossible, impractical, or patently unreasonable result caused by the applicable term or condition under this chapter. Analysis: Staff find that the waiver is not the minimum waiver that will eliminate or reduce the illogical, impossible, impractical, or patently unreasonable result caused by the applicable term or condition under this chapter. The design does meet the associated requirements of the use while still meeting the intent of the ordinance. 7. The proposed development plan is compatible and harmonious with the surrounding neighborhood. Analysis: Staff find that the site plan is not compatible with the with the Town Center since it exceeds the required setback and the buildings along SR 434 in the Winter Springs Marketplace. 8. Whether the applicant has agreed to execute a binding development agreement required by the city to incorporate the terms and conditions of approval deemed necessary by the city commission including, but not limited to, any mitigative techniques and plans required by City Code. Analysis: The Applicant is working on and has agreed to a binding Development Agreement to incorporate terms and conditions deemed necessary by the City Commission. Waiver II: A waiver to the requirement of the Town Center District Code, Sec. 20- 327.1 to allow for two monument signs for the project. The signs will be identical, with one located at S.R. 434/Tuskawilla Road intersection and the second being located at the existing driveway of the Winter Springs Marketplace on Tuskawilla Road. The requested waiver to the requirement of the single-tenant monument signs, Sec.16-82 to allow the materials to be inconsistent with the architecture of the proposed building is being removed due to the applicant proposing to change the color scheme and materials of the building that is consistent with the proposed signs. Waiver Review 1. The applicant clearly demonstrates that the applicable term or condition clearly creates an illogical, impossible, impractical, or patently unreasonable result related to the proposed property and development. Analysis: Staff finds that although not permitted by right in the Town Center District, monument signs are a reasonable standard for drivers to note the 28 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 16 OF 20 location of a business. However, the Winter Springs Marketplace already contains four (4) multiple tenant ground monument signs. In fact, the First Modification to the Development and Property Division Agreement for the Winter Springs Marketplace, dated January 30, 2023, which was executed at the time the Fifth-Third Bank’s plan approval stated: Section 5.1 – “The waiver from Winter Springs City Code, Sec. 20-327.1(a), to allow an additional monument-style ground sign on the Trust Property shall be a multi-tenant ground sign that will serve the tenants of both the Resulting Trust Property Parcel #1 and #2. No further monument signs will be permitted on the Trust Property’s SR 434 frontage.” City staff is recommending approval of one additional monument sign to display gasoline prices in accordance with state law. Therefore, one (1) single- tenant ground sign located at the intersection of SR434 and Tuskawilla would be sufficient for the proposed development. Staff has proposed that the Second Modification to the Development Agreement allow only one additional monument sign for gas station pricing signage at the corner of Tuskawilla and SR 434. However, staff finds that the applicant has demonstrated the monument signs material to be consistent with the proposed building requirement. 2. The proposed development plan is in substantial compliance with this chapter and in compliance with the comprehensive plan. Analysis: Staff has reviewed the proposed signs for conformance with the regulations for monument signs for single-tenant businesses under Code Sec. 16-82 (2) and other applicable requirements of Chapter 16, Signs and Advertising. Staff also find them not to be in compliance with the Comprehensive Plan. 3. The proposed development plan will significantly enhance the real property. Analysis: Staff finds that the proposed monument signs will not enhance the value of the subject property, since there are four (4) existing monument signs within the Winter Springs Marketplace; therefore, detracting from the enhancement of the property. 4. The proposed development plan serves the public health, safety, and welfare. Analysis: Staff finds that the plan does not service the public health, safety, and welfare. The addition of 2 monument signs could decrease traffic safety, while degrading the aesthetics of the Town Center since there are four (4) existing monument signs within the Winter Springs Marketplace. It is noted that there is already one monument sign at the driveway entrance to the Marketplace on Tuskawilla. The proposal to place an additional monument sign at the same driveway entrance will create excessive visual clutter and blight. It is possible for the applicant to work with existing tenants to modify 29 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 17 OF 20 the existing monument sign at the Tuskawilla driveway if deemed desirable by the applicant. 5. The waiver will not diminish property values in or alter the essential character of the surrounding neighborhood. Analysis: Staff find that the waiver will not diminish property values or the essential character of the surrounding neighborhood. The Town Center is meant to be a mixed-use of commercial and residential to serve residents and visitors. The construction of Wawa will enhance property values and the essential character by increasing convenience store with a gas station option in the Town Center. 6. The waiver granted is the minimum waiver that will eliminate or reduce the illogical, impossible, impractical, or patently unreasonable result caused by the applicable term or condition under this chapter. Analysis: Staff finds that the waiver will diminish property values in or alter the essential character of the surrounding neighborhood. Further, it will diminish the high-quality development existing in the Town Center, especially Winter Springs Marketplace. 7. The proposed development plan is compatible and harmonious with the surrounding neighborhood. Analysis: Staff finds that the proposed monument plan is not compatible and harmonious with the surrounding neighborhood due to the request is for two (2) ground monument signs within a retail complex that contains four (4) multiple-tenant signs. 8. Whether the applicant has agreed to execute a binding development agreement required by the city to incorporate the terms and conditions of approval deemed necessary by the city commission including, but not limited to, any mitigative techniques and plans required by City Code. Analysis: The Applicant is working on and has agreed to a binding Development Agreement to incorporate terms and conditions deemed necessary by the City Commission. Waiver III: A waiver to allow variations in the streetscape width requirements for Wawa, consisting of a 12’ landscape and treescape area, a 6’ sidewalk, and a 4’ landscape area located near the existing access driveway from the Tuskawilla Road right-of-way. Waiver Review 1. The applicant clearly demonstrates that the applicable term or condition clearly creates an illogical, impossible, impractical, or patently unreasonable result related to the proposed property and development. Analysis: Staff find that the applicant clearly demonstrates that the applicable conditions create an illogical, impossible, impractical, or patently 30 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 18 OF 20 unreasonable result related to the Town Center streetscape requirements due to Tuskawilla Road containing an insufficient right-of-way at the southern end. Additionally, maintaining the existing dimensions would be in keeping with adjacent parcels. 2. The proposed development plan is in substantial compliance with this chapter and in compliance with the comprehensive plan. Analysis: Staff find that the variations in the streetscape section widths are substantially compliant with the Code requirements and the desired goals for the Town Center as described in the Comprehensive Plan. The streetscape maintains the 27’ overall width as required by the ordinance while adjusting the sections at Tuskawilla Road existing access driveway to be harmonious with the streetscapes on adjacent parcels. 3. The proposed development plan will significantly enhance the real property. Analysis: Staff find that the proposed variations on the streetscape will significantly enhance the real property by enhancing the overall appearance of the streetscape. The applicant is proposing a number of canopy trees and shrubs that will improve the aesthetic value of the property. 4. The proposed development plan serves the public health, safety, and welfare. Analysis: Staff find that the plan services the public health, safety, and welfare. The proposed streetscape will increase the quality of life for residents and visitors by maintaining the current path and providing a more aesthetically pleasing walkway. 5. The waiver will not diminish property values in or alter the essential character of the surrounding neighborhood. Analysis: Staff find that the waiver will not diminish property values or the essential character of the surrounding neighborhood. The Town Center is meant to be a mixed-use of commercial and residential to serve residents and visitors. 6. The waiver granted is the minimum waiver that will eliminate or reduce the illogical, impossible, impractical, or patently unreasonable result caused by the applicable term or condition under this chapter. Analysis: Staff find that this waiver eliminate or reduce the illogical, impossible, impractical, or patently unreasonable result caused by the applicable conditions by keeping the current landscape and sidewalk widths so as to be harmonious with the existing streetscape on adjacent parcels. The total required width of the streetscape as required by the Code will be unaffected. 7. The proposed development plan is compatible and harmonious with the surrounding neighborhood. 31 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 19 OF 20 Analysis: Staff find that the proposed development plan is compatible and harmonious with the surrounding neighborhood. While the widths of each section as proposed are not within the Code, they are compatible with the streetscape for the adjacent parcels and the amount of both canopy trees, shrubs, and plantings will result in a harmonious landscape for the surrounding neighborhood. 8. Whether the applicant has agreed to execute a binding development agreement required by the city to incorporate the terms and conditions of approval deemed necessary by the city commission including, but not limited to, any mitigative techniques and plans required by City Code. Analysis: The Applicant is working on and has agreed to a binding Development Agreement to incorporate terms and conditions deemed necessary by the City Commission. Applicable Law, Public Policy, and Events: Florida Statutes 163.2511-163.3246: Growth Policy; County and Municipal Planning; Land Development Regulation (Provides that land development regulations for municipal planning be consistent with the Comprehensive Plan). Home Rule Powers Code of Ordinances City of Winter Springs. Section 20-1. Definitions. Fiscal Impact: The Fiscal Impact Report shall be reviewed and approved prior to the project being heard before the City Commission. Development Agreement: The Applicant is currently working with the City Attorney on the Development Agreement for the project. The Development Agreement shall be executed prior to any work on the project covered within this document. STAFF RECOMMENDATION Although, some of the noted items from Staff (#3, #5, and #6) have been satisfied, the noted items (#1, #2, #7, and #8), pertaining to the “fundamental and urban design concepts” and “corner store or neighborhood convenience store with gas pumps”, are not being met with the applicant continuing with the originally proposed location of the convenience store and gas canopy. Therefore, Staff recommends that the Planning & Zoning Board recommend denial of the Conditional Use Application, Site Plan /Final Engineering, and Development Agreement. The development plan does not meet Goal 2: Town Center of the Comprehensive Plan as provided herein. In the event the project is recommended for approval, Staff recommends that it is contingent upon, and not effective until, the related Additional Parking project Site Plan/ Final Engineering application is approved. Further, Staff requests that the 32 PUBLIC HEARINGS AGENDA ITEM | THURSDAY, SEPTEMBER 11, 2025 , | PAGE 20 OF 20 Planning and Zoning Board recommend approval of the Aesthetic Review with no conditions, and the Site Plan/Final Engineering subject to the following condition: 1. Prior to the issuance of a site work permit and start of construction, an approved Maintenance of Traffic (MOT) permit is required. With regard to Waivers, Staff requests that the Planning and Zoning Board recommend denial of Waiver I, but approval of Waiver III with no conditions and approval of Waiver II, subject to the following condition: 1. One (1) ground monument sign to be located at the intersection of SR 434 and Tuskawilla Road. Attachments: Figure “1” – Community Workshop Flyer Figure “2” – Community Workshop Attendance Sheet Figure “3” – Preliminary Requirements Figure “4” – Applicant Response to Preliminary Requirements Figure “5” – Wawa Revised C0.0 & C4.0 Civil Site Plan 09.02.2025 Figure “6” – Wawa Civil Site Plan 08.28.2025 Figure “7“– Landscape Plan 07.29.2025 Figure “8 “– Master Sign Plan Figure “9” – Traffic Impact Analysis Review Figure “10” – Parking Analysis Figure “11” – Building Elevations Figure “12” – Proposed Building Renderings Figure “13” – Setback Waiver Justification Figure “14” – Ground Monument Sign Waiver Justification Figure “15” – Streetscape Waiver Justification Figure “16” – Conditional Use Justification Figure “17” – Site Plan Application Figure “18” – Aesthetic Review Application Figure “19” – Development Agreement Application Figure “20” – Setback Waiver Application Figure “21” – Ground Monument Sign Waiver Application Figure “22” – Streetscape Waiver Application Figure “23” – Conditional Use Application Figure “24” – Drainage Report Figure “25” Potable Water Analysis Figure “26” Listed Wildlife Species Survey Figure “27” Preliminary Geotechnical Engineering Report Figure “28” Wawa Winter Springs Traffic Impact Analysis 33 SECOND MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 1 of 11 THIS INSTRUMENT WAS PREPARED BY AND SHOULD BE RETURNED TO: Anthony A. Garganese City Attorney of Winter Springs Garganese, Weiss, D'Agresta & Salzman, P.A. 111 N. Orange Avenue, Suite 2000 Orlando, FL 32802 (407) 425-9566 SECOND MODIFICATION TO DEVELOPMENT AND PROPERTY DIVISION AGREEMENT Winter Springs Marketplace – Resulting Trust Property Parcel #2 - Wawa THIS SECOND MODIFICATION TO DEVELOPMENT AND PROPERTY DIVISION AGREEMENT (“Second Modification”) is made and executed this ______ day of _________________, 2025, by and between the CITY OF WINTER SPRINGS, a Florida Municipal Corporation (“City”), whose address is 1126 East S.R. 434, Winter Springs, Florida 32708, and TUSCAWILLA PROPERTY INVESTORS, LLC, a Florida Limited Liability Company, whose address is 630 S Maitland Avenue, Suite 100, Maitland, Florida 32751 (“Developer”). WITNESSETH: WHEREAS, Developer and the City have entered into and executed that certain Development and Property Division Agreement for Winter Springs Marketplace, dated March 8, 2021, and recorded in the Official Records of Seminole County at Book 9887, Pages 718-751 (the “Development Agreement”) as well as that certain First Modification to the Development and Property Division Agreement for Winter Springs Marketplace, dated January 30, 2023, and recorded in the Official Records of Seminole County at Book 10397, Pages 628-643 (the “First Modification”); and WHEREAS, the Development Agreement governs the development of both the Property and Trust Property, as legally described and defined therein, the Trust Property having been conveyed to the Developer subsequent to the execution and recordation of the Development Agreement, and the Trust Property being more particularly described in Exhibit “D” of the Development Agreement; and FOR RECORDING DEPARTMENT USE ONLY 34 SECOND MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 2 of 11 WHEREAS, the Development Agreement provided that the Trust Property would be further divided into two (2) resulting Trust Property parcels, as legally described in Exhibit “E” of the Development Agreement; and WHEREAS, the Developer now desires to construct a Wawa neighborhood convenience store with gas pumps on the Resulting Trust Property Parcel #2, particularly consisting of 1.21 acres, more or less, located southwest of the intersection of SR 434 and Tuskawilla Road, in Winter Springs, Seminole County, Florida, zoned Town Center (T5 Transect), more particularly described in Exhibit “G” herein; and WHEREAS, Developer has now applied for a conditional use of a “corner store or neighborhood convenience store with gas pumps” and submitted applications for a Conditional use, Final Engineering Plans, Waivers, and Aesthetic Plan Approval in order to construct the convenience store on the Resulting Trust Property Parcel #2; and WHEREAS, pursuant to Chapter 20 Zoning, Article II, Division 1, Section 20-29.1 of the Winter Springs City Code (“City Code”), a community workshop for the Project was held on ___________________; and WHEREAS, Section 20-29(c) of the City Code requires that all site plans and waivers shall be binding on the use of the subject property and, further, that as a condition of approval by the City Commission, all development projects requiring a community workshop pursuant to Section 20-29.1 of the City Code shall be required to be memorialized in a binding development agreement; and WHEREAS, this Second Modification shall be recorded against the Trust Property so that the terms and conditions of approval related to the Trust Property shall run with the land; and NOW THEREFORE, in consideration of the mutual promises and covenants contained herein, the parties mutually agree as follows: 1.0 Recitals. The foregoing recitals are true and correct and are hereby incorporated herein by this reference. 2.0 Authority. This Second Modification is entered into pursuant to the Florida Municipal Home Rule Powers Act. 3.0 The Project Area. The real property that is subject of this Second Modification is the Resulting Trust Property Parcel #2, legally described in EXHIBIT “G”, attached hereto and fully incorporated herein by this reference for convenience (the “Project Area” or “Resulting Trust Property Parcel #2” or “Resulting Trust Property #2”). 4.0 Project Description and Requirements; Phasing. Developer has constructed Phases I and II of the Winter Springs Marketplace shopping center on the Property, as well as 35 SECOND MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 3 of 11 supporting infrastructure, stormwater pond, parking lots, and landscaping. Phase III shall consist of a corner store or neighborhood convenience store with gas pumps and canopy with associated parking on Resulting Trust Property Parcel #2. (Hereinafter, all project description and requirements and references to the “Project” shall refer to the corner store or neighborhood convenience store with gas pumps on Resulting Trust Property Parcel #2.). The Developer shall construct the Project in a manner consistent with the approved Final Engineering/Site Plans, Aesthetic Plans, and Waivers that are on file with the City with the following file numbers and consistent with the requirements contained in this Second Modification: File Nos: CONU-2025-0004 FEDP-2025-0016 DVAG-2025-0010 AERV-2025-0008 WAIV-2025-0011, WAIV-2025-14, WAIV-2025-15 The overall Final Engineering/Site Plan for the neighborhood convenience store with gas pumps on Resulting Trust Property Parcel #2 is attached hereto as EXHIBIT “H” for convenience and incorporated herein by this reference. The City and Developer agree that the Winter Springs Comprehensive Plan, Multimodal Transportation Element, Policy 1.11.3, requires the Developer of the Project to provide one (1) mobility credit based on the net, new average daily trip generation projected for the Project. In addition, the City and Developer agree that the Winter Springs Comprehensive Plan, Multimodal Transportation Element, Policy 1.11.6, requires new development, regardless of size, to provide operational improvements to the City’s transportation system to mitigate their impacts on the system, to ensure smooth traffic flow, and to aid in the elimination of hazards, which may include contributions to the City’s multimodal system. The Developer has elected to provide two (2) bike racks, totaling ten (10) spaces, on the north side of the building, and a ramp with handrails on the Tuskawilla Road sidewalk, with crosswalk connection to the store front sidewalk as a multimodal improvement to satisfy the required mobility credit in accordance with the above-referenced Policies. 36 SECOND MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 4 of 11 5.0 Conditions of Approval. Specific conditions of approval for the above-referenced Final Engineering Plans, Aesthetic Plans and Waivers, include the following, which are also addressed in the staff report for the Final Engineering/Site Plans, Aesthetic Plans, and Waivers: In addition, the City Commission hereby deletes in its entirety Section 5.1 of the First Modification, to allow for one (1) additional monument-style ground sign on the Resulting Trust Property Parcel #2 at the corner of SR 434 and Tuskawilla Road. No further monument signs shall be permitted on the SR 434 frontage for the Project Area. 6.0 Termination of Approval as to Resulting Trust Property #2. In the event the Developer (or the ground tenant of Resulting Trust Property Parcel #2) fails to obtain the building permit and substantially commence vertical construction of the building, which shall at minimum include building foundations, on the Resulting Trust Property Parcel #2 within two (2) years of the Effective Date of this Second Modification, then the City shall have the right to terminate and/or void the approvals set forth herein as applies to the Resulting Trust Property #2 and require the Developer to reapply to the City for such approvals as applies to the Resulting Trust Property Parcel #2. The Developer may apply to the City Commission for an extension of this deadline, which may be granted upon good cause shown. 7.0 Representations of the Parties. The City and Developer hereby each represent and warrant to the other that it has the power and authority to execute, deliver and perform the terms and provisions of this Second Modification and has taken all necessary action to authorize the execution, delivery and performance of this Second Modification. The Developer further agrees and makes the following representations and warranties to the City: A. The Developer is lawfully seized of the Trust Property in fee simple and has full and lawful authority to execute this Second Modification and bind the Project Area property as set forth herein. This Second Modification will, when duly executed and delivered by the City and Developer, constitute a legal, valid and binding obligation enforceable against the parties hereto. Upon recording of this Second Modification in the Public Records of Seminole County, Florida, the Second Modification shall be a binding obligation upon the Project Area property in accordance with the terms and conditions of this Agreement. Developer represents that it has voluntarily and willfully executed this Second Modification for purposes of binding himself and the Project Area property to the terms and conditions set forth in this Second Modification. 8.0 Successors and Assigns. This Second Modification shall automatically be binding upon and shall inure to the benefit of the City and Developer and their respective successors and assigns. The terms and conditions of this Second Modification similarly shall be binding upon the Project Area property, and shall run with title to the same upon being duly recorded against the Project Area property by the City. 37 SECOND MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 5 of 11 9.0 Effective Date. This Second Modification shall become effective upon approval by the City Commission and execution of this First Modification by both parties hereto. 10.0 Recordation. Upon full execution by the Parties, this Second Modification shall be recorded upon the Resulting Trust Property #2 in the Public Records of Seminole County, Florida by the City and shall be binding upon the Resulting Trust Property #2 and all future owners thereof. 11.0 Effect of Modification. All other terms and conditions of the Development Agreement and First Modification, not in conflict with this Second Modification, shall remain in full force and effect. IN WITNESS WHEREOF, the parties have hereunto set their hands and seal on the date first above written. CITY OF WINTER SPRINGS By: Kevin McCann, Mayor ATTEST: By: Christian Gowan, City Clerk Date: _______________________________ CITY SEAL APPROVED AS TO FORM AND LEGALITY For the use and reliance of the City of Winter Springs, Florida only. Date: By: Anthony A. Garganese, City Attorney for the City of Winter Springs, Florida STATE OF FLORIDA COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me by means of (___) physical presence or (___) online notarization, this ______ day of ___________, 2025, by Kevin McCann, Mayor of the City of Winter Springs, Florida, a Florida municipal corporation, on behalf of the 38 SECOND MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 6 of 11 corporation, who is personally known to me or produced ___________________ _______________ as identification. (NOTARY SEAL) (Notary Public Signature) (Print Name) Notary Public, State of Commission No.: My Commission Expires: ________________ Signed, sealed and delivered in the presence of the following witnesses: Signature of Witness Printed Name of Witness Signature of Witness Printed Name of Witness TUSCAWILLA PROPERTY INVESTORS, LLC By: Ryan Stahl Date: _______________ STATE OF COUNTY OF The foregoing instrument was acknowledged before me by means of (___) physical presence or (___) online notarization, this ______ day of ___________, 2025, by Ryan Stahl, the Manager of Tuscawilla Property Investors, LLC, a limited liability company, on behalf of the company, who is personally known to me or produced ___________________ _______________ as identification. 39 SECOND MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 7 of 11 (NOTARY SEAL) (Notary Public Signature) (Print Name) Notary Public, State of Commission No.: My Commission Expires: DEVELOPER IS HEREBY ADVISED THAT SHOULD DEVELOPER FAIL TO FULLY EXECUTE, AND DELIVER TO THE CITY, THIS AGREEMENT WITHIN THIRTY (30) DAYS FROM THE DATE THAT THE CITY COMMISSION APPROVES THIS AGREEMENT, THIS AGREEMENT, AND THE DEVELOPMENT PERMIT APPROVALS REFERENCED HEREUNDER, SHALL AUTOMATICALLY BE DEEMED NULL AND VOID. 40 SECOND MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 8 of 11 EXHIBIT G RESULTING TRUST PROPERTY PARCEL #2 (PROJECT AREA) That part of Lot 9, JOE E. JOHNSTON'S SURVEY, recorded in Deed Book 147, Page 221, Public Records of Seminole County, Florida, and also being that part of Lot 8 Block A, and that part of the unplatted part of Block B of D. R. Mitchell's Survey of the Levy Grant, according to the plat thereof as recorded in Plat Book1, Page 5, Public Records of Seminole County, Florida, and also that part of the vacated Street as set forthin Resolution recorded in Official Records Book 2972, Page 373 more particularly described as follows: Commencing at the Northeast corner of Jesup's Reserve Townhomes Replat, according to the plat thereof as recorded in Plat Book 71, Pages 86 through 93, Public Records of Seminole County, Florida; thence run S39'45'03"E along the Southwesterly right of way line of State Road No. 434 per Official Records Book2803, Page 1023, and Official Records Book 2831, Page 1024, Public Records of Seminole County, Florida, a distance of 442.36 feet for the Point of Beginning; thence continue S39'45'03"E along said South right of way line, a distance of 103.50 feet; thence run S13'15'20"E along the West right of way line of Tuskawilla Road per Official Records Book 8377, Page 27, Public Records of Seminole County, Florida, a distance of 44.85 feet; thence continue S13'18'28"W along said West right of way line, a distance of223.26 feet to a point on a non- tangent curve concave to the Northwest, having a radius of 2.00 feet; thence from a radial bearing of N76'41'29"W run Southwesterly along the arc of said curve through a central angle of 59'49'28", an arc distance of 2.09 feet, having a chord bearing of S43'13'15"W and a chord distance of 1.99 feet to a point of compound curvature of a curve concave to the North having a radius of24.33 feet; thence run Westerly along the arc of said curve through a central angle of 30'50'10", an arc distance of 13.09 feet, having a chord bearing of S88'33'05"W and a chord distance of 12.94 feet; thence run N76'01'50"W, a distance of 60.93 feet to the beginning of a curve concave to the Northeast having a radius of 20.00 feet; thence run Northwesterly along the arc of said curve through a central angle of35'56'47", an arc distance of 12.55 feet, having a chord bearing of N58'03'27"W and a chord distance of12.34 feet; thence run N40'05'03"W, a distance of 178.00 feet to the beginning of a curve concave to the Northeast having a radius of 15.00 feet; thence run Northwesterly along the arc of said curve through a central angle of 42'05'15", an arc distance of 11.02 feet, having a chord bearing of N19'02'26"W and a chord distance of 10.77 feet to a point of reverse curvature of a curve concave to the West having a radius of 130.00 feet; thence run Northerly along the arc of said curve through a central angle of 10'50'21", an arc distance of 24.59 feet, having a chord bearing of N03'24'59"W and a chord distance of 24.56 feet; thence run N49'54'57"E, a distance of 233.19 feet to the Point of Beginning. 41 SECOND MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 9 of 11 EXHIBIT H Overall Site Plan for Resulting Trust Property Parcel #2 42 SECOND MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 10 of 11 JOINDER AND CONSENT For and in consideration of the mutual covenants, terms, and conditions and restrictions contained herein, together with other good and valuable consideration, the receipt and sufficiency of which is hereby acknowledged, One Florida Bank, a Florida banking corporation, as holder of that certain Mortgage, Security Agreement, Financing statement and Assignment of Rents which is recorded in Official Records Book 10107, Page 1 of the Public Records of Seminole County, Florida, as affected by that certain Cross-Default and Cross-Collateralization Agreement recorded in Official Records Book 10108, Page 57, that certain Assignment of Rents, Leases, Profits and Contracts recorded in Official Records Book 10107, Page 20, and that certain UCC-1 Financing Statement recorded in Official Records Book 10147, Page 359; and that certain Mortgage, Security Agreement, Financing statement and Assignment of Rents which is recorded in Official Records Book 9757, Page 1364, as affected by that certain Cross-Default and Cross-Collateralization Agreement recorded in Official Records Book 10108, Page 57, that certain Assignment of Rents, Leases, Profits and Contracts recorded in Official Records Book 9757. {age 1386, and that certain UCC-1 Financing Statement recorded in Official Records Book 9757, Page 1396, all of the Public Records of Seminole County, Florida (collectively, the “Mortgage”) hereby joins in and consents to the foregoing First Modification to the Development and Property Division Agreement by and between the City of Winter Springs, a Florida municipal corporation, and Tuscawilla Property Investors, LLC, a Florida limited liability company, and further acknowledges and agrees that its Mortgage shall be subordinated to such First Modification to the Development and Property Division Agreement and the obligations contained therein. Dated this _______ day of ______, 2025. 43 SECOND MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 11 of 11 Signed and sealed in the presence of: Print Name: Print Name: By: ___________________________________ Name: Title : STATE OF COUNTY OF The foregoing instrument was acknowledged before me by means of (___) physical presence or (___) online notarization, this ______ day of ___________, 2025, by __________, the _____________ of _____________________, a _______________, on behalf of the company, who is personally known to me or produced ___________________ _______________ as identification. (NOTARY SEAL) (Notary Public Signature) (Print Name) Notary Public, State of Commission No.: My Commission Expires: 44 COMMUNITY WORKSHOP Date: June 30, 2025 @ 6:00 P.M. Location: The Foundry Church – Classroom 5 1491 E. State Road 434, Winter Springs, FL 32708 Community Workshop to consider Final Engineering Site Plans, Aesthetic Review and Conditional Use in order to construct a 4,736 sq. ft. gas station/convenience store in the Winter Springs Marketplace within the Town Center District on the subject site. Project: Wawa gas station/convenient store Location: SW corner of Tuskawilla Road and E. State Road 434 Parcel ID: 36-20-30-502-0000-0090 Acreage: ± 1.22-acre project Zoning: Town Center District (T5) Future Land Use: Town Center (TC) Applicant/Presenter: Ryan Stahl, Scott Kearney, Kimley-Horn Associates 45 46 CITY OF WINTER SPRINGS, FLORIDA COMMUNITY DEVELOPMENT DEPARTMENT 1126 EAST STATE ROAD 434 WINTER SPRINGS, FLORIDA 32708 T: (407) 327 -1800 | F: (407) 324 -4753 www.winterspringsfl.org August 12, 2025 Preliminary Requirements The Planning and Zoning Board (P&Z) meeting held on Thursday, August 7, 2025 at 5:30 p.m. heard Agenda Item 401 and rendered the decision to continue this agenda item to a date certain of Thursday, September 11, 2025 at 5:30 p.m. in the City Commission Chambers. Per the Planning and Zoning Board decision, the following items referenced in the Staff Report are required to be addressed, and submitted via the Civic Access Portal, prior to the scheduled meeting by or before close of business on Friday, August 29, 2025: 1. The building placement is required to contain shallow setbacks or none, buildings oriented close to the street defining a street wall per Sec.20-320. Therefore, the convenient store placement is required to be oriented close to E. SR 434/Tuskawilla Road. 2. Per Sec.20-325 the front setback is required to be 50 ft., and shall be the average of the front setback of the two developed lots abutting the lot. Therefore, the proposed convenient store setback of 182 ft. from E. SR 434 and 98 ft. from Tuskawilla Rd. f ar exceeds the required setback and the buildings along E. SR 434 in the Winter Springs Marketplace. 3. Per Sec.20-325 the rear setback is required to be 15 ft., and the proposed convenient store is zero feet from the rear. 4. The proposed design and color of the proposed building and gas canopy are not consistent with the Winter Springs Marketplace; therefore, not compatible with the immediate surrounding area of the Town Center. 5. Single-tenant monument signs are required to be consistent in materials with the architecture of the proposed building per Sec.16-82(2)(e) and are discouraged in the Town Center. 6. The Traffic Impact Analysis is required to determine the impact on and adherence to the Town Center goals per the Comprehensive Plan and Land Development Code. However, as of the date of this report, the transportation review has not been addressed. 7. There is no hardship present on the subject site to meet all the relevant standards for the Town Center to continue being a place where people can reside in a mix of single and multiple family dwellings, work, gather to shop, relax, recreate, be entertained, attend community events, and enjoy the natural beauty of lands located in the Town Center. 8. It is not consistent with the use of a “corner store” or neighborhood convenience store to have the building placed 182 feet behind the corner. *Completion of the review for Traffic Impact Analysis and Utilities 47 Page 1 kimley-horn.com 6876 Marwick Lane, Suite 350, Orlando, FL 32827 407 536 4440 August 29, 2025 Jenale Garnett Project Manager City of Winter Springs 1126 E State Road 434 Winter Springs, FL 32708 Re: Wawa at Winter Springs Marketplace Application Number: FEDP-2025-0016 To Whom It May Concern: We are in receipt of the P&Z Board comments dated August 12, 2025 and the additional utility comments received August 28, 2025, regarding the above referenced project and offer the following in response: Planning Comments 1. The building placement is required to contain shallow setbacks or none, buildings oriented close to the street defining a street wall per Sec.20-320. Therefore, the convenient store placement is required to be oriented close to E. SR 434/Tuskawilla Road. Response: As discussed with staff on August 27, 2025, the site layout of the project is crucial for the success of the development and is necessary for the operations of Wawa. Additionally, we feel that the canopy provides the “street wall” feel the code is intending for as it is set back 62’ from the property boundary and is a larger footprint than the principal building. 2. Per Sec.20-325 the front setback is required to be 50 ft., and shall be the average of the front setback of the two developed lots abutting the lot. Therefore, the proposed convenient store setback of 182 ft. from E. SR 434 and 98 ft. from Tuskawilla Rd. far exceeds the required setback and the buildings along E. SR 434 in the Winter Springs Marketplace. Response: Please see the previous comment response. 3. Per Sec.20-325 the rear setback is required to be 15 ft., and the proposed convenient store is zero feet from the rear. Response: As discussed with staff on August 27, 2025, this waiver is no longer required as the principal building is setback ~19’ from the rear property line and meets the rear setback requirement. 4. The proposed design and color of the proposed building and gas canopy are not consistent with the Winter Springs Marketplace; therefore, not compatible with the immediate surrounding area of the Town Center. Response: Please refer to the revised Architectural building elevations consistent with those presented in the meeting with staff on August 27, 2025. These color schemes match the existing Aldi in the Marketplace and will help provide a more consistent look and feel for the development. 48 Page 2 kimley-horn.com 6876 Marwick Lane, Suite 350, Orlando, FL 32827 407 536 4440 5. Single-tenant monument signs are required to be consistent in materials with the architecture of the proposed building per Sec.16-82(2)(e) and are discouraged in the Town Center. Response: As discussed with staff on August 27, 2025, the current signage design was designed consistent with the other signage within the Marketplace. With the revisions to the colors and materials for the building, the signage will now match the building façade. 6. The Traffic Impact Analysis is required to determine the impact on and adherence to the Town Center goals per the Comprehensive Plan and Land Development Code. However, as of the date of this report, the transportation review has not been addressed. Response: As discussed with staff on August 27, 2025, the transportation review has been completed and the reviewing consultant has provided a recommendation for a right turn lane at the existing driveway entrance on Tuskawilla Rd. Site constraints were discussed with staff including impacts to existing Duke infrastructure and encroachments into an existing Duke easement that prevent the right turn lane from being feasible. As an alternative, the northern curb radius into the property can be increased to allow for an easier turning movement for incoming traffic. 7. There is no hardship present on the subject site to meet all the relevant standards for the Town Center to continue being a place where people can reside in a mix of single and multiple family dwellings, work, gather to shop, relax, recreate, be entertained, attend community events, and enjoy the natural beauty of lands located in the Town Center. Response: We feel that the proposed use is a complimentary use for the overall Marketplace and will complete a “one-stop shop” development for the community to utilize. Accommodations for pedestrian traffic have been made to the extent practicable given the necessary layout of the project. 8. It is not consistent with the use of a “corner store” or neighborhood convenience store to have the building placed 182 feet behind the corner. Response: We believe the intent of the code referenced was specific to the parcel being located at an intersection rather than specific to the principal building location. Utility Comments 1. Two dimensions are shown: 11 feet and (7+5) = 12 feet. Please indicate that the open cut width is 12 feet. Repeat comment: Provide MOT notes for traffic movement and safety during open cut operations. Response: The open cut width is 12’, the conflicting dimensions have been removed from the Demolition Plan (C3.0). As discussed with staff on August 29, 2025, an additional MOT note has been added to the Demolition Plan instructing the contract to obtain an MOT permit from the City of Winter Springs prior to commencing construction. 2. Existing gate valve shown, label both gate valves within Detail 1 on Sheet C6.0. Response: Additional leader has been added to existing gate valve. 49 Page 3 kimley-horn.com 6876 Marwick Lane, Suite 350, Orlando, FL 32827 407 536 4440 3. Repeat comment: Provide restraint joint table for PVC pipe. Response: As discussed with staff on August 29, 2025, restrained joints are not required for the scope of this project. As indicated in the restrained joint table detail, restrained joints are only required for 4” lines and above. Additionally, the portion of 8” PVC that will be extended to the project does not have any bends and does not require a restrained joint. 4. Repeat comment: Provide design information for size of proposed grease trap. Response: Grease trap calculations are included with the building permit application submittal as they are sized by the MEP. Revised preliminary grease trap calcs have been included for a standard Wawa in Central Florida showing the proposed grease trap is of adequate size. Final calculations will be provided during building permit review. 5. The irrigation plan indicates a water meter on the southeast side of the building. Neither the irrigation plan nor the utility plan describes or details how the irrigation system will be serviced. Comment Revision: Could not be verified – Irrigation Plans were not provided. Response: As discussed with staff on August 29, 2025, irrigation plans were uploaded to the portal with the previous submittal on 7/28/2025 that show the intended irrigation connection to the existing irrigation line along the southern edge of the property. 6. Verify that the FDEP water main to sanitary sewer separation requirements are met – 10 feet preferred. 6 feet minimum if vertical separation is obtained. Response: As discussed with staff on August 29, 2025, the separation requirements noted by FDEP are specifically for public potable water mains, not private services. If you have any further questions, please do not hesitate to contact our office, or email me at cory.sitler@kimley-horn.com. Sincerely, KIMLEY-HORN AND ASSOCIATES, INC. Cory Sitler P.E. Project Manager K:\ORL_Civil\149170026-Winter Springs Wawa\AGENCY PERMITS\City of Winter Springs\COMMENTS\2025-08-12 Wawa Comments Round #3\Site Plan Comments FEDP 0016.docx 50 PREPARED BY CONSTRUCTION PLANS AERIAL PHOTOGRAPHLOCATION MAP N.T.S.N.T.S. SITE SITE LEGAL DESCRIPTION: NORTHNORTH FOR THAT PART OF LOT 9, JOE E. JOHNSTON'S SURVEY, RECORDED IN DEED BOOK 147, PAGE 221, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, AND ALSO BEING THAT PART OF LOT 8 BLOCK A, AND THAT PART OF THE UNPLATTED PART OF BLOCK B OF D. R. MITCHELL'S SURVEY OF THE LEVY GRANT, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 1, PAGE 5, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, AND ALSO THAT PART OF THE VACATED STREET AS SET FORTH IN RESOLUTION RECORDED IN OFFICIAL RECORDS BOOK 2972, PAGE 373 MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF JESUP'S RESERVE TOWNHOMES REPLAT, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 71, PAGES 86 THROUGH 93, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA; THENCE RUN S39'45'03"E ALONG THE SOUTHWESTERLY RIGHT OF WAY LINE OF STATE ROAD NO. 434 PER OFFICIAL RECORDS BOOK 2803, PAGE 1023, AND OFFICIAL RECORDS BOOK 2831, PAGE 1024, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, A DISTANCE OF 442.36 FEET FOR THE POINT OF BEGINNING; THENCE CONTINUE S39'45'03"E ALONG SAID SOUTH RIGHT OF WAY LINE, A DISTANCE OF 103.50 FEET; THENCE RUN S13'15'20"E ALONG THE WEST RIGHT OF WAY LINE OF TUSKAWILLA ROAD PER OFFICIAL RECORDS BOOK 8377, PAGE 27, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, A DISTANCE OF 44.85 FEET; THENCE CONTINUE S13'18'28"W ALONG SAID WEST RIGHT OF WAY LINE, A DISTANCE OF 223.26 FEET TO A POINT ON A NON-TANGENT CURVE CONCAVE TO THE NORTHWEST, HAVING A RADIUS OF 2.00 FEET; THENCE FROM A RADIAL BEARING OF N76'41'29"W RUN SOUTHWESTERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 59'49'28", AN ARC DISTANCE OF 2.09 FEET, HAVING A CHORD BEARING OF S43'13'15"W AND A CHORD DISTANCE OF 1.99 FEET TO A POINT OF COMPOUND CURVATURE OF A CURVE CONCAVE TO THE NORTH HAVING A RADIUS OF 24.33 FEET; THENCE RUN WESTERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 30'50'10", AN ARC DISTANCE OF 13.09 FEET, HAVING A CHORD BEARING OF S88'33'05"W AND A CHORD DISTANCE OF 12.94 FEET; THENCE RUN N76'01'50"W, A DISTANCE OF 60.93 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE NORTHEAST HAVING A RADIUS OF 20.00 FEET; THENCE RUN NORTHWESTERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 35'56'47", AN ARC DISTANCE OF 12.55 FEET, HAVING A CHORD BEARING OF N58'03'27"W AND A CHORD DISTANCE OF 12.34 FEET; THENCE RUN N40'05'03"W, A DISTANCE OF 178.00 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE NORTHEAST HAVING A RADIUS OF 15.00 FEET; THENCE RUN NORTHWESTERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 42'05'15", AN ARC DISTANCE OF 11.02 FEET, HAVING A CHORD BEARING OF N19'02'26"W AND A CHORD DISTANCE OF 10.77 FEET TO A POINT OF REVERSE CURVATURE OF A CURVE CONCAVE TO THE WEST HAVING A RADIUS OF 130.00 FEET; THENCE RUN NORTHERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 10'50'21", AN ARC DISTANCE OF 24.59 FEET, HAVING A CHORD BEARING OF N03'24'59"W AND A CHORD DISTANCE OF 24.56 FEET; THENCE RUN N49'54'57"E, A DISTANCE OF 233.19 FEET TO THE POINT OF BEGINNING; WI N T E R S P R I N G S W A W A K- H P R O J E C T # 2 4 9 4 7 3 0 0 0 08 / 2 8 / 2 5 C0.0 P R O F E S SIONA L E N G INEER« «« CO R Y N. SITLER No. 89984 STATE OF F LO R I D A L I C E NS E P R O F E S SIONA L E N G INEER« «« CO R Y N. SITLER No. 89984 STATE OF F LO R I D A L I C E NS E Sheet List Table Sheet Number Sheet Title C0.0 COVER SHEET C1.0 GENERAL NOTES C1.1 GENERAL NOTES C2.0 SWPPP NOTES C2.1 EROSION CONTROL DETAILS C3.0 EXISTING CONDITIONS AND DEMOLITION PLAN C4.0 SITE PLAN C5.0 PAVING AND GRADING PLAN C5.1 DRAINAGE PLAN C6.0 UTILITY PLAN C7.0 FIRE TRUCK ROUTING PLAN C7.1 WB-67 TRUCK ROUTING PLAN C8.0 ACCESSIBILITY PLAN C9.0 WAWA STANDARD DETAILS C9.1 WAWA STANDARD DETAILS C9.2 WAWA STANDARD DETAILS C9.3 GENERAL CONSTRUCTION DETAILS C9.4 GENERAL CONSTRUCTION DETAILS C10.0 UTILITY DETAILS C10.1 UTILITY DETAILS C10.2 UTILITY DETAILS L1.00 LANDSCAPE PLAN L1.50 LANDSCAPE DETAILS L1.51 LANDSCAPE SPECIFICATIONS L2.00 IRRIGATION PLAN L2.50 IRRIGATION DETAILS L2.51 IRRIGATION NOTES DEVELOPMENT TEAM OWNER/DEVELOPER TUSCAWILLA PROPERTY INVESTORS LLC. 630 S. MAITLAND AVE., SUITE 100 MAITLAND, FL 32751 CONTACT: RYAN STAHL PHONE: (407) 628-0077 EMAIL: RSTAHL@EQUINOX-DEVELOPMENT.COM ENGINEER KIMLEY HORN AND ASSOCIATES, INC. 6876 MARWICK LANE, SUITE 350 ORLANDO, FL 32827 CONTACT: CORY SITLER, P.E. PHONE: (407) 536-4440 EMAIL: CORY.SITLER@KIMLEY-HORN.COMUTILITY PROVIDERS GAS: FLORIDA PUBLIC UTILITIES CO. 450 S. HWY 17-92 DEBARY, FL 33713 CONTACT: DAVID JOHNSON PHONE: (352) 636-7057 TELEPHONE: AT&T 132 COMMERCE WAY SANFORD, FL 32771 CONTACT: SCOTT LORENZ PHONE: (407) 302-7611 CITY OF WINTER SPRINGS 1126 E. S.R. 434 WINTER SPRINGS, FL 32708 CONTACT: CLETE SAUNIER PHONE: (407) 327-5989 DUKE ENERGY 2801 WEST STATE ROAD 426 OVIEDO, FL 32765 CONTACT: BENITA ROSTEL PHONE: (407) 359-4447 POWER : CHARTER COMMUNICATIONS 3767 ALL AMERICAN BLVD. ORLANDO, FL 32810 CONTACT: RAMON NUNEZ PHONE: (407) 215-5870 CABLE :LANDSCAPE ARCHITECT KIMLEY HORN AND ASSOCIATES, INC. 6876 MARWICK LANE, SUITE 350 ORLANDO, FL 32827 CONTACT: MATT FRANKO, PLA PHONE: (407) 536-4440 EMAIL: MATT.FRANKO@KIMLEY-HORN.COM SURVEYOR IRELAND & ASSOCIATES SURVEYING, INC 800 CURRENCY CIRCLE, SUITE 1020 LAKE MARY, FL 32746 CONTACT: PATRICK IRELAND PHONE:(407) 320-3366 EMAIL: TDUNCAN@IRELANDSURVEYING.COM Wawa Store # TBD PROPERTY INFO: 164 TUSKAWILLA ROAD WINTER SPRINGS, FL 32708 PARCEL ID. 36-20-30-502-0000-0090 CITY OF WINTER SPRINGS, FL AUGUST 2025 SIGNAGE NOTE: ANY AND ALL SIGNAGE DEPICTED WITHIN THESE DRAWINGS ARE SCHEMATIC IN NATURE. ANY APPROVAL RECEIVED FOR THIS BUILDING PERMIT DOES NOT CONSTITUTE APPROVAL FOR THE CONSTRUCTION OF ANY SIGN /SIGN STRUCTURE COVERED WITHIN ORANGE COUNTY CODE SECTION 31.5. SIGNAGE MUST COMPLY WITH ORANGE COUNTY CODE SECTION 31.5 OR ANY APPLICABLE APPROVED SIGN PLAN. ALL PROPOSED SIGNAGE, INCLUDING SIGNAGE STRUCTURES, ARE REQUIRED TO SUBMIT A SEPARATE APPLICATION AND SHALL BE PROCESSED FOR REVIEW BY ZONING, BUILDING AND DEVELOPMENT ENGINEERING. THIS PROJECT WILL BE PRIVATELY OWNED AND MAINTAINED BY TUSCAWILLA PROPERTY INVESTORS LLC 2 51 11 TSB EB PP EB TSB TSB T PP FO C B FO C B FO C B PP TSB PP TB T u s k a w i l l a R o a d PP ( V a r i a b l e W i d t h R i g h t - o f - W a y ) PROPOSED BUILDING 4,736 SF A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E T U S K A W I L L A R O A D STATE ROAD 434 CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) GAS CANOPY 11 7 5 4 5 8 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : SI T E P L A N Se p t e m b e r 0 2 , 2 0 2 5 0 2 : 1 5 : 1 9 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 4 . 0 S I T E P L A N . d w g SI T E P L A N C4.0 OVERALL SITE DATA: REQUIRED YARD/LANDSCAPE SETBACKS BUILDING COVERAGE: OVERALL IMPERVIOUS CALCULATIONS PROVIDED PARKING: REQUIRED PARKING: PHASING STORMWATER MANAGEMENT 100-YEAR FLOOD PLAIN SITE SIGNAGE LANDSCAPING REQUIRED BUILDING SETBACKS PROVIDED BUILDING SETBACKS PROVIDED YARD/LANDSCAPE SETBACKS PROVIDED BUILDING HEIGHTS NO R T H GENERAL NOTES: PROVIDED BICYCLE PARKING: REQUIRED BICYCLE PARKING:2 52 PREPARED BY CONSTRUCTION PLANS AERIAL PHOTOGRAPHLOCATION MAP N.T.S.N.T.S. SITE SITE LEGAL DESCRIPTION: NORTHNORTH FOR THAT PART OF LOT 9, JOE E. JOHNSTON'S SURVEY, RECORDED IN DEED BOOK 147, PAGE 221, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, AND ALSO BEING THAT PART OF LOT 8 BLOCK A, AND THAT PART OF THE UNPLATTED PART OF BLOCK B OF D. R. MITCHELL'S SURVEY OF THE LEVY GRANT, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 1, PAGE 5, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, AND ALSO THAT PART OF THE VACATED STREET AS SET FORTH IN RESOLUTION RECORDED IN OFFICIAL RECORDS BOOK 2972, PAGE 373 MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF JESUP'S RESERVE TOWNHOMES REPLAT, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 71, PAGES 86 THROUGH 93, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA; THENCE RUN S39'45'03"E ALONG THE SOUTHWESTERLY RIGHT OF WAY LINE OF STATE ROAD NO. 434 PER OFFICIAL RECORDS BOOK 2803, PAGE 1023, AND OFFICIAL RECORDS BOOK 2831, PAGE 1024, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, A DISTANCE OF 442.36 FEET FOR THE POINT OF BEGINNING; THENCE CONTINUE S39'45'03"E ALONG SAID SOUTH RIGHT OF WAY LINE, A DISTANCE OF 103.50 FEET; THENCE RUN S13'15'20"E ALONG THE WEST RIGHT OF WAY LINE OF TUSKAWILLA ROAD PER OFFICIAL RECORDS BOOK 8377, PAGE 27, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, A DISTANCE OF 44.85 FEET; THENCE CONTINUE S13'18'28"W ALONG SAID WEST RIGHT OF WAY LINE, A DISTANCE OF 223.26 FEET TO A POINT ON A NON-TANGENT CURVE CONCAVE TO THE NORTHWEST, HAVING A RADIUS OF 2.00 FEET; THENCE FROM A RADIAL BEARING OF N76'41'29"W RUN SOUTHWESTERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 59'49'28", AN ARC DISTANCE OF 2.09 FEET, HAVING A CHORD BEARING OF S43'13'15"W AND A CHORD DISTANCE OF 1.99 FEET TO A POINT OF COMPOUND CURVATURE OF A CURVE CONCAVE TO THE NORTH HAVING A RADIUS OF 24.33 FEET; THENCE RUN WESTERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 30'50'10", AN ARC DISTANCE OF 13.09 FEET, HAVING A CHORD BEARING OF S88'33'05"W AND A CHORD DISTANCE OF 12.94 FEET; THENCE RUN N76'01'50"W, A DISTANCE OF 60.93 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE NORTHEAST HAVING A RADIUS OF 20.00 FEET; THENCE RUN NORTHWESTERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 35'56'47", AN ARC DISTANCE OF 12.55 FEET, HAVING A CHORD BEARING OF N58'03'27"W AND A CHORD DISTANCE OF 12.34 FEET; THENCE RUN N40'05'03"W, A DISTANCE OF 178.00 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE NORTHEAST HAVING A RADIUS OF 15.00 FEET; THENCE RUN NORTHWESTERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 42'05'15", AN ARC DISTANCE OF 11.02 FEET, HAVING A CHORD BEARING OF N19'02'26"W AND A CHORD DISTANCE OF 10.77 FEET TO A POINT OF REVERSE CURVATURE OF A CURVE CONCAVE TO THE WEST HAVING A RADIUS OF 130.00 FEET; THENCE RUN NORTHERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 10'50'21", AN ARC DISTANCE OF 24.59 FEET, HAVING A CHORD BEARING OF N03'24'59"W AND A CHORD DISTANCE OF 24.56 FEET; THENCE RUN N49'54'57"E, A DISTANCE OF 233.19 FEET TO THE POINT OF BEGINNING; WI N T E R S P R I N G S W A W A K- H P R O J E C T # 2 4 9 4 7 3 0 0 0 08 / 2 8 / 2 5 C0.0 P R O F E S SIONA L E N G INEER« «« CO R Y N. SITLER No. 89984 STATE OF F LO R I D A L I C E NS E P R O F E S SIONA L E N G INEER« «« CO R Y N. SITLER No. 89984 STATE OF F LO R I D A L I C E NS E Sheet List Table Sheet Number Sheet Title C0.0 COVER SHEET C1.0 GENERAL NOTES C1.1 GENERAL NOTES C2.0 SWPPP NOTES C2.1 EROSION CONTROL DETAILS C3.0 EXISTING CONDITIONS AND DEMOLITION PLAN C4.0 SITE PLAN C5.0 PAVING AND GRADING PLAN C5.1 DRAINAGE PLAN C6.0 UTILITY PLAN C7.0 FIRE TRUCK ROUTING PLAN C7.1 WB-67 TRUCK ROUTING PLAN C8.0 ACCESSIBILITY PLAN C9.0 WAWA STANDARD DETAILS C9.1 WAWA STANDARD DETAILS C9.2 WAWA STANDARD DETAILS C9.3 GENERAL CONSTRUCTION DETAILS C9.4 GENERAL CONSTRUCTION DETAILS C10.0 UTILITY DETAILS C10.1 UTILITY DETAILS C10.2 UTILITY DETAILS L1.00 LANDSCAPE PLAN L1.50 LANDSCAPE DETAILS L1.51 LANDSCAPE SPECIFICATIONS L2.00 IRRIGATION PLAN L2.50 IRRIGATION DETAILS L2.51 IRRIGATION NOTES DEVELOPMENT TEAM OWNER/DEVELOPER TUSCAWILLA PROPERTY INVESTORS LLC. 630 S. MAITLAND AVE., SUITE 100 MAITLAND, FL 32751 CONTACT: RYAN STAHL PHONE: (407) 628-0077 EMAIL: RSTAHL@EQUINOX-DEVELOPMENT.COM ENGINEER KIMLEY HORN AND ASSOCIATES, INC. 6876 MARWICK LANE, SUITE 350 ORLANDO, FL 32827 CONTACT: CORY SITLER, P.E. PHONE: (407) 536-4440 EMAIL: CORY.SITLER@KIMLEY-HORN.COMUTILITY PROVIDERS GAS: FLORIDA PUBLIC UTILITIES CO. 450 S. HWY 17-92 DEBARY, FL 33713 CONTACT: DAVID JOHNSON PHONE: (352) 636-7057 TELEPHONE: AT&T 132 COMMERCE WAY SANFORD, FL 32771 CONTACT: SCOTT LORENZ PHONE: (407) 302-7611 CITY OF WINTER SPRINGS 1126 E. S.R. 434 WINTER SPRINGS, FL 32708 CONTACT: CLETE SAUNIER PHONE: (407) 327-5989 DUKE ENERGY 2801 WEST STATE ROAD 426 OVIEDO, FL 32765 CONTACT: BENITA ROSTEL PHONE: (407) 359-4447 POWER : CHARTER COMMUNICATIONS 3767 ALL AMERICAN BLVD. ORLANDO, FL 32810 CONTACT: RAMON NUNEZ PHONE: (407) 215-5870 CABLE :LANDSCAPE ARCHITECT KIMLEY HORN AND ASSOCIATES, INC. 6876 MARWICK LANE, SUITE 350 ORLANDO, FL 32827 CONTACT: MATT FRANKO, PLA PHONE: (407) 536-4440 EMAIL: MATT.FRANKO@KIMLEY-HORN.COM SURVEYOR IRELAND & ASSOCIATES SURVEYING, INC 800 CURRENCY CIRCLE, SUITE 1020 LAKE MARY, FL 32746 CONTACT: PATRICK IRELAND PHONE:(407) 320-3366 EMAIL: TDUNCAN@IRELANDSURVEYING.COM Wawa Store # XXX PROPERTY INFO: XXX ORLANDO, FL 32708 PARCEL ID. 36-20-30-502-0000-0090 CITY OF WINTER SPRINGS, FL AUGUST 2025 SIGNAGE NOTE: ANY AND ALL SIGNAGE DEPICTED WITHIN THESE DRAWINGS ARE SCHEMATIC IN NATURE. ANY APPROVAL RECEIVED FOR THIS BUILDING PERMIT DOES NOT CONSTITUTE APPROVAL FOR THE CONSTRUCTION OF ANY SIGN /SIGN STRUCTURE COVERED WITHIN ORANGE COUNTY CODE SECTION 31.5. SIGNAGE MUST COMPLY WITH ORANGE COUNTY CODE SECTION 31.5 OR ANY APPLICABLE APPROVED SIGN PLAN. ALL PROPOSED SIGNAGE, INCLUDING SIGNAGE STRUCTURES, ARE REQUIRED TO SUBMIT A SEPARATE APPLICATION AND SHALL BE PROCESSED FOR REVIEW BY ZONING, BUILDING AND DEVELOPMENT ENGINEERING. THIS PROJECT WILL BE PRIVATELY OWNED AND MAINTAINED BY TUSCAWILLA PROPERTY INVESTORS LLC Digitally signed by Cory N Sitler DN: CN=Cory N Sitler, dnQualifier=A01410D00000181FD306CF80006C186, O=KIMLEY-HORN AND ASSOCIATES, C=US Date: 2025.08.29 11:15:36-04'00' 53 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : GE N E R A L N O T E S Au g u s t 2 9 , 2 0 2 5 0 9 : 2 1 : 4 5 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 1 . 0 G E N E R A L N O T E S . d w g GE N E R A L N O T E S C1.0 GENERAL PAVEMENT MARKING AND SIGNAGE STORM DRAINAGE SYSTEM TREES AND VEGETATION DEMOLITION SAFETY EARTHWORK / GRADING / DEMUCKING PROCEDURES DEWATERING NOTES 1 1 1 1 FDOT 1 54 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : GE N E R A L N O T E S ( 2 ) Au g u s t 2 9 , 2 0 2 5 0 9 : 2 1 : 4 7 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 1 . 0 G E N E R A L N O T E S . d w g GE N E R A L N O T E S FL C1.1 CONTRACTOR'S AS-BUILT PAVING, GRADING AND DRAINAGE PAVING/GRADING TESTING AND INSPECTION SANITARY SYSTEM SANITARY TESTING AND INSPECTION POTABLE WATER SYSTEM POTABLE WATER TESTING AND INSPECTION F.D.O.T. RIGHT-OF-WAY WORK GENERAL NOTES 55 -CLEANING SUPPLIES -DETERGENTS -MASONARY BLOCK/BRICKS -PAINT -WOOD ITEMS REQUIRING POLLUTION PREVENTION THE FOLLOWING ITEMS ARE EXPECTED TO BE PRESENT ON THE PROJECT SITE: -ASPHALT -CONCRETE -FERTILIZERS -METAL PIECES -PETROLEUM BASED PRODUCTS -TAR THE FOLLOWING ARE NON-STORM WATER SOURCES THAT WILL BE ENCOUNTERED AT THE SITE AND SHOULD BE DIRECTED TO THE SEDIMENT BASIN PRIOR TO DISCHARGE: -UNCONTAMINATED GROUNDWATER EXPOSED DURING EXCAVATION -WATER FROM WATER LINE FLUSHING -PAVEMENT WASH WATERS (WHERE NO SPILLS OR LEAKS OF TOXIC OR HAZARDOUS MATERIALS HAVE OCCURRED). SPILL PREVENTION AND CONTROL THE FOLLOWING ARE THE MATERIAL MANAGEMENT PRACTICES THAT WILL BE USED TO REDUCE THE RISK OF SPILLS OR OTHER ACCIDENTAL EXPOSURE OF MATERIALS AND SUBSTANCES TO STORM WATER RUNOFF. GOOD HOUSEKEEPING -SUPERINTENDENT SHALL INSPECT PROJECT AREA DAILY FOR PROPER STORAGE, USE, AND DISPOSAL OF CONSTRUCTION MATERIALS. -STORE ONLY ENOUGH MATERIAL ON SITE FOR PROJECT COMPLETION. -ALL SUBSTANCES SHOULD BE USED BEFORE DISPOSAL OF CONTAINER. -ALL CONSTRUCTION MATERIALS STORED SHALL BE ORGANIZED AND IN THE PROPER CONTAINER AND IF POSSIBLE, STORED UNDER A ROOF OR PROTECTIVE COVER. -PRODUCTS SHALL NOT BE MIXED UNLESS DIRECTED BY THE MANUFACTURER. -ALL PRODUCTS SHALL BE USED AND DISPOSED OF ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. HAZARDOUS PRODUCTS -MATERIALS SHOULD BE KEPT IN ORIGINAL CONTAINER WITH LABELS UNLESS THE ORIGINAL CONTAINERS CANNOT BE RESEALED. IF ORIGINAL CONTAINERS CANNOT BE USED, LABELS AND PRODUCT INFORMATION SHALL BE SAVED. -PROPER DISPOSAL PRACTICES SHALL ALWAYS BE FOLLOWED IN ACCORDANCE WITH MANUFACTURER AND LOCAL/STATE REGULATIONS. PRODUCT SPECIFIC PRACTICES -PETROLEUM PRODUCTS MUST BE STORED IN PROPER CONTAINERS AND CLEARLY LABELED. VEHICLES CONTAINING PETROLEUM PRODUCTS SHALL BE PERIODICALLY INSPECTED FOR LEAKS. PRECAUTIONS SHALL BE TAKEN TO AVOID LEAKAGE OF PETROLEUM PRODUCTS ON SITE. -THE MINIMUM AMOUNT OF FERTILIZER SHALL BE USED AND MIXED INTO THE SOIL IN ORDER TO LIMIT EXPOSURE TO STORM WATER. FERTILIZERS SHALL BE STORED IN A COVERED SHED. THE CONTENTS OF ANY PARTIALLY USED BAGS OF FERTILIZER SHALL BE TRANSFERRED TO A SEALABLE PLASTIC BIN TO AVOID SPILLS. -PAINT CONTAINERS SHALL BE SEALED AND STORED WHEN NOT IN USE. EXCESS PAINT MUST BE DISPOSED OF IN AN APPROVED MANNER. -CONCRETE TRUCKS SHALL NOT BE ALLOWED TO WASH OUT OR DISCHARGE SURPLUS CONCRETE OR DRUM WASH WATER ON THE SITE. SPILL CONTROL PRACTICES IN ADDITION TO THE GOOD HOUSEKEEPING AND MATERIAL MANAGEMENT PRACTICES DISCUSSED IN THE PREVIOUS SECTIONS OF THIS PLAN, THE FOLLOWING PRACTICES SHALL BE FOLLOWED FOR SPILL PREVENTION AND CLEANUP: -SPILL CLEANUP INFORMATION SHALL BE POSTED ON SITE TO INFORM EMPLOYEES ABOUT CLEANUP PROCEDURES AND RESOURCES. -THE FOLLOWING CLEAN-UP EQUIPMENT MUST BE KEPT ON-SITE NEAR THE MATERIAL STORAGE AREA: GLOVES, MOPS, RAGS, BROOMS, DUST PANS, SAND, SAWDUST, LIQUID ABSORBER, GOGGLES, AND TRASH CONTAINERS. -ALL SPILLS SHALL BE CLEANED UP AS SOON AS POSSIBLE. -WHEN CLEANING A SPILL, THE AREA SHOULD BE WELL VENTILATED AND THE EMPLOYEE SHALL WEAR PROPER PROTECTIVE COVERING TO PREVENT INJURY. -TOXIC SPILLS MUST BE REPORTED TO THE PROPER AUTHORITY REGARDLESS OF THE SIZE OF THE SPILL. -AFTER A SPILL, THE PREVENTION PLAN SHALL BE REVIEWED AND CHANGED TO PREVENT FURTHER SIMILAR SPILLS FROM OCCURRING. THE CAUSE OF THE SPILL, MEASURES TO PREVENT IT, AND HOW TO CLEAN THE SPILL UP SHALL BE RECORDED. -THE SUPERINTENDENT SHALL BE THE SPILL PREVENTION AND CLEANUP COORDINATOR AND IS RESPONSIBLE FOR THE DAY TO DAY SITE OPERATIONS. THE SUPERINTENDENT ALSO OVERSEES THE SPILL PREVENTION PLAN AND SHALL BE RESPONSIBLE FOR EDUCATING THE EMPLOYEES ABOUT SPILL PREVENTION AND CLEANUP PROCEDURES. STORMWATER POLLUTION PREVENTION PLAN MAINTENANCE AND INSPECTION PRACTICES THE FOLLOWING ARE MAINTENANCE AND INSPECTION PRACTICES THAT SHALL BE COMPLETED BY THE CONTRACTOR: -ALL SEDIMENT AND EROSION CONTROL METHODS SHALL BE CHECKED DAILY AND AFTER EACH 0.5 INCH OR GREATER RAINFALL BY THE SUPERINTENDENT OR SOMEONE UNDER HIS/HER DIRECT SUPERVISION. -ALL SEDIMENT AND EROSION CONTROL METHODS SHALL BE KEPT IN GOOD CONDITION. REPAIRS MUST BE MADE WITHIN 24 HOURS OF REPORT. -THE SILT FENCE SHALL BE INSPECTED PERIODICALLY FOR HEIGHT OF SEDIMENT AND CONDITION OF FENCE. -THE SILT FENCE SHALL BE CLEARED OF SEDIMENT WHEN SEDIMENT MEASURES ONE-THIRD THE HEIGHT OF THE FENCE. -THE SEDIMENT BASINS/DITCHES SHALL BE CHECKED MONTHLY FOR DEPTH OF SEDIMENT. THEY SHALL BE CLEANED WHEN SEDIMENT REACHES 10% OF TOTAL CAPACITY AND AFTER CONSTRUCTION IS COMPLETE. -DIVERSION DIKES SHALL BE INSPECTED MONTHLY. ANY BREACHES SHALL BE PROMPTLY REPAIRED. -ALL SEEDING SHALL BE CHECKED FOR PROPER GROWTH AND UNIFORMITY. UNSTABALIZED AREAS SHALL BE RE-SODDED. -A MAINTENANCE REPORT SHALL BE COMPLETED DAILY AFTER EACH INSPECTION OF THE SEDIMENT AND EROSION CONTROL METHODS. THE REPORTS SHALL BE FILED IN AN ORGANIZED MANNER AND RETAINED ON-SITE DURING CONSTRUCTION. AFTER CONSTRUCTION IS COMPLETED, THE REPORTS SHALL BE SAVED FOR AT LEAST THREE YEARS. THE REPORTS SHALL BE AVAILABLE FOR ANY AGENCY THAT HAS JURISDICTION OVER EROSION CONTROL. -THE SUPERINTENDENT SHALL ORGANIZE THE TRAINING FOR INSPECTION PROCEDURES AND PROPER EROSION CONTROL METHODS FOR EMPLOYEES THAT COMPLETE INSPECTIONS AND REPORTS. ADDITIONAL CONTRACTOR RESPONSIBILITIES -C.O.R. IS REQUIRED TO SUBMIT A SWPPP TO THE CITY FOR REVIEW AND APPROVAL PRIOR TO MOBILIZING TO THE SITE AND INSTALLING ANY BMPS. -C.O.R. IS REQUIRED TO COMPLY WITH THE REGULATIONS OF THE CITY, WATER MANAGEMENT DISTRICT, AND FDEP IN MANAGING STORMWATER RUNOFF FROM CONSTRUCTION SITES. -C.O.R. IS REQUIRED TO SUBMIT AND OBTAIN A NOTICE OF INTENT FROM FDEP FOR THIS PROJECT. POLLUTION PREVENTION PLAN CERTIFICATION I CERTIFY UNDER PENALTY OF LAW THAT THIS DOCUMENT AND ALL ATTACHMENTS WERE PREPARED UNDER MY DIRECTION OR SUPERVISION IN ACCORDANCE WITH A SYSTEM DESIGNED TO ASSURE THAT QUALIFIED PERSONNEL PROPERLY GATHERED AND EVALUATED THE INFORMATION SUBMITTED. BASED ON MY INQUIRY OF THE PERSON OR PERSONS WHO MANAGE THE SYSTEM, OR THOSE PERSONS DIRECTLY RESPONSIBLE FOR GATHERING THE INFORMATION, THE INFORMATION SUBMITTED IS, TO THE BEST OF MY KNOWLEDGE AND BELIEF, TRUE, ACCURATE, AND COMPLETE. I AM AWARE THAT THERE ARE SIGNIFICANT PENALTIES FOR SUBMITTING FALSE INFORMATION, INCLUDING THE POSSIBILITY OF FINE AND IMPRISONMENT FOR KNOWING VIOLATIONS. SIGNED: _____________________________________ DATE:__________________ CORY SITLER FLORIDA REGISTRATION NUMBER: 89984 PROFESSIONAL ENGINEER CONTRACTOR'S CERTIFICATION I CERTIFY UNDER PENALTY OF LAW THAT I UNDERSTAND, SHALL COMPLY WITH, THE TERMS AND CONDITIONS OF THE STATE OF FLORIDA GENERIC PERMIT FOR STORMWATER DISCHARGE FORM LARGE AND SMALL CONSTRUCTION ACTIVITIES AND THIS STORMWATER POLLUTION PREVENTION PLAN PREPARED THEREUNDER. EROSION AND SEDIMENT CONTROLS BEST MANAGEMENT PRACTICES SHALL BE USED FOR THIS PROJECT TO CONTROL EROSION AND TURBIDITY CAUSED BY STORM WATER RUN-OFF. THE LOCATION AND DETAILS OF EROSION CONTROL METHODS ARE SHOWN ON THE PLANS. THE CONTRACTOR IS RESPONSIBLE FOR PLACING AND MAINTAINING THESE CONTROL METHODS AS SHOWN ON THE PLANS OR AS REQUIRED. HE/SHE SHALL ALSO PROVIDE THE REQUIRED EROSION PROTECTION AS REQUIRED BY LOCAL, STATE AND FEDERAL LAW. STORM WATER MANAGEMENT STORM WATER COLLECTION SHALL BE MANAGED BY A EXISTING WET AND DRY MASTER STORMWATER MANAGEMENT SYSTEM. THE POND SYSTEM WAS PREVIOUSLY DESIGNED TO MEET OR EXCEED ALL THE REQUIREMENTS OF ST. JOHNS RIVER WATER MANAGEMENT DISTRICT AND CITY OF WINTER SPRINGS, FL. STABILIZATION PRACTICES: TEMPORARY STABILIZATION - TOPSOIL STOCK PILES AND DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY TEMPORARILY OR PERMANENTLY CEASE, SHALL BE STABILIZED WITH TEMPORARY SEED AND MULCH WITHIN 7 DAYS OF THE LAST CONSTRUCTION ACTIVITY IN THAT AREA. THE TEMPORARY SEED REQUIRED CAN BE FOUND IN TABLE 1.65 A OF THE FLORIDA DEVELOPMENT MANUAL. PRIOR TO SEEDING, WHERE SOILS ARE ACIDIC 2 TONS OF PULVERIZED AGRICULTURAL LIMESTONE SHOULD BE ADDED PER ACRE AND 450 POUNDS OF 10-20-20 FERTILIZER SHALL BE APPLIED TO EACH ACRE. AFTER SEEDING, EACH AREA SHALL BE IMMEDIATELY MULCHED WITH STRAW OR EQUIVALENT EQUAL. AREAS OF THE SITE WHICH ARE TO BE PAVED SHALL BE TEMPORARILY STABILIZED BY APPLYING GEOTEXTILE AND STONE SUB-BASE UNTIL BITUMINOUS PAVEMENT CAN BE APPLIED. PERMANENT STABILIZATION - DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITIES PERMANENTLY CEASE SHALL BE STABILIZED WITH PERMANENT SEED NO LATER THAN 7 DAYS AFTER THE LAST CONSTRUCTION ACTIVITY. THE APPROPRIATE PERMANENT SEED MIX CAN BE FOUND IN TABLES 1.66A, 1.66B AND 1.66C OF THE FLORIDA DEVELOPMENT MANUAL. PRIOR TO SEEDING, 2 TONS/ACRE OF FINELY GROUND AGRICULTURAL LIMESTONE AND THE PROPER FERTILIZER BASED ON THE TYPE OF SEEDING SHALL BE APPLIED TO EACH ACRE TO PROVIDE PLANT NUTRIENTS. AFTER SEEDING, EACH AREA SHALL BE MULCHED IMMEDIATELY. ALL RETENTION/DETENTION BASINS SHALL BE SODDED AT LEAST TO THE NORMAL WATER LINE. ALL EXPOSED AREAS WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE SOLID SODDED, OTHER AREAS WITH SLOPES STEEPER THAN 4:1 SHALL BE SODDED. STRUCTURAL PRACTICES: EARTH DIKE - IF REQUIRED, AN EARTH DIKE SHALL BE CONSTRUCTED ALONG THE SITE PERIMETER. A PORTION OF THE DIKE SHALL DIVERT RUN-ON AROUND THE CONSTRUCTION SITE. THE REMAINING PORTION OF THE DIKE SHALL COLLECT RUNOFF FROM THE DISTURBED AREA AND DIRECT THE RUNOFF TO THE SEDIMENT BASIN. SEDIMENT BASIN - A SEDIMENT BASIN SHALL BE CONSTRUCTED IN THE COMMON DRAINAGE AREA FOR THE SITE. ALL SEDIMENT COLLECTED IN THE BASIN MUST BE REMOVED FROM THE BASIN UPON COMPLETION OF CONSTRUCTION. SEDIMENT FROM THE BASIN MAY BE USED AS FILL ON THE SITE IF IT IS SUITABLE SOIL. WASTE DISPOSAL WASTE MATERIALS - ALL WASTE MATERIALS SHALL BE COLLECTED AND STORED IN A METAL DUMPSTER WITH A SECURE LID IN ACCORDANCE WITH ALL LOCAL AND STATE LAWS. ALL TRASH AND CONSTRUCTION DEBRIS FROM THE SITE SHALL BE DEPOSITED IN THE DUMPSTER. THE SUPERINTENDENT SHALL COORDINATE WITH THE LOCAL UTILITIES TO HAVE THE DUMPSTER EMPTIED AT LEAST TWICE A WEEK AND THE WASTE TAKEN TO AN APPROPRIATE LANDFILL. NO CONSTRUCTION WASTE MATERIALS SHALL BE BURIED ON SITE. THE SUPERINTENDENT SHALL ORGANIZE TRAINING FOR THE EMPLOYEES IN THE PROPER PRACTICES WHEN DEALING WITH WASTE MATERIALS. THE SUPERINTENDENT SHALL BE RESPONSIBLE FOR POSTING AND ENFORCING WASTE MATERIAL PROCEDURES. HAZARDOUS WASTE - HAZARDOUS WASTE MATERIALS SHALL BE DISPOSED OF IN ACCORDANCE WITH ALL LOCAL AND STATE LAWS OR AS DIRECTED BY THE MANUFACTURER. THE SUPERINTENDENT SHALL ORGANIZE THE PROPER TRAINING FOR EMPLOYEES IN THE PROPER PRACTICES WHEN DEALING WITH HAZARDOUS WASTE MATERIALS. THESE PROCEDURES SHALL BE POSTED ON THE SITE. THE PERSON WHO MANAGES THE SITE SHALL BE RESPONSIBLE FOR ENFORCING THE PROCEDURES. SANITARY WASTE - SANITARY WASTE SHALL BE COLLECTED AND DISPOSED OF IN ACCORDANCE WITH ALL LOCAL AND STATE LAWS. THE SUPERINTENDENT SHALL COORDINATE WITH THE LOCAL UTILITY FOR COLLECTION OF THE SANITARY WASTE AT LEAST THREE TIMES A WEEK TO PREVENT SPILLAGE ONTO THE SITE. OFF-SITE TRACKING A STABILIZED CONSTRUCTION ENTRANCE SHALL BE PROVIDED TO REDUCE SEDIMENT TRACKING OFFSITE. THE CONTRACTOR SHALL PROMPTLY REMOVE ALL MUD, DIRT, OR OTHER MATERIALS TRACKED OR SPILLED ONTO EXISTING PUBLIC ROADS AND FACILITIES, DUE TO CONSTRUCTION. ALL TRUCKS HAULING MATERIALS OFFSITE SHALL BE COVERED WITH A TARPAULIN. DUST & DEBRIS CONTROL THE CONTRACTOR SHALL BE RESPONSIBLE FOR DUST CONTROL WITHIN THE CONSTRUCTION LIMITS AS WELL AS ALONG HAUL ROUTES AND ROADWAYS USED BY THE EQUIPMENT AND VEHICLES. THE CONTRACTOR SHALL ENSURE THAT EXCESSIVE DUST IS NOT TRANSPORTED BEYOND THE LIMITS OF CONSTRUCTION IN POPULATED AREAS. THE CONTRACTOR MAY CONTROL DUST FOR EMBANKMENTS OR OTHER CLEARED OR UNSURFACED AREAS BY APPLYING WATER. INSTALL MULCH, SEED, SOD, OR TEMPORARY PAVING AS EARLY AS PRACTICAL. CONTROL DUST DURING STORAGE AND HANDLING OF DUSTY MATERIALS BY WETTING, COVERING, OR OTHER MEANS AS APPROVED BY THE ENGINEER. DEBRIS SHALL NOT BE ALLOWED TO ACCUMULATE ON THE PROJECT SITE. SITE DESCRIPTION PROJECT NAME AND LOCATION WINTER SPRINGS MARKETPLACE TAX PARCEL: 36-20-30-502-0000-0090 CITY OF WINTER SPRINGS, FL *SEE COVER SHEET FOR LOCATION MAP DEVELOPER NAME AND ADDRESS TUSKAWILLA PROPERTY INVESTORS, LLC 630 SOUTH MAITLAND AVE., SUITE 100 MAITLAND, FL 32751 CONTACT: RYAN STAHL PHONE: (407) 628-0277 EMAIL: RSTAHL@EQUINOX-DEVELOPMENT.COM PROJECT DESCRIPTION THIS PROJECT IS TO DEVELOP A WAWA GAS STATION/ CONVENIENCE STORE AS PART OF WINTER SPRINGS MARKET PLACE COMMERCIAL PROPERTY. SITE IS LOCATED AT SOUTHWEST CORNER OF INTERSECTION OF TUSKAWILLA RD AND SR-434 IN WINTER SPRINGS, SEMINOLE COUNTY, FL. PROJECT AREA: 1.21 ACRES CONTRIBUTING DRAINAGE AREA: 1.22 ACRES CONTROL STRUCTURE : CS-A LONGITUDE : 81°15'47.15"W LATITUDE: 28°41'44.62"N CS-B LONGITUDE : 81°15'46.94"W LATITUDE: 28°41'44.98"N CS-C LONGITUDE : 81°15'49.30"W LATITUDE: 28°41'46.20"N ULTIMATE RECEIVING WATERS: LAKE JESSUP via MASTER SYSTEM ACTIVITIES THAT REQUIRE EROSION CONTROL SITE CLEARING AND GRUBBING; PROVIDING A STABILIZED CONSTRUCTION ENTRANCE, PERIMETER, AND OTHER EROSION AND SEDIMENT CONTROLS; EXCAVATION FOR THE RETENTION POND; SITE GRADING; INSTALLATION OF STORM WATER, SANITARY SEWER, AND WATER STRUCTURES; CURB, ROADWAYS, AND PARKING FACILITIES. *SEE PLANS FOR THE LOCATION OF TEMPORARY SEDIMENT BARRIERS AND OTHER EROSION CONTROL METHODS. SOIL PARAMETERS SOIL TYPES: SEQUENCE OF MAJOR ACTIVITIES THE ORDER OF CONSTRUCTION IS AS FOLLOWS: 1. PROVIDE STABILIZED CONSTRUCTION ENTRANCE 2. INSTALL SILT FENCES AND OTHER EROSION CONTROL METHODS 3. CLEAR AND GRUB FOR SEDIMENT BASIN AND EARTH DIKE 4. CONSTRUCT EARTH DIKE AND SEDIMENT BASIN 5. FINISH CLEARING AND GRUBBING 6. REMOVE AND STORE TOPSOIL 7. PROVIDE INITIAL GRADING AS REQUIRED 8. STABILIZE ALL DISTURBED AREAS AS SOON AS POSSIBLE 9. INSTALL UTILITIES, STORM SEWER, CURB AND GUTTER 10. INSTALL BASE TO ROAD AND PARKING AREA 11. FINISH GRADING ENTIRE SITE 12. CONSTRUCT FINAL PAVING 13. REMOVE ACCUMULATED SEDIMENT 14. REMOVE ANY ITEMS THAT ARE NOT REQUIRED TIMING OF CONTROL MEASURES THE INSTALLATION OF SILT FENCE (AND OTHER EROSION CONTROL MEASURES), A STABILIZED ENTRANCE AND SEDIMENT BASIN SHALL OCCUR PRIOR TO CLEARING AND GRUBBING ACTIVITY. AFTER CONSTRUCTION IS COMPLETE, THE ACCUMULATED SEDIMENT SHALL BE REMOVED AND THE AREAS SHALL BE REGRADED AND PERMANENTLY STABILIZED AS SHOWN ON THE PLANS. SIGNATURE AND DATE NAME AND TITLE, COMPANY / ADDRESS AND TELEPHONE NUMBER RESPONSIBILITY Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : SW P P P N O T E S Au g u s t 2 9 , 2 0 2 5 0 9 : 2 1 : 5 7 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 2 . 0 S W P P P N O T E S . d w g SW P P P N O T E S C2.0 56 TYPICAL SWALE SECTION TYPICAL DEWATERING DISCHARGE PLAN TREE BARRICADESILT FENCE INSTALLATION DETAIL FLOW FLOW FLOW RUNOFF STANDARD DETAIL ALTERNATE DETAIL SILT FENCE DETAIL PLAN VIEW SECTION A-A PERSPECTIVE VIEWS ELEVATION OF STAKE AND FABRIC ORIENTATION DETAIL A FILTER FABRIC DROP INLET SEDIMENT BARRIER PLAN VIEW SECTION A-A CURB INLET SEDIMENT BARRIER PLAN VIEW CURB AND GUTTER SEDIMENT BARRIER BLOCK AND AGGREGATE INLET SEDIMENT DEVISE PLAN SECTION TEMPORARY SEDIMENT SUMP TEMPORARY CHECK DAM CUT SECTION SECTION A-A SECTION B-B ISOMETRIC VIEW ELEVATION VIEW FILTER SACKS (GRATED INLETS) PERSPECTIVE VIEW SIDE ELEVATION VIEW GRAVEL CURB INLET SEDIMENT FILTER WITH OVERFLOW WEIR RUNOFF FLOATING TURBIDITY BARRIERS TYPE II TYPE I ELEVATION PLAN CORNER CONNECTION CONNECTION Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : ER O S I O N C O N T R O L D E T A I L S Au g u s t 2 9 , 2 0 2 5 0 9 : 2 2 : 0 2 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 2 . 0 S W P P P N O T E S . d w g ER O S I O N C O N T R O L DE T A I L S C2.1 57 TB TB SF SF LEGENDW W s s s s s sss s s s W W W W W W W W W W W W W Parcel ID# 36-20-30-502-0000-0080 TSB EB PP EB TSB TSB T PP FO C B FO C B FO C B PP TSB PP TB W L1 L2 T u s k a w i l l a R o a d PP L3 L4 C3L5C4 C5 L6 ( V a r i a b l e W i d t h R i g h t - o f - W a y ) Parcel ID# 36-20-30-502-0000-0090 Drop Inlet Top: 46.35' NW Inv.: 42.18' (24" RCP) 10' Electric Easement ORB 10233, Page 748 1 0 ' E l e c t r i c E a s e m e n t O R B 1 0 2 3 3 , P a g e 7 4 8 Area: 52,832.84 Ft²± (1.21 Acres) 28' INGRESS/EGRESS EASEMENT PLAT OF WINTER SPRINGS MARKETPLACE PLAT BOOK 88, PAGES 5-10 CROSS ACCESS EASEMENT ORB 3041, PAGE 1983 DRAIN INLET TOP: 45.89' NW INV.: 41.82' (24" HP) SE INV.: 42.15' (6" HP) CONTROL STRUCTURE TOP: 44.90' NW INV.: 40.47' (18" RCP) STORM MANHOLE TOP: 46.25' E INV.: 42.14' (24"HP) SW INV.: 42.16' (24" HP) SANITARY MANHOLE TOP: 46.22' NE INV.: 40.66' (6" PVC) SW INV.: 40.49' (6" PVC) NW INV.: 40.30' (12" PVC) 2' WATER LINE STUBOUT C1 CONTROL STRUCTURE TOP: 44.31' N INV.: NO ACCESS (FABRIC UNDER GRATE) C2 DROP INLET TOP: 44.24' NW INV.: 40.59' (16" METAL) STORM MANHOLE TOP: 44.51' SE INV.: 39.77' (18" RCP) SW INV.: 39.64' (18" RCP) SANITARY MANHOLE TOP: 46.76' NW INV.: 40.15' (8" PVC) SANITARY MANHOLE TOP: 46.31' NE INV.: 39.91' (8" PVC) SE INV.: 40.11' (8" PVC) NW INV.: 39.72' (8" PVC) DROP INLET TOP: 46.33' W INV.: 42.17' (24" HP) SE INV.: 42.26' (24" HP) STORM MANHOLE TOP: 46.00' SE INV.: 39.88' (16" METAL) SW INV.: NO ACCESS (FULL OF WATER) CONTROL STRUCTURE TOP: 44.47' Drop Inlet Top: 44.13' S Inv.: 39.79' (18" RCP) W Inv.: 39.86' (18" RCP) Drain Inlet Top: 45.37' NE Inv.: 41.95' (15" Metal) SW Inv.: 42.01' (15" Metal) T U S K A W I L L A R O A D SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F SF SF SF SF SF SF SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSF T B TB TB TB TB T B SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : EX I S T I N G C O N D I T I O N S A N D D E M O L I T I O N P L A N Au g u s t 2 9 , 2 0 2 5 1 0 : 4 4 : 0 6 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 3 . 0 E X I S T I N G C O N D I T I O N S . d w g EX I S T I N G CO N D I T I O N S A N D DE M O L I T I O N P L A N C3.0 NO R T H 2 2 2 58 11 TSB EB PP EB TSB TSB T PP FO C B FO C B FO C B PP TSB PP TB T u s k a w i l l a R o a d PP ( V a r i a b l e W i d t h R i g h t - o f - W a y ) PROPOSED BUILDING 4,736 SF A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E T U S K A W I L L A R O A D STATE ROAD 434 CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) GAS CANOPY 11 7 5 4 5 8 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : SI T E P L A N Au g u s t 2 9 , 2 0 2 5 0 9 : 2 2 : 3 9 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 4 . 0 S I T E P L A N . d w g SI T E P L A N C4.0 OVERALL SITE DATA: REQUIRED YARD/LANDSCAPE SETBACKS BUILDING COVERAGE: OVERALL IMPERVIOUS CALCULATIONS PROVIDED PARKING: REQUIRED PARKING: PHASING STORMWATER MANAGEMENT 100-YEAR FLOOD PLAIN SITE SIGNAGE LANDSCAPING REQUIRED BUILDING SETBACKS PROVIDED BUILDING SETBACKS PROVIDED YARD/LANDSCAPE SETBACKS PROVIDED BUILDING HEIGHTS NO R T H GENERAL NOTES: PROVIDED BICYCLE PARKING: REQUIRED BICYCLE PARKING:2 59 LEGENDs s s s s sss s s s W W W W W W W W W W W W W Parcel ID# 36-20-30-502-0000-0080 TSB EB PP EB TSB TSB T PP FO C B FO C B FO C B PP TSB PP TB L1 L2 T u s k a w i l l a R o a d PP L3 L4 C3L5C4 C5 L6 ( V a r i a b l e W i d t h R i g h t - o f - W a y ) Parcel ID# 36-20-30-502-0000-0090 10' Electric Easement ORB 10233, Page 748 1 0 ' E l e c t r i c E a s e m e n t O R B 1 0 2 3 3 , P a g e 7 4 8 Area: 52,832.84 Ft²± (1.21 Acres) 28' INGRESS/EGRESS EASEMENT PLAT OF WINTER SPRINGS MARKETPLACE PLAT BOOK 88, PAGES 5-10 CROSS ACCESS EASEMENT ORB 3041, PAGE 1983 DRAIN INLET TOP: 45.89' NW INV.: 41.82' (24" HP) SE INV.: 42.15' (6" HP) CONTROL STRUCTURE TOP: 44.90' NW INV.: 40.47' (18" RCP) STORM MANHOLE TOP: 46.25' E INV.: 42.14' (24"HP) SW INV.: 42.16' (24" HP) SANITARY MANHOLE TOP: 46.22' NE INV.: 40.66' (6" PVC) SW INV.: 40.49' (6" PVC) NW INV.: 40.30' (12" PVC) 2' WATER LINE STUBOUT C1 CONTROL STRUCTURE TOP: 44.31' N INV.: NO ACCESS (FABRIC UNDER GRATE) C2 DROP INLET TOP: 44.24' NW INV.: 40.59' (16" METAL) STORM MANHOLE TOP: 44.51' SE INV.: 39.77' (18" RCP) SW INV.: 39.64' (18" RCP) SANITARY MANHOLE TOP: 46.76' NW INV.: 40.15' (8" PVC) SANITARY MANHOLE TOP: 46.31' NE INV.: 39.91' (8" PVC) SE INV.: 40.11' (8" PVC) NW INV.: 39.72' (8" PVC) DROP INLET TOP: 46.33' W INV.: 42.17' (24" HP) SE INV.: 42.26' (24" HP) STORM MANHOLE TOP: 46.00' SE INV.: 39.88' (16" METAL) SW INV.: NO ACCESS (FULL OF WATER) CONTROL STRUCTURE TOP: 44.47' Drop Inlet Top: 44.13' S Inv.: 39.79' (18" RCP) W Inv.: 39.86' (18" RCP) Drain Inlet Top: 45.37' NE Inv.: 41.95' (15" Metal) SW Inv.: 42.01' (15" Metal) T U S K A W I L L A R O A D PROPOSED BUILDING 4,736 SF A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E T U S K A W I L L A R O A D STATE ROAD 434 CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) SECTION A-A N.T.S. Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : C5 . 0 P A V I N G A N D G R A D I N G P L A N Au g u s t 2 9 , 2 0 2 5 0 9 : 2 2 : 5 8 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 5 . 0 P A V I N G A N D G R A D I N G . d w g PA V I N G A N D GR A D I N G P L A N C5.0 NO R T H NORTH 60 LEGEND s s s s s sss s s s W W W W W W W W W W W W W Parcel ID# 36-20-30-502-0000-0080 TSB EB PP EB TSB TSB T PP FO C B FO C B FO C B PP TSB PP TB L1 L2 T u s k a w i l l a R o a d PP L3 L4 C3L5C4 C5 L6 ( V a r i a b l e W i d t h R i g h t - o f - W a y ) Parcel ID# 36-20-30-502-0000-0090 10' Electric Easement ORB 10233, Page 748 1 0 ' E l e c t r i c E a s e m e n t O R B 1 0 2 3 3 , P a g e 7 4 8 Area: 52,832.84 Ft²± (1.21 Acres) 28' INGRESS/EGRESS EASEMENT PLAT OF WINTER SPRINGS MARKETPLACE PLAT BOOK 88, PAGES 5-10 CROSS ACCESS EASEMENT ORB 3041, PAGE 1983 DRAIN INLET TOP: 45.89' NW INV.: 41.82' (24" HP) SE INV.: 42.15' (6" HP) CONTROL STRUCTURE TOP: 44.90' NW INV.: 40.47' (18" RCP) STORM MANHOLE TOP: 46.25' E INV.: 42.14' (24"HP) SW INV.: 42.16' (24" HP) SANITARY MANHOLE TOP: 46.22' NE INV.: 40.66' (6" PVC) SW INV.: 40.49' (6" PVC) NW INV.: 40.30' (12" PVC) 2' WATER LINE STUBOUT C1 CONTROL STRUCTURE TOP: 44.31' N INV.: NO ACCESS (FABRIC UNDER GRATE) C2 DROP INLET TOP: 44.24' NW INV.: 40.59' (16" METAL) STORM MANHOLE TOP: 44.51' SE INV.: 39.77' (18" RCP) SW INV.: 39.64' (18" RCP) SANITARY MANHOLE TOP: 46.76' NW INV.: 40.15' (8" PVC) SANITARY MANHOLE TOP: 46.31' NE INV.: 39.91' (8" PVC) SE INV.: 40.11' (8" PVC) NW INV.: 39.72' (8" PVC) DROP INLET TOP: 46.33' W INV.: 42.17' (24" HP) SE INV.: 42.26' (24" HP) STORM MANHOLE TOP: 46.00' SE INV.: 39.88' (16" METAL) SW INV.: NO ACCESS (FULL OF WATER) CONTROL STRUCTURE TOP: 44.47' Drop Inlet Top: 44.13' S Inv.: 39.79' (18" RCP) W Inv.: 39.86' (18" RCP) Drain Inlet Top: 45.37' NE Inv.: 41.95' (15" Metal) SW Inv.: 42.01' (15" Metal) T U S K A W I L L A R O A D PROPOSED BUILDING 4,736 SF A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E T U S K A W I L L A R O A D STATE ROAD 434 CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) SECTION B-B N.T.S. Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : C5 . 1 D R A I N A G E P L A N Au g u s t 2 9 , 2 0 2 5 0 9 : 2 3 : 1 1 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 5 . 0 P A V I N G A N D G R A D I N G . d w g DR A I N A G E P L A N C5.1 NO R T H NORTH 61 LEGEND s s s s s sss s s s W W W W W W W W W W W W W TSB EB PP EB TSB TSB T PP FO C B FO C B FO C B PP TSB PP TB T u s k a w i l l a R o a d PP ( V a r i a b l e W i d t h R i g h t - o f - W a y ) Parcel ID# 36-20-30-502-0000-0090 10' Electric Easement ORB 10233, Page 748 1 0 ' E l e c t r i c E a s e m e n t O R B 1 0 2 3 3 , P a g e 7 4 8 Area: 52,832.84 Ft²± (1.21 Acres) 28' INGRESS/EGRESS EASEMENT PLAT OF WINTER SPRINGS MARKETPLACE PLAT BOOK 88, PAGES 5-10 CROSS ACCESS EASEMENT ORB 3041, PAGE 1983 DRAIN INLET TOP: 45.89' NW INV.: 41.82' (24" HP) SE INV.: 42.15' (6" HP) CONTROL STRUCTURE TOP: 44.90' NW INV.: 40.47' (18" RCP) STORM MANHOLE TOP: 46.25' E INV.: 42.14' (24"HP) SW INV.: 42.16' (24" HP) SANITARY MANHOLE TOP: 46.22' NE INV.: 40.66' (6" PVC) SW INV.: 40.49' (6" PVC) NW INV.: 40.30' (12" PVC) 2' WATER LINE STUBOUT CONTROL STRUCTURE TOP: 44.31' N INV.: NO ACCESS (FABRIC UNDER GRATE) DROP INLET TOP: 44.24' NW INV.: 40.59' (16" METAL) STORM MANHOLE TOP: 44.51' SE INV.: 39.77' (18" RCP) SW INV.: 39.64' (18" RCP) SANITARY MANHOLE TOP: 46.76' NW INV.: 40.15' (8" PVC) SANITARY MANHOLE TOP: 46.31' NE INV.: 39.91' (8" PVC) SE INV.: 40.11' (8" PVC) NW INV.: 39.72' (8" PVC) DROP INLET TOP: 46.33' W INV.: 42.17' (24" HP) SE INV.: 42.26' (24" HP) CONTROL STRUCTURE TOP: 44.47' Drop Inlet Top: 44.13' S Inv.: 39.79' (18" RCP) W Inv.: 39.86' (18" RCP) PROPOSED BUILDING 4,736 SF A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E T U S K A W I L L A R O A D STATE ROAD 434 CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) BFP W W W W W W W W W W W BFP W W W W W W W W W W W ssss W W W 2' WATER LINE STUBOUT SANITARY MANHOLE TOP: 46.76' NW INV.: 40.15' (8" PVC) MPT TRASH COMPACTOR IC E ( A s s o c i a t e ) BFP W W W W W W W W W W W BFP W W W W W W W W W W W Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : C6 . 0 U T I L I T Y P L A N Au g u s t 2 9 , 2 0 2 5 0 9 : 2 3 : 2 1 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 6 . 0 U T I L . d w g UT I L I T Y P L A N C6.0 ⁄ NO R T H 2 62 W W W W W W W W W W W S t o p B a r Dou b l e Y e l l o w S t r i p e Stop Bar Stop Bar Stop Bar Stop Bar Stop Bar St o p B a r T u s k a w i l l a R o a d ( V a r i a b l e W i d t h R i g h t - o f - W a y ) Drain Inlet Top: 44.83' NE Inv.: 41.24' (15" Metal) Drain Inlet Top: 45.37' NE Inv.: 41.95' (15" Metal) SW Inv.: 42.01' (15" Metal) PROPOSED BUILDING 4,736 SF A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E T U S K A W I L L A R O A D STATE ROAD 434 CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) Lock to Lock Time Fire Truck (CWS) Width Track Steering Angle feet : : 6.91 8.00 : 40.0: 6.0 22.1711.46 48.00 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : FI R E T R U C K R O U T I N G P L A N Au g u s t 2 9 , 2 0 2 5 0 9 : 2 3 : 3 3 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 7 . 0 T R U C K R O U T I N G P L A N . d w g FI R E T R U C K RO U T I N G P L A N C7.0 NO R T H 1 63 W W W W W W W W W W W S t o p B a r Dou b l e Y e l l o w S t r i p e Stop Bar Stop Bar Stop Bar Stop Bar Stop Bar St o p B a r T u s k a w i l l a R o a d ( V a r i a b l e W i d t h R i g h t - o f - W a y ) Drain Inlet Top: 44.83' NE Inv.: 41.24' (15" Metal) Drain Inlet Top: 45.37' NE Inv.: 41.95' (15" Metal) SW Inv.: 42.01' (15" Metal) PROPOSED BUILDING 4,736 SF A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E T U S K A W I L L A R O A D STATE ROAD 434 CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) Steering Angle Lock to Lock Time Articulating Angle WB-67 Trailer Track Tractor Track Trailer Width Tractor Width 19.504.00 feet 8.50 8.50: 8.00 8.00 : : : 0.00 3.00 45.50 15.00 53.00 : : :6.0 28.4 75.0 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : WB - 6 7 T R U C K R O U T I N G P L A N Au g u s t 2 9 , 2 0 2 5 0 9 : 2 3 : 3 8 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 7 . 0 T R U C K R O U T I N G P L A N . d w g WB - 6 7 T R U C K RO U T I N G P L A N C7.1 NO R T H 64 PROPOSED BUILDING 4,736 SF A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E T U S K A W I L L A R O A D STATE ROAD 434 CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) W W W W W W W W W W W W W S t o p B a r Dou b l e Y e l l o w S t r i p e Stop Bar Stop Bar Stop Bar Stop Bar Stop Bar St o p B a r T u s k a w i l l a R o a d ( V a r i a b l e W i d t h R i g h t - o f - W a y ) Drain Inlet Top: 45.37' NE Inv.: 41.95' (15" Metal) SW Inv.: 42.01' (15" Metal) Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : AC C E S S I B I L I T Y P L A N Au g u s t 2 9 , 2 0 2 5 0 9 : 2 3 : 5 0 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 8 . 0 A C C E S S I B I L I T Y P L A N . d w g AC C E S S I B I L I T Y P L A N C8.0 NO R T H PROJECT BOUNDARY CW CROSSWALK TO MEET ADA SPECIFICATIONS AND FDOT INDEX 304 AND 17348. MAX CROSS SLOPE 2%. SEE REQUIREMENTS BELOW. SWR RAMPS TO MEET ADA SPECIFICATIONS, FDOT INDEX 304 & FLORIDA ACCESSIBILITY CODE 4.1.2 (1). SEE REQUIREMENTS BELOW. 1.GENERAL: ALL PEDESTRIANS USE AREAS (INCLUDING SIDEWALK AROUND BUILDING) TO MEET AMERICANS WITH DISABILITIES ACT AND FLORIDA ACCESSIBILITY CODE SPECIFICATIONS. 2.ACCESSIBLE ROUTES, AS REQUIRED BELOW, SHOULD MEET THE FOLLOWING: a.MAXIMUM DESIGN CROSS SLOPE: 1:48 (2.08%) b.MAXIMUM DESIGN LONGITUDINAL SLOPE: 1:20 (5%) c.MINIMUM WIDTH: 36” d.RAMP MAXIMUM RISE (NO RAIL): 6” e.RAMP MAXIMUM SLOPE: 1:12 3.EMERGENCY EXITS: MINIMUM 60% OF EMERGENCY EXITS TO HAVE AN ACCESSIBLE ROUTE, AS DEFINED ABOVE, AWAY FROM BUILDING. 4.HANDICAP PARKING & LOADING: TOTAL NUMBER OF SPACES:50 SPACES REQUIRED HANDICAP SPACES: 2 SPACES PROVIDED HANDICAP SPACES: 2 SPACES a.MINIMUM REQUIRED NUMBER OF SPACES PER FLORIDA ACCESSIBILITY CODE & AMERICANS WITH DISABILITY ACT b.MAXIMUM DESIGN CROSS SLOPE: 1:48 (2.08%) 5.GAS PUMPS: AN ACCESSIBLE ROUTE, AS DEFINED ABOVE, IS REQUIRED FROM THE MAIN ENTRANCE TO THE NEAREST FUELING POSITION. 6.EMERGENCY STOPS: AN ACCESSIBLE ROUTE, AS DEFINED ABOVE, IS REQUIRED FROM THE BUILDING AND CANOPY TO THE NEAREST EMERGENCY STOP. 7.PEDESTRIAN CONNECTIONS TO PUBLIC TO BE AN ACCESSIBLE ROUTE, AS DEFINED ABOVE. 8.HANDICAP OUTDOOR DINING TABLE: a.WHEELCHAIR DINING POSITION MAXIMUM DESIGN CROSS SLOPE: 1:48 (2.08%) b.ACCESSIBLE ROUTES, AS DEFINED ABOVE, ARE REQUIRED FROM THE HANDICAP SPACE AND THE MAIN ENTRANCE TO THE WHEELCHAIR DINING POSITION 9.AIR PUMP: a.16'X20' ACCESSIBLE AREA REQUIRED ADJACENT TO AIR PUMP b.ACCESSIBLE AREA MAXIMUM DESIGN CROSS SLOPE: 1:48 (2.08%) c.AIR PUMP SHOULD BE WITHIN 10” OF AN ACCESSIBLE ROUTE, AS DEFINED ABOVE. d.AIR PUMP MAXIMUM HEIGHT RELATIVE TO ACCESSIBLE ROUTE: 48” 10.DRIVEWAY CONNECTIONS ACROSS SIDEWALKS: a.RAMPS TO MEET REQUIREMENTS, AS DESCRIBED ABOVE UNDER ACCESSIBLE ROUTES. b.CROSSWALKS ACROSS DRIVEWAYS TO BE AN ACCESSIBLE ROUTE AS DESCRIBED ABOVE. ACCESSIBLE AREAS SEE REQUIREMENTS BELOW 1.SITE PLAN: SEE SITE PLAN FOR AIR PUMP LOCATION, DIMENSIONS, ETC. 2.GRADING PLAN: SEE GRADING PLAN FOR GRADING DESIGN. 3.SITE DETAILS: SEE SITE DETAILS SHEET FOR ACCESSIBILITY AND OTHER DETAILS. 4.ARCHITECTURAL PLANS: ARCHITECTURAL PLAN REFERENCES ARE FOR INFORMATIONAL PURPOSES ONLY. REFER TO ARCHITECTURAL PLANS FOR ACTUAL LOCATIONS AND SPECIFICATIONS. COMPANY NAME: NAME OF SIGNATOR: TITLE: CONTRACTOR ENGINEER I CERTIFY THAT THE ITEMS INITIALED ABOVE HAVE BEEN VERIFIED TO MEET THE REQUIREMENTS SPECIFIED ABOVE. BASED LIMITED SITE OBSERVATIONS AND REVIEW OF THE AS-BUILT SURVEY PROVIDED BY , DATED , IT IS OUR OPINION THAT THE ITEMS INITIALED ABOVE MEET THE REQUIREMENTS SPECIFIED ABOVE. SIGNATURE: DATE: ·INITIAL ITEMS THAT MEET REQUIREMENTS. ·CONTRACTOR TO COMPLETE AND PROVIDE TO ENGINEER MINIMUM OF 20 DAYS PRIOR TO C.O. ·TO BE COMPLETED BY CONTRACTOR & PROVIDED TO ENGINEER PRIOR TO ENGINEER'S REVIEW. ·NOTE ISSUES, DEFICIENCIES, ETC ADJACENT TO INITIAL BOXES. COMPANY NAME: NAME OF SIGNATOR: TITLE: LICENSE NUMBER: SIGNATURE, SEAL, DATE: THE ACCESSIBLE AREAS SHOWN ON THIS PLAN WERE DESIGNED TO MEET THE ACCESSIBILITY REQUIREMENTS SPECIFIED ABOVE. FOR SITE ACCESSIBILITY PLAN SITE LEGEND ACCESSIBILITY REQUIREMENTS AS-BUILT CHECKLIST REVISED JULY 28, 2016 CONTRACTOR CERTIFICATION: ENGINEER REVIEW: DESIGN: AS BUILT: NOTES: 65 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : C9 . 0 W A W A D E T A I L S Au g u s t 2 9 , 2 0 2 5 0 9 : 2 4 : 0 8 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 9 . 0 D E T A I L S . d w g WA W A S T A N D A R D DE T A I L S C9.0 66 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : C9 . 1 W A W A D E T A I L S Au g u s t 2 9 , 2 0 2 5 0 9 : 2 4 : 1 7 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 9 . 0 D E T A I L S . d w g WA W A S T A N D A R D DE T A I L S C9.1 67 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : C9 . 2 W A W A D E T A I L S Au g u s t 2 9 , 2 0 2 5 0 9 : 2 4 : 2 7 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 9 . 0 D E T A I L S . d w g WA W A S T A N D A R D DE T A I L S C9.2 68 RIBBON CURB DETAIL CROSS SECTION A-A NOT TO SCALE RAIL FRONT VIEW NOT TO SCALE CORE DRILL BLOW UP NOT TO SCALE Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : C9 . 3 G E N E R A L D E T A I L S Au g u s t 2 9 , 2 0 2 5 0 9 : 2 4 : 3 2 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 9 . 0 D E T A I L S . d w g GE N E R A L CO N S T R U C T I O N DE T A I L S C9.3 69 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : C9 . 4 G E N E R A L D E T A I L S Au g u s t 2 9 , 2 0 2 5 0 9 : 2 4 : 3 9 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 9 . 0 D E T A I L S . d w g GE N E R A L CO N S T R U C T I O N DE T A I L S C9.4 1 70 (S E E N O T E 2 ) TR E N C H B A C K F I L L 12 " L I F T S M A X I M U M W/ SIZE OF PIPE VARIES SEE NOTE 4 PIPE O.D.COMMON FILL BEDDING MATERIAL 12" (TYP) UNDISTURBED EARTH FINISHED GRADE NOTES: 1. INITIAL BACKFILL: SELECT COMMON FILL COMPACTED TO 95% (98% UNDER PAVEMENT) OF THE MAXIMUM DENSITY AS PER AASHTO T-180. 2. TRENCH BACKFILL: COMMON FILL COMPACTED TO 95% (98% UNDER PAVEMENT) OF THE MAXIMUM DENSITY AS PER AASHTO T-180. 3. TYPE A BEDDING MATERIAL SHALL CONFORM TO FDOT NO. 57 AGGREGATE. 4. 15" MAX. (12" MIN.) FOR PIPE DIAMETER LESS THAN 24" AND 24" MAX (12" MIN) FOR PIPE DIAMETER 24" AND LARGER. 5. WATER SHALL NOT BE PERMITTED IN THE TRENCH DURING CONSTRUCTION. 6. ALL PIPE TO BE INSTALLED WITH BELL FACING UPSTREAM TO THE DIRECTION OF THE FLOW. 7. BEDDING DEPTH SHALL BE 4" MINIMUM FOR PIPE DIAMETER UP TO 12" AND 6" MINIMUM FOR PIPE DIAMETER 16" AND LARGER. 8. DEPTH FOR REMOVAL OF UNSUITABLE MATERIAL SHALL GOVERN DEPTH OF BEDDING ROCK BELOW THE PIPE. UTILITIES SHALL DETERMINE IN THE FIELD REQUIRED REMOVAL OF UNSUITABLE MATERIAL TO REACH SUITABLE FOUNDATION. 9. FINAL RESTORATION IN IMPROVED AREAS SHALL BE IN COMPLIANCE WITH ALL APPLICABLE REGULATIONS OF GOVERNING AGENCIES. SURFACE RESTORATION WITHIN CITY OF WINTER SPRINGS RIGHT-OF-WAY SHALL COMPLY WITH REQUIREMENTS OF R/W UTILIZATION REGULATIONS AND ROAD CONSTRUCTION SPECIFICATIONS. TRENCH WIDTH SELECT COMMON FILL INITIAL BACKFILL (S E E NO T E 1 ) (S E E NO T E 3 ) HAUNCHING BEDDING (SEE NOTES 7 & 8) BEDDING AND TRENCHING - TYPE A (S E E N O T E 2 ) TR E N C H B A C K F I L L W/ SIZE OF PIPE VARIES SEE NOTE 4 PIPE O.D.COMMON FILL 12" (TYP) FINISHED GRADE NOTES: 1. INITIAL BACKFILL AND HAUNCHING: SELECT COMMON FILL COMPACTED TO 95% (98% UNDER PAVEMENT) OF THE MAXIMUM DENSITY AS PER AASHTO T-180. 2.TRENCH BACKFILL: COMMON FILL COMPACTED TO 95% (98% UNDER PAVEMENT) OF THE MAXIMUM DENSITY AS PER AASHTO T-180. 3. PIPE BEDDING UTILIZING SELECT COMMON FILL OR BEDDING ROCK IN ACCORDANCE WITH TYPE A BEDDING AND TRENCHING DETAIL MAY BE REQUIRED AS DIRECTED BY UTILITIES. 4. 15" MAX. (12" MIN.) FOR PIPE DIAMETER LESS THAN 24" AND 24" MAX (12" MIN) FOR PIPE DIAMETER 24" AND LARGER. 5. WATER SHALL NOT BE PERMITTED IN THE TRENCH DURING CONSTRUCTION. 6. ALL PIPE TO BE INSTALLED WITH BELL FACING UPSTREAM TO THE DIRECTION OF THE FLOW. 7. FINAL RESTORATION IN IMPROVED AREAS SHALL BE IN COMPLIANCE WITH ALL APPLICABLE REGULATIONS OF GOVERNING AGENCIES. SURFACE RESTORATION WITHIN CITY OF WINTER SPRINGS RIGHT-OF-WAY SHALL COMPLY WITH REQUIREMENTS OF RIGHT-OF-WAY UTILIZATION REGULATIONS AND ROAD CONSTRUCTION SPECIFICATIONS. TRENCH WIDTH SELECT COMMON FILL INITIAL BACKFILL (S E E N O T E 1 ) HAUNCHING 12 " L I F T S M A X I M U M UNDISTURBED EARTH (SEE NOTE 3) BEDDING AND TRENCHING - TYPE B 2500 PSI CONCRETE AROUND MANHOLE 6" MIN MANHOLE IN GRASS AREA NOTES: 1. CLEARANCE OF 30" FREE FROM OBSTRUCTIONS IN ALL DIRECTIONS. 2. AREAS SUPPORTING CONCRETE COLLAR OR SLAB SHALL BE PROPERLY COMPACTED. 3.TOP OF MANHOLE SHALL BE 2" ABOVE FINISHED GRADE, CROWN OF ADJACENT ROADWAY, OR 100 YEAR FLOOD ELEVATION, WHICHEVER IS GREATER. MANHOLE COVER 2" M I N FINISHED GRADE 6" MIN 2500 PSI CONCRETE AROUND MANHOLE 4" BAR CONTINUOUS AROUND COLLAR. 3" MIN. COVER (TYP) 12" MIN 7" M I N VALVE, VALVE BOX AND COVER 16 " A B 0 V E PIP E W .S. D ETA IL 6 -9 -00 B Y D T City of Winter Springs 53 Section 9 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : UT I L I T Y D E T A I L S Au g u s t 2 9 , 2 0 2 5 0 9 : 2 4 : 5 1 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 1 0 . 0 U T I L I T Y D E T A I L S . d w g UT I L I T Y D E T A I L S FL CI T Y O F W I N T E R S P R I N G S C10.0 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A 71 FINISHED GRADE 2" THREADED CAP 2" 90° ELBOW METER BOX WITH COVER 6" OF GRAVEL OR CRUSHED ROCK BEDDING 2" 90° ELBOW 2" P.V.C. (TYP) 2" GATE VALVE NOTE: ALL PIPE AND FITTINGS MUST BE SCHEDULE 40 P.V.C. 2" 90° ELBOW Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : C8 . 1 U T I L I T Y D E T A I L S Au g u s t 2 9 , 2 0 2 5 0 9 : 2 4 : 5 4 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 1 0 . 0 U T I L I T Y D E T A I L S . d w g UT I L I T Y D E T A I L S C10.1 72 Section 9 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 08 / 2 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A RE V I S E D P E R C I T Y C O M M E N T S 08 / 2 8 / 2 5 AD L 2 Pl o t t e d B y : La R o c q u e , A r l e n e S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : C8 . 3 U T I L I T Y D E T A I L S Au g u s t 2 9 , 2 0 2 5 0 9 : 2 4 : 5 9 a m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ C 1 0 . 0 U T I L I T Y D E T A I L S . d w g UT I L I T Y D E T A I L S C10.2 73 SYMBOL CODE QTY COMMON NAME BOTANICAL NAME CONT CAL SIZE CANOPY TREE MB 6 BRACKEN`S SOUTHERN MAGNOLIA SINGLE, STRAIGHT, FULL, FL#1 MAGNOLIA GRANDIFLORA `BRACKENS BROWN BEAUTY`FG 3" CAL MIN 10` HT., 4` SPR. QV 8 SOUTHERN LIVE OAK 'CATHEDRAL' STRAIGHT, SINGLE LEADER, FL#1, FULL QUERCUS VIRGINIANA 'CATHEDRAL'FG 4" CAL MIN 12` HT., 4` SPR. ORNAMENTAL LD 13 NATCHEZ CRAPE MYRTLE STRAIGHT,SINGLE LEADER, FL #1 LAGERSTROEMIA INDICA `NATCHEZ`FG 2" CAL MIN 10` HT MIN SYMBOL CODE QTY COMMON NAME BOTANICAL NAME CONT SIZE SPACING SHRUBS DE 67 GOLD MOUND DEWDROPS FULL DURANTA ERECTA 'GOLD MOUND'3 GAL 36" FULL 36" OC IS 73 DWARF YAUPON HOLLY FULL ILEX VOMITORIA `STOKES DWARF 3 GAL 24" FULL 36" OC VS 101 SWEET VIBURNUM FULL VIBURNUM ODORATISSIMUM 3 GAL 30" FULL 36" OC GROUND COVERS LM 670 LILYTURF FL #1, FULL LIRIOPE MUSCARI 1 GAL 12" FULL 12" OC TM 631 MINIMA ASIATIC JASMINE FULL TRACHELOSPERMUM ASIATICUM 'MINIMA'1 GAL 12" FULL 12" OC SOD PA 4,540 SF ARGENTINE BAHIAGRASS ROLLED TIGHT, 100% INSECT, WEED, DIEASE, DEBRIS FREE PASPALUM NOTATUM 'ARGENTINE'SOD -- PLANT SCHEDULE BFP W W W W W W W W W W W W W W W W W W W W W W W W S t o p B a r Dou b l e Y e l l o w S t r i p e Stop Bar Stop Bar Stop Bar Stop Bar Stop Bar St o p B a r T u s k a w i l l a R o a d ( V a r i a b l e W i d t h R i g h t - o f - W a y ) Drain Inlet Top: 45.37' NE Inv.: 41.95' (15" Metal) SW Inv.: 42.01' (15" Metal) PROPOSED BUILDING 4,736 SF A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E U45 M 4,736 GSF Type VB Construction CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) MONUMENT SIGN, TYP. MONUMENT SIGN, TYP. MONUMENT SIGN, TYP. MONUMENT SIGN, TYP. 6'-0 " 17'-4 " 10'-2 " BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 07 / 1 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A Pl o t t e d B y : Ka z e m i , M a r y S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : LA N D S C A P E P L A N Ju l y 2 8 , 2 0 2 5 0 5 : 4 1 : 3 3 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ L 1 . 0 0 L A N D S C A P E P L A N . d w g LA N D S C A P E P L A N FL CI T Y O F W I N T E R S P R I N G S L1.00 14 9 1 7 0 0 2 6 07 / 1 8 / 2 5 SH F SH F JT G NO R T H LANDSCAPE NOTES: 1.ALL LANDSCAPE MATERIAL TO BE FLORIDA GRADE #1 OR BETTER QUALITY 2.ALL LANDSCAPED AREAS ARE TO RECEIVE A MINIMUM OF 4" OF TOPSOIL. 3.ALL PLANT MATERIAL SHALL BE HEALTHY, VIGOROUS, AND FREE OF PESTS AND DISEASE. 4.ALL MATERIALS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER INSTALLATION. 5.ALL TREES MUST BE GUYED OR STAKED AS SHOWN IN THE DETAILS. 6.ALL PLANTING AREAS SHALL BE COMPLETELY MULCHED AS SPECIFIED. 7.PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL AVOID DAMAGE TO ALL UTILITIES DURING THE COURSE OF THE WORK. LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE PLANS ARE BASED UPON BEST AVAILABLE INFORMATION AND ARE TO BE CONSIDERED APPROXIMATE. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 1) TO VERIFY THE LOCATIONS OF UTILITY LINES ADJACENT TO THE WORK AREA 2) TO PROTECT ALL UTILITY LINES DURING THE CONSTRUCTION PERIOD 3) TO REPAIR ANY AND ALL DAMAGE TO UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH OCCURS AS A RESULT OF THE CONSTRUCTION. 8.THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL QUANTITIES SHOWN ON THESE PLANS BEFORE PRICING THE WORK. 9.CONTRACTOR SHALL BE RESPONSIBLE FOR DELIVERY SCHEDULE AND PROTECTION BETWEEN DELIVERY AND PLANTING TO MAINTAIN HEALTHY PLANT CONDITIONS. 10.THE CONTRACTOR SHALL BE RESPONSIBLE FOR FULLY MAINTAINING (INCLUDING BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING, FERTILIZING, ETC.) ALL OF THE PLANT MATERIALS AND LAWN FOR THE WARRANTY PERIOD. 11.ANY PLANT MATERIAL WHICH IS DISEASED, DISTRESSED, DEAD, OR REJECTED (PRIOR TO SUBSTANTIAL COMPLETION) SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL PLANT LIST SPECIFICATIONS. 12.THE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR WARRANTY PERIOD. THE CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS DURING THE NORMAL PLANTING SEASON. 13.STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY STOCK" REPRESENT GUIDELINE SPECIFICATIONS ONLY AND SHALL CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIAL. 14.ALL LANDSCAPING SHALL BE INSTALLED ACCORDING TO SOUND NURSERY PRACTICES, AND SHALL BE FLORIDA NO. 1 OR BETTER AS GIVEN IN "GRADES AND STANDARDS FOR NURSERY PLANTS, PARTS I AND II," STATE OF FLORIDA, DEPARTMENT OF AGRICULTURE. 15.ALL INVASIVE / EXOTIC SPECIES AND PROHIBITED TREE SPECIES SHALL BE REMOVED FROM SITE, INCLUDING ROOT BALLS TO THE EXTENT POSSIBLE WITH NO DAMAGE TO ADJACENT EXISTING TREES. 16.ALL LANDSCAPE AREAS WILL BE PROVIDED WITH PERMANENT AUTOMATIC IRRIGATION SYSTEM. 17.TREE SUPPORT MATERIALS ARE TO BE REMOVED FROM EACH TREE ONCE IT IS "ESTABLISHED" (AS APPROVED BY THE LANDSCAPE ARCHITECT). 18.ALL PLANT SPECIFICATIONS IN THE PLANT SCHEDULE SHALL BE CONSIDERED THE MINIMUM ALLOWABLE SPECIFICATIONS. CONTRACTOR SHALL PROCURE PLANT MATERIALS AND UPSIZE AS NECESSARY TO MEET THE MOST STRINGENT SPECIFICATION. 19.ALL PLANTED LANDSCAPE AREAS TO HAVE 3" DEEP DESIGNER BROWN HARDWOOD MULCH TO FULLY COVER DRIP IRRIGATION & AMENDED SOILS. REPAIR AS NEEDED DURING CONSTRUCTION. SUBMIT ALTERNATIVE MULCH SPECIFICATION FOR LANDSCAPE ARCHITECT APPROVAL. MISC. QTY BOTANICAL/COMMON NAME SPECIFICATIONS MULCH TBD DESIGNER BROWN HARDWOOD MULCH 3" DEPTH MINIMUM, SHREDDED, FREE OF WEEDS/INVASIVE PLANT MATERIAL 74 BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 07 / 1 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A Pl o t t e d B y : Ka z e m i , M a r y S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : LA N D S C A P E D E T A I L S Ju l y 2 8 , 2 0 2 5 0 5 : 4 1 : 3 7 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ L 1 . 0 0 L A N D S C A P E P L A N . d w g LA N D S C A P E D E T A I L S FL CI T Y O F W I N T E R S P R I N G S L1.50 14 9 1 7 0 0 2 6 07 / 1 8 / 2 5 SH F SH F JT G 4 3 6 7 8 9 10 11 5 3X ROOTBALL WIDTH MIN. 6" 12" TYP. TRUNK/ROOT BALL TO BE CENTERED AND PLUMB/LEVEL IN PLANTING PIT. 1 6" DIA. CLEAR OF MULCH AT TRUNK FLARE.2 3" MINIMUM MULCH AS SPECIFIED. WHERE TREES ARE PLACED IN SOD, MULCH RING FOR TREES SHALL BE 6' DIAMETER (MIN.) OR AS DIRECTED BY OWNER'S REPRESENTATIVE. 3 4" HIGH BERM, FIRMLY COMPACTED.4 TREE FROG ANCHOR SYSTEM INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 5 FINISHED GRADE. (SEE GRADING PLAN)6 TOP OF ROOTBALL MIN. 1" ABOVE FINISHED GRADE. 7 PREPARED PLANTING SOIL AS SPECIFIED.8 TOP OF ROOTBALL SHALL BE 1" ABOVE FINISHED GRADE. ROOTBALLS GREATER THAN 24" DIAMETER SHALL BE PLACED ON MOUND OF UNDISTURBED SOIL TO PREVENT SETTLING. ROOTBALLS SMALLER THAN 24" IN DIAMETER MAY SIT ON COMPACTED EARTH. 9 UNDISTURBED NATIVE SOIL.10 SCARIFY BOTTOM AND SIDES OF PLANTING PIT. 11 TREE PLANTING SECTION / PLAN PLAN SECTION MULCH/TOPSOIL BACKFILL ROOTBALL AND TRUNK TREE STABILIZATION AND FERTILIZATION SYSTEM NOTES: A.FINAL TREE STAKING DETAILS AND PLACEMENT TO BE APPROVED BY OWNER. B.REMOVE BURLAP, WIRE AND STRAPS (ANYTHING THAT COULD GIRDLE TREE OR RESTRICT ROOT GROWTH) ON UPPER 1/3 OF ROOTBALL. C.PRUNE ALL TREES IN ACCORDANCE WITH ANSI A-300. 1 2 NTS 1 L1.50 TREE PLANTING ON A SLOPE SECTION / PLAN NTS PLAN SECTION MULCH/TOPSOIL BACKFILL ROOTBALL AND TRUNK TREE STABILIZATION AND FERTILIZATION SYSTEM NOTES: A.FINAL TREE STAKING DETAILS AND PLACEMENT TO BE APPROVED BY OWNER. B.REMOVE BURLAP, WIRE AND STRAPS (ANYTHING THAT COULD GIRDLE TREE OR RESTRICT ROOT GROWTH) ON UPPER 1/3 OF ROOTBALL. C.PRUNE ALL TREES IN ACCORDANCE WITH ANSI A-300. 2 4 6 12 1 7 3 8 9 10 5 11 3X ROOTBALL WIDTH MIN. 6" 12" TYP. TRUNK/ROOT BALL TO BE CENTERED AND PLUMB/LEVEL IN PLANTING PIT. 1 6" DIA. CLEAR OF MULCH AT TRUNK FLARE.2 3. 4" HIGH BERM, FIRMLY COMPACTED.3 3" MINIMUM OF HARDWOOD BARK MULCH AS SPECIFIED. WHERE TREES ARE PLACED IN SOD, MULCH RING FOR TREES SHALL BE 6' DIAMETER (MIN.) OR AS DIRECTED BY OWNER'S REPRESENTATIVE. 4 TREE FROG ANCHOR SYSTEM INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 5 4" MIN. OF TOPSOIL TO BRING TO FINISHED GRADE. (SEE GRADING PLAN) 6 TOP OF ROOTBALL MIN. 1" ABOVE FINISHED GRADE. 7 PREPARED PLANTING SOIL AS SPECIFIED.8 ROOTBALLS GREATER THAN 24" DIAMETER SHALL BE PLACED ON MOUND OF UNDISTURBED SOIL TO PREVENT SETTLING. ROOTBALLS SMALLER THAN 24" IN DIAMETER MAY SIT ON COMPACTED EARTH. 9 UNDISTURBED NATIVE SOIL.10 SCARIFY BOTTOM AND SIDES OF PLANTING PIT. 11 CUT BACK SLOPE TO PROVIDE A FLAT SURFACE FOR PLANTING. 12 L1.50 2 MAINTAIN 12" DEAD ZONE AT BED EDGE. REFER TO PLANT SCHEDULE FOR SPACING. BEST FACE OF SHRUB/ GROUNDCOVER TO FACE FRONT OF PLANTING BED. X X NOTES: A.CONTRACTOR SHALL ASSURE PERCOLATION OF ALL PLANTING PITS PRIOR TO INSTALLATION. B.WHEN SHRUBS ARE PRUNED IN MASSES, PRUNE ALL SHRUBS TO ACHIEVE UNIFORM MASS / HEIGHT. C.ALL SHRUBS AND GROUNDCOVERS SHALL BE PLUMB VERTICALLY, UNLESS OTHERWISE DIRECTED BY OWNERS REPRESENTATIVE. 4" TY P . 4" TYP. 3X ROOT BALL WIDTH MINIMUM 1 3 4 10 'X' 5 8 8 6 7 6 7 9 2 SHRUB/GROUNDCOVER PLANTING SECTION / PLAN NTS PLAN SECTION TOP OF SHRUB ROOTBALLS TO BE PLANTED 1" - 2" HIGH WITH SOIL MOUNDING UP TO THE TOP OF ROOTBALL. 1 PRUNE ALL SHRUBS TO ACHIEVE A UNIFORM MASS/HEIGHT. 2 3" MULCH LAYER AS SPECIFIED. 3 EXCAVATE ENTIRE BED SPECIFIED FOR GROUNDCOVER BED. 4 FINISHED GRADE (SEE GRADING PLAN). 5 PREPARED PLANTING SOIL AS SPECIFIED. (SEE LANDSCAPE NOTES) NOTE: WHEN GROUND- COVERS AND SHRUBS USED IN MASSES, ENTIRE BED TO BE AMENDED WITH PLANTING SOIL MIX AS SPECIFIED. 6 SCARIFY OF PLANTING PIT SIDES AND BOTTOM. 7 4" HIGH BERM FIRMLY COMPACTED. 8 UNDISTURBED NATIVE SOIL.9 FERTILIZER TABLETS (MAX 3" DEEP) 10 L1.50 3 NOTES: A.EXCAVATE A CONTINUOUS 24" DEEP PIT (FROM TOP OF CURB) FOR ENTIRE LENGTH AND WIDTH OF ISLAND & BACKFILL WITH APPROVED PLANTING MIX. B.PROTECT AND RETAIN ALL CURBS AND BASE. COMPACTED SUBGRADE TO REMAIN FOR STRUCTURAL SUPPORT OF CURB SYSTEM (TYP). C.ALL ISLANDS SHALL UTILIZE POOR DRAINAGE DETAIL WHEN PERCOLATION RATES ARE 2" PER HOUR OR LESS. WIDTH VARIES - SEE PLANS SEE NOTE 1 2 3 PLANTED PARKING LOT ISLANDS/MEDIANS SECTION NTS CROWN ISLANDS @ 5:1 SLOPES (OR AS SPECIFIED ON THE LANDSCAPE PLANS).1 CLEAR ZONE: 36" MIN. FROM BACK OF CURB TO CENTER OF NEAREST SHRUB. CLEAR ZONE SHALL CONTAIN 3" CONTINUOUS MULCH OR TURF, SEE PLANS. 2 2" MIN VERTICAL CLEARANCE, TOP OF CURB TO TOP OF MULCH.3 L1.50 4 EXISTING GRADE (DASHED) NOTES: A.CONTRACTOR SHALL ASSURE PERCOLATION OF ALL PLANTING PITS PRIOR TO INSTALLATION. B.WHEN SHRUBS ARE PRUNED IN MASSES, PRUNE ALL SHRUBS TO ACHIEVE UNIFORM MASS / HEIGHT. C.ALL SHRUBS AND GROUNDCOVERS SHALL BE PLUMB VERTICALLY, UNLESS OTHERWISE DIRECTED BY OWNERS REPRESENTATIVE. 12 3 4 5 6 7 8 9 4" T Y P . 4" TYP. 3X ROOT BALL WIDTH MINIMUM SHRUB/GROUNDCOVER PLANTING ON A SLOPE SECTION NTS TOP OF SHRUB ROOTBALLS TO BE PLANTED 1" - 2" HIGH WITH SOIL MOUNDING UP TO THE TOP OF ROOTBALL. 1 PRUNE SHRUBS AS DIRECTED BY OWNER'S REPRESENTATIVE. 2 3" MINIMUM OF MULCH AS SPECIFIED. WHERE SHRUBS ARE PLACED IN MASSES, MULCH SHALL BE SPREAD IN A CONTINUOUS BED. 3 SOIL BERM TO HOLD WATER. TOP OF PLANTING PIT 'BERM' TO BE LEVEL ACROSS PIT. SLOPE DOWNHILL PORTION OF BERM AS REQUIRED TO MEET EXISTING GRADE. MULCH OVER EXPOSED TOPSOIL. 4 FINISHED GRADE (SEE GRADING PLAN) 5 PREPARED PLANTING SOIL AS SPECIFIED. (SEE LANDSCAPE NOTES). 6 SCARIFY SIDES AND BOTTOM OF PLANTING PIT. 7 FERTILIZER TABLETS (MAX 3" DEEP). 8 UNDISTURBED NATIVE SOIL9 L1.50 5 NOTES: 1.CLEAR ZONE: 36" MIN. FROM BUILDING TO CENTER OF NEAREST SHRUB. 2.INSTALL SPECIFIED MULCH: 24" MIN. FROM BUILDING. SPECIFIED MULCH TO BE INSTALLED AT A DEPTH OF 3" (MIN.) PLANTINGS ADJACENT TO BUILDINGS SECTION NTS 24" MIN. CLEAR MIN. 1/2 MATURE SHRUB WIDTH BUILDING SPECIFIED MULCH L1.50 6 2'-0" MIN. CLR. MIN. 1/2 MATURE SHRUB WIDTH 1 2 PARKING SPACE/CURB PLANTING SECTION NTS INSTALL CONTINUOUS MULCH BED ADJACENT TO PARKING SPACES AS SHOWN. MULCH SHALL BE MIN. 3" DEEP. NO POP-UP IRRIGATION HEADS SHALL BE LOCATED WITHIN 24" OF A PARKING SPACE ON ANY SIDE. 1 CURB / PARKING LOT EDGE.2 L1.50 7 4' - 0 " 7' - 6 " 7'-6"7'-6" 7'-6" MIN. 1 2 MATURE SHRUB WIDTH MIN. 15' CLEAR MIN. 1 2 MATURE SHRUB WIDTH FIRE HYDRANT 1 2 3 SHRUB PLANTING AT FIRE HYDRANT SECTION / PLAN NTS PLAN SECTION FIRE HYDRANT.1 NO PLANT EXCEEDING 12" MATURE HEIGHT MATERIAL SHALL BE PLACED WITHIN SHOWN RADIUS OF ALL PROPOSED OR EXISTING FIRE HYDRANTS. CONTRACTOR SHALL ADJUST PLANT MATERIAL SO THAT NO CONFLICTS WITH FIRE HYDRANTS OCCUR ON SITE. 2 FRONT OF HYDRANT (TOWARD CURB) 3 L1.50 8 +H.P. LIMITS OF PLANTING PIT NOTES: A.THIS DETAIL SHALL BE IMPLEMENTED WHERE PERCOLATION RATES ARE 2" PER HOUR OR LESS. B.CONTRACTOR TO PERFORM PERCOLATION TEST AS REQUIRED. AND NOTIFY OWNER/LANDSCAPE ARCHITECT. C.SEE TYPICAL TREE PLANTING DETAIL THIS SHEET FOR PLANT STAKING. 3X ROOTBALL DIAMETER VA R I E S 1 2 3 4 5 6 7 8 5 6 9 POOR DRAINAGE CONDITION SECTION / PLAN NTS PLAN SECTION FINISH GRADE (SEE GRADING PLANS).1 BACKFILL WITH PREPARED PLANTING SOIL MIX AS SPECIFIED. 2 FILTER CLOTH, MIRAFI 500X OR BETTER.3 SLOPE BOTTOM TO DRAIN.4 AUGURED HOLE Ø ±18" PENETRATE THROUGH OCCLUDING LAYER TO WATER TABLE OR TO A DEPTH OF 7' TO ASSURE PROPER PERCOLATION. 5 BACKFILL WITH 1/2" - 3/4" GRAVEL TO REQUIRED DEPTH THROUGH OCCLUDING LAYER TO ASSURE PROPER PERCOLATION. 6 WATER TABLE. (DEPTH VARIES)7 UNDISTURBED NATIVE SOIL.8 SET ROOTBALL ON UNDISTURBED STABLE SUBSOIL SO THAT TOP OF ROOT BALL IS 1" ABOVE FINISHED GRADE. 9 ROOTBALL TRUNK L1.50 9 INSTALLATION NOTES: NOTE: IF WIRE TIES ARE USED, AVOID DIRECT CONTACT WITH FENCE. WIRE MAY DAMAGE FENCE OVER TIME. A.POST SELECTION SHOULD BE BASED ON EXPECTED STRENGTH NEEDS AND THE LENGTH OF TIME FENCE WILL BE IN PLACE. FLEXIBLE FIBERGLASS ROD POSTS ARE RECOMMENDED FOR PARKS, ATHLETIC EVENTS AND CROWD CONTROL INSTALLATIONS. METAL "T" POSTS OR TREATED WOOD POSTS ARE TYPICALLY USED FOR CONSTRUCTION AND OTHER APPLICATIONS. B.POSTS SHOULD BE DRIVEN INTO THE GROUND TO A DEPTH OF 1/3 OF THE HEIGHT OF THE POST. FOR EXAMPLE, A 6' POST SHOULD BE SET AT LEAST 2' INTO THE GROUND. C.SPACE POSTS EVERY 6' (MIN.) TO 8' (MAX.). D.SECURE FENCING TO POST WITH NYLON CABLE TIES (AVAILABLE FROM CONWED PLASTICS). WOOD STRIPS MAY BE ALSO BE USED TO PROVIDE ADDITIONAL SUPPORT AND PROTECTION BETWEEN TIES AND POSTS. 6'-8"oc 6' MI N . 1 2 CORNER CONNECTION CONNECTION TREE PROTECTION FENCING ELEVATION / PLAN NTS 6'H "PERIMETER PLUS" CONSTRUCTION FENCE BY CONWED PLASTICS OR OWNER'S REPRESENTATIVE APPROVED EQUAL. SUBMIT PRODUCT INFORMATION FOR APPROVAL PRIOR TO INSTALLATION. 1 8' TALL METAL "T" POSTS OR 2" x 2" X 8' PRESSURE TREATED WOOD POSTS WITH 24" BURIAL BELOW GRADE. 2 ELEVATION PLAN DRIPLINE (TYP.) DRIPLINE (TYP.) L1.50 10 PALM PLANTING SECTION / PLAN NTS OA =OVERALL PALM HEIGHT (MEASURED TO TOP OF BUD) CT =CLEAR TRUNK (MEASURED TO BOTTOM OF LEAF SHEATHS) GW =GRAY WOOD (MEASURED TO TOP OF HARDENED TRUNK) NOTES: A.FINAL TREE STAKING DETAILS AND PLACEMENT TO BE APPROVED BY OWNER. B.ALL TREE STAKING IS TO BE WITHIN MULCH BED AREA OUTSIDE TREE PIT. C.CONTRACTOR SHALL ASSURE PERCOLATION OF ALL PLANTING PITS PRIOR TO INSTALLATION - REFER TO POOR DRAINAGE CONDITION DETAIL. OA CT / G W 12" 6" 1 2 3 4 5 6 7 PLAN SECTION 4 8 9 5 LAYERS OF BURLAP TO PROTECT TRUNK. 1 FIVE 2" X 4" X 18" WOOD BATTENS.2 SECURE BATTENS WITH 2- 3/4" CARBON STEEL BANDS TO HOLD BATTENS IN PLACE. NO NAILS SHALL BE DRIVEN INTO PALM. HEIGHT OF BATTENS SHALL BE LOCATED IN RELATION TO THE HEIGHT OF THE PALM FOR ADEQUATE BRACING. 3 (3) 2"X4"X8' SUPPORTS. NAIL (DRILL AN NAIL IF NECESSARY) TO BATTENS AND 2" 4" STAKES. STAIN DARK BROWN. 4 3" SPECIFIED MULCH5 BERM SOIL TO HOLD WATER.6 FINISH GRADE7 2X4X24" (MIN) P.T. WOOD STAKES (TYP.) NAIL TO SUPPORT POLES. 8 PREPARED PLANTING SOIL AS SPECIFIED. (SEE LANDSCAPE NOTES). 9 11 L1.50 1.BASE OF TREE SHALL BE PLANTED SLIGHTLY ABOVE (1" MIN.) ADJACENT FINISH GRADE. REMOVE ALL TWINE & STRAPS & CUT BURLAP FROM TOP 1/3 OF ROOT BALL. NO SYNTHETIC BURLAP WILL BE ACCEPTED. 2.4" SHREDDED HARDWOOD MULCH OR APPROVED EQUAL. 3.DIAMETER OF TREE PIT TO BE TWICE THE DIAMETER OF ROOT BALL-ROUGHEN SIDES OF TREE PIT. 4.3" HIGH SOIL BERM TO HOLD WATER. 5.TOPSOIL MIX BACKFILL. 6.TREE WRAP. 7.4" MIN. OF TOPSOIL TO BRING TO FINISHED GRADE (SEE GRADING PLAN). 8.ROOT BALLS GREATER THAN 24" DIAMETER SHALL BE PLACED ON MOUND OF UNDISTURBED SOIL TO PREVENT SETTLING ROOT BALLS SMALLER THAN 24" IN DIA. MAY SIT ON COMPACTED EARTH. 9.UNDISTURBED SUBSOIL. 10.PREPARE PLANTING SOIL AS SPECIFIED. 11.Tree Frog® RBK40pt FOR UP TO 4" TREE CALIPER OR Tree Frog® RBK60pt FOR GREATER THAN 4" AND UP TO 6" TREE CALIPER. REFER TO SITEWORK SPECIFICATIONS FOR APPROVED MATERIALS AND INSTALLATION REQUIREMENTS. PLAN SECTION NOTES: A.FINAL TREE STAKING DETAILS AND PLACEMENT TO BE APPROVED BY OWNER. B.SET TREE AT ORIGINAL DEPTH. REMOVE BURLAP, WIRE AND STRAPS (ANYTHING THAT COULD GIRDLE TREE OR RESTRICT ROOT GROWTH) ON UPPER 1/3 OF ROOTBALL. C.SEE LANDSCAPE NOTES FOR THE TYPE OF MULCH MATERIAL TO USE. D.PRUNE TREE AS DIRECTED BY LANDSCAPE ARCHITECT E.ASSURE PERCOLATION OF ALL PLANTING PITS OV E R A L L H E I G H T ( O . H . ) CL E A R T R U N K ( C . T . ) HE I G H T 12" TYP. 1 2 3 4 5 8 9 10 117 6 TREE STAKING MULCH/ TOPSOIL BACKFILL ROOTBALL AND TRUNK MULTI-TRUNK TREE PLANTING SECTION/PLAN NTS 12 L1.50 75 BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 07 / 1 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A Pl o t t e d B y : Ka z e m i , M a r y S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : LA N D S C A P E S P E C I F I C A T I O N S Ju l y 2 8 , 2 0 2 5 0 5 : 4 1 : 4 2 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ L 1 . 0 0 L A N D S C A P E P L A N . d w g LA N D S C A P E SP E C I F I C A T I O N S FL CI T Y O F W I N T E R S P R I N G S L1.51 14 9 1 7 0 0 2 6 07 / 1 8 / 2 5 SH F SH F JT G TYPICAL LANDSCAPE SPECIFICATIONS (FLORIDA) A.SCOPE OF WORK 1.THE WORK CONSISTS OF: FURNISHING ALL LABOR, MATERIALS, EQUIPMENT, TOOLS, TRANSPORTATION, AND ANY OTHER APPURTENANCES NECESSARY FOR THE COMPLETION OF THIS PROJECT AS SHOWN ON THE DRAWINGS, AS INCLUDED IN THE PLANT LIST, AND AS SPECIFIED HEREIN. 2.WORK SHALL INCLUDE MAINTENANCE AND WATERING OF ALL CONTRACT PLANTING AREAS UNTIL CERTIFICATION OF ACCEPTANCE BY THE OWNER. B.PROTECTION OF EXISTING STRUCTURES 1.ALL EXISTING BUILDINGS, WALKS, WALLS, PAVING, PIPING, OTHER SITE CONSTRUCTION ITEMS, AND PLANTING ALREADY COMPLETED OR ESTABLISHED AND DESIGNATED TO REMAIN SHALL BE PROTECTED FROM DAMAGE BY THE CONTRACTOR UNLESS OTHERWISE SPECIFIED. ALL DAMAGE RESULTING FROM NEGLIGENCE SHALL BE REPAIRED OR REPLACED TO THE SATISFACTION OF THE OWNER, AT NO COST TO THE OWNER. 2.THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL NECESSARY BMP DEVICES ACCORDING TO ALL REGULATORY AGENCY'S STANDARDS THROUGH THE DURATION OF ALL CONSTRUCTION ACTIVITIES. 3.THE CONTRACTOR SHALL SUBMIT A DETAILED PROJECT SPECIFIC WORK ZONE TRAFFIC CONTROL PLAN UNLESS THE WORK REQUIRES NOTHING MORE THAN A DIRECT APPLICATION OF FDOT DESIGN STANDARDS, INDEX 600. IF A DIRECT APPLICATION OF INDEX 600 IS PROPOSED, THE CONTRACTOR SHALL SUBMIT IN WRITING A STATEMENT INDICATING THE STANDARD INDEX AND PAGE NUMBER NO LESS THAN 10 BUSINESS DAYS PRIOR TO START OF CONSTRUCTION. WHEN A DIRECT APPLICATION OF FDOT STANDARD INDEX 600 IS NOT ACCEPTABLE A PROJECT SPECIFIC WORK ZONE TRAFFIC CONTROL PLAN SHALL BE PREPARED BY A FLORIDA PROFESSIONAL ENGINEER WHO HAS SUCCESSFULLY COMPLETED ADVANCED TRAINING IN MAINTENANCE OF TRAFFIC, AS DEFINED BY FDOT FOR APPROVAL BY THE COUNTY ENGINEER'S REPRESENTATIVE. 4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UTILITIES, WHETHER PUBLIC OR PRIVATE, PRIOR TO EXCAVATION. THE INFORMATION AND DATA SHOWN WITH RESPECT TO EXISTING UNDERGROUND FACILITIES AT OR CONTIGUOUS TO THE SITE IS APPROXIMATE AND BASED ON INFORMATION FURNISHED BY THE OWNER OF SUCH UNDERGROUND FACILITIES OR ON PHYSICAL APPURTENANCES OBSERVED IN THE FIELD. THE OWNER AND DESIGN PROFESSIONAL SHALL NOT BE RESPONSIBLE FOR THE ACCURACY AND COMPLETENESS OF ANY SUCH INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL RESPONSIBILITY FOR; REVIEWING AND CHECKING ALL SUCH INFORMATION AND DATA; LOCATING ALL UNDERGROUND FACILITIES DURING CONSTRUCTION; THE SAFETY AND PROTECTION THEREOF; REPAIRING ANY DAMAGE THERETO RESULTING FROM THE WORK. THE COST OF ALL WILL BE CONSIDERED AS HAVING BEEN INCLUDED IN THE CONTRACT PRICE. THE CONTRACTOR SHALL NOTIFY ANY AFFECTED UTILITY COMPANIES OR AGENCIES IN WRITING AT LEAST 48 HOURS PRIOR TO BEGINNING CONSTRUCTION. C.PROTECTION OF EXISTING PLANT MATERIALS 1.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL UNAUTHORIZED CUTTING OR DAMAGE TO TREES AND SHRUBS EXISTING OR OTHERWISE, CAUSED BY CARELESS EQUIPMENT OPERATION, MATERIAL STOCKPILING, ETC... THIS SHALL INCLUDE COMPACTION BY DRIVING OR PARKING INSIDE THE DRIP-LINE AND SPILLING OIL, GASOLINE, OR OTHER DELETERIOUS MATERIALS WITHIN THE DRIP-LINE. NO MATERIALS SHALL BE BURNED ON SITE. EXISTING TREES KILLED OR DAMAGED SO THAT THEY ARE MISSHAPEN AND/OR UNSIGHTLY SHALL BE REPLACED AT THE COST TO THE CONTRACTOR OF THREE HUNDRED DOLLARS ($300) PER CALIPER INCH ON AN ESCALATING SCALE WHICH ADDS AN ADDITIONAL TWENTY (20) PERCENT PER INCH OVER FOUR (4) INCHES CALIPER AS FIXED AND AGREED LIQUIDATED DAMAGES. CALIPER SHALL BE MEASURED SIX (6) INCHES ABOVE GROUND LEVEL FOR TREES UP TO AND INCLUDING FOUR (4) INCHES IN CALIPER AND TWELVE (12) INCHES ABOVE GROUND LEVEL FOR TREES OVER FOUR (4) INCHES IN CALIPER. 2.SEE TREE MITIGATION PLAN AND NOTES, IF APPLICABLE. D.MATERIALS 1.GENERAL MATERIAL SAMPLES LISTED BELOW SHALL BE SUBMITTED FOR APPROVAL, ON SITE OR AS DETERMINED BY THE OWNER. UPON APPROVAL, DELIVERY OF MATERIALS MAY COMMENCE. MATERIAL SAMPLE SIZE MULCH ONE (1) CUBIC FOOT TOPSOIL MIX ONE (1) CUBIC FOOT PLANTS ONE (1) OF EACH VARIETY (OR TAGGED IN NURSERY) 2.PLANT MATERIALS a.PLANT SPECIES AND SIZE SHALL CONFORM TO THOSE INDICATED ON THE DRAWINGS. ALL NURSERY STOCK SHALL BE IN ACCORDANCE WITH GRADES AND STANDARDS FOR NURSERY PLANTS, LATEST EDITION, PUBLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. ALL PLANTS SHALL BE FLORIDA GRADE NO. 1 OR BETTER AS DETERMINED BY THE FLORIDA DIVISION OF PLANT INDUSTRY. ALL PLANTS SHALL BE HEALTHY, VIGOROUS, SOUND, WELL-BRANCHED, AND FREE OF DISEASE AND INSECTS, INSECT EGGS AND LARVAE AND SHALL HAVE ADEQUATE ROOT SYSTEMS. TREES FOR PLANTING IN ROWS SHALL BE UNIFORM IN SIZE AND SHAPE. ALL MATERIALS SHALL BE SUBJECT TO APPROVAL BY THE OWNER. WHERE ANY REQUIREMENTS ARE OMITTED FROM THE PLANT LIST, THE PLANTS FURNISHED SHALL BE NORMAL FOR THE VARIETY. PLANTS SHALL BE PRUNED PRIOR TO DELIVERY ONLY WITH APPROVAL FROM OWNER OR OWNER'S REPRESENTATIVE. NO SUBSTITUTIONS SHALL BE MADE WITHOUT WRITTEN PERMISSION FROM THE OWNER'S REPRESENTATIVE. b.MEASUREMENTS: THE HEIGHT AND/OR WIDTH OF TREES SHALL BE MEASURED FROM THE GROUND OR ACROSS THE NORMAL SPREAD OF BRANCHES WITH THE PLANTS IN THEIR NORMAL POSITION. THIS MEASUREMENT SHALL NOT INCLUDE THE IMMEDIATE TERMINAL GROWTH. PLANTS LARGER IN SIZE THAN THOSE SPECIFIED IN THE PLANT LIST MAY BE USED IF APPROVED BY THE OWNER. IF THE USE OF LARGER PLANTS IS APPROVED, THE BALL OF EARTH OR SPREAD OF ROOTS SHALL BE INCREASED IN PROPORTION TO THE SIZE OF THE PLANT. c.INSPECTION: PLANTS SHALL BE SUBJECT TO INSPECTION AND APPROVAL AT THE PLACE OF GROWTH, OR UPON DELIVERY TO THE SITE, AS DETERMINED BY THE OWNER, FOR QUALITY, SIZE, AND VARIETY. SUCH APPROVAL SHALL NOT IMPAIR THE RIGHT OF INSPECTION AND REJECTION AT THE SITE DURING PROGRESS OF THE WORK OR AFTER COMPLETION FOR SIZE AND CONDITION OF ROOT BALLS OR ROOTS, LATENT DEFECTS OR INJURIES. REJECTED PLANTS SHALL BE REMOVED IMMEDIATELY FROM THE SITE. NOTICE REQUESTING INSPECTION SHALL BE SUBMITTED IN WRITING BY THE CONTRACTOR AT LEAST ONE (1) WEEK PRIOR TO ANTICIPATED DATE. E.SOIL MIXTURE (PLANTING MEDIUM, PLANTING MIX, TOPSOIL MIX) 1.CONTRACTOR SHALL TEST EXISTING SOIL AND AMEND AS NECESSARY IN ACCORDANCE WITH THE GUIDELINES BELOW: 2.SOIL MIXTURE (PLANTING MEDIUM FOR PLANT PITS) SHALL CONSIST OF TWO PARTS OF TOPSOIL AND ONE PART SAND, AS DESCRIBED BELOW. CONTRACTOR TO SUBMIT SAMPLES AND PH TESTING RESULTS OF SOIL MIXTURE FOR OWNER'S REPRESENTATIVE APPROVAL PRIOR TO PLANT INSTALLATION OPERATIONS COMMENCE. a.TOPSOIL FOR USE IN PREPARING SOIL MIXTURE FOR BACKFILLING PLANT PITS SHALL BE FERTILE, FRIABLE, AND OF A LOAMY CHARACTER; REASONABLY FREE OF SUBSOIL, CLAY LUMPS, BRUSH WEEDS AND OTHER LITTER; FREE OF ROOTS, STUMPS, STONES LARGER THAN 2" IN ANY DIRECTION, AND OTHER EXTRANEOUS OR TOXIC MATTER HARMFUL TO PLANT GROWTH. IT SHALL CONTAIN THREE (3) TO FIVE (5) PERCENT DECOMPOSED ORGANIC MATTER AND HAVE A PH BETWEEN 5.5 AND 7.0. b.SAND SHALL BE COARSE, CLEAN, WELL-DRAINING, NATIVE SAND. c.SOIL AMENDMENT (IF NEEDED PER SOIL TESTING) THE CONTRACTOR SHALL FURNISH AND INSTALL A 3” LAYER OF AMENDED PLANTING SOIL IN ALL PLANTING BEDS, EXCLUDING SOD AREAS. THE AMENDED PLANTING SOIL SHALL BE COMPOSED OF 35% FERTICOMP 20% FLORIDA PEAT 45% SANDY LOAM. THE AMENDED PLANTING SOIL SHALL BE MIXED INTO THE BEDS UPON PLANTING. 2.TREES SHALL BE PLANTED IN THE EXISTING NATIVE SOIL ON SITE, UNLESS DETERMINED TO BE UNSUITABLE - AT WHICH POINT THE CONTRACTOR SHALL CONTACT OWNER'S REPRESENTATIVE TO DISCUSS ALTERNATE RECOMMENDATION PRIOR TO PLANTING (SUBMIT SOIL TESTING RESULTS AFTER INCORPORATING AMENDMENTS TO DEMNSTRATE COMPLIANCE WITH SOIL QUALITY REQUIREMENTS . F.WATER 1.WATER NECESSARY FOR PLANTING AND MAINTENANCE SHALL BE OF SATISFACTORY QUALITY TO SUSTAIN ADEQUATE PLANT GROWTH AND SHALL NOT CONTAIN HARMFUL, NATURAL OR MAN-MADE ELEMENTS DETRIMENTAL TO PLANTS. WATER MEETING THE ABOVE STANDARD SHALL BE OBTAINED ON THE SITE FROM THE OWNER, IF AVAILABLE, AND THE CONTRACTOR SHALL BE RESPONSIBLE TO MAKE ARRANGEMENTS FOR ITS USE BY HIS TANKS, HOSES, SPRINKLERS, ETC.... IF SUCH WATER IS NOT AVAILABLE AT THE SITE, THE CONTRACTOR SHALL PROVIDE SATISFACTORY WATER FROM SOURCES OFF THE SITE AT NO ADDITIONAL COST TO THE OWNER. * WATERING/IRRIGATION RESTRICTIONS MAY APPLY - REFER TO PROPERTY'S JURISDICTIONAL AUTHORITY. G.FERTILIZER CONTRACTOR SHALL PROVIDE FERTILIZER APPLICATION SCHEDULE TO OWNER, AS APPLICABLE TO SOIL TYPE, PLANT INSTALLATION TYPE, AND SITE'S PROPOSED USE. SUGGESTED FERTILIZER TYPES SHALL BE ORGANIC OR OTHERWISE NATURALLY-DERIVED. * FERTILIZER RESTRICTIONS MAY APPLY - REFER TO PROPERTY'S JURISDICTIONAL AUTHORITY. H.MULCH 1.MULCH MATERIAL SHALL BE MOISTENED AT THE TIME OF APPLICATION TO PREVENT WIND DISPLACEMENT, AND APPLIED AT A DEPTH OF THREE (3) INCHES. CLEAR MULCH FROM EACH PLANT'S CROWN (BASE). MULCH SHALL BE "FLORIMULCH," EUCALYPTUS MULCH, OR SIMILAR SUSTAINABLY HARVESTED MULCH UNLESS SPECIFIED OTHERWISE. 2.PROVIDE A THREE (3) INCH MINIMUM LAYER OF SPECIFIED MULCH OVER THE ENTIRE AREA OF EACH SHRUB BED, GROUND COVER, VINE BED, AND TREE PIT (6' MINIMUM) PLANTED UNDER THIS CONTRACT. I.DIGGING AND HANDLING 1.PROTECT ROOTS OR ROOT BALLS OF PLANTS AT ALL TIMES FROM SUN, DRYING WINDS, WATER AND FREEZING, AS NECESSARY UNTIL PLANTING. PLANT MATERIALS SHALL BE ADEQUATELY PACKED TO PREVENT DAMAGE DURING TRANSIT. TREES TRANSPORTED MORE THAN TEN (10) MILES OR WHICH ARE NOT PLANTED WITHIN THREE (3) DAYS OF DELIVERY TO THE SITE SHALL BE SPRAYED WITH AN ANTITRANSPIRANT PRODUCT ("WILTPRUF" OR EQUAL) TO MINIMIZE TRANSPIRATIONAL WATER LOSS. 2.BALLED AND BURLAPPED (B&B), AND FIELD GROWN (FG) PLANTS SHALL BE DUG WITH FIRM, NATURAL BALLS OF SOIL OF SUFFICIENT SIZE TO ENCOMPASS THE FIBROUS AND FEEDING ROOTS OF THE PLANTS. NO PLANTS MOVED WITH A ROOT BALL SHALL BE PLANTED IF THE BALL IS CRACKED OR BROKEN. PLANTS SHALL NOT BE HANDLED BY STEMS. 3.PLANTS MARKED "BR" IN THE PLANT LIST SHALL BE DUG WITH BARE ROOTS. CARE SHALL BE EXERCISED THAT THE ROOTS DO NOT DRY OUT DURING TRANSPORTATION AND PRIOR TO PLANTING. 4.PROTECTION OF PALMS: ONLY A MINIMUM OF FRONDS SHALL BE REMOVED FROM THE CROWN OF THE PALM TREES TO FACILITATE MOVING AND HANDLING. CLEAR TRUNK (CT) SHALL BE AS SPECIFIED AFTER THE MINIMUM OF FRONDS HAVE BEEN REMOVED. ALL PALMS SHALL BE BRACED PER PALM PLANTING DETAIL. 5.EXCAVATION OF TREE PITS SHALL BE PERFORMED USING EXTREME CARE TO AVOID DAMAGE TO SURFACE AND SUBSURFACE ELEMENTS SUCH AS UTILITIES OR HARDSCAPE ELEMENTS, FOOTERS AND PREPARED SUB-BASES. J.CONTAINER GROWN STOCK 1.ALL CONTAINER GROWN MATERIAL SHALL BE HEALTHY, VIGOROUS, WELL-ROOTED PLANTS ESTABLISHED IN THE CONTAINER IN WHICH THEY ARE SOLD. THE PLANTS SHALL HAVE TOPS WHICH ARE OF GOOD QUALITY AND ARE IN A HEALTHY GROWING CONDITION. 2.AN ESTABLISHED CONTAINER GROWN PLANT SHALL BE TRANSPLANTED INTO A CONTAINER AND GROWN IN THAT CONTAINER SUFFICIENTLY LONG ENOUGH FOR THE NEW FIBROUS ROOTS TO HAVE DEVELOPED SO THAT THE ROOT MASS WILL RETAIN ITS SHAPE AND HOLD TOGETHER WHEN REMOVED FROM THE CONTAINER. CONTAINER GROWN STOCK SHALL NOT BE HANDLED BY THEIR STEMS. 3.ROOT BOUND PLANTS ARE NOT ACCEPTABLE AND WILL BE REJECTED. 4.RPG= "ROOTS PLUS GROWER" CONTAINER PRODUCTS SHALL BE USED WHERE SPECIFIED. K.COLLECTED STOCK WHEN THE USE OF COLLECTED STOCK IS PERMITTED AS INDICATED BY THE OWNER OR OWNER'S REPRESENTATIVE, THE MINIMUM SIZES OF ROOTBALLS SHALL BE EQUAL TO THAT SPECIFIED FOR THE NEXT LARGER SIZE OF NURSERY GROWN STOCK OF THE SAME VARIETY. L.NATIVE STOCK PLANTS COLLECTED FROM WILD OR NATIVE STANDS SHALL BE CONSIDERED NURSERY GROWN WHEN THEY HAVE BEEN SUCCESSFULLY RE-ESTABLISHED IN A NURSERY ROW AND GROWN UNDER REGULAR NURSERY CULTURAL PRACTICES FOR A MINIMUM OF TWO (2) GROWING SEASONS AND HAVE ATTAINED ADEQUATE ROOT AND TOP GROWTH TO INDICATE FULL RECOVERY FROM TRANSPLANTING INTO THE NURSERY ROW. M.MATERIALS LIST QUANTITIES NECESSARY TO COMPLETE THE WORK ON THE DRAWINGS SHALL BE FURNISHED BY THE CONTRACTOR. QUANTITY ESTIMATES HAVE BEEN MADE CAREFULLY, BUT THE LANDSCAPE ARCHITECT OR OWNER ASSUMES NO LIABILITY FOR OMISSIONS OR ERRORS. SHOULD A DISCREPANCY OCCUR BETWEEN THE PLANS AND THE PLANT LIST QUANTITY, THE OWNER'S REPRESENTATIVE SHALL BE NOTIFIED FOR CLARIFICATION PRIOR TO BIDDING OR INSTALLATION. ALL DIMENSIONS AND/OR SIZES SPECIFIED SHALL BE THE MINIMUM ACCEPTABLE SIZE. N.FINE GRADING 1.FINE GRADING UNDER THIS CONTRACT SHALL CONSIST OF FINAL FINISHED GRADING OF LAWN AND PLANTING AREAS THAT HAVE BEEN ROUGH GRADED BY OTHERS. BERMING AS SHOWN ON THE DRAWINGS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, UNLESS OTHERWISE NOTED. 2.THE CONTRACTOR SHALL FINE GRADE THE LAWN AND PLANTING AREAS TO BRING THE ROUGH GRADE UP TO FINAL FINISHED GRADE ALLOWING FOR THICKNESS OF SOD AND/OR MULCH DEPTH. CONTRACTOR SHALL FINE GRADE BY HAND AND/OR WITH ALL EQUIPMENT NECESSARY INCLUDING A GRADING TRACTOR WITH FRONT-END LOADER FOR TRANSPORTING SOIL WITHIN THE SITE. 3.ALL PLANTING AREAS SHALL BE GRADED AND MAINTAINED FOR POSITIVE DRAINAGE TO SURFACE/SUBSURFACE STORM DRAIN SYSTEMS. AREAS ADJACENT TO BUILDINGS SHALL SLOPE AWAY FROM THE BUILDINGS. REFER TO CIVIL ENGINEER'S PLANS FOR FINAL GRADES, IF APPLICABLE. O.PLANTING PROCEDURES 1.CLEANING UP BEFORE COMMENCING WORK: THE CONTRACTOR SHALL CLEAN WORK AND SURROUNDING AREAS OF ALL RUBBISH OR OBJECTIONABLE MATTER DAILY. ALL MORTAR, CEMENT, AND TOXIC MATERIAL SHALL BE REMOVED FROM THE SURFACE OF ALL PLANT BEDS. THESE MATERIALS SHALL NOT BE MIXED WITH THE SOIL. SHOULD THE CONTRACTOR FIND SUCH SOIL CONDITIONS BENEATH THE SOIL WHICH WILL IN ANY WAY ADVERSELY AFFECT THE PLANT GROWTH, HE SHALL IMMEDIATELY CALL IT TO THE ATTENTION OF THE OWNER'S REPRESENTATIVE. FAILURE TO DO SO BEFORE PLANTING SHALL MAKE THE CORRECTIVE MEASURES THE RESPONSIBILITY OF THE CONTRACTOR. 2.VERIFY LOCATIONS OF ALL UTILITIES, CONDUITS, SUPPLY LINES AND CABLES, INCLUDING BUT NOT LIMITED TO: ELECTRIC, GAS (LINES AND TANKS), WATER, SANITARY SEWER, STORMWATER SYSTEMS, CABLE, AND TELEPHONE. PROPERLY MAINTAIN AND PROTECT EXISTING UTILITIES. CALL SUNSHINE STATE ONE CALL OF FLORIDA, INC. (811) TO LOCATE UTILITIES AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 3.SUBGRADE EXCAVATION: CONTRACTOR IS RESPONSIBLE TO REMOVE ALL EXISTING AND IMPORTED LIMEROCK AND LIMEROCK SUB-BASE FROM ALL LANDSCAPE PLANTING AREAS TO A MINIMUM DEPTH OF 36" OR TO NATIVE SOIL. CONTRACTOR IS RESPONSIBLE TO BACKFILL THESE PLANTING AREAS TO ROUGH FINISHED GRADE WITH CLEAN TOPSOIL FROM AN ON-SITE SOURCE OR AN IMPORTED SOURCE. IF LIMEROCK OR OTHER ADVERSE CONDITIONS OCCUR IN PLANTED AREAS AFTER 36" DEEP EXCAVATION BY THE CONTRACTOR, AND POSITIVE DRAINAGE CAN NOT BE ACHIEVED, CONTRACTOR SHALL UTILIZE POOR DRAINAGE CONDITION PLANTING DETAIL. 4.FURNISH NURSERY'S CERTIFICATE OF COMPLIANCE WITH ALL REQUIREMENTS AS SPECIFIED HEREIN. INSPECT AND SELECT PLANT MATERIALS BEFORE PLANTS ARE DUG AT NURSERY OR GROWING SITE. 5.COMPLY WITH APPLICABLE FEDERAL, STATE, COUNTY, AND LOCAL REGULATIONS GOVERNING LANDSCAPE MATERIALS AND WORK. CONFORM TO ACCEPTED HORTICULTURAL PRACTICES AS USED IN THE TRADE. UPON ARRIVAL AT THE SITE, PLANTS SHALL BE THOROUGHLY WATERED AND PROPERLY MAINTAINED UNTIL PLANTED. PLANTS STORED ONSITE SHALL NOT REMAIN UNPLANTED OR APPROPRIATELY HEALED IN FOR A PERIOD EXCEEDING TWENTY-FOUR (24) HOURS. AT ALL TIMES WORKMANLIKE METHODS CUSTOMARY IN GOOD HORTICULTURAL PRACTICES SHALL BE EXERCISED. 6.THE WORK SHALL BE COORDINATED WITH OTHER TRADES TO PREVENT CONFLICTS. COORDINATE PLANTING WITH IRRIGATION WORK TO ASSURE AVAILABILITY OF WATER AND PROPER LOCATION OF IRRIGATION APPURTENANCES AND PLANTS. 7.ALL PLANTING PITS SHALL BE EXCAVATED TO SIZE AND DEPTH IN ACCORDANCE WITH THE USA STANDARD FOR NURSERY STOCK 260.1, UNLESS SHOWN OTHERWISE ON THE DRAWINGS, AND BACK FILLED WITH THE PREPARED PLANTING SOIL MIXTURE AS SPECIFIED IN SECTION E. TEST ALL TREE PITS WITH WATER BEFORE PLANTING TO ASSURE PROPER DRAINAGE PERCOLATION IS AVAILABLE. NO ALLOWANCE WILL BE MADE FOR LOST PLANTS DUE TO IMPROPER DRAINAGE. IF POOR DRAINAGE EXISTS, UTILIZE "POOR DRAINAGE CONDITION" PLANTING DETAIL. TREES SHALL BE SET PLUMB AND HELD IN POSITION UNTIL THE PLANTING MIXTURE HAS BEEN FLUSHED INTO PLACE WITH A SLOW, FULL HOSE STREAM. ALL PLANTING SHALL BE PERFORMED BY PERSONNEL FAMILIAR WITH PLANTING PROCEDURES AND UNDER THE SUPERVISION OF A QUALIFIED LANDSCAPE FOREMAN. PROPER "JETTING IN" SHALL BE ASSURED TO ELIMINATE AIR POCKETS AROUND THE ROOTS. "JET STICK" OR EQUAL IS RECOMMENDED. 8.TAKE ALL NECESSARY PRECAUTIONS TO AVOID DAMAGE TO BUILDINGS AND BUILDING STRUCTURES WHILE INSTALLING TREES. 9.SOIL MIXTURE SHALL BE AS SPECIFIED IN SECTION E OF THESE SPECIFICATIONS. 10.TREES AND SHRUBS SHALL BE SET STRAIGHT AT AN ELEVATION THAT, AFTER SETTLEMENT, THE PLANT CROWN WILL STAND ONE (1) TO TWO (2) INCHES ABOVE GRADE. EACH PLANT SHALL BE SET IN THE CENTER OF THE PIT. PLANTING SOIL MIXTURE SHALL BE BACK FILLED, THOROUGHLY TAMPED AROUND THE BALL, AND SETTLED BY WATER (AFTER TAMPING). 11.AMEND PINE AND OAK PLANT PITS WITH ECTOMYCORRHIZAL SOIL APPLICATION PER MANUFACTURER'S RECOMMENDATION. ALL OTHER PLANT PITS SHALL BE AMENDED WITH ENDOMYCORRHIZAL SOIL APPLICATION PER MANUFACTURER'S RECOMMENDATION. PROVIDE PRODUCT INFORMATION SUBMITTAL PRIOR TO INOCULATION. 12.FILL HOLE WITH SOIL MIXTURE, MAKING CERTAIN ALL SOIL IS SATURATED. TO DO THIS, FILL HOLE WITH WATER AND ALLOW TO SOAK MINIMUM TWENTY (20) MINUTES, STIRRING IF NECESSARY TO GET SOIL THOROUGHLY WET. PACK LIGHTLY WITH FEET, ADD MORE WET SOIL MIXTURE. DO NOT COVER TOP OF BALL WITH SOIL MIXTURE. ALL BURLAP, ROPE, WIRES, BASKETS, ETC.., SHALL BE REMOVED FROM THE SIDES AND TOPS OF BALLS, BUT NO BURLAP SHALL BE PULLED FROM UNDERNEATH. 13.TREES SHALL BE PRUNED, AT THE DIRECTION OF THE OWNER OR OWNER'S REPRESENTATIVE, TO PRESERVE THE NATURAL CHARACTER OF THE PLANT. ALL SOFT WOOD OR SUCKER GROWTH AND ALL BROKEN OR BADLY DAMAGED BRANCHES SHALL BE REMOVED WITH A CLEAN CUT. ALL PRUNING TO BE PERFORMED BY CERTIFIED ARBORIST, IN ACCORDANCE WITH ANSI A-300. 14.SHRUBS AND GROUND COVER PLANTS SHALL BE EVENLY SPACED IN ACCORDANCE WITH THE DRAWINGS AND AS INDICATED ON THE PLANT LIST. MATERIALS INSTALLED SHALL MEET MINIMUM SPECIMEN REQUIREMENTS OR QUANTITIES SHOW ON PLANS, WHICHEVER IS GREATER. CULTIVATE ALL PLANTING AREAS TO A MINIMUM DEPTH OF 6", REMOVE AND DISPOSE ALL DEBRIS. MIX TOP 4" THE PLANTING SOIL MIXTURE AS SPECIFIED IN SECTION E. THOROUGHLY WATER ALL PLANTS AFTER INSTALLATION. 15.TREE GUYING AND BRACING SHALL BE INSTALLED BY THE CONTRACTOR IN ACCORDANCE WITH THE PLANS TO INSURE STABILITY AND MAINTAIN TREES IN AN UPRIGHT POSITION. IF THE CONTRACTOR AND OWNER DECIDE TO WAIVE THE TREE GUYING AND BRACING, THE OWNER SHALL NOTIFY THE PROJECT LANDSCAPE ARCHITECT IN WRITING AND AGREE TO INDEMNIFY AND HOLD HARMLESS THE PROJECT LANDSCAPE ARCHITECT IN THE EVENT UNSUPPORTED TREES PLANTED UNDER THIS CONTRACT FALL AND DAMAGE PERSON OR PROPERTY. 16.ALL PLANT BEDS SHALL BE KEPT FREE OF NOXIOUS WEEDS UNTIL FINAL ACCEPTANCE OF WORK. IF DIRECTED BY THE OWNER, "ROUND-UP" SHALL BE APPLIED FOR WEED CONTROL BY QUALIFIED PERSONNEL TO ALL PLANTING AREAS IN SPOT APPLICATIONS PER MANUFACTURER'S PRECAUTIONS AND SPECIFICATIONS. PRIOR TO FINAL INSPECTION, TREAT ALL PLANTING BEDS WITH AN APPROVED PRE-EMERGENT HERBICIDE AT AN APPLICATION RATE RECOMMENDED BY THE MANUFACTURER. (AS ALLOWED BY JURISDICTIONAL AUTHORITY) P.LAWN SODDING 1.THE WORK CONSISTS OF LAWN BED PREPARATION, SOIL PREPARATION, AND SODDING COMPLETE, IN STRICT ACCORDANCE WITH THE SPECIFICATIONS AND THE APPLICABLE DRAWINGS TO PRODUCE A TURF GRASS LAWN ACCEPTABLE TO THE OWNER. 2.ALL AREAS THAT ARE TO BE SODDED SHALL BE CLEARED OF ANY ROUGH GRASS, WEEDS, AND DEBRIS BY MEANS OF A SOD CUTTER TO A DEPTH OF THREE (3) INCHES, AND THE GROUND BROUGHT TO AN EVEN GRADE. THE ENTIRE SURFACE SHALL BE ROLLED WITH A ROLLER WEIGHING NOT MORE THAN ONE-HUNDRED (100) POUNDS PER FOOT OF WIDTH. DURING THE ROLLING, ALL DEPRESSIONS CAUSED BY SETTLEMENT SHALL BE FILLED WITH ADDITIONAL SOIL, AND THE SURFACE SHALL BE REGRADED AND ROLLED UNTIL PRESENTING A SMOOTH AND EVEN FINISH TO THE REQUIRED GRADE. 3.PREPARE LOOSE BED FOUR (4) INCHES DEEP. HAND RAKE UNTIL ALL BUMPS AND DEPRESSIONS ARE REMOVED. WET PREPARED AREA THOROUGHLY. 4.SODDING a.THE CONTRACTOR SHALL SOD ALL AREAS THAT ARE NOT PAVED OR PLANTED AS DESIGNATED ON THE DRAWINGS WITHIN THE CONTRACT LIMITS, UNLESS SPECIFICALLY NOTED OTHERWISE. b.THE SOD SHALL BE CERTIFIED TO MEET FLORIDA STATE PLANT BOARD SPECIFICATIONS, ABSOLUTELY TRUE TO VARIETAL TYPE, AND FREE FROM WEEDS, FUNGUS, INSECTS AND DISEASE OF ANY KIND. c.SOD PANELS SHALL BE LAID TIGHTLY TOGETHER SO AS TO MAKE A SOLID SODDED LAWN AREA. SOD SHALL BE LAID UNIFORMLY AGAINST THE EDGES OF ALL CURBS AND OTHER HARDSCAPE ELEMENTS, PAVED AND PLANTED AREAS. ADJACENT TO BUILDINGS, A 24 INCH STONE MULCH STRIP SHALL BE PROVIDED. IMMEDIATELY FOLLOWING SOD LAYING, THE LAWN AREAS SHALL BE ROLLED WITH A LAWN ROLLER CUSTOMARILY USED FOR SUCH PURPOSES, AND THEN THOROUGHLY IRRIGATED. IF, IN THE OPINION OF THE OWNER, TOP-DRESSING IS NECESSARY AFTER ROLLING TO FILL THE VOIDS BETWEEN THE SOD PANELS AND TO EVEN OUT INCONSISTENCIES IN THE SOD, CLEAN SAND, AS APPROVED BY THE OWNER'S REPRESENTATIVE, SHALL BE UNIFORMLY SPREAD OVER THE ENTIRE SURFACE OF THE SOD AND THOROUGHLY WATERED IN. FERTILIZE INSTALLED SOD AS ALLOWED BY PROPERTY'S JURISDICTIONAL AUTHORITY. 5.DURING DELIVERY, PRIOR TO, AND DURING THE PLANTING OF THE LAWN AREAS, THE SOD PANELS SHALL AT ALL TIMES BE PROTECTED FROM EXCESSIVE DRYING AND UNNECESSARY EXPOSURE OF THE ROOTS TO THE SUN. ALL SOD SHALL BE STACKED SO AS NOT TO BE DAMAGED BY SWEATING OR EXCESSIVE HEAT AND MOISTURE. 6.LAWN MAINTENANCE a.WITHIN THE CONTRACT LIMITS, THE CONTRACTOR SHALL PRODUCE A DENSE, WELL ESTABLISHED LAWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR AND RE-SODDING OF ALL ERODED, SUNKEN OR BARE SPOTS (LARGER THAN 12"X12") UNTIL CERTIFICATION OF ACCEPTANCE BY THE OWNER'S REPRESENTATIVE. REPAIRED SODDING SHALL BE ACCOMPLISHED AS IN THE ORIGINAL WORK (INCLUDING REGRADING IF NECESSARY). b.CONTRACTOR RESPONSIBLE FOR ESTABLISHING AND MAINTAINING SOD/LAWN UNTIL ACCEPTANCE BY THE OWNER'S REPRESENTATIVE. PRIOR TO AND UPON ACCEPTANCE, CONTRACTOR TO PROVIDE WATERING/IRRIGATION SCHEDULE TO OWNER. OBSERVE ALL APPLICABLE WATERING RESTRICTIONS AS SET FORTH BY THE PROPERTY'S JURISDICTIONAL AUTHORITY. Q.CLEANUP UPON COMPLETION OF ALL PLANTING WORK AND BEFORE FINAL ACCEPTANCE, THE CONTRACTOR SHALL REMOVE ALL MATERIAL, EQUIPMENT, AND DEBRIS RESULTING FROM HIS WORK. ALL PAVED AREAS SHALL BE CLEANED AND THE SITE LEFT IN A NEAT AND ACCEPTABLE CONDITION AS APPROVED BY THE OWNER'S REPRESENTATIVE. R.PLANT MATERIAL MAINTENANCE ALL PLANTS AND PLANTING INCLUDED UNDER THIS CONTRACT SHALL BE MAINTAINED BY WATERING, CULTIVATING, SPRAYING, AND ALL OTHER OPERATIONS (SUCH AS RE-STAKING OR REPAIRING GUY SUPPORTS) NECESSARY TO INSURE A HEALTHY PLANT CONDITION BY THE CONTRACTOR UNTIL CERTIFICATION OF ACCEPTANCE BY THE OWNER'S REPRESENTATIVE. S.FINAL INSPECTION AND ACCEPTANCE OF WORK FINAL INSPECTION AT THE END OF THE WARRANTY PERIOD SHALL BE ON PLANTING, CONSTRUCTION AND ALL OTHER INCIDENTAL WORK PERTAINING TO THIS CONTRACT. ANY REPLACEMENT AT THIS TIME SHALL BE SUBJECT TO THE SAME ONE (1) YEAR WARRANTY (OR AS SPECIFIED BY THE LANDSCAPE ARCHITECT OR OWNER IN WRITING) BEGINNING WITH THE TIME OF REPLACEMENT AND ENDING WITH THE SAME INSPECTION AND ACCEPTANCE HEREIN DESCRIBED. T.WARRANTY 1.THE LIFE AND SATISFACTORY CONDITION OF ALL PLANT MATERIAL INSTALLED (INCLUDING SOD) BY THE LANDSCAPE CONTRACTOR SHALL BE WARRANTED BY THE CONTRACTOR FOR A MINIMUM OF ONE (1) CALENDAR YEAR COMMENCING AT THE TIME OF CERTIFICATION OF ACCEPTANCE BY THE OWNER'S REPRESENTATIVE. 2.ANY PLANT NOT FOUND IN A HEALTHY GROWING CONDITION AT THE END OF THE WARRANTY PERIOD SHALL BE REMOVED FROM THE SITE AND REPLACED AS SOON AS WEATHER CONDITIONS PERMIT. ALL REPLACEMENTS SHALL BE PLANTS OF THE SAME KIND AND SIZE AS SPECIFIED IN THE PLANT LIST. THEY SHALL BE FURNISHED PLANTED AND MULCHED AS SPECIFIED AT NO ADDITIONAL COST TO THE OWNER. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE MAINTENANCE OF THE PROJECT SITE INCLUDING BUT NOT LIMITED TO WATERING OF LANDSCAPE MOWING, BLOWING, EDGING, TRIMMING, PRUNING, WEEDING, SPRAYING OF PESTICIDES, FUNGICIDES AND HERBICIDES, FROM CONSTRUCTION START THROUGH OWNER FINAL PROJECT ACCEPTANCE. 4.IN THE EVENT THE OWNER DOES NOT CONTRACT WITH THE CONTRACTOR FOR LANDSCAPE AND IRRIGATION MAINTENANCE, THE CONTRACTOR SHOULD VISIT THE PROJECT SITE PERIODICALLY DURING THE ONE (1) YEAR WARRANTY PERIOD TO EVALUATE MAINTENANCE PROCEDURES BEING PERFORMED BY THE OWNER. CONTRACTOR SHALL NOTIFY THE OWNER IN WRITING OF MAINTENANCE PROCEDURES OR CONDITIONS WHICH THREATEN VIGOROUS AND HEALTHY PLANT GROWTH. SITE VISITS SHALL BE CONDUCTED A MINIMUM OF ONCE PER MONTH FOR A PERIOD OF TWELVE (12) MONTHS FROM THE DATE OF ACCEPTANCE. 5.PALM INOCULATION: ALL PHOENIX GENUS AND BISMARKIA GENUS PALMS SHALL BE INOCULATED AGAINST LETHAL BRONZING PRIOR TO LEAVING THE TREE FARM/NURSERY. CONTRACTOR SHALL PROVIDE PROOF OF INOCULATION AND CERTIFICATION THAT THE PALMS ARE HEALTHY AND FREE OF ALL DISEASE. THE CONTRACTOR IS RESPONSIBLE FOR INOCULATION OF THE PALMS, ONCE PLANTED, TO THE END OF THE WARRANTY PERIOD. GENERAL LANDSCAPE SPECIFICATIONS AND NOTES 1 L1.51 76 SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY PSI RAIN BIRD RD-06-P30-F-U** 15 STRIP SERIES 6IN. POP-UP, WITH 30 PSI IN-STEM PRESSURE REGULATION, AND FLOW-SHIELD TECHNOLOGY. 1/2IN. NPT FEMALE THREADED INLET. 24 30 RAIN BIRD RD-06-P30-F-U** HE-VAN SERIES 6IN. POP-UP, WITH 30 PSI IN-STEM PRESSURE REGULATION, AND FLOW-SHIELD TECHNOLOGY. 1/2IN. NPT FEMALE THREADED INLET. 46 30 RAIN BIRD R-VAN-STRIP RD-06-S-P45-F TURF ROTARY, 5FT.X15FT. (LCS AND RCS), 5FT.X30FT. (SST) HAND ADJUSTABLE MULTI-STREAM ROTARY W/ RD1800 TURF SPRAY BODY ON 6IN. POP-UP, WITH CHECK VALVE AND 45 PSI IN-STEM PRESSURE REGULATOR. FLOW SHIELD TECH. 1/2IN. NPT FEMALE THREADED INLET. 8 30 RAIN BIRD R-VAN14 RD-06-S-P45-F TURF ROTARY, 8FT.-14FT. 45-270 DEGREES AND 360 DEGREES. HAND ADJUSTABLE MULTI-STREAM ROTARY W/RD1800 TURF SPRAY BODY ON 6IN. POP-UP, WITH CHECK VALVE AND 45 PSI IN-STEM PRESSURE REGULATOR. FLOW-SHIELD TECHNOLOGY. 1/2IN. NPT FEMALE THREADED INLET. 64 30 RAIN BIRD R-VAN18 RD-06-S-P45-F TURF ROTARY, 13FT.-18FT. 45-270 DEGREES AND 360 DEGREES. HAND ADJUSTABLE MULTI-STREAM ROTARY W/RD1800 TURF SPRAY BODY ON 6IN. POP-UP, WITH CHECK VALVE AND 45 PSI IN-STEM PRESSURE REGULATOR. FLOW-SHIELD TECHNOLOGY. 1/2IN. NPT FEMALE THREADED INLET. 6 30 RAIN BIRD 1806-SAM-1400 FLOOD FLOOD BUBBLER 6IN. POPUP WITH CHECK VALVE, INSTALL W/ PA-80 ADAPTER. 20 20 SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY AREA TO RECEIVE DRIPLINE RAIN BIRD XFDEP-09-12 XFDE ON-SURFACE PRESSURE COMPENSATING LANDSCAPE DRIPLINE. 0.9 GPH EMITTERS AT 12" O.C. DRIPLINE LATERALS SPACED AT 12" APART, WITH EMITTERS OFFSET FOR TRIANGULAR PATTERN. UV & KINK RESISTANT. USE XF INSERT FITTINGS. 345.2 LF SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY RAIN BIRD PEB-PRS-D 1" 1IN., 1-1/2IN., 2IN., 3IN. PLASTIC INDUSTRIAL MASTER VALVES. LOW FLOW OPERATING CAPABILITY, GLOBE CONFIGURATION. WITH PRESSURE REGULATOR MODULE. 1 FEBCO 825Y 1" REDUCED PRESSURE BACKFLOW PREVENTER 1 RAIN BIRD ESPLXME2 12 STATION TRADITIONALLY-WIRED, COMMERCIAL CONTROLLER. INDOOR/OUTDOOR, PLASTIC WALL-MOUNT ENCLOSURE. 1 RAIN BIRD RSD-CEX RAIN SENSING DEVICE, CONDUIT MOUNT. WITH THREADED ADAPTER, EXTENSION WIRE. 1 RAIN BIRD FS-100-P 1IN. FLOW SENSOR, PLASTIC PVC MODEL. SUGGESTED OPERATING RANGE 5.4 GPM TO 54 GPM. SIZE FOR FLOW NOT ACCORDING TO PIPE SIZE. RAIN BIRD COMPATIBLE CONTROLLERS: ESP-LXIVM(P) | LXD | LXME2(P) | ME3, OR CONTROLLERS ACCEPTING CUSTOM K-FACTOR AND OFFSET. INSTALL IN RAIN BIRD VALVE BOX 1 WATER METER 1"1 IRRIGATION MAINLINE: PVC SCHEDULE 40 132.5 LF PIPE SLEEVE: PVC SCHEDULE 40 - LATERALS 294.8 LF PIPE SLEEVE: PVC SCHEDULE 40 - MAINLINE 57.0 LF EST CST SSTRCSLCS E L R C S 08 HE-VAN 12 HE-VAN 10 HE-VAN 15 HE-VAN 21 51 8 01 L S R LST RSTSST 14 ADJ 14 F 18 18 18 ADJ 18 F 1402 14041401 C RS FS M IRRIGATION SCHEDULE FLOW TOTALS Bubbler:18 Shrub Spray:49.2 Turf Rotary:32.1 Total:99.3 GPM BFP W W W W W W W W W W W PROPOSED BUILDING 4,736 SF A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E U45 M 4,736 GSF Type VB Construction CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) W W W W W W W W W W W W W S t o p B a r Dou b l e Y e l l o w S t r i p e Stop Bar Stop Bar St o p B a r T u s k a w i l l a R o a d ( V a r i a b l e W i d t h R i g h t - o f - W a y ) 21 21 21 21 21 21 0101 01 01 01 01 S S S 8 8 8 8 8 8 8 01 01 01 01 01 01 01 E 01 01 S S S S S L L R 18 18 18 18 R S S S R S S S L 21 01 01 8 8 01 01 01 01 E S S S S 0101 01 01C RS M FS E 01 8 8 8 01 S S E E E BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 07 / 1 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A Pl o t t e d B y : Ka z e m i , M a r y S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : L2 . 0 0 Ju l y 2 8 , 2 0 2 5 0 5 : 4 1 : 5 9 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ L 2 . 0 0 I R R I G A T I O N P L A N . d w g IR R I G A T I O N P L A N FL CI T Y O F W I N T E R S P R I N G S L2.00 14 9 1 7 0 0 2 6 07 / 1 8 / 2 5 SH F SH F JT G NO R T H NOTE: IF SOURCE TO BE RECLAIMED (NON-POTABLE) ALL EQUIPMENT TO BE INDICATED AS SUCH AND PURPLE IN COLOR. FOLLOW ALL LOCAL JURISDICTION STANDARDS FOR RECLAIMED IRRIGATION SYSTEMS. IRRIGATION CONTRACTOR IS RESPONSIBLE FOR PERFORMING ALL NECESSARY MODIFICATIONS REQUIRED TO MEET THE SCHEMATIC INTENT OF THESE PLANS PRIOR TO SUBMITTING PROPOSAL. THESE PLANS OUTLINE THE OVERALL LAYOUT THE SYSTEM AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ZONE THE SYSTEM ACCORDINGLY BASED ON FLOW AND PRESSURE AVAILABLE. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE FOLLOWING BUT NOT LIMITED TO AVAILABLE FLOW, AVAILABLE PRESSURE, CONNECTION ASSEMBLY, CAPACITY OF THE SYSTEM. CONTRACTOR TO ADJUST ALL OVERHEAD SPRAY HEADS TO ENSURE MINIMAL OVER-SPRAY OCCURS ON ANY HARDSCAPE SURFACE (TYP). CONTROLLER & RAIN SENSOR TO BE LOCATED OUTSIDE IN GREEN SPACE, SCREENED FROM THE PUBLIC VIEW. AVOID OVERHEAD OBSTRUCTIONS AND OVERSPRAY ASSOCIATED WITH RAIN SENSOR. CONTRACTOR TO PERMANENTLY MARK ALL SLEEVE CROSSINGS AT ASSOCIATED TOPS OF CURB (TYP). PROPOSED IRRIGATION CONTROLLER - PROVIDE ELECTRICAL POWER & CONDUIT FROM POWER SOURCE, BETWEEN CONTROLLER & WATER METER AND TO ANY ASSOCIATED APPURTENANCES. IRRIGATION NOTES 1.CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, EQUIPMENT QUANTITIES, ETC. PRIOR TO BEGINNING WORK. 2.CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT OF ANY DISCREPANCIES IN PLANS OR SPECIFICATIONS PRIOR TO BEGINNING OR CONTINUING WORK. 3.THE CONTRACTOR SHALL MAKE NO SUBSTITUTIONS, DELETIONS, OR ADDITIONS TO THIS PLAN WITHOUT APPROVAL OF THE LANDSCAPE ARCHITECT. 4.ALL CONSTRUCTION SHALL CONFORM TO CITY, COUNTY, STATE, AND FEDERAL REQUIREMENTS. IT SHALL BE THE RESPONSIBILITY OF THE IRRIGATION CONTRACTOR TO ENSURE THAT ALL IRRIGATION EQUIPMENT MEETS GOVERNMENT REGULATIONS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR OBTAINING ANY NECESSARY PERMITS OR APPROVALS. 5.THIS PLAN IS SCHEMATIC AND DUE TO THE NATURE OF CONSTRUCTION SLIGHT FIELD MODIFICATIONS MAY BE NECESSARY TO IMPLEMENT PLAN. 6.CONTRACTOR TO VERIFY ACTUAL AVAILABLE WATER PRESSURE BEFORE BEGINNING INSTALLATION. CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT IF AVAILABLE WATER PRESSURE WILL NOT ALLOW SYSTEM MODIFICATION TO BE POSSIBLE. 7.IRRIGATION SYSTEMS CONNECTED TO POTABLE WATER SUPPLY, SHALL HAVE A BACKFLOW PREVENTER INSTALLED. 8.WHERE APPLICABLE IRRIGATION HEADS ARE TO BE ADJUSTED FOR COMPLETE COVERAGE WITH MINIMUM OVER SPRAY BEYOND LANDSCAPE AREAS. 9.EXISTING TREES TO REMAIN ARE TO BE PROTECTED FROM DAMAGE. DO NOT TRENCH OR EXCAVATE WITHIN THE CRITICAL ROOT ZONE OF ANY TREE. 10.ALL IRRIGATION SLEEVING TO BE THE RESPONSIBILITY OF THE IRRIGATION CONTRACTOR. ELECTRICAL WIRES FOR IRRIGATION VALVES AND IRRIGATION LINES ARE TO BE PLACED IN SEPARATE SLEEVES. 11.IRRIGATION CONTRACTOR SHALL REVIEW WINTERIZATION PROCEDURES FOR IRRIGATION SYSTEM WITH OWNER'S REPRESENTATIVE. 12.ALL PLANT MATERIAL IN TREE HOLDING AREAS SHALL BE MANUALLY WATERED/IRRIGATED TO KEEP MOIST UNTIL PLANTED. 13.CONTRACTOR TO PROVIDE PERMANENT BENCH-MARKS ON ALL CURB LINES AT RELATED SLEEVE LOCATIONS (TYP). 14.THE IRRIGATION SYSTEM SHALL BE DESIGNED AND INSTALLED TO MINIMIZE ROOT DISTURBANCE IN EXISTING TREES. 15.IRRIGATION SPRAYS AND ROTORS ARE NOT COMBINED ON THE SAME CONTROL VALVE CIRCUIT - LANDSCAPE BEDS AND TURF ON SEPARATE CIRCUITS. 16.MATCH PRECIPITATION RATES WITH ANY HEADS THAT ARE REPLACED. IRRIGATE TO ESTABLISHMENT IRRIGATE TO ESTABLISHMENT IRRIGATE TO ESTABLISHMENT IRRIGATE TO ESTABLISHMENT IRRIGATE TO ESTABLISHMENT IRRIGATE TO ESTABLISHMENT WATER SERVICE BEING PROVIDED BY EXISTING WATER LINEWATER SERVICE PROVIDED BY EXISTING IRRIGATION LINE 77 BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 07 / 1 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A Pl o t t e d B y : Ka z e m i , M a r y S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : L2 . 5 0 Ju l y 2 8 , 2 0 2 5 0 5 : 4 2 : 0 2 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ L 2 . 0 0 I R R I G A T I O N P L A N . d w g IR R I G A T I O N D E T A I L S FL CI T Y O F W I N T E R S P R I N G S L2.50 14 9 1 7 0 0 2 6 07 / 1 8 / 2 5 SH F SH F JT G NTS NTS TYPICAL BUBBLER SECTION NTS NOTE: BUBBLER SHALL NOT BE PLACED AT TRUNK FLARE. PVC SLIP-THREAD ADAPTOR. BUBBLER NOZZLE AS SPECIFIED. 3" A B O V E G R A D E WATER WELL AS PER PLANTER DETAIL. FINISHED GRADE. 12 " B E L O W G R A D E PVC SLIP-THREAD ADAPTER. PVC LATERAL LINE. 1 2" IPS FLEX HOSE WITH PVC FLEX GLUE AND PRIMER 5' LENGTH MIN. 12 L2.50 LATERAL PIPE TYPICAL IRRIGATION HEAD SECTION NTS 12 " M I N 6" CLEAR NOZZLESFINISHED GRADE/TOP OF MULCH 1/2" FLEX PIPE, LENGTH AS NEEDED SCH 40 SWEEP ELBOW LATERAL TEE POP-UP SPRAY SPRINKLER ON 6"OR 12" RISER (UNLESS SPECIFIED PER IRRIGATION SCHEDULE 8 L2.50 4 5 3 2 1 TURF GRASS VALVE BOX LID FINISH GRADE 12" AIR RELIEF VALVE: TO BE INSTALLED AT HIGH POINTS IN DRIP ZONE 12" X 3 4" PVC REDUCER BUSHING BARB X FEMALE THREAD CONNECTOR: 12" BLANK DRIPLINE TUBING: BARB X MALE THREAD CONNECTOR: PVC TEE CONNECTED TO PVC HEADER PIPE 3" MINIMUM DEPTH OF 3 4" WASHED GRAVEL BRICK (1 OF 2) 7 1 2 6 10 11 7 8 9 8 9 4 10 5 6 3 11 AIR RELIEF VALVE IN XFS DRIP LINE SECTION 7 L2.50 1 2 3 4 5 6 1 2 3 4 5 6 7 7 6-INCH MINIMUM DEPTH OF BRICK (1 OF 2) FILTERED DRAIN VALVE: PVC LATERAL PIPE PVC SCH 40 TEE VALVE BOX WITH COVER: FINISH GRADE/TOP OF MULCH 3/4-INCH WASHED GRAVEL DRAIN VALVE SECTION 6 L2.50 FINISH GRADE CONTROL WIRE WITH IDENTIFICATION TAG NDS VALVE BOX WITH LOCKING COVER 90° ELL-PVC SCHEDULE 40 SCHEDULE 80 PVC NIPPLE MAIN LINE FITTING MAIN SUPPLY LINE 6" GRAVEL SUMP LINE BOTTOM OF VALVE PIT WITH LANDSCAPE FABRIC. MAINTAIN CLEAR SPACE BETWEEN BOTTOM OF VALVE PIT AND VALVE. DO NOT ALLOW BOX TO REST ON PIPE. TO SPRINKLERS TYPICAL CONTROL VALVE SECTION NTSL2.50 5 ALL DRIPLINE TUBING AND FITTING CONNECTIONS SHALL BE CLAMPED PER MANUFACTURERS SPECIFICATIONS DRIPLINE NOTE: 1. DRIP TUBING TO BE ROUTED IN THE PLANT MATERIAL BED WITH AT MAXIMUM LATERAL SPACING OF 16 INCHES. 2. DRIP TUBING TO BE INSTALLED IN A GRID PATTERN. DRIP TUBING SHALL NOT BE INSTALLED IN A LONG CONTINUOUS RUN. 3.CONTRACTOR TO REFER TO IRRIGATION PLAN FOR LOCATION OF CONTROL VALVES THAT UTILIZE MULTIPLE DRIPLINE SUPPLY CONNECTIONS (IF SHOWN). CONTRACTOR TO REFER TO IRRIGATION PLAN FOR LOCATION OF CONTROL VALVES THAT UTILIZE MULTIPLE DRIPLINE SUPPLY CONNECTIONS. IF NOT SHOWN, INSTALL WITHIN ADJACENT GREEN AREA NOT IN A HIGHLY VISIBLE AREA. WHEN DRIPLINE REQUIRES MULTIPLE SUPPLY POINTS EACH POINT SHALL BE CONNECTED UTILIZING RAINBIRD FITTINGS. TO NEXT DRIP SUPPLY POINT WHERE APPLICABLEFROM CONTROL VALVE DRIPLINE TEE AREA PERIMETER AREA PERIMETER TYPICAL DRIP LINE PLAN NTSL2.50 9 3' MIN. 3' MIN. IRRIGATION SLEEVE ROADWAY/DRIVEWAY BASE + SHARED SLEEVE, WHERE APPLICABLE WITH LATERALS & MAINLINE ONLY. ALL WIRING IS SEPARATE CONDUIT. CONCRETE CURB WHERE APPLICABLE TURF/PLANTING BED END OF SLEEVE END OF SLEEVE METALLIC DISC METALLIC DISC TURF/PLANTING BED TYPICAL SLEEVING SECTION NTS 10 L2.50 12" MIN 10' 12" MIN 18" MIN 18" MIN 12" MIN 12" MIN ALL 120 VOLT WIRING IN CONDUIT TO BE INSTALLED IN ACCORDANCE WITH LOCAL CODE. ALL PLASTIC PIPING TO BE SNAKED IN TRENCHES AS SHOWN. TAPE AND BUNDLE WIRING AT 10 FT. INTERVALS ALL MAIN LINES TO BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTALLATION SPECIFICATIONS. 120 VOLT IN CONDUIT WIRING MAIN SUPPLY LATERAL MAIN SUPPLY, LATERAL, AND WIRING MAINLINE WIRING LATERAL METAL DETECTABLE MARKING TAPE TYPICAL TRENCHING SECTION / PLAN NTSL2.50 11 COMMERCIAL CONTROL DRIP ZONE VALVE KIT SECTION / PLAN NTS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 18 654321 7 3 14 15 8 9 8 10 11 1312 14 FINISH GRADE/TOP OF MULCH VALVE BOX WITH COVER: REMOTE CONTROL VALVE: ID TAG WATERPROOF CONNECTION: 30-INCH LINEAR LENGTH OF WIRE, COILED PRESSURE REGULATING QUICK CHECK BASKET FILTER: PVC SCH 80 NIPPLE (LENGTH AS REQUIRED) PVC SCH 40 ELL PVC SCH 80 NIPPLE (2-INCH LENGTH, HIDDEN) AND PVC SCH 40 ELL PVC SCH 40 TEE OR ELL MAINLINE PIPE 3-INCH MINIMUM DEPTH OF 3/4-INCH WASHED GRAVEL PVC SCH 80 NIPPLE, CLOSE PVC SCH 40 TEE PVC SCH 40 ELL PVC SCH 40 FEMALE ADAPTOR LATERAL PIPE 15 16 17 18 17 16 7214 16 714 SIDE VIEW TOP VIEW L2.50 1 IRRIGATION CONTROLLER: CONTROLLER (OWNER TO SPECIFY WALL MOUNT OR STAINLESS STEEL PEDESTAL MOUNT). INSTALL PER MANUFACTURER'S RECOMMENDATIONS. JUNCTION BOX 1-INCH CONDUIT AND FITTINGS TO POWER SUPPLY POWER SUPPLY WIRE 2-INCH CONDUIT AND FITTINGS FOR STATION WIRES WIRES TO REMOTE CONTROL VALVES NOTES: 1.FOR EASE OF INSTALLATION INTO A CONTROLLER WITH MORE THAN 24 STATIONS, INSTALL A JUNCTION BOX AT THE BASE OF CONTROLLER AND TRANSITION LARGER VALVE AND COMMON WIRES FROM FIELD TO 18 AWG MULTI CONDUCTOR WIRE TO BE USED IN CONTROLLER. 2. USE STEEL CONDUIT FOR ABOVE GRADE AND SCH 40 PVC CONDUIT FOR BELOW GRADE CONDITIONS. 3. PROVIDE PROPER GROUNDING COMPONENTS TO ACHIEVE GROUND RESISTANCE OF 10 OHMS OR LESS. 1 2 3 4 5 6 1 2 3 4 5 6 TYPICAL CONTROLLER ELEVATION NTS 2 L2.50 1. 2. ALL MAIN LINE TO BE INSTALLED ACCORDING AND TESTED TO MANUFACTURER'S INSTALLATION INSTRUCTIONS. ALL TRENCH DEPTHS AND WIDTHS SHALL BE SHOWN ON THE TYPICAL TRENCHING DETAILS. INSTALLATION NOTES: TYPICAL THRUST BLOCK SECTION NTS 3 L2.50 INSTALLATION NOTES 1.3000 PSI CONCRETE OR BETTER IS TO BE USED FOR THRUST BLOCKS. 2.FOR 45°/90° FITTINGS, MINIMUM OF 2 CUBIC FEET OF CONCRETE TO BE USED. 3.FOR 22-1/2° FITTINGS, MINIMUM OF 0.5 CUBIC FEET OF CONCRETE TO BE USED. 4.FOR TEES, MINIMUM OF 2 CUBIC FEET OF CONCRETE TO BE USED. THRUST BLOCKS REQUIRED FOR IRRIGATION MAINLINE 2 1/2" AND LARGER. THRUST BLOCK REINFORCEMENT SECTION NTS 4 L2.50 78 BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y A N D F D O T C O M M E N T S 07 / 1 8 / 2 5 MM B 1 FL CI T Y O F W I N T E R S P R I N G S 14 9 1 7 0 0 2 6 07 / 1 8 / 2 5 CN S MM B AD L WI N T E R S P R I N G S WA W A Pl o t t e d B y : Ka z e m i , M a r y S h e e t S e t : WI N T E R S P R I N G S W A W A L a y o u t : IR R I G A T I O N S P E C I F I C A T I O N S Ju l y 2 8 , 2 0 2 5 0 5 : 4 2 : 0 7 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ P l a n S h e e t s - W a w a \ L 2 . 0 0 I R R I G A T I O N P L A N . d w g IR R I G A T I O N N O T E S FL CI T Y O F W I N T E R S P R I N G S L2.51 14 9 1 7 0 0 2 6 07 / 1 8 / 2 5 -- - -- - -- - IRRIGATION SYSTEM NOTES: 1.THE IRRIGATION MAINLINE LAYOUT IS DIAGRAMMATIC. ANY CHANGES MADE IN THE IRRIGATION MAINLINE DUE TO FIELD CONDITIONS OR CONTRACTOR'S SUBMITTED DESIGN SHALL BE IN ACCORDANCE WITH THESE STANDARDS. 2.SET SPRAY HEADS 6" AND ROTORS 12" IN FROM BACK OF CURB OR 24" IF PAVEMENT HAS NO CURB. 3.IRRIGATION CONTRACTOR IS RESPONSIBLE FOR PERFORMING ALL NECESSARY MODIFICATIONS REQUIRED TO MEET THE SCHEMATIC INTENT OF THESE PLANS PRIOR TO SUBMITTING PROPOSAL. THESE PLANS OUTLINE THE OVERALL LAYOUT THE SYSTEM AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ZONE THE SYSTEM ACCORDINGLY BASED ON FLOW AND PRESSURE AVAILABLE. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE FOLLOWING BUT NOT LIMITED TO AVAILABLE FLOW, AVAILABLE PRESSURE, CONNECTION ASSEMBLY, CAPACITY OF THE SYSTEM. 4.CONTRACTOR TO PROVIDE NEW AUTOMATIC CONTROLLER FOR PROPOSED SYSTEM (NO BATTERY OPERATED CONTROLLERS ALLOWED). COORDINATE LOCATION WITH OWNER. 5.CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AUTOMATIC RAIN SENSOR. COORDINATE LOCATION W/ OWNER. 6.IRRIGATION SHALL NOT BE COMBINED ON A SINGLE ZONE AND SHALL BE ZONED ACCORDING TO IRRIGATION TYPE, PRECIPITATION RATE, AND THE SYSTEM'S AVAILABLE WATER / PRESSURE. CONTRACTOR TO SUBMIT SHOP DRAWINGS TO OWNER FOR REVIEW PRIOR TO INSTALLATION. 7.VERIFY LOCATIONS OF ALL UNDERGROUND UTILITIES PRIOR TO INSTALLATION OF IRRIGATION SYSTEM. ALL UTILITIES AND STRUCTURES MAY NOT BE SHOWN ON THESE PLANS-CONTRACTOR SHALL FIELD VERIFY. 8.CONTRACTOR TO FIELD VERIFY ALL POINT OF CONNECTION SOURCE INFORMATION INCLUDING PSI AND GPM PRIOR TO CONSTRUCTION. 9.INSTALLATION OF WORK SHALL BE COORDINATED WITH OTHER CONTRACTORS IN SUCH A MANNER AS TO ALLOW FOR A SPEEDY AND ORDERLY COMPLETION OF ALL WORK ON-SITE. 10.CONTRACTOR SHALL COORDINATE WITH THE PLANTING PLAN FOR PLANTER BED AND TREE LOCATIONS TO ENSURE ALL PLANT MATERIAL IS COVERED BY 100% HEAD-TO-HEAD IRRIGATION. 11.CONTRACTOR SHALL PROVIDE "AS-BUILT" DRAWINGS OF THE FINAL INSTALLATION TO OWNER AT SUBSTANTIAL COMPLETION BEFORE RECEIVING FINAL PAYMENT. 12.PRODUCTS SHALL BE AS SPECIFIED OR APPROVED EQUAL. PRE-APPROVED MANUFACTURERS: 1. TORO 2. HUNTER 3. RAINBIRD 13.IRRIGATION CONTRACTOR SHALL SECURE ANY AND ALL NECESSARY PERMITS FOR THE WORK PRIOR TO COMMENCEMENT OF HIS OPERATIONS ON-SITE. COPIES OF THE PERMITS SHALL BE SENT TO THE OWNER/GENERAL CONTRACTOR. WORK IN THE R.O.W. SHALL CONFORM TO THE STANDARDS AND SPECIFICATIONS OF LOCAL AND/OR STATE JURISDICTION. 14.LOCATE ALL IRRIGATION LINES WITHIN LANDSCAPED AREAS WHENEVER POSSIBLE. ALL LINES UNDER PAVEMENT MUST BE SLEEVED WITHIN SCH. 40 PVC 2x SIZE OF PIPE AND FREE OF STONES/DEBRIS. ALL VALVES SHALL BE LOCATED WITHIN LANDSCAPED AREAS. 15.MAINLINE SHALL NOT BE LOCATED WITHOUT PRIOR APPROVAL OF THE OWNER'S REPRESENTATIVE. 16.THE IRRIGATION CONTRACTOR SHALL BE DIRECTLY RESPONSIBLE FOR SLEEVING AND DIRECTIONAL BORES. 17.ALL SLEEVES UTILIZED BY THE IRRIGATION CONTRACTOR WHETHER INSTALLED BY HIM OR NOT, SHALL BE LOCATED ON THE "AS-BUILT" DRAWINGS. THE DEPTH BELOW FINISH GRADE, TO THE NEAREST FOOT OF EACH END OF THE SLEEVE SHALL BE NOTED AT EACH SLEEVE LOCATION ON THE "AS-BUILT" DRAWINGS. ALL SLEEVES ON PLAN FOR WALL PENETRATIONS AND UNDER SIDEWALKS SHALL BE SIZED TWO PIPE SIZES GREATER THAN THE PIPE IT CARRIES. 18.ALL PRESSURIZED MAINLINES AND LATERALS UNDER PAVEMENT SHALL BE WITHIN SCH. 40 PVC SLEEVES. WHERE ELECTRIC OR HYDRAULIC VALVE CONTROL LINES PASS THROUGH A SLEEVE WITH OTHER MAIN OR LATERAL LINES THEY SHALL BE CONTAINED WITHIN A SEPARATE, SMALLER CONDUIT. 19.NUMBER THE TOP OF ALL VALVE BOX LIDS WITH MINIMUM 1" HEIGHT BLACK LETTERS TO CORRESPOND TO AUTOMATIC AND GATE VALVE DESIGNATIONS. ALL HOSE BIBB VALVE BOXES SHALL BE LABELED IN A SIMILAR MANNER WITH THE DESIGNATION "HB". LETTER OUTSIDE OF TIME CLOCK CABINETS TO CORRESPOND WITH IRRIGATION CLOCK PROGRAM DESIGNATION. 20.THE IRRIGATION CONTRACTOR SHALL INSTALL A COLOR CODED METAL DETECTABLE MARKING TAPE WHICH CLEARLY NOTES: "CAUTION: IRRIGATION LINE BURIED BELOW." THE TAPE SHALL BE INSTALLED THE FULL LENGTH OF THE IRRIGATION MAINLINE. 21.ELECTRIC SERVICE TO THE CONTROLLER SHALL BE PROVIDED BY THE GENERAL CONTRACTOR. 22.ALL 24 VAC WIRING FROM DECODER TO VALVE SHALL BE OF DIRECT BURIAL COPPER WIRE. MAXIMUM LENGTH OF WIRE FROM DECODER TO VALVE SHALL NOT EXCEED 400 FEET. AS FOLLOWS: CONTROL WIRES - #14 COMMON WIRES - #14 23.ALL VALVES, SPLICES WITHIN CONTROL LINES, AND QUICK COUPLERS SHALL BE LOCATED WITHIN NDS VALVE BOXES AS FOLLOWS: -RECTANGULAR 12"X17" HEAVY DUTY BOX. (PURPLE COVER FOR REUSE TO BE PROVIDED WHERE APPROPRIATE). 24.ALL IRRIGATION HEADS/DRIP TUBING SHALL BE LOCATED ONE (1) FOOT FROM BACK OF CURB WHEN NEXT TO A ROADWAY. (THIS SHALL NOT INCLUDE PARKING AREAS OR DRIVE AISLES). 25.HEADS, LATERALS, EMITTERS, AND VALVES ARE NOT SHOWN, BUT ARE NECESSARY FOR A FULLY FUNCTIONING IRRIGATION SYSTEM. 26.LOCATE ALL VALVES IN PLANTING BEDS WITH A MINIMUM OF 3'-0" FROM BACK OF CURB OR EDGE OF PAVEMENT, UNLESS OTHERWISE NOTED. PIPE SIZES ON EITHER SIDE OF SECTION VALVES CONNECTING MAINLINE TO SECTION LATERAL SHALL BE ONE (1) PIPE SIZE LARGER THAN VALVE SIZE. WHERE MAINLINES RUN PARALLEL TO PAVEMENT OR CURBING, THE MAINLINE SHALL BE OFFSET 2'-0" FROM THE EDGE OF PAVEMENT OR CURB. 27.IRRIGATION ZONES SHALL BE SEPARATED FOR HIGH AND LOW WATER USE REQUIREMENTS AND OPERATED ON DIFFERENT WATERING CYCLES. BUBBLERS, DRIPLINE, AND SPRAY HEADS SHALL BE SEPARATED ON DIFFERENT VALVES. AT NO TIME SHALL MULTIPLE IRRIGATION HEAD TYPES BE LOCATED ON THE SAME VALVE. 28.ALL DRIP ZONES SHALL BE INSTALLED WITH A FLUSH VALVE AND AIR RELIEF VALVE. IN THE EVENT THAT A DRIP ZONE HAS MORE THAN ONE HIGH OR LOW POINT, MORE THAN ONE AIR RELIEF VALVE OR FLUSH VALVE WILL BE REQUIRED FOR THAT ZONE. DRIPLINE SHALL PROVIDE 0.9 GPH EMITTERS, 12" O.C. WITH 12" LINE SPACING AT A MINIMUM. 29.ALL WIRING FOR CONNECTION OF THE VALVES TO THE CONTROLLER SHALL FOLLOW MANUFACTURERS SPECIFICATIONS. IF REQUIRED, ALL WIRING FOR A TWO WIRE PATH SHALL BE WITH RED/BLUE TWISTED PAIR 14 AWG. ELECTRIC CONTROL LINES FROM THE DECODER TO THE SOLENOID VALVES SHALL BE TWISTED PAIR 18 AWG. ALL DECODERS SHALL BE GROUNDED EVERY 1,000 L.F. OR EVERY 10 DEVICES. ALL WIRE SHALL BE FURNISHED IN MINIMUM 2,500' REELS AND SPLICING SHALL BE MINIMIZED. BURY SPLICE KIT. ALL 24 VOLT WIRING SHALL BE DONE IN ACCORDANCE WITH EXISTING CODES. SPLICING SHALL BE IN VALVE BOXES OR CONTROLLERS ONLY. IRRIGATION SYSTEM CONTROL SHALL BE TWO WIRE PATH. CONTRACTOR SHALL FOLLOW ALL MANUFACTURER'S REQUIREMENTS FOR THIS INSTALLATION. TWO WIRE SYSTEM SHALL HAVE 2-WAY COMMUNICATIONS FIELD PROGRAMMABILITY, STATION SPECIFICATIONS AND INTEGRATED SURGE PROTECTION. 30.ALL CONTROL WIRE SHALL BE INSTALLED IN A 1 1 4" ELECTRICAL CONDUIT. 31.SMALLEST DIAMETER LATERAL PIPE SHALL BE 3/4". 32.IRRIGATION SYSTEM SHALL BE CAPABLE OF SUPPLYING AN AVERAGE OF 1.05" OF WATER PER WEEK WITHIN WATERING RESTRICTIONS AS APPLICABLE. 33.IRRIGATION SYSTEM SHALL NOT BE INSTALLED THROUGH EXISTING, OR PRESERVED PLANT COMMUNITIES. DO NOT TRENCH THROUGH EXISTING ROOT SYSTEMS OF ANY VEGETATION INTENDED TO BE PRESERVED. 34.CONTRACTOR TO MINIMIZE IRRIGATION OVERTHROW TO IMPERVIOUS AND NATURAL AREAS THROUGH FIELD ADJUSTMENTS TO INDIVIDUAL HEADS. 35.ALL AREAS DISTURBED DURING CONSTRUCTION SHALL BE RESTORED BY THE CONTRACTOR TO THE CONDITION DENOTED ON THE LANDSCAPE PLAN. 36.IRRIGATION PIPING INSTALLED UNDER ROADS AND SIDEWALKS SHALL BE IN SCHEDULE 40 PVC SLEEVING AT 2X THE PIPE SIZE. ALL SLEEVING SHALL BE FREE OF STONES AND DEBRIS. 37.IRRIGATION SOURCE TO BE EITHER WELL, POTABLE, OR NON-POTABLE WATER. IRRIGATION CONTRACTOR TO VERIFY SOURCE PRIOR TO DESIGN. 38.POINT OF CONNECTION TO BE DETERMINED BY OWNER. IRRIGATION SYSTEM CONNECTIONS TO THE LOCAL JURISDICTION SERVICE SHALL COMPLY WITH ALL APPLICABLE CODES. 39.IRRIGATION CONNECTION MAY REQUIRE BACKFLOW PREVENTION, VERIFY WITH LOCAL JURISDICTION. 40.IRRIGATION SYSTEM SHALL COMPLY WITH THE LOCAL JURISDICTION LAND DEVELOPMENT CODE. TYPICAL SCHEMATIC IRRIGATION NOTES1 L2.51 79 P 1 www.whitesigncompany.com386-320-0623 CUSTOMER: WINTER SPRINGSMARKETPLACE DESIGNER: Fernando Lima DATE: 06/06/2025 SALES REP: Luke Mullins SQ FT: 00 JOB NUMBER: 0000 SIGN TYPE: MONUMENT SIGNS ADDRESS:STATE ROAD 434 & TUSCAWILLA RD.WINTER SPRINGS, FL SINGLE SIDED DOUBLE SIDED ILLUMINATED NON ILLUMINATED TW GAS MPD GAS MPD GAS MPD GAS MPDGAS MPDGAS MPD E TU S K A W I L L A R O A D STATE ROAD 434 NOR T H C A B D F E SIGNAGE SITE PLAN 80 P 2 www.whitesigncompany.com386-320-0623 CUSTOMER: WINTER SPRINGSMARKETPLACE DESIGNER: Fernando Lima DATE: 06/06/2025 SALES REP: Luke Mullins SQ FT: 61.75 JOB NUMBER: 0000 SIGN TYPE: MONUMENT SIGN ADDRESS:STATE ROAD 434 & TUSCAWILLA RD.WINTER SPRINGS, FL SINGLE SIDED DOUBLE SIDED ILLUMINATED NON ILLUMINATED81 P3 www.whitesigncompany.com386-320-0623 CUSTOMER: WINTER SPRINGSMARKETPLACE DESIGNER: Fernando Lima DATE: 06/06/2025 SALES REP: Luke Mullins SQ FT: 61.75 JOB NUMBER: 0000 SIGN TYPE: MONUMENT SIGN ADDRESS:STATE ROAD 434 & TUSCAWILLA RD.WINTER SPRINGS, FL SINGLE SIDED DOUBLE SIDED ILLUMINATED NON ILLUMINATED82 P 4 www.whitesigncompany.com386-320-0623 CUSTOMER: WINTER SPRINGSMARKETPLACE DESIGNER: Fernando Lima DATE: 06/06/2025 SALES REP: Luke Mullins SQ FT: 56.0 JOB NUMBER: 0000 SIGN TYPE: MONUMENT SIGN ADDRESS:STATE ROAD 434 & TUSCAWILLA RD.WINTER SPRINGS, FL SINGLE SIDED DOUBLE SIDED ILLUMINATED NON ILLUMINATED C (56.0 SQ. FT.) State Road 434 83 P5 www.whitesigncompany.com386-320-0623 CUSTOMER: WINTER SPRINGSMARKETPLACE DESIGNER: Fernando Lima DATE: 06/06/2025 SALES REP: Luke Mullins SQ FT: 108.0 JOB NUMBER: 0000 SIGN TYPE: MONUMENT SIGN ADDRESS:STATE ROAD 434 & TUSCAWILLA RD.WINTER SPRINGS, FL SINGLE SIDED DOUBLE SIDED ILLUMINATED NON ILLUMINATED D (108.0 SQ. FT.) State Road 434 84 P6 www.whitesigncompany.com386-320-0623 CUSTOMER: WINTER SPRINGSMARKETPLACE DESIGNER: Fernando Lima DATE: 06/06/2025 SALES REP: Luke Mullins SQ FT: 48.0 JOB NUMBER: 0000 SIGN TYPE: MONUMENT SIGN ADDRESS:STATE ROAD 434 & TUSCAWILLA RD.WINTER SPRINGS, FL SINGLE SIDED DOUBLE SIDED ILLUMINATED NON ILLUMINATED E (48.0 SQ. FT.) State Road 434 85 P7 www.whitesigncompany.com386-320-0623 CUSTOMER: WINTER SPRINGSMARKETPLACE DESIGNER: Fernando Lima DATE: 06/06/2025 SALES REP: Luke Mullins SQ FT: 00 JOB NUMBER: 0000 SIGN TYPE: MONUMENT SIGN ADDRESS:STATE ROAD 434 & TUSCAWILLA RD.WINTER SPRINGS, FL SINGLE SIDED DOUBLE SIDED ILLUMINATED NON ILLUMINATED F S-4 DIAGRAMATIC ELEVATION 0 1' 2' 4' 8' THIS EXAMPLE SHOWSROUGH PROPORTIONSCOMPARED TO A HUMANSCALE FIGURE. EXACT SIZEAND LAYOUT WILL DEPENDON TENANT STANDARDS,BUT WILL BE WITHIN THETYPICAL RANGE OF A DRIVE-THRU MENU BOARD,SUCH AS THOSE ALREADY IN USE AT McDONALD'S ANDSTARBUCKS ACROSS THE STREET. 86 WaWa Winter Springs July 202 TIA Review August 15, 2025 Page 1 of 6 [mailing address] po box 941556 maitland florida 32794-1556 • 2431 aloma avenue #307 winter park florida 32792 [phone] 407 423 8055 [web] Ltec-FL.com MEMORANDUM TO: David W. Hamstra, P.E. CFM FROM: Joseph T. Roviaro DATE: August 15, 2025 RE: Review of the Revised July 2025 WaWa Convenience Store in Winter Springs Traffic Impact Analysis This memorandum has been updated to incorporate the findings from the revised July 2025 traffic study for the WaWa Convenience Store in Winter Springs. The WaWa Convenience Store in Winter Springs which will be located in the southwest quadrant of the SR 434 and Tuskawilla Road intersection. Specific comments and findings are provided below. Project Description The proposed WaWa Convenience Store in Winter Springs project will consist of a 4,736 square foot convenience store with 12 vehicle fueling positions development on the vacant ±1.21-acre parcel within the existing shopping center. Build-out date has been planned for 2026. According to the provided site plan, access to the study site will be via the existing shopping centers access connections onto SR 434 and Tuskawilla Road. The SR 434 access driveways are a shared directional median opening (Roberts Family Lane) with the Jesup’s Reserve apartment complex adjacent to the west property boundary and a right- in/right-out access driveway connection. The Tuskawilla Road access driveway is also a right-in/right-out driveway connection. Existing Conditions Analysis The list of study roadways is correct. The adopted City of Winter Springs level of service for the study roadways is D. Based on the results of this study, the roadways currently operate at acceptable levels of service. The list of existing study intersections was expanded to include the Tuskawilla Road and Michael Blake Boulevard intersection as requested. Based on the results of this study, all 87 Luke Transportation Engineering Consultants WaWa Winter Springs July 202 TIA Review August 15, 2025 Page 2 of 6 [mailing address] po box 941556 maitland florida 32794-1556 • 2431 aloma avenue #307 winter park florida 32792 [phone] 407 423 8055 [web] Ltec-FL.com but one of the study intersections currently operate at acceptable levels of service. The deficient study intersection is SR 434 and Tuskawilla Road. Trip Generation The ITE trip generation calculations are correct. Trip Distribution and Assignment The use of the CFRPM v7 is appropriate and a manual redistribution of project trips at each of the project driveways is also appropriate. However, in all likelihood exiting Project trips wanting to return west will not be able to easily make a u-turn at the Tuskawilla Road and SR 434 intersection. Rather they will likely use the Tuskawilla Road right- in/right-out access driveway (Intersection #3) and make a U-turn at the Michael Blake Boulevard (Intersection #5) intersection. This observation is based on a review of the existing turning movements at the shopping center access driveways, Intersection #2 (Roberts Family Lane), Intersection #3 (Tuskawilla access), and Intersection #4 (SR 434 access) and the existing eastbound queue lengths from the SR 434 and Tuskawilla Road (Intersection #1) intersection. The existing right turn exit volume from Intersection #3 (Tuskawilla access) is 42% higher than the combined total of the two (2) Project access driveways on SR 434 during the AM peak period and 13% higher than the combined total of the two (2) Project access driveways on SR 434 during the PM peak period. In addition, the existing AM and PM peak hour queue lengths for the eastbound right-turn lane and through lanes will block both of the two (2) Project access driveways on SR 434 during the AM and PM peak hours making it difficult for exiting Project trips wanting to return west. The diverted Project trips will reduce slightly the overall delay of the SR 434 and Tuskawilla Road intersection (Intersection # 1) for both the AM and PM peak hours and the LOS remains at E. The Synchro summary analysis sheets are attached. Future Conditions Analysis – Year 2026 Based on the results of this study, the roadways are projected to operate at acceptable levels of service. Based on the results of this study, all but one of the study intersections are projected to operate at levels of service similar to existing conditions. The deficient study intersection of SR 434 and Tuskawilla Road is projected to operate at LOS F during the PM peak hour. Traffic signal timing adjustments were implemented to the SR 434 and Tuskawilla Road intersection to mitigate Background/Project traffic impact. We agree with the findings that none of the existing auxiliary turn lanes need to be extended. However, based on the projected southbound right turn volume for the Tuskawilla access driveway (Intersection #3), an auxiliary southbound right turn lane is recommended. Both the AM and PM peak hour volumes meet the recommendation for an auxiliary right-turn lane. The auxiliary turn lane analysis worksheets are attached. Note, the deceleration and taper length needs to be reviewed and confirmed by the site civil engineer for any actual design of the auxiliary right-turn lane. 88 Luke Transportation Engineering Consultants WaWa Winter Springs July 202 TIA Review August 15, 2025 Page 3 of 6 [mailing address] po box 941556 maitland florida 32794-1556 • 2431 aloma avenue #307 winter park florida 32792 [phone] 407 423 8055 [web] Ltec-FL.com Conclusions As documented in the report, all the study roadway segments operate with acceptable levels of service. As documented in the report, all but one of the study intersections currently operate at acceptable levels of service. The deficient study intersection is SR 434 and Tuskawilla Road. As documented in the report, all the roadways are projected to operate at acceptable levels of service. As documented in the report, all but one of the study intersections are projected to operate at levels of service similar to existing conditions. The deficient study intersection of SR 434 and Tuskawilla Road is projected to operate at LOS F during the PM peak hour. As documented in the report, traffic signal timing adjustments were implemented to the SR 434 and Tuskawilla Road intersection to mitigate the Background/Project traffic impact to maintain the existing LOS E condition. As documented in the report, we agree with the findings that none of the existing auxiliary turn lanes need to be extended. However, based on the projected southbound right turn volume for the Tuskawilla access driveway (Intersection #3), an auxiliary southbound right turn lane is recommended. Both the AM and PM peak hour volumes meet the recommendation for an auxiliary right-turn lane. Note, the deceleration and taper length needs to be reviewed and confirmed by the site civil engineer for any actual design of the auxiliary right-turn lane. This concludes our review of the WaWa Convenience Store in Winter Springs - Traffic Impact Analysis. If you have any questions, please call. 89 Luke Transportation Engineering Consultants WaWa Winter Springs July 202 TIA Review August 15, 2025 Page 4 of 6 [mailing address] po box 941556 maitland florida 32794-1556 • 2431 aloma avenue #307 winter park florida 32792 [phone] 407 423 8055 [web] Ltec-FL.com Synchro Worksheets 90 Luke Transportation Engineering Consultants WaWa Winter Springs July 202 TIA Review August 15, 2025 Page 5 of 6 [mailing address] po box 941556 maitland florida 32794-1556 • 2431 aloma avenue #307 winter park florida 32792 [phone] 407 423 8055 [web] Ltec-FL.com 91 Luke Transportation Engineering Consultants WaWa Winter Springs July 202 TIA Review August 15, 2025 Page 6 of 6 [mailing address] po box 941556 maitland florida 32794-1556 • 2431 aloma avenue #307 winter park florida 32792 [phone] 407 423 8055 [web] Ltec-FL.com Auxiliary Turn Lane Analysis Worksheets Build-out – Southbound Right-Turn Lane Analysis Project Entrance (Intersection #3) on Tuskawilla Road A.M. Peak Hour Build-out – Southbound Right-Turn Lane Analysis Project Entrance (Intersection #3) on Tuskawilla Road P.M. Peak Hour Figure 2 - 6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Value 45 715 82 OUTPUT Value 54 right-turn bay for a 4-lane roadway: Add right-turn bay. Roadway geometry: Variable Variable Guidance for determining the need for a major-road Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: Limiting right-turn volume, veh/h: 4-lane roadway 0 20 40 60 80 100 120 140 200 400 600 800 1000 1200 1400 1600 Ri g h t -Tu r n V o l u m e , v e h / h Major-Road Volume (one direction), veh/h Add right -turn bay Figure 2 - 6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Value 45 915 122 OUTPUT Value 35 right-turn bay for a 4-lane roadway: Add right-turn bay. Roadway geometry: Variable Variable Guidance for determining the need for a major-road Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: Limiting right-turn volume, veh/h: 4-lane roadway 0 20 40 60 80 100 120 140 200 400 600 800 1000 1200 1400 1600 Ri g h t -Tu r n V o l u m e , v e h / h Major-Road Volume (one direction), veh/h Add right -turn bay 92 kimley-horn.com 1530 Cornerstone Boulevard, Suite 200, Daytona Beach, FL, 32117 386 271 0282 MEMORANDUM To: Terrilyn Rolle, MPA, AICP Director of Community Development, Winter Springs From: Emanuelle D Rodríguez Muñiz, P.E., IMSA1 Kimley-Horn and Associates, Inc. Date: December 6, 2024 Subject: Wawa Winter Springs Parking Demand Study Introduction Kimley-Horn and Associates, Inc. has undertaken the following review and analysis to evaluate the anticipated parking needs for the proposed Wawa convenience store/gas station to be located south of SR 434 and west of Tuskawilla Road in the City of Winter Springs, Florida. The site is zoned as (T -C) Town Center District. As stated in Section 20-324 of the City's Land Development Code (LDC), there are no minimum parking requirements for T-C; instead, a parking analysis shall be performed justifying the proposed parking solution. This study provides a comparison between the City's code-required parking for the most similar land use, Institute of Transportation Engineers (ITE) Parking Generation Manual 6th Edition, and Urban Land Institute (ULI) Shared Parking 3rd Edition. The study also includes the required bicycle parking for the site based on the Association of Pedestrian and Bicyclist Professionals (APBP). The proposed Wawa development will consist of the following uses, as shown in the site plan provided in Attachment A: • 4,736 square feet of convenience store • 12 vehicle fueling positions (VFP) Code Parking Requirements Section 9-277 of the City's LDC defines the off-street parking requirements for specific land uses. The LDC does not have a specific land use for convenience store/gas station therefore “General business and retail commercial” was reviewed: • General business and retail commercial. One (1) parking space for each three hundred (300) square feet of floor space in the building exclusive of storage space. Emanuelle D Rodriguez Digitally signed by Emanuelle D Rodriguez DN: CN=Emanuelle D Rodriguez, dnQualifier=A01410C00000193411684510002EF49, O=KIMLEY-HORN AND ASSOCIATES INC, C=US Date: 2024.12.06 10:35:24-05'00' 93 Wawa Winter Springs – Parking Demand Study, Page 2 kimley-horn.com 1530 Cornerstone Boulevard, Suite 200, Daytona Beach, FL, 32117 386 271 0282 As shown in Table 1, a total parking supply of 16 spaces (rounded to nearest integer) at a parking ratio of 3.38 spaces per a thousand square feet would potentially be required depending on interpretation of the City’s LDC. Table 1: City Code Parking Requirement City LDC Proposed Development Required Parking Land Use Min. Requirement Size Units General business and retail commercial 1 space per 300 SF 4,736 SF 16 ITE's Parking Generation Manual, 6th Edition Evaluation A calculation of the anticipated parking demand was undertaken using data published by the Institute of Transportation Engineers (ITE) Parking Generation Manual 6th Edition. Empirical data collected on sites throughout the country are compiled to develop parking demand ratios for similar land uses. The 85th percentile peak parking demand was utilized in accordance with industry-accepted standards. As shown in Table 2, a total parking supply of 50 spaces (rounded to nearest integer) at a parking ratio of 10.56 spaces per a thousand square feet would be needed to serve the proposed convenience store/gas station as an isolated and stand-alone establishment. Table 2: ITE Parking Demand Summary ITE ParkGen Proposed Development Required Parking Land Use LUC 85th Percentile Size Units Convenience Store/Gas Station 945 10.65 per KSF 4.736 KSF 50 ULI Shared Parking, 3rd Edition Evaluation Parking within mixed-use developments means patrons can “park once” though are able to visit multiple establishments essentially reducing overall parking demand. The Urban Land Institute (ULI) Shared Parking 3rd Edition provides a methodology to calculate the parking demand reduction based on the mix of land uses. The proposed Wawa is within a mixed-use development as shown in Table 3. Properties were identified through a desktop search as well as using data from the Seminole County Property Appraiser. Building configuration of the development is shown as Attachment C. Table 3: ULI Land Uses by Existing Tenants Bldg. Existing Tenant ULI Land Use Sq. Ft. A Lake Jesup Dental Care Medical/Dental Office 4,280 B Chipotle Fast Casual/Fast Food 2,325 C Fifth Third Bank Bank (Drive In Branch) 2,065 D Crunch Fitness Health Club 19,200 E Dollar Tree Discount Stores/Superstores 10,000 F Aldi Supermarket/Grocery 19,209 G Wawa Retail (over 2KSF) 4,736 Total 61,815 94 Wawa Winter Springs – Parking Demand Study, Page 3 kimley-horn.com 1530 Cornerstone Boulevard, Suite 200, Daytona Beach, FL, 32117 386 271 0282 The ULI Shared Parking provides monthly adjustment factors and weekend time-of-day adjustment factors, which show the peak season and peak time-of-day, respectively. The parking ratio applied is the highest demand period which potentially generates demand for 311 spaces (rounded to the nearest integer). The results of ULI’s Shared Parking analysis are shown in Attachment D. As shown in Table 4, the mixed-use development without Wawa currently provides 344 parking spaces. ULI estimates even including Wawa’s parking demand, 307 spaces would be sufficient. Therefore, a 33- parking space surplus exists prior to adding parking by Wawa. Table 4: Parking Ratio Determination ULI Peak Demand Estimate Existing Spaces Surplus/Deficit 311 344 +33 Bicycle Parking According to the Association of Pedestrian and Bicyclist Professionals (APBP), bicycle parking can be measured by commercial activity including retail. Long-term bicycle parking is considered utilized by employees demanding less spaces per square foot. Short-term bicycle parking is considered utilized by patrons who routinely generate demand and require more spaces per square foot. Therefore, the short- term bicycle parking recommendation of 2 spaces is applied to the Wawa as shown in Table 5: Table 5: Bicycle Parking Spaces Summary Commercial Activity Long-Term Bicycle Parking Requirement Short-Term Bicycle Parking Requirement General Retail 1 space for each 12,000 sf of floor area. Minimum requirement is 2 spaces 1 space for each 5,000 sf of floor area. Minimum requirement is 2 spaces Conclusion Upon review of the ITE parking ratio for a stand-alone convenience store/gas station, 10.65 spaces per KSF could be recommended. However, Wawa is within a mixed-use development which ULI measures would have shared parking capacity. The mixed-use development including the Wawa would generate demand for a total of 311 spaces. The mixed-use development currently supplies 344 parking spaces which does not reflect potential future parking from Wawa. Therefore, the existing 344 spaces is considered sufficient to address both the mixed-use development and Wawa’s peak parking demand. Additional parking by Wawa will only serve to increase the existing 33 space surplus. Additionally, it is recommended that 2 bicycle parking spaces be provided at the Wawa location based on the Association of Pedestrian and Bicyclist Professionals (APBP) guidelines. 95 ATTACHMENT A Site Plan 96 97 ATTACHMENT B ITE Parking Generation Manual 98 733 Land Use: 945 Convenience Store/Gas Station Description A convenience store/gas station is a facility with a co-located convenience store and gas station. The convenience store sells grocery and other everyday items that a person may need or want as a matter of convenience. The gas station sells automotive fuels such as gasoline and diesel. The sites in this land use include both self-pump and attendant-pumped fueling positions and both pre-pay and post-pay operations. A convenience store/gas station is typically located along a major thoroughfare to optimize motorist convenience. Extended hours of operation (with many open 24 hours, 7 days a week) are common at these facilities. The convenience store product mix typically includes pre-packaged grocery items, beverages, dairy products, snack foods, confectionary, tobacco products, over-the-counter drugs, and toiletries. A convenience store may sell alcohol, often limited to beer and wine. Coffee and premade sandwiches are also commonly sold. Made-to-order food orders are sometimes offered. Some stores offer limited seating. Convenience Store (Land Use 851) is a related use. Land Use Descriptions and Data Plots 99 734 Parking Generation Manual, 6th Edition Time-of-Day Distribution for Parking Demand The following table presents a time-of-day distribution of parking demand on a weekday at five study sites in a general urban/suburban setting. Hour Beginning Percent of Weekday Peak Parking Demand 12:00–4:00 a.m. - 5:00 a.m.- 6:00 a.m.- 7:00 a.m.54 8:00 a.m.73 9:00 a.m.65 10:00 a.m.72 11:00 a.m.80 12:00 p.m.100 1:00 p.m.89 2:00 p.m.69 3:00 p.m.63 4:00 p.m.54 5:00 p.m.54 6:00 p.m.49 7:00 p.m.- 8:00 p.m.- 9:00 p.m.- 10:00 p.m.- 11:00 p.m.- 100 735 Additional Data The reported parking demand does not include any vehicles parked at fueling pump spaces even though some motorists may leave their vehicle at the fueling pump while inside the convenience store. The average parking supply ratio for the 15 study sites in a general urban/suburban setting with parking supply information is 12 spaces per 1,000 square feet GFA. The average peak parking occupancy at these sites is 69 percent. The sites were surveyed in the 1990s, the 2000s, and the 2020s in California, New Jersey, Pennsylvania, Texas, and Virginia. Source Numbers 417, 433, 443, 444, 626, 637 Land Use Descriptions and Data Plots 101 736 Parking Generation Manual, 6th Edition Convenience Store/Gas Station(945) Peak Period Parking Demand vs:1000 Sq.Ft.GFA On a:Weekday (Monday -Friday) Setting/Location:General Urban/Suburban Number of Studies:14 Avg.1000 Sq.Ft.GFA:5.5 Peak Period Parking Demand per 1000 Sq.Ft.GFA Average Rate Range of Rates 33rd /85th Percentile 95%Confidence Interval Standard Deviation (Coeff.of Variation) 8.21 5.66 -11.67 7.80 /10.65 ***1.71 (21%) Data Plot and Equation 0 2 4 6 80 20 40 60 80 Average RateStudySite Fitted Curve Equation:***R²=*** X =1000 Sq.Ft.GFA P = P a r k e d V e h i c l e s 102 ATTACHMENT C Mixed-Use Development Layout 103 A B C D E F G 104 ATTACHMENT D ULI Shared Parking Results 105 Copyright © 2020 All rights reserved. The Urban Land Institute, International Council of Shopping Centers, and National Parking Association. Project:Winter Spring Description:Wawa Quantity Unit 5 PM December 5 PM December Retail (over 2,000 ksf)4,736 sf GLA 2.90 100% 100% 2.89 ksf GLA 3.20 100% 100% 3.20 ksf GLA 85% 100% 12 80% 100% 13 Employee 0.70 99% 100% 0.69 0.80 99% 100% 0.79 100% 100% 4 55% 100% 2 Supermarket/Grocery 19,209 sf GLA 4.00 100% 100% 3.99 ksf GLA 4.00 100% 100% 3.99 ksf GLA 100% 100% 77 90% 100% 69 Employee 0.75 99% 100% 0.74 0.75 99% 100% 0.74 100% 100% 15 55% 100% 8 Discount Stores/Superstores 10,000 sf GLA 3.40 100% 100% 3.39 ksf GLA 3.80 100% 100% 3.80 ksf GLA 85% 100% 29 95% 100% 36 Employee 0.85 99% 100% 0.84 0.95 99% 100% 0.94 95% 100% 8 100% 100% 10 Fast Casual/Fast Food 2,325 sf GLA 12.40 100% 50% 6.16 ksf GLA 12.70 100% 57% 7.26 ksf GLA 60% 96% 10 60% 96% 13 Employee 2.00 99% 100% 1.98 2.00 99% 100% 1.98 70% 100% 3 70% 100% 3 Health Club 19,200 sf GLA 6.60 100% 99% 6.54 ksf GLA 5.50 100% 99% 5.47 ksf GLA 90% 100% 114 100% 100% 106 Employee 0.40 99% 100% 0.40 0.25 99% 100% 0.25 100% 100% 8 100% 100% 5 Medical/Dental Office 4,280 sf GFA 3.00 100% 100% 2.99 ksf GFA 0.00 100% 100% 0.00 ksf GFA 80% 100% 10 0% 100% - Employee 1.60 100% 100% 1.60 0.00 100% 100% 0.00 100% 100% 7 0% 100% - Bank (Drive In Branch)2,065 sf GFA 3.50 100% 95% 3.34 ksf GFA 3.00 100% 100% 3.00 ksf GFA 100% 100% 8 0% 100% - Employee 2.50 100% 100% 2.50 1.75 100% 100% 1.75 100% 100% 6 0% 100% - 260 237 51 28 - - 311 265 13% 16% Additional Land Uses Shared Parking Reduction Total Reserved Employee/Resident Customer/VisitorCustomer/Visitor Employee/Resident Total Reserved Office Base Ratio Unit For Ratio Estimated Parking Demand Retail Non- Captive Ratio Project Ratio Non- Captive Ratio Project Ratio Driving Adj Entertainment and Institutions Hotel and Residential Food and Beverage Base Ratio Driving Adj Peak Hr Adj Weekend Shared Parking Demand Summary Peak Month: DECEMBER -- Peak Period: 5 PM, WEEKDAY WeekdayWeekendWeekday Project DataLand Use Peak Mo AdjUnit For Ratio Estimated Parking Demand Peak Hr Adj Peak Mo Adj 10 6 T.O. SILL 5'-0" T.O. STOREFRONT 9'-0" T.O. CLERESTORY 13'-6" T.O. PARAPET (HIGH) 23'-10" T.O. TOWER 33'-4" B.O. BUILDING TRIM 19'-3" TRIPLE RECYCLE / TRASH RECEPTACLE (TYP.) (TYP.)BRAKE METAL TO MATCH STOREFRONT PROVIDE 1/2" EXTERIOR GRADE PLYWOOD AT ENTIRE SURFACE BEHIND SIGN SPECIAL PURPOSE RECPT. RE: ELECTRICALNOTE:SIGNAGE TO BE PERMITTED SEPERATELY EMERGENCY SHUT-OFF SIGN. SEE GENERAL NOTE 3 LIGHT STU1 STU1 DS5 G1 OVH2 RF4 RF3 DS1 LIGHT STN3 FCS 3'-11 1/4" 6' - 4 " REMOVABLE PANELSNOTE:REFER TO SITE PLAN FOR STL BOLLARD LOCATIONS STN3STN3 DS1 STU1 TYP SF1SF2SF4 OVH OVH RSUP PVCT STN4 STN3 EQEQEQEQ PVCT STN4 SOFF SOFF TYP.SF6SF7 EP6 STU1 STU1 SCJ FCS FCST EP6 FCS EQEQ3' - 5 " STU1 STU1 STU1 GASOLINE EMERGENCY SHUT OFF. RE: ELECTRICAL 2" 2" 7' - 0 " 6" 12"6" 12" SECURITY CAMERAS, TYP. RE: ELECTRICAL SECURITY CAMERAS, TYP. RE: ELECTRICAL EQ EQ FCS FCS FCS FCS FCS FCS FCS FCST 15 ' - 0 1 / 4 " CE N T E R O F L I G H T I N G 7' - 0 " DS1 16'-6 1/2" FCS FCST PAR FCST NO IDLING SIGN SEE DTL 7/A8.0 2'-1" 13 A8.1 PVCT PAR PVCT PVCT 2'-10''8'-3" 8'-3''2'-10" EQ EQ EQ EQ 6' - 1 3 / 4 " 8' - 6 " 14 ' - 1 1 1 / 4 " 14 ' - 1 1 1 / 4 " 1'-2"1'-2" PVCT RSUP CO2 T.O. SLAB 0" T.O. SILL 5'-0" T.O. STOREFRONT 9'-0" T.O. CLERESTORY 13'-6" T.O. PARAPET (HIGH) 23'-10" EAVE HT 25'-10" T.O. TOWER 33'-4" B.O. BUILDING TRIM 19'-3" GAS PIPING. RUN VERT. UP WALL INTO JOIST SPACE. PAINT PIPE. SEE PLUMBING PROVIDE 1/2" EXT. GRADE PLYWOOD SHEATHING AT ENTIRE WALL SURFACE BEHIND SIGN. PROVIDE BLOCKING PER SIGNAGE MFR'S REQ'S. CO2 WARNING SIGNAGE SEE DETAIL 12/A8.0 TRIPLE TRASH/ RECYCLINGWALL HYDRANT. RE: PLUMBING SPECIAL PURP. RECPT. RE: ELECTRICAL SEAL AROUND PIPE PENETRATION W/ BACKER ROD & DRYVIT COMPATIBLE SEALANT ROOF LINE BEYOND ROOF TOP MECHANICAL UNIT BEYOND NOTE:SIGNAGE TO BE PERMITTED SEPERATELY BOLLARD AT GAS METER (TYP.) VERIFY LOCATION ROOF TOP MECHANICAL UNIT BEYOND WALL MOUNTED LIGHTING, TYP OF 2 TYP. OF 4 DR & FRM G1 RF4 RF3 OVH2 DS5 FCST PVCT STN3 EP4 LIGHT STN3 GENERATOR CONNECTION BOX. PAINT, RE: ELECTRICAL FOR DIMENSIONS & EXACT LOCATIONS NOTE:REFER TO SITE PLAN FOR STL BOLLARD LOCATIONS V1 FCS STN4 SF5 OVH SOFF FCS STN3 STN4 STOR EP48' - 6 " STU1 16'-10"16'-9 1/2" 16'-5" STU1 STU1 12 ' - 1 1 / 4 " EQ EQ FCS 12'-0"12'-11"12'-0" DS FCST CO ?EP1 SIGN 1'-2" 14 ' - 1 1 1 / 4 " FCSTFCST 48 " M I N 72 " M A X LIGHT FRAME TRUSS CONSTRUCTION SIGNAGE. SEE 3/A4.0 SECURITY CAMERAS, TYP. RE: ELECTRICAL 6'-6 1/2" EP4 EQ 6'-7" FCSSTU1 STU1 EQ NO IDLING SIGN SEE DTL 7/A8.0 1'-7" PVCT FCST FCST PVCT PAR 10'-4" PLYWOOD 6' - 1 1 / 2 " 5' - 2 " P L Y W O O D 16 ' - 2 1 / 2 " 15 ' - 0 " 1'-2" 14 ' - 1 0 1 / 4 " 6" X 6" ACCESS PANEL FOR TEMPORARY WATER HOOKUP. SEE DETAIL 14/A8.0 CO2 1. SYMBOL SHALL BE PLACED WITHIN 24" TO THE LEFT OF MAIN ENTRY DOOR. 2. PERMANENTY ATTACH TO FACE OF STRUCTURE ON CONTRASTING BACKGROUND. 3. BOTTOM OF SIGN 48" MIN. A.F.F. TOP OF SIGN 72" MAX A.F.F 4. AS PER 69A-60.0081 8" 8" SH E E T T I T L E PR O J E C T N A M E CL I E N T N A M E PR O T O T Y P E PR O J E C T N O . DR A W N CH E C K E D WA W A I N C . 26 0 W . B A L T I M O R E P I K E WA W A , P A 1 9 0 6 3 30 0 B R O A D A C R E S D R I V E , S U I T E 2 5 0 BL O O M F I E L D , N J 0 7 0 0 3 97 3 . 8 8 3 . 8 5 0 0 F A X 9 7 3 . 8 8 3 . 8 6 0 1 ht t p : / / w w w . a e c o m . c o m AE C O M T e c h n i c a l S e r v i c e s , I n c . PROFESSIONAL OF RECORD: ABIGAIL LEIGH BENJAMIN LICENSE NO. AR102031 THIS DOCUMENT HAS BEEN DIGITALLY SIGNED AND SEALED BY: ON THE DATE WITHIN THE DIGITAL SIGNATURE ABOVE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED.THE SIGNATUREMUST BE VERIFIED ON THE ELECTRONIC DOCUMENTS. NO T I C E : T H E O F F I C I A L R E C O R D O F T H I S S H E E T I S T H E E L EC T R O N I C F I L E S I G N E D A N D S E A L E D U N D E R R U L E 6 1 G 1 5 - 2 3 . 00 4 , F . A . C . SR 4 3 4 & T U S K A W I L L A R D . WI N T E R S P R I N G S , F L WA W A S T O R E # X X X X EX T E R I O R E L E V A T I O N S C o p y 1 60 6 9 9 8 1 2 A1 -EX T E R I O R E L E V A T I O N S C o p y 1 A1 XXXX WINTER SPRINGS, FL U4 5 F L - R P R O T O T Y P E v2 0 2 5 . Q 1 U4 5 F L - R P R O T O T Y P E v 2 0 2 5 . Q 1 1/4" = 1'-0"A1 1 FRONT ELEVATION 1/4" = 1'-0"A1 2 LEFT ELEVATION EXTERIOR FINISH SCHEDULE SYMB MATERIAL MANUFACTURER COLOR FPA APPROVAL #NOTES ILLUMINATED SIGNAGE - - CO2 CO2 FILL BOX SUPPLIER -SEE A1.0 & EQ1.0 FOR LOCATION DS 3"x4" .032 ALUMINUM DOWNSPOUT ATAS ALUMINUM CORP. COMMERCIAL GRADE, SMOOTH, PRE FINISHED ASCOT WHITE COORDINATE WITH CIVIL FOR CONNECTION TO STORM SEWER. DS1 3"x4" .032 ALUMINUM DOWNSPOUT ATAS ALUMINUM CORP.COMMERCIAL GRADE, SMOOTH, PRE FINISHED ASCOT WHITE DS5 3"x4" .032 ALUMINUM DOWNSPOUT ATAZ INTERNATIONAL, INC (TYP) COMMERCIAL GRADE, SMOOTH, PRE FINISHED ASCOT WHITE PROVIDE WALK PADS ON ROOF EP1 PAINT SHERWIN WILLIAMS SW7007 CEILING BRIGHT WHITE FOR DOORS AND FRAMES EP4 PAINT SHERWIN WILLIAMS SW COLOR MATCH BM PUMICE STONE #1197 FOR GAS METER, ICE BOX, GENERATOR EP6 AZEK TRIM, PAINTED SHERWIN WILLIAMS COLOR: WHITE FCS "HARDIEPLANK" FIBER CEMENT LAP SIDING JAMES HARDIE EMBELLISHED CREAM, FINISH: SMOOTH 8.25" X 12' FL13192 PRE-FINISHED. PROVIDE COLOR-MATCHED CAULK BY JAMES HARDIE FCST HARDIE TRIM FIBER CEMENT ACCENT TRIM JAMES HARDIE ARTIC WHITE, FINISH: SMOOTH, 5/4" TH x 5.5" W x 10'-0" L PRE-FINISHED. PROVIDE COLOR-MATCHED CAULK BY JAMES HARDIE G1 ALUMINUM GUTTERS ATAS ALUMINUM CORP. .032 ALUMINUM; COLOR: WHITE K-STYLE GUTTER. CONTINUOUS - NO SEAMS ALLOWED. LADD METAL EXT. LADDER EASTERN METAL SUPPLY POWDER COAT COLOR: SLATE GREY OR EQUIVALENT PROVIDED BY WAWA VENDOR. REFER TO LADDER DETAILS. LIGHT EXTERIOR LIGHT FIXTURE - FINISH: WHITE SEE ELECTRICAL DRAWINGS MTPN METAL PANEL CFL ARCHITECTURAL, LLC. PAINT TO MATCH DOOR, EP1 FL13192 OFS OVERFLOW COPING - .032 ALUMINUM 5" X10" OVERFLOW SCUPPER - PRE-FINISHED WHITE ALTERNATE : PETERSON PAC-CLAD OVH METAL OVERHANG FASCIA ATAS INTERNATIONAL, INC. RAPID-LOK FASCIA, LOK FASCIA, COLOR: #17 BRITE RED SEE DETAILS SHEET A3.1. ALTERNATE: PETERSEN PAC-CLAD OVH2 HIP ROOF FASCIA ATAS INTERNATIONAL, INC. BRAKE METAL, COLOR #10 ASCOT WHITE SEE DETAILS SHEET A3.1. ALTERNATE: PETERSEN PAC-CLAD PAR ALUM. PARAPET FASCIA ATAS ALUMINUM CORP. COLOR: SLATE GREY RAPID LOCK COPING PBS PREFINISHED ALUMINUM BAHAMA SHUTTER FENWALL FABRICATION & MFG. COLOR TO MATCH ADJACENT TRIM FL13192 SHUTTER PER SPECS. CONTACT (321) 926-6667, ALTERNATE SUPERIOR CUSTOM SHUTTERS, CONTACT DAVID DANIELS (407) 949-1969 PVCT ACCENT TRIM AZEK COLOR: WHITE FINISH: SMOOTH PRE-FINISHED. MITER ALL CORNERS; ALTERNATE: PALIGHT RF3 STANDING SEAM ROOF HIP CAP - TO MATCH METAL ROOFING - RF4 METAL ROOFING ATAS ALUMINUM CORP. DUTCH SEAM 19.25" WIDE COLOR: SLATE GREY - RSUP ROD SUPPORT - POWDER COAT, MATCH SW#6076 SEE STRUCTURAL DRAWINGS SCJ STUCCO CONTROL JOINT - 3/4" WIDE - -"W" SHAPED ACCORDION STYLE RE:SPECS SIGN ILLUMINATED SIGNAGE - -SIGN BY WAWA; SURFACE MOUNTED SOFF OPALINE OPW 085 ATAS INTERNATIONAL, INC. #10 ASCOT WHITE PORCH/ENTRY SOFFITS W/ VENT PANELS, COLOR TO MATCH SOFFIT STN3 MANUFACTURED STONE VENEER QUALITY STONE PROVENCE STYLE: OHIO DRYSTACK; MORTAR GREY STN4 PRE-CAST MANUFACTURED STONE WATERTABLE/SILL QUALITY STONE HEWN STANDARD SILL BAND COLOR : EGGSHELL 24" MIN. LENGTH SECTIONS. VERTICAL GROUT JOINTS: 3/16" MAX WIDTH GROUT WITH QUIKRETE SM100 GRAY STOR STOREFRONT SYSTEM YKK OR KAWNEER DARK BRONZE FL7237-R9 SEE SPECIFICATIONS STU1 STUCCO SENERGY #3085 MERINGUE, FINISH: SAHARA 1. VERIFY WITH SITE PLAN LOCATION OF STEEL BOLLARDS. 2. REFER TO EXTERIOR FINISH SCHEDULE FOR DETAILED MATERIAL INFORMATION. 3. G.C. TO INSTALL A 9" X 9" 'EMERGENCY SHUT-OFF' SIGN AT FRONT OF BUILDING AT BUTTON LOCATION -SIGN TO HAVE RED BACKGROUND AND WHITE LETTERS. REFER TO ELECTRICAL PLANS FOR LOCATION. 4. MOUNT SECURITY CAMERAS THE SAME HEIGHT AS THE EXTERIOR WALL FIXTURE 5. PETERSEN PAC-CLAD IS AN ACCEPTABLE ALTERNATE MFR. FOR PRODUCTS WHERE "ATAS" IS SPECIFIED. PROVIDE EQUAL OR BETTER QUALITY PRODUCTS. SUBMIT PRODUCT DATA TO ARCHITECT FOR APPROVAL. GENERAL NOTES 3" = 1'-0"A1 3 LIGHT-FRAME TRUSS-TYPE CONSTR. SIGN RELEASE DATE ISSUED FOR PERMIT XX/XX/XX 107 T.O. SLAB 0" T.O. SILL 5'-0" T.O. PARAPET (HIGH) 23'-10" EAVE HT 25'-10" T.O. TOWER 33'-4" B.O. BUILDING TRIM 19'-3" 4" DIA. BOLLARDS @ GEN. BOX. SEE DTL 3/A1.1 LINE OF ROOF BEHIND VENT, PAINTED RE: MECH GENERATOR CONNECTION BOX. PAINTED. RE: DETAIL 8/A8.0. RE: ELECTRICAL FOR DIMENSIONS & EXACT LOCATION NOTE: SIGNAGE TO BE PERMITTED SEPERATELY WATER HEATER VENT RE: PLUMBING ROOF TOP MECHANICAL UNIT BEYOND REFER TO SHEET A4.0 FOR EXTERIOR FINSH SCHEDULE AND NOTES DSLIGHT DS5 G1 OVH2 RF4 RF3 10'-8 1/4"3'-4"17'-9"3'-4"14'-6 3/4"3'-4"LIGHT REFER TO SITE PLAN FOR STL BOLLARD LOCATIONS TYP. TYP. OFS PAR D1 EP1 EMERGENCY LIGHT 4'-11"3'-8"4'-11"8'-4"4'-11"6'-2"6'-7"9'-8 3/4"11'-1 1/2"13'-1 3/4"4'-11"3'-8"4'-11"4'-6 1/4" STN4 STN3 PBS MTPN PBS PBS PBS MTPN PBS MTPN PBS MTPN DOOR AND FRAME FCS FCST STN4 STN3 EP4 STU1 STU1 STU1 STU1 STU1STU1STU1 FCST FCS 15 ' - 0 " 1'-2" STU1 STU1 STU1 STU1 STU1 STU1 STU1 FCS FCS FCST FCST FCS FCST NO IDLING SIGN SEE DTL 7/A8.0 PVCT PVCT 16 ' - 6 " 5/8" PLYWD. SHEATHING W/ LAYER OF TYVEK COMMERCIAL WRAP & 2ND LAYER OF TYVEK STUCCO WRAP 16 ' - 7 1 / 4 " 20'-6 1/4" 18 ' - 4 1 / 2 " 5 1/2"15'-6 3/4" 5 1/2"8'-9 3/4"5 1/2" EP4 EP4ICE EQEQ 9' - 0 " CO2 T.O. SLAB 0" T.O. SILL 5'-0" T.O. STOREFRONT 9'-0" T.O. CLERESTORY 13'-6" T.O. PARAPET (HIGH) 23'-10" EAVE HT 25'-10" T.O. TOWER 33'-4" B.O. BUILDING TRIM 19'-3" PROVIDE 1/2" EXT. GRADE PLYWOOD SHEATHING AT ENTIRE WALL SURFACE BEHIND SIGN PROVIDE BLOCKING PER SIGNAGE MFR'S REQ'S. ROOF LINE BEYONDROOF TOP MECHANICAL UNIT BEYOND DR & FRM BOLLARDS RE: CIVIL BOLLARDS RE: CIVIL PROPANE KIOSK NOTE: SIGNAGE TO BE PERMITTED SEPERATELY REFER TO SHEET A4.0 FOR EXTERIOR FINSH SCHEDULE AND NOTES EP1 OVH2 G1 RF4 RF3 RSUP STN3 STN4 LIGHT STN4 STN3 DS NOTE: REFER TO SITE PLAN FOR STL BOLLARD LOCATIONS PUSH BUTTON BUZZER RE: ELECTRICAL V1 WALL MOUNTED LIGHTING, TYP OF 2 OVH SOFF SF3 EP4 D1 STOR PVCT 8' - 6 " MIN. 8"X8" MALTESE CROSS, LIGHT-FRAME TRUSS SIGN. RE: DETAIL 2/A4.0 24" MAX. FCST FCST STU1 STU1 PVCT FCS STU1 FCS FCST DS5 12'-0"12'-11"12'-0" CA M E R A H E I G H T , T Y P . 15 ' - 0 " 15 ' - 0 " 1'-2"1'-2" FCST 16 ' - 3 3 / 4 " STU1FCS FCS FCST PAR NO IDLING SIGN SEE DTL 7/A8.0 PVCT PVCT 10'-4" PLYWOOD 7' - 4 " 6' - 2 3 / 4 " EQ EQ 5' - 2 " P L Y W O O D ICE EQ EQ 6'-6 1/4" 16'-10"16'-4"16'-10" T.O. SILL 5'-0" B.O. FRAMING 13'-0" 4 A4.1 __________________________________________________________________________________ 8' - 7 " 3' - 7 1 / 2 " 4' - 4 1 / 2 " 7" R 3'-3"R 3'-7 " R 3 ' - 1 1 / 2 " R 2 '- 1 1 1 / 2 " 1' - 4 1 / 2 " 2" 2" 4" 1 1/2" 2"1'-9"2"1'-9"2" 1 1/2" 4" 5 1/2"4'-0"5 1/2" PBS PVCT MTPN PVCT 2" 3' - 3 1 / 2 " 3' - 6 1 / 2 " 4' - 2 " 4 A2 __________________________________________________________________________________ T.O. SILL 5'-0" PRE-FINISHED ALUMINUM SHUTTERS WELDED 'C' CHANNEL COORDINATE LOCATION PRE-FINISHED SHUTTER FRAME PRE-FINISHED SHUTTER FRAME SUBSTRATE AS SCHEDULED RE: FLOOR PLAN METAL PANEL WELDED TO FRAME BY MFR RE: ELEVATIONS PRE-CAST MANUFACTURED STONE WATER TABLE: SEE SCHEDULE CONT FLASHING 'C' CHANNEL COORDINATE LOCATION PRE-FINISHED SHUTTER FRAME WELDED SEALANT SH E E T T I T L E PR O J E C T N A M E CL I E N T N A M E PR O T O T Y P E PR O J E C T N O . DR A W N CH E C K E D WA W A I N C . 26 0 W . B A L T I M O R E P I K E WA W A , P A 1 9 0 6 3 30 0 B R O A D A C R E S D R I V E , S U I T E 2 5 0 BL O O M F I E L D , N J 0 7 0 0 3 97 3 . 8 8 3 . 8 5 0 0 F A X 9 7 3 . 8 8 3 . 8 6 0 1 ht t p : / / w w w . a e c o m . c o m AE C O M T e c h n i c a l S e r v i c e s , I n c . PROFESSIONAL OF RECORD: ABIGAIL LEIGH BENJAMIN LICENSE NO. AR102031 THIS DOCUMENT HAS BEEN DIGITALLY SIGNED AND SEALED BY: ON THE DATE WITHIN THE DIGITAL SIGNATURE ABOVE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED.THE SIGNATUREMUST BE VERIFIED ON THE ELECTRONIC DOCUMENTS. NO T I C E : T H E O F F I C I A L R E C O R D O F T H I S S H E E T I S T H E E L EC T R O N I C F I L E S I G N E D A N D S E A L E D U N D E R R U L E 6 1 G 1 5 - 2 3 . 00 4 , F . A . C . SR 4 3 4 & T U S K A W I L L A R D . WI N T E R S P R I N G S , F L WA W A S T O R E # X X X X EX T E R I O R E L E V A T I O N S C o p y 2 60 6 9 9 8 1 2 A2 -EX T E R I O R E L E V A T I O N S C o p y 2 A2 XXXX WINTER SPRINGS, FL U4 5 F L - R P R O T O T Y P E v2 0 2 5 . Q 1 U4 5 F L - R P R O T O T Y P E v 2 0 2 5 . Q 1 1/4" = 1'-0"A2 1 REAR ELEVATION 1/4" = 1'-0"A2 2 RIGHT ELEVATION 1/2" = 1'-0"A2 3 BAHAMA SHUTTER DETAIL 6" = 1'-0"A2 4 METAL PANEL UNDER SHUTTER, (MTPN) RELEASE DATE ISSUED FOR PERMIT XX/XX/XX 108 Z5 Z1 Z2 D2 Z11 Z8 Z7 Z9 D5 CARDBOARD DUMPSTER CONCRETE SLAB. SEE STRUCTURAL DRAWINGS ROOF LADDER ANGLE STOPS SHALL BE SUPPLIED BY CARDBOARD RECYCLING CONTAINER MANUFACTURER, INSTALLED BY G.C. SHED. SEE ABOVE FOR SPECIFICATIONS & NOTES. CONTROL JOINT 6" BOLLARD (TYP.) SONOZAIRE MTD. ON WALL CONTROLLER AND HYDRAULIC UNIT FOR TRASH COMPACTOR G.C. TO PROVIDE "CAUTION" SIGNS AT DOOR AND GATES. VERIFY LOCATION. SEE 2/A12.0 CANE BOLT SLEEVE (TYP.) 24" x 24" x 6" CONCRETE PAD. TYP. G.C. TO PROVIDE "CAUTION" SIGNS AT DOOR AND GATES. VERIFY LOCATION. SEE 2/A12.0 LIGHT. RE: ELECTRICAL BOLLARDS, TYP. VERIFY ADDITIONAL QUANTITIES AND LOCATIONS WITH SITE PLAN CONCRETE SEALER: EPX2. RE: FINISH SCHED, A0.5 & A4.0 FREEZE-PROOF FREE- STANDING YARD HYDRANT WITH "NON- POTABLE WATER" SIGN D2 MPT TRASH UNIT 24" x 24" x 6" CONCRETE PAD. TYP. WL2A 36'-5 1/4" A2 1 A5 4 NEOPRENE TAPE 3" NON-SHRINK GROUT, CE CRD-C621 1" SIKAFLEX-1C SL SEALANT PEA GRAVEL CONCRETE 8" SCH. 80 PIPE PLASTIC SLEEVE BY IDEAL SHIELD 10" PVC SLEEVE 9" 10" NOTES: 1. SET 10" PVC SLEEVE DURING FOOTING POUR. BOLLARD TO BE SET IN SLEEVE WITH NON SHRINK GROUT. 2. REFER TO SITE PLAN FOR LOCATIONS. TS 4"x2"x3/16" MITERED AND WELDED AT CORNERS TS 1" x 1" FIXED STOPS STITCH WELDED TO FRAME PAD-LOCKABLE CANE BOLT ON EACH GATE LEAF (ATTACHED TO FRAME) TS 1" x 1" FIXED STOPS STITCH WELDED TO FRAME 1"x6" CPVC SLATS SCREWED TO FIXED STOPS WELDED LATCH ASSEMBLY NOTES: 1. ALL METAL TO BE HOT DIPPED GALVANIZED AND PAINTED WHITE, PER SPECS. EXTERIOR INTERIOR 3' - 0 " 1" I.D. PIPE WELDED TO GATE (TYP. OF 3) STAINLESS STEEL WITH 3/8" DIA. HOLES FOR PADLOCK 5/8" DIA. x 1'-6" (MIN) LONG STAINLESS STEEL CANE BOLT WITH HANDLE WASHER STOP STL. GATE FRAME 3/4" ROD STAINLESS STEEL FOR CANE BOLT IN RETRACTED POSITION STAINLESS STEEL WITH 3/8" DIA. HOLES FOR PADLOCK WITH CANE BOLT IN DOWN POSITION (TYP. FOR EA. CANE BOLT) STAINLESS STEEL GUIDES, TYP. 5" 4" CANE BOLT RECEIVER SLEEVE (TYP.) 6 A12.0 __________________________________________________________________________________ 10 A12.0 TS 4"x2"x3/16" TYP. FRAME GATES ALL ITEMS TO BE SHOP FABRICATED. ALL WELDS GROUND SMOOTH TYP.3/16 CAPS AT TOP OF GATE POSTS TS 4" PAINTED STEEL POSTS 3' - 3 " 3' - 3 " HINGE GATE HINGE 1X6 WHITE CPVC SMOOTH FINISH SLATS WITH 1/4" SPACING METAL FRAMES, HINGES AND POSTS HOT DIPPED GALVANIZED & PAINTED WHITE PER SPECS CONC FOOTING RE: STRUCTURAL TYP. SEE PLAN 5" 8' - 1 1 / 2 " 8' - 6 1 / 2 " NOTE: 1. SIGN FURNISHED BY WAWA, INSTALLED BY GC 2. POST AT ALL GATES AND DOORS FACING TRAFFIC LANES CAUTION Vehicular traffic on other side of door. Open door slowly 4" X 2" O.D. TS GATE ASSEMBLY. FULLY WELDED TO SEAL INTERIOR OF TUBING. ALL EXPOSED ENDS MUST BE CAPPED AND GROUND SMOOTH TOP VIEW SIDE VIEW HEAVY-DUTY GATE HINGE. BY KING ARCHITECTURAL METALS, MODEL 44-2100 ROLLER BEARING HINGE, FLAT MOUNT. BOTH SIDES GATE SIDE CONNECTION POST SIDE CONNECTION WELD HINGE AT ALL FOUR SIDES 4" X 4" TS PAINTED STEEL POST 7" FA C E O F C M U 4 1/4" 2 1/2" 3' - 0 " 1'-0" 8' - 0 " CONCRETE FOOTING CONCRETE SLAB ALUMINUM GATE POST STIFFENER UP TO BOTTOM OF TOP OF RAIL, TYP. 5x5" PVC POST ALUMINUM GATE POST STIFFENER INSERT CERTAINTEED ALUMINUM GATE POST STIFFENER INSIDE POST FOR FASTER, CLEANER INSTALLATIONENLARGED PLAN 7' - 1 0 " 8'-0"8'-0" 5"X5" WHITE CPVC SMOOTH FINISH POST 7/8"X6" WHITE CPVC SMOOTH FINISH SLATS WITH 1/4" SPACING 4"X4" TS PAINTED STEEL POST 8' - 1 " SONOZAIRE UNIT ON/OFF SWITCH MPT TRASH UNIT FLOOR MTD. CONTROL UNIT 20-AMP WEATHERPROOF GFI DISC. SWITCH 8X12 NEMA 3R RACEWAY TO T.C. LT. FIXTURES 2-1/2" C. PWR TO ELEC. RM UNISTRUT, TYP. NOTE: ALL MEMBERS SHALL BE GALVANIZED STEEL 10x10x1/4" STEEL PLATE WITH (4) -5/8" DIA. POST INSTALLED ANCHOR BOLTS (3 1/2" EMBED.) DRILL AND EPOXY ADHESIVE ANCHORAGE W/SAFESET SYSTEM 3 1/2" DIA. STEEL POST 4'-0" 6'-5" SH E E T T I T L E PR O J E C T N A M E CL I E N T N A M E PR O T O T Y P E PR O J E C T N O . DR A W N CH E C K E D WA W A I N C . 26 0 W . B A L T I M O R E P I K E WA W A , P A 1 9 0 6 3 30 0 B R O A D A C R E S D R I V E , S U I T E 2 5 0 BL O O M F I E L D , N J 0 7 0 0 3 97 3 . 8 8 3 . 8 5 0 0 F A X 9 7 3 . 8 8 3 . 8 6 0 1 ht t p : / / w w w . a e c o m . c o m AE C O M T e c h n i c a l S e r v i c e s , I n c . PROFESSIONAL OF RECORD: ABIGAIL LEIGH BENJAMIN LICENSE NO. AR102031 THIS DOCUMENT HAS BEEN DIGITALLY SIGNED AND SEALED BY: ON THE DATE WITHIN THE DIGITAL SIGNATURE ABOVE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED.THE SIGNATUREMUST BE VERIFIED ON THE ELECTRONIC DOCUMENTS. NO T I C E : T H E O F F I C I A L R E C O R D O F T H I S S H E E T I S T H E E L EC T R O N I C F I L E S I G N E D A N D S E A L E D U N D E R R U L E 6 1 G 1 5 - 2 3 . 00 4 , F . A . C . SR 4 3 4 & T U S K A W I L L A R D . WI N T E R S P R I N G S , F L WA W A S T O R E # X X X X TR A S H C O M P O U N D D E T A I L S 60 6 9 9 8 1 2 A3 -TR A S H C O M P O U N D D E T A I L S A3 XXXX WINTER SPRINGS, FL U4 5 F L - R P R O T O T Y P E v2 0 2 5 . Q 1 U4 5 F L - R P R O T O T Y P E v 2 0 2 5 . Q 1 1/4" = 1'-0"A3 1 TRASH COMPOUND PLAN SHED SPECIFICATIONS MFR: SUPERIOR SHEDS, INC. MODEL: 10'-0" (WIDTH) X 8'-0" (DEPTH) VENTED SHED PLAN TRACKING #33173-R1 (FBC 6TH EDITION - 2017) AGENCY PLAN #SS-B-180CR1 (FBC 6TH EDITION - 2017) COLOR: WHITE NOTES: FURNISHED AND INSTALLED BY G.C. UNDER SEPARATE PERMIT 3/4" = 1'-0"A3 3 BOLLARD DETAIL 1" = 1'-0"A3 6 GATE DETAIL 1" = 1'-0"A3 5 CANE BOLT & LATCH DETAIL 1/2" = 1'-0"A3 4 TYPICAL GATE ELEVATION 3/4" = 1'-0"A3 2 SIGN AT DOORS AND GATES 3" = 1'-0"A3 10 HINGE DETAIL 3/4" = 1'-0"A3 7 PVC POST DETAIL 1/2" = 1'-0"A3 8 TYPICAL PVC FENCE ELEVATION 1/4" = 1'-0"A3 9 PARTIAL IN. ELEV. RELEASE DATE ISSUED FOR PERMIT XX/XX/XX 109 110 111 kimley-horn.com 6876 Marwick Lane, Suite 350, Orlando, FL 32827 407 536 4440 July 3, 2025 Terrilyn Rolle, Director of Community Development City of Winter Springs Community Development Department 1126 State Road 434 Winter Springs, Florida 32708 Subject: Waiver Application Justification Wawa at Winter Springs Marketplace Site Plan Case No.: FEDP-2025-0016 Please find attached plans and additional supporting documents for the waiver request from the City of Winter Springs Code Sections listed below. 1) Section 20-325 – Transect Standards – Lot Design Guidelines Table a) A waiver is requested from Winter Springs City Code Sec. 20-325 to allow a maximum 98-ft front setback from Tuskawilla Road in lieu of the 50-ft max setback specified. b) A waiver is requested from Winter Springs City Code Sec. 20-325 to allow a maximum 182-ft front setback from S.R. 434 in lieu of the 50-ft max setback specified. c) A waiver is requested from Winter Springs City Code Sec. 20-325 to allow a 0-ft rear setback in lieu of the 15-ft min setback specified. The following is an itemized discussion to each of the six (6) waiver justification questions included with this request package. 1. Demonstrate that the applicable term or condition clearly creates an illogical, impossible, impractical, or patently unreasonable result related to the proposed property and development? 1a) The waiver allowing a maximum 98-ft front building setback (to Tuskawilla Rd) in lieu of the 50-ft setback is requested in order to better accommodate safer traffic flow and better visibility of fueling services, making the site more functional and attractive. A 50-ft setback hinders vehicle movement, causing congestion and safety concerns. Additionally, placing the building at the front obscures the gas pumps and car line from the road, which could deter potential customers. The 50-ft setback prevents functionality given the site’s triangular geometry and would prevent adequate parking for the project. The 98-ft setback allows the design to accommodate these constraints, ensuring both safety and operational efficiency. 1b) The waiver allowing a maximum 182-ft front building setback (to SR 434) in lieu of the 50-ft setback is requested in order to better accommodate safer traffic flow and better visibility of services, making the site more functional and attractive. Positioning the building within the 50-ft setback would create poor traffic circulation and safety issues, as vehicles would have difficulty maneuvering efficiently due to the triangular geometry of the site. Additionally, placing the building at the front would obscure the gas pumps and car line from S.R. 434, deterring potential customers due to reduced visibility. Granting the 182-ft setback ensures better traffic flow, enhances visibility of the facilities, and ultimately results in a more functional and safe site design. 112 kimley-horn.com 6876 Marwick Lane, Suite 350, Orlando, FL 32827 407 536 4440 1c) The waiver allowing 0-ft rear setback in lieu of the 15-ft setback is requested in order to achieve integration of shared driveway aisles and optimal site circulation. This waiver is necessary because the 15-ft rear setback prevents functionality given the site’s triangular geometry and would prevent adequate parking for the project. The adjoining properties are zoned commercial, and the master development plan incorporates internal driveway aisles. Enforcing the 15-ft rear setback would be impractical, as the cohesive design of the commercial area depends on unrestricted space for shared driveway aisles, ensuring seamless accessibility and site flow. 2. Demonstrate that the proposed development plan is in substantial compliance with Chapter 20 of the City’s Code of Ordinances and in compliance with the Comprehensive Plan? The proposed development plan is in substantial compliance with Chapter 20 of the City’s Code of Ordinances and is generally consistent with the Comprehensive Plan. All design adjustments and enhancements have been made in accordance with city guidelines and feedback from Staff, ensuring the project aligns with Winter Springs' development standards and goals. 3. Will the proposed development plan significantly enhance the real property? The proposed development plan will significantly enhance the real property as the current property is an undeveloped vacant lot. By transforming the development parcel into a cohesive, visually appealing area, the project will add value and integrate seamlessly with the surrounding environment, benefiting both the property and the community. 4. Will the proposed development plan serve the public health, safety, and welfare of the City of Winter Springs? The proposed development aims to serve the public health, safety, and welfare of the City of Winter Springs by introducing a gas station and convenience store developed to the City’s commercial standards for this corridor. Additionally, the development will boost the City's commercial tax base, helping to reduce the financial burden on Winter Springs residents. Together, these improvements serve the community by providing essential services, enhancing safety and cleanliness, and contributing to the local economy. 5. Will the waiver diminish property values in or alter the essential character of the surrounding neighborhood? The waiver will not diminish the property values and seeks to maintain the essential character of the surrounding neighborhood. 6. Is the waiver request the minimum waiver that will eliminate or reduce the illogical, impossible, impractical, or patently unreasonable result caused by the applicable term or condition under Chapter 20 – Zoning? The requested waivers are the minimum waivers that will eliminate the unreasonable conditions caused by the sections of code detailed above in the introduction of this letter. 7. Is the proposed development plan compatible and harmonious with the surrounding neighborhood? The proposed site is designed to be compatible and harmonious with the surrounding neighborhood. Adding a gas station and convenience store will enhance the overall experience of the Marketplace, making it a convenient one-stop destination for various 113 kimley-horn.com 6876 Marwick Lane, Suite 350, Orlando, FL 32827 407 536 4440 needs. The cohesive design, landscaping, and well-maintained facilities will complement the existing retail and residential areas, ensuring a seamless integration with the community. The improved infrastructure, including well-lit and secure facilities will upgrade experience for Winter Springs residents. This design approach ensures that the development respects and improves the character of the neighborhood while providing valuable services and amenities in a convenient and attractive setting. If you have any further questions, please do not hesitate to contact our office at 407-536-4440 or by email at cory.sitler@kimley-horn.com. Sincerely, KIMLEY-HORN AND ASSOCIATES, INC. Cory N. Sitler, P.E. FL PE No. 89984 Associate K:\ORL_Civil\149170026-Winter Springs Wawa\LETTERS\2025-05-13 Waiver Letter - Setbacks.docx 114 kimley-horn.com 6876 Marwick Lane, Suite 350, Orlando, FL 32827 407 536 4440 July 3, 2025 Terrilyn Rolle, Director of Community Development City of Winter Springs Community Development Department 1126 State Road 434 Winter Springs, Florida 32708 Subject: Waiver Application Justification Wawa at Winter Springs Marketplace Site Plan Case No.: FEDP-2025-0016 Please find attached plans and additional supporting documents for the waiver request from the City of Winter Springs Code Sections listed below. 1) Section 20-327.1 – Signs a) A waiver is requested from Winter Springs City Code Sec. 20-327.1 to allow monument- style ground signs on properties located along SR-434 and Tuskawilla Road within the Town Center, which includes this property. Two (2) signs are proposed. Please see the master signage site plan for the location of the proposed signs. The following is an itemized discussion to each of the six (6) waiver justification questions included with this request package. 1. Demonstrate that the applicable term or condition clearly creates an illogical, impossible, 1a) The waiver to allowing monument-style ground signs along SR 434 and Tuskawilla Road within the Town Center is necessary due to the property's location. Positioned at the intersection of two major roads—SR 434 and Tuskawilla, which have six and five lanes respectively along the property's frontage and feature planted medians—business visibility from these wide, high-speed roads is essential for sustaining the development's commercial success. Additionally, separate monuments signage is needed for this specific tenant as fueling prices will be displayed for customers and cannot be added to the existing signage for the Marketplace. Monument-style ground signs are typical for this type of development, including comparable properties within the SR 434 overlay district nearby. Given that the property in question is situated near the edge of the Town Center district, we believe that allowing these monument-style signs is both fair and aligns with the City's intent for the area and development. The proposed signs include: Two (2) monument ground signs along each property frontage (SR 434 & Tuskawilla Rd). 2. Demonstrate that the proposed development plan is in substantial compliance with Chapter 20 of the City’s Code of Ordinances and in compliance with the Comprehensive Plan? The proposed development plan is in substantial compliance with Chapter 20 of the City’s Code of Ordinances and is generally consistent with the Comprehensive Plan. All design adjustments and enhancements have been made in accordance with city guidelines and feedback from Staff, ensuring the project aligns with Winter Springs' development standards and goals. 115 kimley-horn.com 6876 Marwick Lane, Suite 350, Orlando, FL 32827 407 536 4440 3. Will the proposed development plan significantly enhance the real property? The proposed development plan will significantly enhance the real property as the current property is an undeveloped vacant lot. By transforming the development parcel into a cohesive, visually appealing area, the project will add value and integrate seamlessly with the surrounding environment, benefiting both the property and the community. 4. Will the proposed development plan serve the public health, safety, and welfare of the City of Winter Springs? The proposed development aims to serve the public health, safety, and welfare of the City of Winter Springs by introducing a gas station and convenience store developed to the City’s commercial standards for this corridor. Additionally, the development will boost the City's commercial tax base, helping to reduce the financial burden on Winter Springs residents. Together, these improvements serve the community by providing essential services, enhancing safety and cleanliness, and contributing to the local economy. 5. Will the waiver diminish property values in or alter the essential character of the surrounding neighborhood? The waiver will not diminish the property values and seeks to maintain the essential character of the surrounding neighborhood. 6. Is the waiver request the minimum waiver that will eliminate or reduce the illogical, impossible, impractical, or patently unreasonable result caused by the applicable term or condition under Chapter 20 – Zoning? The requested waivers are the minimum waivers that will eliminate the unreasonable conditions caused by the sections of code detailed above in the introduction of this letter. 7. Is the proposed development plan compatible and harmonious with the surrounding neighborhood? The proposed site is designed to be compatible and harmonious with the surrounding neighborhood. Adding a gas station and convenience store will enhance the overall experience of the Marketplace, making it a convenient one-stop destination for various needs. The cohesive design, landscaping, and well-maintained facilities will complement the existing retail and residential areas, ensuring a seamless integration with the community. The improved infrastructure, including well-lit and secure facilities will upgrade experience for Winter Springs residents. This design approach ensures that the development respects and improves the character of the neighborhood while providing valuable services and amenities in a convenient and attractive setting. If you have any further questions, please do not hesitate to contact our office at 407-536-4440 or by email at cory.sitler@kimley-horn.com. Sincerely, KIMLEY-HORN AND ASSOCIATES, INC. Cory N. Sitler, P.E. FL PE No. 89984 Associate 116 kimley-horn.com 6876 Marwick Lane, Suite 350, Orlando, FL 32827 407 536 4440 K:\ORL_Civil\149170026-Winter Springs Wawa\LETTERS\2025-05-13 Waiver Letter -Signs.docx 117 kimley-horn.com 6876 Marwick Lane, Suite 350, Orlando, FL 32827 407 536 4440 July 3, 2025 Terrilyn Rolle, Director of Community Development City of Winter Springs Community Development Department 1126 State Road 434 Winter Springs, Florida 32708 Subject: Waiver Application Justification Wawa at Winter Springs Marketplace Site Plan Case No.: FEDP-2025-0016 Please find attached plans and additional supporting documents for the waiver request from the City of Winter Springs Code Sections listed below. 1) Section 20-601 – Streetscape Requirements (Per Ordinance 2024) a) A waiver is requested from Winter Springs City Code Sec. 20-605 (Ordinance 2020-02) to allow a 13-ft onsite landscape buffer with canopy trees, a meandering 6-ft offsite sidewalk, and interspersed understory trees between back of sidewalk and front of sidewalk within the R/W. The requested streetscape buffer modification will provide the 27-ft buffer as required by code. This request will be in lieu of the required 5-ft landscape area adjacent to the R.O.W., followed by a 6-ft sidewalk, and a 16-ft landscape and treescape area (total 27-ft). A waiver is requested for the Tuskawilla streetscape width due to insufficient right-of-way (R.O.W.) at the southern end, which limits the total streetscape to 22-ft. The site's geometry and layout have been optimized to ensure efficient parking and circulation. Unfortunately, this optimal parking arrangement restricts the availability of additional streetscape space. However, the landscaping will comply with the specified number of plantings as outlined in the relevant code section. The following is an itemized discussion to each of the six (6) waiver justification questions included with this request package. 1. Demonstrate that the applicable term or condition clearly creates an illogical, impossible, impractical, or patently unreasonable result related to the proposed property and development? 1a) The waiver allowing modifications to the streetscape configuration and plant species along SR 434 and Tuskawilla Road is necessary due to existing utilities, sidewalks, and site geometry. Current underground and overhead utilities limit tree planting per the code requirements. A waiver is requested for the streetscape width on Tuskawilla Road due to the limited right-of-way (R.O.W.) and conflicts with overhead utilities affecting the sidewalk placement. These constraints interfere with the ability to meet the 27-foot streetscape requirement. The sidewalk cannot be moved further into the property to accommodate additional streetscape space due to the site's geometry and the necessity to maintain efficient parking and circulation. Given these fixed site conditions, meeting the required streetscape 27-ft width is not feasible. To collaborate with City Staff, the applicant has agreed to place canopy trees within the onsite landscape buffer and intersperse understory trees among them consistent with other frontage within the Marketplace. The existing sidewalk within the R.O.W. will be upgraded to a 6-ft sidewalk in areas adjacent to the proposed development. Understory trees will be placed between the curb and sidewalk in the R.O.W. 118 kimley-horn.com 6876 Marwick Lane, Suite 350, Orlando, FL 32827 407 536 4440 This proposed configuration provides the required 6-ft sidewalk and canopy trees within the streetscape buffer, mitigating conflicts with overhead utilities as the trees mature. The inclusion of understory trees in the R.O.W. will enhance the streetscape for pedestrians and vehicular traffic. While this layout differs from the standard streetscape design, it meets the intent of the code requirements. 2. Demonstrate that the proposed development plan is in substantial compliance with Chapter 20 of the City’s Code of Ordinances and in compliance with the Comprehensive Plan? The proposed development plan is in substantial compliance with Chapter 20 of the City’s Code of Ordinances and is generally consistent with the Comprehensive Plan. All design adjustments and enhancements have been made in accordance with city guidelines and feedback from Staff, ensuring the project aligns with Winter Springs' development standards and goals. 3. Will the proposed development plan significantly enhance the real property? The proposed development plan will significantly enhance the real property as the current property is an undeveloped vacant lot. By transforming the development parcel into a cohesive, visually appealing area, the project will add value and integrate seamlessly with the surrounding environment, benefiting both the property and the community. 4. Will the proposed development plan serve the public health, safety, and welfare of the City of Winter Springs? The proposed development aims to serve the public health, safety, and welfare of the City of Winter Springs by introducing a gas station and convenience store developed to the City’s commercial standards for this corridor. Additionally, the development will boost the City's commercial tax base, helping to reduce the financial burden on Winter Springs residents. Together, these improvements serve the community by providing essential services, enhancing safety and cleanliness, and contributing to the local economy. 5. Will the waiver diminish property values in or alter the essential character of the surrounding neighborhood? The waiver will not diminish the property values and seeks to maintain the essential character of the surrounding neighborhood. 6. Is the waiver request the minimum waiver that will eliminate or reduce the illogical, impossible, impractical, or patently unreasonable result caused by the applicable term or condition under Chapter 20 – Zoning? The requested waivers are the minimum waivers that will eliminate the unreasonable conditions caused by the sections of code detailed above in the introduction of this letter. 7. Is the proposed development plan compatible and harmonious with the surrounding neighborhood? The proposed site is designed to be compatible and harmonious with the surrounding neighborhood. Adding a gas station and convenience store will enhance the overall experience of the Marketplace, making it a convenient one-stop destination for various needs. The cohesive design, landscaping, and well-maintained facilities will complement the existing retail and residential areas, ensuring a seamless integration with the community. The improved infrastructure, including well-lit and secure facilities will upgrade experience for Winter Springs residents. This design approach ensures that the 119 kimley-horn.com 6876 Marwick Lane, Suite 350, Orlando, FL 32827 407 536 4440 development respects and improves the character of the neighborhood while providing valuable services and amenities in a convenient and attractive setting. If you have any further questions, please do not hesitate to contact our office at 407-536-4440 or by email at cory.sitler@kimley-horn.com. Sincerely, KIMLEY-HORN AND ASSOCIATES, INC. Cory N. Sitler, P.E. FL PE No. 89984 Associate K:\ORL_Civil\149170026-Winter Springs Wawa\LETTERS\2025-05-13 Waiver Letter - Streetscape.docx 120 kimley-horn.com 6876 Marwick Lane, Orlando, FL 32827 407 536 4440 June 4, 2025 Terrilyn Rolle, Director of Community Development City of Winter Springs Community Development Department 1126 E State Road 434 Winter Springs, FL 32708 Re: Conditional Use Application Cover Letter Wawa at Winter Springs Marketplace Please find attached the plans and supporting documentation for the Conditional Use request for the proposed Wawa at Winter Springs Marketplace project. The numbered items below provide responses to the questions within the Conditional Use Application provided. 1. How is the Conditional Use (density, height, scale and intensity, hours of operation, building and lighting design, setbacks, buffers, noise, refuse, odor, particulates, smoke, fumes and other emissions parking and traffic generating characteristics, number of persons anticipated using, residing or working under the conditional use, and other offsite impacts) compatible and harmonious with adjacent land uses? Response: The project is consistent with the commercialized corridor within the Urban Town Center District. The proposed use is complimentary to the other uses within the Winter Springs Marketplace and provides additional services that residents can utilize while at the Marketplace. The project improves the walkability and promotes pedestrian and bicycle traffic which further enhances the neighborhood-like atmosphere. The proposed height, scale, and intensity of the development in the final engineering plans align with the uses previously approved in Winter Springs and the existing uses within the Winter Springs Marketplace master development. Impacts related to noise, refuse, odor, particulates, smoke, fumes, and other emissions are not expected to adversely affect the surrounding areas. The development is designed to be compatible and harmonious with adjacent land uses, ensuring it does not negatively impact activities in the vicinity. 2. Will the Conditional Use adversely impact land use activities in the immediate vicinity? If no, why not? Response: This project use is consistent with surrounding uses within the Marketplace and does not adversely impact those tenants. The proposed development is strategically distanced from the residential areas along the northwest and southern boundaries. Additionally, enhanced streetscaping along the S.R. 434 frontage has been incorporated to ensure integration of open space with the development. 3. Demonstrate the size and shape of the site, the proposed access and internal circulation, and the design enhancements to be adequate to accommodate the proposed density, scale and intensity of the conditional use requested. The site shall be of sufficient size to accommodate design amenities such as screening, buffers, landscaping, open space, off-street parking, safe and convenient automobile, bicycle, and pedestrian mobility at the site, and other similar site plan improvements needed to mitigate against potential adverse impacts of the proposed use. Response: Utilizing existing access points from the marketplace and internal drive aisles, the site access and internal circulation are designed to conform to existing traffic patterns. Streetscape improvements are proposed with enhanced landscaping along Tuskawilla Road and S.R. 434, aligning with the City's streetscape intentions. Onsite improvements 121 Page 2 kimley-horn.com 6876 Marwick Lane, Orlando, FL 32827 407 536 4440 accommodate bikes and pedestrian mobility, ensuring a cohesive and accessible environment for all users. The site's size, shape, proposed access points, and internal circulation are well-designed to support the proposed development. These connections provide direct access to the Wawa site without requiring vehicles to traverse other tenants' parking areas, SR 434, or Tuskawilla Rd. Additionally, access points have been verified through auto-turn simulations to ensure adequate movement and access larger vehicles. 4. Will the proposed use have an adverse impact on the local economy, including governmental fiscal impact, employment, and property values? If no, why not? Response: The proposed development of a convenience store/gas station, a conditional use within the T5 Transect of the Town Center District, is expected to enhance the local economy, governmental fiscal impact, employment, and property values. By creating new job opportunities, the site will positively contribute to the local economy. Additionally, it will generate a beneficial fiscal impact on local government through impact fees, new revenue streams, and utility connections. Developing this undeveloped parcel into a cohesive part of the Winter Springs Town Center will also boost property values. 5. Will the proposed use have an adverse impact on natural environment, including air, water, and noise pollution, vegetation and wildlife, open space, noxious and desirable vegetation, and flood hazards? If no, why not? Response: As part of the master development, ECS Florida, LLC completed geotechnical and environmental studies for all areas of the site. The reports did not identify adverse impacts to the natural environment. According to T5 Transect Town Center standards (Sec. 20-325), the site allows for a maximum lot coverage of 100%. However, the applicant has chosen to limit the impervious area and building coverage, opting not to utilize the full 100% lot coverage allowed. A noise study is not required since the City’s noise ordinance (Sec. 13-31) restricts decibel levels to 60-70 in commercial zones between 10:00 p.m. and 7:00 a.m., prohibiting any disturbance during these hours. The proposed use will fully comply with the City's noise regulations. The site is not located within a floodplain. Based on Flood Insurance Rate Map (FIRM) No. 12117C0160F, Community No. 120295, City of Winter Springs, the site is located in Zone “X”. As stated in the FIRM panel legend, Zone X is for areas of 0.2% annual chance of flooding. The stormwater will connect to the existing system, which was permitted for future development of the parcel by the City of Winter Springs and the St. Johns Water Management District. The project is consistent with the master stormwater system design, ensuring efficient and compliant stormwater management. 6. Will the proposed use have an adverse impact on historic, scenic and cultural resources, including views and vistas, and loss or degradation of cultural and historic resources? If no, why not? Response: Proposed development does not anticipate adverse impact on any historic, scenic, or cultural resources, including views and vistas, and loss or degradation of cultural and historic resources. 122 Page 3 kimley-horn.com 6876 Marwick Lane, Orlando, FL 32827 407 536 4440 7. Will the proposed use have an adverse impact on public services, including water, sewer, stormwater and surface water management, police, fire, parks and recreation, streets, public transportation, marina and waterways, and bicycle and pedestrian facilities? If no, why not? Response: The proposed development has been designed in accordance with the T5 Transect of the Town Center District Code, which includes criteria for water, sewer, stormwater and surface water management, police, and fire. The stormwater will connect to the existing system, permitted for future development by the City of Winter Springs and the St. Johns Water Management District, consistent with the master stormwater design for efficient and compliant stormwater management. The proposed development includes the installation of bicycle racks and an onsite sidewalk network, which will provide safe connectivity from the right-of-way through the site and integrate with the master development’s pedestrian circulation network. 8. Will the proposed use have an adverse impact on housing and social conditions, including a variety of housing unit types and prices, and neighborhood quality? If no, why not? Response: The proposed development does not anticipate adverse impact on housing or social conditions. 9. Will the proposed use avoid significant adverse odor, emission, noise, glare, and vibration impacts on adjacent and surrounding lands regarding refuse collection, service delivery, parking and loading, signs, lighting, and other sire elements? If no, why not? Response: The proposed Wawa at Winter Spring Marketplace does not anticipate emitting significant adverse odors, emission, noise, glare, or vibration impacts on adjacent properties. The site has been designed with adequate parking, lighting, and refuse collection. While the proposed project will utilize ten additional parking spaces adjacent to the stormwater pond, these spaces will be dedicated to employees and ensure sufficient parking for customers. 10. Demonstrate that the conditional use and associated site plan have been designed to incorporate mitigative techniques and plans needed to prevent adverse impacts addressed in the criteria stated herein or to adjacent and surrounding uses and properties. Response: The proposed development includes adequate screening and buffering along the applicable property boundaries. The site was planned for future development within the Winter Springs Marketplace master development and is consistent with the overall look and feel of the area. Residential impacts are not anticipated as part of this project. 11. If the proposed conditional use is a residential use, whether the elementary, middle and high schools (K-12) that will be initially assigned to the residential project by the School District at the time the city commission considers final approval of the conditional use have both sufficient capacity, are in close proximity to the project so as to make each of the assigned schools accessible and convenient (e.g., walking distance, travel time, private and public transportation, and quality of route environment) to the majority of the school population that will be drawn from the project, and promote and support the integration of future residents of the project into the existing city of Winter Springs community in a sustainable manner. Response: Not Applicable. The project proposes a gas station/ convenience store use. 123 Page 4 kimley-horn.com 6876 Marwick Lane, Orlando, FL 32827 407 536 4440 If you have any further questions, please do not hesitate to contact our office at 407-536-4440 or by email at cory.sitler@kimley-horn.com. Sincerely, KIMLEY-HORN AND ASSOCIATES, INC. Cory N. Sitler, P.E. FL PE No. 89984 Associate K:\ORL_Civil\149170026-Winter Springs Wawa\LETTERS\2025-05-13 Conditional Use Cover Letter.docx 124 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Site Plan Review 01/2024 Page 1 of 3 The Community Development Director reserves the right to determine whether this application is complete and accurate. An incomplete application will not be processed and will be returned to the applicant. The application shall be reviewed per Florida Statue 419.001. Applications shall be reviewed for sufficiency (completeness) within thirty (30) calendar days per FL Statue 166.033. By submitting this application, you hereby grant temporary right of entry for City officials to enter upon the subject property for purposes of evaluating this application. Site Plan Type Type of Development: Residential Non-Residential Preliminary Review Final Review Combined Preliminary/Final Resubmittal Recorded Plat Project Name: Date: Applicant/Agent Information Applicant(s): Mailing Address: Email: Phone Number: Person Who Will Upload Plans: Email: Phone#: Property Owner(s) Name (If Applicant is not the Property Owner) Name: Email: Phone #: Mailing Address: Phone Number: Site Information Project Address: Parcel ID(s): Parcel Size: Existing Use: Proposed Use: Zoning District: Future Land Use: X Cory Sitler 407-536-4440cory.sitler@kimley-horn.com Northwest corner of FL-434 & Tuskawilla Rd 36-20-30-502-0000-0090 1.21 Acres Commerical Commerical T-5 Urban Ceneter Commerical Wawa At Winter Springs Marketplace Tuscawilla Property Investors, LLC RStahl@equinox-development.com 630 South Maitland Avenue, Suite 1000, Maitland FL 32751 (407) 628-0077 X 5/13/2025 Commercial Commercial Commercial 125 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Site Plan Review 01/2024 Page 2 of 3 Is the property located in the Town Center District? _____Yes _____No Is the property within the S.R. 434 Corridor Overlay District? _____Yes _____No Is the property located in the Greeneway Interchange Zoning District? _____Yes _____No The Planning and Zoning Board/Local Planning Agency shall review Site Plan Applications and make a written recommendation to the City Commission. The City Commission shall render all final decisions regarding Preliminary and Final Engineering Plans and may impose reasonable conditions on any approved plans to the extent deemed necessary and relevant to ensure compliance with applicable criteria and other applicable provisions of the City Code and Comprehensive Plan. All formal decisions shall be based upon the applicable criteria as set forth in the City’s Code of Ordinances Chapter 9, Land Development and Chapter 20, Zoning. Applicants are advised, that if they decide to appeal any decisions made at the meetings or hearings, with respect to any matter considered at the meetings or hearings, they will need a record of the proceedings and, for such purposes, they will need to ensure that a verbatim record of the proceedings is made, at their cost, which includes the testimony and evidence upon which the appeal is to be based, per 286.0105, Florida Statutes. Application Fees Fees are as reflected on the Fee Schedule plus actual costs incurred for advertising or notification, and reimbursement for technical, and/or professional services which may be required in connection with the review, inspection, or approval of any development (based on accounting submitted by the City Consultant), payable prior to approval of the pertinent stage of development. X X X 126 12 7 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Aesthetic Review 01/2024 Page 2 of 5 REQUIRED INFORMATION Applicant(s): Date: Mailing address: Email: Phone Number: Property Owner(s): Mailing Address: Email: Phone Number: Project Name: Property Address: Parcel ID(s): Parcel Size: Existing Use: List all witnesses that the applicant intends to present to the City Commission to provide testimony: Describe with specificity any evidence which the applicant intends to present to the City Commission, including oral factual testimony, maps, photographs, records or reports and/or expert testimony: Attach all documentary evidence which the applicant intends to present to the city commission to the back of this application. The Applicant has a continuing duty to update the list of witnesses, description of evidence, and documentary evidence throughout the application process. Additional witnesses or evidence will not be admitted at the city commission hearing if not submitted at least seven (7) days prior to such hearing. Tuscawilla Property Investors, LLC RStahl@equinox-development.com (407) 628-0077 Wawa At Winter Springs Marketplace Northwest corner of FL-434 & Tuskawilla Rd 36-20-30-502-0000-0090 1.21 Acres Commercial Tuscawilla Property Investors, LLC RStahl@equinox-development.com (407) 628-0077 630 South Maitland Avenue, Suite 1000, Maitland FL 32751 630 South Maitland Avenue, Suite 1000, Maitland FL 32751 5/13/2025 Ryan Stahl and Cory Sitler Site plan, building/signage elevations and renderings 128 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Aesthetic Review 01/2024 Page 1 of 5 The Community Development Director reserves the right to determine whether this application is complete and accurate. An incomplete application will not be processed and will be returned to the applicant. The application shall be reviewed per Chapter 9–Aesthetic Review Sec.9-605. All applications shall be reviewed for sufficiency (completeness) within thirty (30) calendar days per FL Statue 166.033. Once the application is deemed sufficient, the applicant shall move forward with the Community Workshop, required per Chapter 20–Zoning Sec.20-29.1. All applicants shall be afforded minimal due process as required by law, including the right to receive notice, be heard, present evidence, cross-examine witnesses, and be represented by a duly authorized representative. Applicants are further advised that a Conditional Use is quasi-judicial in nature. Therefore, APPLICANT ACKNOWLEDGES and AGREES, by signing below, that he or she: • May be sworn-in as a witness in order to provide testimony to the City Commission; • Shall be subject to cross-examination by party intervenors (if requested); and • Shall be required to qualify expert witnesses, as appropriate. Applicants are encouraged to familiarize themselves with Chapter 2 – Administration Sec. 2-30 of the Winter Springs City Code relating to Quasi-Judicial Rules and Procedures of the City Commission. All Aesthetic Review recommendations shall be based from the required information/documentation provided, the Winter Springs Code of Ordinances, and the Winter Springs Comprehensive Plan (to the extent applicable). The City Commission (CC) shall render all final decisions regarding Aesthetic Review and may impose reasonable conditions on any approved Aesthetic Review to the extent deemed necessary and relevant to ensure compliance with applicable criteria and other applicable provisions of the Winter Springs Code of Ordinances and the Winter Springs Comprehensive Plan. All formal decisions shall be based on competent substantial evidence and the applicable criteria as set forth in Chapter 9, Aesthetic Review Standards. Applicants are advised that if, they decide to appeal any decisions made at the meetings or hearings with respect to any matter considered at the meetings or hearings, they will need a record of the proceedings and, for such purposes, they will need to insure that a verbatim record of the proceedings is made, at their cost, which includes the testimony and evidence upon which the appeal is to be based, per Florida Statute 286.0105. An Aesthetic Review Approval by the City Commission under this article shall be valid for a maximum of eighteen (18) months from the date the city commission renders its approval at a public meeting. If the applicant fails to obtain a building permit within the eighteen (18) month period, the city commission's approval shall expire at the end of the period. However, once a building permit is issued, the approval shall be valid for a time period equal to the permit and shall expire only if the building permit expires. Reasonable extensions may be granted by the city commission upon good cause shown by the applicant, provided substantial changes have not occurred in the surrounding area that would make the prior approval inconsistent with the criteria set forth in Chapter 9-Aesthetic Review Sec.9-9603 129 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Aesthetic Review 01/2024 Page 3 of 5 Criteria for Review 1. The plans and specifications of the proposed project indicate that the setting, landscaping, proportions, materials, colors, texture, scale, unity, balance, rhythm, contrast, and simplicity are coordinated in a harmonious manner relevant to the particular proposal, surrounding area and cultural character of the community. 2. The plans for the proposed project are in harmony with any future development which has been formally approved by the City within the surrounding area. 3. The plans for the proposed project are not excessively similar or dissimilar to any other building, structure or sign which is either fully constructed, permitted but not fully constructed, or included on the same permit application, and facing upon the same or intersecting street within five hundred (500) feet of the proposed site, with respect to one or more of the following features of exterior design and appearance: a. Front or side elevations; b. Size and arrangement of elevation facing the street, including reverse arrangement; or c. Other significant features of design such as, but not limited to: materials, roof line, hardscape improvements, and height or design elements. 4. The plans for the proposed project are in harmony with, or significantly enhance, the established character of other buildings, structures or signs in the surrounding area with respect to architectural specifications and design features deemed significant based upon commonly accepted architectural principles of the local community. 5. The proposed project is consistent and compatible with the intent and purpose of this article, the Comprehensive Plan for Winter Springs, design criteria adopted by the City (e.g. Town Center guidelines, SR 434 design specifications) and other applicable federal, state or local laws. 6. The proposed project has incorporated significant architectural enhancements such as concrete masonry units with stucco, marble, termite-resistant wood, wrought iron, brick, columns and piers, porches, arches, fountains, planting areas, display windows, and other distinctive design detailing and promoting the character of the community. 130 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Aesthetic Review 01/2024 Page 4 of 5 REQUIRED DOCUMENTATION ___ A complete Application and applicable fee ___ Minor (Site less than 2 acres) ___ Major (Site greater than 2 acres) ___ Modification of previously approved Aesthetic Review ___ A Legal Description accompanied by a certified survey or the portion of the map maintained by the Seminole County Property Appraiser reflecting the boundaries of the subject property (To scale). ___ Site Plan ___ Building Elevations (color) illustrating all sides of structures ___ Color rendering illustrating street view with landscaping at time of planting; ___ Illustrations of all walls, fences, and other accessory structures and indication of their height and the materials proposed for their construction; ___ Signage elevations of proposed exterior permanent signs, outdoor advertising or other constructed elements other than habitable space, if any; ___ Identification of materials, textures, and colors to be used on all buildings, accessory structures, exterior signs, and other constructed elements; ___ Other architectural and engineering data as may be requested to clarify the application. ___ For all new commercial development and new residential subdivisions of ten (10) or more lots or existing commercial buildings being altered by 50 percent or greater of the original floor plan or seating capacity and requiring a modified site plan, or development agreements process under section 20-28.1 of the City Code, or as otherwise deemed applicable by the city to relevantly and competently examine an application for compliance with the city code and the affect and impact the proposed use will have on neighborhood and surrounding properties, applicants shall be required to submit with the following additional information referenced in Chapter 20 – Zoning Sec.20.29 Applications (7) – (11). X X X X X X X X X 131 Northwest 13 2 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Development Agreement 01/2024 Page 1 of 4 The Community Development Director reserves the right to determine whether this application is complete and accurate. An incomplete application will not be processed and will be returned to the applicant. The application shall be reviewed per all applicable City Codes and the City Comprehensive Plan. Applications shall be reviewed for sufficiency (completeness) within thirty (30) calendar days per FL Statue 166.033. Once the application is deemed sufficient, the applicant shall move forward with the Community Workshop, required per Chapter 20–Zoning Sec.20-29.1. All applicants shall be afforded minimal due process as required by law, including the right to receive notice, be heard, present evidence, cross-examine witnesses, and be represented by a duly authorized representative. Applicants are further advised that a Development Agreement is quasi-judicial in nature. Therefore, APPLICANT ACKNOWLEDGES and AGREES, by signing below, that he or she: • May be sworn-in as a witness in order to provide testimony to the City Commission; • Shall be subject to cross-examination by party intervenors (if requested); and • Shall be required to qualify expert witnesses, as appropriate. Applicants are encouraged to familiarize themselves with Chapter 2 – Administration Sec. 2-30 of the Winter Springs City Code relating to Quasi-Judicial Rules and Procedures of the City Commission. All Development Agreement recommendations shall be based from the required information/documentation provided, the Winter Springs Code of Ordinances, and the Winter Springs Comprehensive Plan (to the extent applicable). The City Commission (CC) shall render all final decisions regarding Development Agreements and may impose reasonable conditions on any approved Development Agreement to the extent deemed necessary and relevant to ensure compliance with applicable criteria and other applicable provisions of the Winter Springs Code of Ordinances and the Winter Springs Comprehensive Plan. REQUIRED INFORMATION Applicant(s): Applicant Signature: Date: Mailing address: Email: Phone Number: Property Owner(s): Mailing Address: Email: Phone Number: 7/21/2025 Tuscawilla Property Investors, LLC 630 South Maitland Avenue, Suite 100, Maitland FL 32751 RStahl@equinox-development.com (407) 628-0077 Tuscawilla Property Investors, LLC 630 South Maitland Avenue, Suite 100, Maitland FL 32751 RStahl@equinox-development.com (407) 628-0077 133 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Development Agreement 01/2024 Page 2 of 4 Property Address: Parcel ID(s): Parcel Size: Project Name: A general description of the relief sought under this division. A brief explanation, with applicable supporting competent substantial evidence and documents, as to why the application satisfies the relevant criteria set forth in the City Zoning Code and City Comprehensive Plan. List all witnesses that the applicant intends to present to the City Commission to provide testimony: Describe with specificity any evidence which the applicant intends to present to the City Commission, including oral factual testimony, maps, photographs, records or reports and/or expert testimony: Attach all documentary evidence which the applicant intends to present to the city commission to the back of this application. The Applicant has a continuing duty to update the list of witnesses, description of evidence, and documentary evidence throughout the application process. Additional witnesses or evidence will not be admitted at the city commission hearing if not submitted at least seven (7) days prior to such hearing Northwest corner of FL-434 & Tuskawilla Rd 36-20-30-502-0000-0090 1.21 Acres Wawa At Winter Springs Marketplace The request is to revise the Development Agreement to incorporate the development of parcel 36-20-30-502-0000-0090 per the plans submitted under FDEP-2025-0016. This project satisfies the review criteria as proposed under the conditional use, waivers, and aesthetic applications that are currently under review. Cory Sitler and Ryan Stahl Photos (if needed) 134 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Development Agreement 01/2024 Page 3 of 4 REQUIRED DOCUMENTATION ___ A complete Application and Fee ___ An Electronic copy of the most recent survey of the subject property. ___ An Electronic copy of the Legal Description of the subject property. ___ Documentation and Data supporting the request. X X X X 135 13 6 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 1 of 6 The Community Development Director reserves the right to determine whether this application is complete and accurate. An incomplete application will not be processed and will be returned to the applicant. The application shall be reviewed per Chapter 20 – Zoning Sec. 20-34. Applications shall be reviewed for sufficiency (completeness) within thirty (30) calendar days per FL Statue 166.033. All applicants shall be afforded minimal due process as required by law, including the right to receive notice, be heard, present evidence, cross-examine witnesses, and be represented by a duly authorized representative. Applicants are further advised that a Waiver is quasi-judicial in nature. Therefore, APPLICANT ACKNOWLEDGES and AGREES, by signing below, that he or she: • May be sworn-in as a witness in order to provide testimony to the City Commission; • Shall be subject to cross-examination by party intervenors (if requested); and • Shall be required to qualify expert witnesses, as appropriate. Applicants are encouraged to familiarize themselves with Chapter 2 – Administration Sec. 2-30 of the Winter Springs City Code relating to Quasi-Judicial Rules and Procedures of the City Commission. All Waiver recommendations shall be based from the required information/documentation provided, the Winter Springs Code of Ordinances, and the Winter Springs Comprehensive Plan (to the extent applicable). The City Commission (CC) shall render all final decisions regarding Waivers and may impose reasonable conditions on any approved Waiver to the extent deemed necessary and relevant to ensure compliance with applicable criteria and other applicable provisions of the Winter Springs Code of Ordinances and the Winter Springs Comprehensive Plan. All formal decisions shall be based on competent substantial evidence and the applicable criteria as set forth in Chapter 20, Zoning. Applicants are advised that if, they decide to appeal any decisions made at the meetings or hearings with respect to any matter considered at the meetings or hearings, they will need a record of the proceedings and, for such purposes, they will need to insure that a verbatim record of the proceedings is made, at their cost, which includes the testimony and evidence upon which the appeal is to be based, per Florida Statute 286.0105. A Waiver which may be granted by the City Commission shall expire two (2) years after the effective date of such approval by the City Commission, unless a building permit based upon and incorporating the Waiver, is issued by the City within said time period. Upon written request of the property owner, the City Commission may extend the expiration date, without public hearing, an additional six (6) months, provided the property owner demonstrates good cause for the extension In addition, if the aforementioned building permit is timely issued, and the building permit subsequently expires and the subject development project is abandoned or discontinued for a period of six months, the Waiver shall be deemed expired and null and void, per Chapter 20 – Sec.20-36. 137 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 2 of 6 REQUIRED INFORMATION Applicant(s): Date: Mailing address: Email: Phone Number: Property Owner(s): Mailing Address: Email: Phone Number: Project Name: Property Address: Parcel ID(s): Parcel Size: Existing Use: All waiver requests shall be written in the following format: A waiver is requested from Winter Springs City Code 'X' to allow 'Y' in lieu of 'Z'. After the request, the applicant shall provide a justification for each waiver request. List Waiver(s)(provide additional sheets if necessary): Demonstrate that the applicable term or condition clearly creates an illogical, impossible, impractical, or patently unreasonable result related to the proposed property and development? Tuscawilla Property Investors, LLC 630 South Maitland Avenue, Suite 1000, Maitland FL 32751 RStahl@equinox-development.com (407) 628-0077 Wawa At Winter Springs Marketplace Northwest corner of FL-434 & Tuskawilla Rd 36-20-30-502-0000-0090 1.21 Acres Commercial Tuscawilla Property Investors, LLC 630 South Maitland Avenue, Suite 1000, Maitland FL 32751 (407) 628-0077 5/13/2025 See attached cover letter. See attached cover letter. RStahl@equinox-development.com 138 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 3 of 6 Demonstrate that the proposed development plan is in substantial compliance with Chapter 20 of the City’s Code of Ordinances and in compliance with the Comprehensive Plan? Will the proposed development plan significantly enhance the real property? Will the proposed development plan serve the public health, safety, and welfare of the City of Winter Springs? Will the waiver diminish property values in or alter the essential character of the surrounding neighborhood? Is the waiver request the minimum waiver that will eliminate or reduce the illogical, impossible, impractical, or patently unreasonable result caused by the applicable term or condition under Chapter 20 – Zoning? See attached cover letter. See attached cover letter. See attached cover letter. See attached cover letter. See attached cover letter. 139 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 4 of 6 Is the proposed development plan compatible and harmonious with the surrounding neighborhood? List all witnesses that the applicant intends to present to the City Commission to provide testimony: Describe with specificity any evidence which the applicant intends to present to the City Commission, including oral factual testimony, maps, photographs, records or reports and/or expert testimony: Attach all documentary evidence which the applicant intends to present to the city commission to the back of this application. The Applicant has a continuing duty to update the list of witnesses, description of evidence, and documentary evidence throughout the application process. Additional witnesses or evidence will not be admitted at the city commission hearing if not submitted at least seven (7) days prior to such hearing See attached cover letter. Photos ( if needed) Ryan Stahl, Cory Sitler, and Jonathan Martin 140 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 5 of 6 REQUIRED DOCUMENTATION ___ A complete Application and Fee ___ A general description of the relief sought under this division ___ A brief explanation, with applicable supporting competent substantial evidence and documents, as to why the application satisfies the relevant criteria set forth in this division ___ A Legal Description accompanied by a certified survey or the portion of the map maintained by the Seminole County Property Appraiser reflecting the boundaries of the subject property (To scale). ___ An Excel mailing list with the names and addresses of each property owner within 500 ft. of each property line, along with the HOA Associations within 1/2 mile of each property line. ___ For all new commercial development and new residential subdivisions of ten (10) or more lots or existing commercial buildings being altered by 50 percent or greater of the original floor plan or seating capacity and requiring a modified site plan, or development agreements process under section 20-28.1 of the City Code, or as otherwise deemed applicable by the city to relevantly and competently examine an application for compliance with the city code and the affect and impact the proposed use will have on neighborhood and surrounding properties, applicants shall be required to submit with the following additional information referenced in Chapter 20 – Zoning Sec.20.29 Applications (7) – (11). x x x x x 141 Northwest 14 2 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 1 of 6 The Community Development Director reserves the right to determine whether this application is complete and accurate. An incomplete application will not be processed and will be returned to the applicant. The application shall be reviewed per Chapter 20 – Zoning Sec. 20-34. Applications shall be reviewed for sufficiency (completeness) within thirty (30) calendar days per FL Statue 166.033. All applicants shall be afforded minimal due process as required by law, including the right to receive notice, be heard, present evidence, cross-examine witnesses, and be represented by a duly authorized representative. Applicants are further advised that a Waiver is quasi-judicial in nature. Therefore, APPLICANT ACKNOWLEDGES and AGREES, by signing below, that he or she: • May be sworn-in as a witness in order to provide testimony to the City Commission; • Shall be subject to cross-examination by party intervenors (if requested); and • Shall be required to qualify expert witnesses, as appropriate. Applicants are encouraged to familiarize themselves with Chapter 2 – Administration Sec. 2-30 of the Winter Springs City Code relating to Quasi-Judicial Rules and Procedures of the City Commission. All Waiver recommendations shall be based from the required information/documentation provided, the Winter Springs Code of Ordinances, and the Winter Springs Comprehensive Plan (to the extent applicable). The City Commission (CC) shall render all final decisions regarding Waivers and may impose reasonable conditions on any approved Waiver to the extent deemed necessary and relevant to ensure compliance with applicable criteria and other applicable provisions of the Winter Springs Code of Ordinances and the Winter Springs Comprehensive Plan. All formal decisions shall be based on competent substantial evidence and the applicable criteria as set forth in Chapter 20, Zoning. Applicants are advised that if, they decide to appeal any decisions made at the meetings or hearings with respect to any matter considered at the meetings or hearings, they will need a record of the proceedings and, for such purposes, they will need to insure that a verbatim record of the proceedings is made, at their cost, which includes the testimony and evidence upon which the appeal is to be based, per Florida Statute 286.0105. A Waiver which may be granted by the City Commission shall expire two (2) years after the effective date of such approval by the City Commission, unless a building permit based upon and incorporating the Waiver, is issued by the City within said time period. Upon written request of the property owner, the City Commission may extend the expiration date, without public hearing, an additional six (6) months, provided the property owner demonstrates good cause for the extension In addition, if the aforementioned building permit is timely issued, and the building permit subsequently expires and the subject development project is abandoned or discontinued for a period of six months, the Waiver shall be deemed expired and null and void, per Chapter 20 – Sec.20-36. 143 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 2 of 6 REQUIRED INFORMATION Applicant(s): Date: Mailing address: Email: Phone Number: Property Owner(s): Mailing Address: Email: Phone Number: Project Name: Property Address: Parcel ID(s): Parcel Size: Existing Use: All waiver requests shall be written in the following format: A waiver is requested from Winter Springs City Code 'X' to allow 'Y' in lieu of 'Z'. After the request, the applicant shall provide a justification for each waiver request. List Waiver(s)(provide additional sheets if necessary): Demonstrate that the applicable term or condition clearly creates an illogical, impossible, impractical, or patently unreasonable result related to the proposed property and development? Tuscawilla Property Investors, LLC 630 South Maitland Avenue, Suite 1000, Maitland FL 32751 RStahl@equinox-development.com (407) 628-0077 Wawa At Winter Springs Marketplace Northwest corner of FL-434 & Tuskawilla Rd 36-20-30-502-0000-0090 1.21 Acres Commercial Tuscawilla Property Investors, LLC 630 South Maitland Avenue, Suite 1000, Maitland FL 32751 (407) 628-0077 5/13/2025 See attached cover letter. See attached cover letter. RStahl@equinox-development.com 144 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 3 of 6 Demonstrate that the proposed development plan is in substantial compliance with Chapter 20 of the City’s Code of Ordinances and in compliance with the Comprehensive Plan? Will the proposed development plan significantly enhance the real property? Will the proposed development plan serve the public health, safety, and welfare of the City of Winter Springs? Will the waiver diminish property values in or alter the essential character of the surrounding neighborhood? Is the waiver request the minimum waiver that will eliminate or reduce the illogical, impossible, impractical, or patently unreasonable result caused by the applicable term or condition under Chapter 20 – Zoning? See attached cover letter. See attached cover letter. See attached cover letter. See attached cover letter. See attached cover letter. 145 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 4 of 6 Is the proposed development plan compatible and harmonious with the surrounding neighborhood? List all witnesses that the applicant intends to present to the City Commission to provide testimony: Describe with specificity any evidence which the applicant intends to present to the City Commission, including oral factual testimony, maps, photographs, records or reports and/or expert testimony: Attach all documentary evidence which the applicant intends to present to the city commission to the back of this application. The Applicant has a continuing duty to update the list of witnesses, description of evidence, and documentary evidence throughout the application process. Additional witnesses or evidence will not be admitted at the city commission hearing if not submitted at least seven (7) days prior to such hearing See attached cover letter. Photos ( if needed) Ryan Stahl, Cory Sitler, and Jonathan Martin 146 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 5 of 6 REQUIRED DOCUMENTATION ___ A complete Application and Fee ___ A general description of the relief sought under this division ___ A brief explanation, with applicable supporting competent substantial evidence and documents, as to why the application satisfies the relevant criteria set forth in this division ___ A Legal Description accompanied by a certified survey or the portion of the map maintained by the Seminole County Property Appraiser reflecting the boundaries of the subject property (To scale). ___ An Excel mailing list with the names and addresses of each property owner within 500 ft. of each property line, along with the HOA Associations within 1/2 mile of each property line. ___ For all new commercial development and new residential subdivisions of ten (10) or more lots or existing commercial buildings being altered by 50 percent or greater of the original floor plan or seating capacity and requiring a modified site plan, or development agreements process under section 20-28.1 of the City Code, or as otherwise deemed applicable by the city to relevantly and competently examine an application for compliance with the city code and the affect and impact the proposed use will have on neighborhood and surrounding properties, applicants shall be required to submit with the following additional information referenced in Chapter 20 – Zoning Sec.20.29 Applications (7) – (11). x x x x x 147 Northwest 14 8 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Conditional Use 01/2024 Page 1 of 6 The Community Development Director reserves the right to determine whether this application is complete and accurate. An incomplete application will not be processed and will be returned to the applicant. The application shall be reviewed per Chapter 20–Zoning Sec.20-33. Applications shall be reviewed for sufficiency (completeness) within thirty (30) calendar days per FL Statue 166.033. Once the application is deemed sufficient, the applicant shall move forward with the Community Workshop, required per Chapter 20–Zoning Sec.20-29.1. All applicants shall be afforded minimal due process as required by law, including the right to receive notice, be heard, present evidence, cross-examine witnesses, and be represented by a duly authorized representative. Applicants are further advised that a Conditional Use is quasi-judicial in nature. Therefore, APPLICANT ACKNOWLEDGES and AGREES, by signing below, that he or she: • May be sworn-in as a witness in order to provide testimony to the City Commission; • Shall be subject to cross-examination by party intervenors (if requested); and • Shall be required to qualify expert witnesses, as appropriate. Applicants are encouraged to familiarize themselves with Chapter 2 – Administration Sec. 2-30 of the Winter Springs City Code relating to Quasi-Judicial Rules and Procedures of the City Commission. All Conditional Use recommendations shall be based from the required information/documentation provided, the Winter Springs Code of Ordinances, and the Winter Springs Comprehensive Plan (to the extent applicable). The City Commission (CC) shall render all final decisions regarding Conditional Uses and may impose reasonable conditions on any approved Conditional Use to the extent deemed necessary and relevant to ensure compliance with applicable criteria and other applicable provisions of the Winter Springs Code of Ordinances and the Winter Springs Comprehensive Plan. All formal decisions shall be based on competent substantial evidence and the applicable criteria as set forth in Chapter 20, Zoning. Applicants are advised that if, they decide to appeal any decisions made at the meetings or hearings with respect to any matter considered at the meetings or hearings, they will need a record of the proceedings and, for such purposes, they will need to insure that a verbatim record of the proceedings is made, at their cost, which includes the testimony and evidence upon which the appeal is to be based, per Florida Statute 286.0105. A Conditional Use which may be granted by the City Commission shall expire two (2) years after the effective date of such approval by the City Commission, unless a building permit based upon and incorporating the Conditional Use, is issued by the City within said time period. Upon written request of the property owner, the City Commission may extend the expiration date, without public hearing, an additional six (6) months, provided the property owner demonstrates good cause for the extension In addition, if the aforementioned building permit is timely issued, and the building permit subsequently expires and the subject development project is abandoned or discontinued for a period of six months, the Conditional Use shall be deemed expired and null and void, per Chapter 20 – Sec.20-36. 149 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Conditional Use 01/2024 Page 2 of 6 REQUIRED INFORMATION Applicant(s): Date: Mailing address: Email: Phone Number: Property Owner(s): Mailing Address: Email: Phone Number: Project Name: Property Address: Parcel ID(s): Parcel Size: Existing Use: Conditional Use that is being requested? How is the Conditional Use (density, height, scale and intensity, hours of operation, building and lighting design, setbacks, buffers, noise, refuse, odor, particulates, smoke, fumes and other emissions parking and traffic generating characteristics, number of persons anticipated using, residing or working under the conditional use, and other offsite impacts) compatible and harmonious with adjacent land uses? Will the Conditional Use adversely impact land use activities in the immediate vicinity? If no, why not? Demonstrate the size and shape of the site, the proposed access and internal circulation, and the design enhancements to be adequate to accommodate the proposed density, scale and intensity of the conditional use requested. The site shall be of sufficient size to accommodate design amenities such as screening, buffers, landscaping, open space, off-street parking, safe and convenient automobile, bicycle, and Tuscawilla Property Investors, LLC 630 South Maitland Avenue, Suite 1000, Maitland FL 32751 RStahl@equinox-development.com (407) 628-0077 Wawa At Winter Springs Marketplace Northwest corner of FL-434 & Tuskawilla Rd 36-20-30-502-0000-0090 1.21 Acres Commercial Wawa - Gas station/convenience store Tuscawilla Property Investors, LLC 630 South Maitland Avenue, Suite 1000, Maitland FL 32751 RStahl@equinox-development.com (407) 628-0077 5/13/2025 See attached cover letter. See attached cover letter. 150 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Conditional Use 01/2024 Page 3 of 6 pedestrian mobility at the site, and other similar site plan improvements needed to mitigate against potential adverse impacts of the proposed use. Will the proposed use have an adverse impact on the local economy, including governmental fiscal impact, employment, and property values? If no, why not? Will the proposed use have an adverse impact on natural environment, including air, water, and noise pollution, vegetation and wildlife, open space, noxious and desirable vegetation, and flood hazards? If no, why not? Will the proposed use have an adverse impact on historic, scenic and cultural resources, including views and vistas, and loss or degradation of cultural and historic resources? If no, why not? Will the proposed use have an adverse impact on public services, including water, sewer, stormwater and surface water management, police, fire, parks and recreation, streets, public transportation, marina and waterways, and bicycle and pedestrian facilities? If no, why not? Will the proposed use have an adverse impact on housing and social conditions, including a variety of housing unit types and prices, and neighborhood quality? If no, why not? Will the proposed use avoids significant adverse odor, emission, noise, glare, and vibration impacts on adjacent and surrounding lands regarding refuse collection, service delivery, parking and loading, signs, See attached cover letter. See attached cover letter. See attached cover letter. See attached cover letter. See attached cover letter. See attached cover letter. 151 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Conditional Use 01/2024 Page 4 of 6 lighting, and other sire elements? If no, why not? Demonstrate that the conditional use and associated site plan have been designed to incorporate mitigative techniques and plans needed to prevent adverse impacts addressed in the criteria stated herein or to adjacent and surrounding uses and properties. If the proposed conditional use is a residential use, whether the elementary, middle and high schools (K - 12) that will be initially assigned to the residential project by the School District at the time the city commission considers final approval of the conditional use have both sufficient capacity, are in close proximity to the project so as to make each of the assigned schools accessible and convenient (e.g., walking distance, travel time, private and public transportation, and quality of route environment) to the majority of the school population that will be drawn from the project, and promote and support the integration of future residents of the project into the existing city of Winter Springs community in a sustainable manner. List all witnesses that the applicant intends to present to the City Commission to provide testimony: Describe with specificity any evidence which the applicant intends to present to the City Commission, including oral factual testimony, maps, photographs, records or reports and/or expert testimony: Attach all documentary evidence which the applicant intends to present to the city commission to the back of this application. The Applicant has a continuing duty to update the list of witnesses, description of evidence, and documentary evidence throughout the application process. Additional witnesses or evidence will not be admitted at the city commission hearing if not submitted at least seven (7) days prior to such hearing See attached cover letter. See attached cover letter. See attached cover letter. Ryan Stahl, Cory Sitler, and Jonathan Martin Photos ( if needed) 152 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Conditional Use 01/2024 Page 5 of 6 REQUIRED DOCUMENTATION ___ A complete Application and Fee ___ A general description of the relief sought under this division ___ A brief explanation, with applicable supporting competent substantial evidence and documents, as to why the application satisfies the relevant criteria set forth in this division ___ A Legal Description accompanied by a certified survey or the portion of the map maintained by the Seminole County Property Appraiser reflecting the boundaries of the subject property (to scale). ___ An acceptable security plan for the proposed establishment that addresses the safety and security needs of the establishment and its users and employees and minimizes impacts on the neighborhood. ___ An acceptable plan for the mass delivery of merchandise for new large footprint buildings (greater than 20,000 square feet) including the hours of operation for delivery trucks to come into and exit the property and surrounding neighborhood. ___ For all new commercial development and new residential subdivisions of ten (10) or more lots or existing commercial buildings being altered by 50 percent or greater of the original floor plan or seating capacity and requiring a modified site plan, or development agreements process under section 20-28.1 of the City Code, or as otherwise deemed applicable by the city to relevantly and competently examine an application for compliance with the city code and the affect and impact the proposed use will have on neighborhood and surrounding properties, applicants shall be required to submit with the following additional information referenced in Chapter 20 – Zoning Sec.20.29 Applications (7) – (11). X X X X X 153 Northwest 15 4 Drainage Calculations for SJRWMD & City of Winter Springs Winter Springs Marketplace Winter Springs, FL Prepared by: Kimley-Horn and Associates, Inc. Orlando, Florida 149170016 July 14, 2020 (Revised 11/03/2020) © Kimley-Horn and Associates, Inc. 2020 155 Drainage Calculations for SJRWMD & City of Winter Springs Winter Springs Marketplace Winter Springs, FL Prepared for: Tuscawilla Property Investors, LLC Prepared by: Kimley-Horn and Associates, Inc. 189 South Orange Avenue, Suite 1000 Orlando, Florida CA 00000696 149170016 July 14, 2020 (Revised 11/03/2020) Marcus I. Geiger, P.E. © Kimley-Horn and Associates, Inc. 2020 FL P.E. # 89199 Digitally signed by Marcus I Geiger DN: cn=Marcus I Geiger, c=US, o=KIMLEY- HORN AND ASSOCIATES, ou=A01410D00000172C79918990000F4E7, email=Marcus.Geiger@Kimley-Horn.com Date: 2020.09.25 18:43:33 -04'00' 156 Kimley-Horn and Associates, Inc. Winter Springs Marketplace TABLE OF CONTENTS 1 SUMMARY ..........................................................................................................................3 2 EXISTING CONDITIONS .....................................................................................................3 2.1 SOILS ...........................................................................................................................3 2.2 GROUNDWATER .........................................................................................................3 2.3 WETLANDS ..................................................................................................................4 2.4 EXISTING DRAINAGE..................................................................................................4 2.4.1 Basins ....................................................................................................................5 2.4.2 CN Calculations .....................................................................................................5 2.4.3 Time of Concentration ............................................................................................5 2.4.4 Tailwater Condition ................................................................................................5 2.4.5 Existing Development Runoff .................................................................................5 3 PROPOSED CONDITIONS .................................................................................................6 3.1 REQUIRED PERMITS AND REVIEWS ........................................................................6 3.2 BASINS ........................................................................................................................6 3.2.1 CN Calculations .....................................................................................................7 3.2.2 Time of Concentration ............................................................................................7 3.2.3 Seasonal High Water Table and Control Elevations ...............................................7 3.3 STORMWATER MANAGEMENT ..................................................................................7 3.3.1 Tailwater Conditions ..............................................................................................8 3.3.2 Water Quality (Treatment Volume) .........................................................................8 3.3.3 Water Quality Volume Recovery (Bleed Down) ....................................................10 3.3.4 Proposed Development Runoff ............................................................................10 3.4 CONCLUSION ............................................................................................................11 157 Kimley-Horn and Associates, Inc. Winter Springs Marketplace APPENDICES FIGURES ................................................................................................................ APPENDIX A Figure 1 General Location Map Figure 2 Aerial Photograph Figure 3 USGS Quad Map Figure 4 FEMA F.I.R.M. Figure 5 SCS soil survey Figure 6 Pre-Development Basin Node Map Figure 7 Post-Development Basin Node Map PRE-DEVELOPMENT DRAINAGE CALCULATIONS AND ICPR ANALYSIS ............................................................................................ APPENDIX B POST-DEVELOPMENT DRAINAGE CALCULATIONS ......................................... APPENDIX C POST-DEVELOPMENT ICPR ANALYSIS .............................................................. APPENDIX D WET & DRY POND RECOVERY ANALYSIS ......................................................... APPENDIX E 158 Kimley-Horn and Associates, Inc. Winter Springs Marketplace K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\Drainage Report\Drainage Report 2020-11-03.doc 3 1 SUMMARY The Winter Springs Marketplace project is a 10.23-acre development located at the southwest corner of State Road 434 and Tuskawilla Road in Winter Springs, Florida (Sections 1 & 6, Township 21 South, Ranges 30 & 31 East). See Appendix A for the limits of the project site superimpose d on a general location map, aerial imagery, the USGS Quad map, and Map No. 12117C0160F of the FEMA Flood Insurance Rate Map (FIRM), effective date September 28, 2007. The proposed commercial property consists of six (6) commercial buildings and associated surface parking and utility infrastructure. The majority of the site is currently undeveloped and vacant. There is an existing abandoned building and surface parking lot located at the eastern corner of the site. The eastern portion of the site has been previously permitted through St. John’s River Water Management District (SJRWMD) under Permit No. 83445-1 for the outfall to the drainage structure immediately south of the site’s Tuskawilla Road driveway connection. The site has also been included in permitting for its outfall to the west under Permit No. 97490-1. Stormwater runoff from the proposed site will be managed via exfiltration trench and dry retention pond which drain into an onsite wet detention pond. These systems will meet or exceed all requirements of SJRWMD and the City of Winter Springs. 2 EXISTING CONDITIONS The property is currently undeveloped and vacant. Per the FEMA FIRM located in Appendix A, the site is considered “Zone X – Area determined to be outside the 0.2% annual chance floodplain.” Based on existing SJRWMD permitting and topographic data collected via survey, there is a high point ridge through the middle of the site. As a result, the site discharges to the east and west. SJRWMD Permit No. 83445-1 covers the existing allowable discharges to the east. SJRWMD Permit No. 97490-1 covers the allowable discharges from the site to the west. 2.1 SOILS ECS Florida, LLA (ECS) has performed a geotechnical report for the proposed site. Please refer to the Preliminary Geotechnical Engineering Report prepared by ECS, dated November 15, 2018, which has been included in this application submittal, for details. The SCS Soil Survey for the proposed site can be found in Appendix A of the Drainage Calculations. 2.2 GROUNDWATER 159 Kimley-Horn and Associates, Inc. Winter Springs Marketplace K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\Drainage Report\Drainage Report 2020-11-03.doc 4 The groundwater levels were investigated and determined by ECS and are included as part of their Geotechnical Report. Please refer to the Geotechnical Report prepared by ECS (dated November 15, 2018), which has been included with this submittal. The table below summarizes the groundwater elevations obtained f or each boring based on the provided geotech nical report by Terracon. Based on these results, Terracon estimates the seasonal high groundwater level to be at a depth ranging from 2.5 to 5 ft below existing grade across the site. Table 1: Groundwater Elevations for Each Boring Location Boring Label Depth to Encountered Water Table (ft) Boring Label Depth to Encountered Water Table (ft) B-1 4.5 B-11 5.5 B-2 5.0 B-12 5.5 B-3 3.5 B-13 4.0 B-4 4.5 B-14 5.0 B-5 5.5 B-15 5.0 B-6 5.0 B-16 5.0 B-7 4.0 B-17 4.5 B-8 4.5 B-18 4.5 B-9 5.5 B-19 4.0 B-10 5.5 2.3 WETLANDS There are no wetland impacts proposed for this project. 2.4 EXISTING DRAINAGE Stormwater management systems are not provided for the currently undeveloped portion of the site. The Jesup’s Reserve SJRWMD Permit (No. 97490-1) included the flows from the western portion of the site in their ultimate design of the 30” HDPE storm sewer trunk line. This 30” HDPE trunk line ru ns along the western site boundary and flows into wetlands located west of the site. The Walgreens Drug Store #6575 SJRWMD Permit (No. 83445-1) determines the flows from the existing abandoned facility located at the eastern corner of the site. Flows from this portion of the site are captured within a dry retention pond within this abandoned parcel. The dry retention pond drains via a 150-ft 12” VPP discharge line to a drainage manhole just south of the abandoned parcel’s driveway. Refer to the USGS Quad Map in addition to the pre-condition basin maps from each of these permits in Appendix A. 160 Kimley-Horn and Associates, Inc. Winter Springs Marketplace K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\Drainage Report\Drainage Report 2020-11-03.doc 5 2.4.1 BASINS The property consists of two (2) basins. One basin drains west towards existing wetlands. The other basin drains east to the FDOT SR 434 right of way. Refer to Table 2 below for the pre-development basin summary and the Pre-Development Drainage Basin Map located in Appendix A for details. Table 2: Pre-Development Basin Summary Table *Basin 100 **ONDICK Drainage Basin Area (acres) 3.56 10.56 Total Impervious Area (acres) 0.82 1.27 % Impervious 23.0% 12.0% Time of Conc., TC (min.) 38.5 82.0 Composite Curve Number, CN 60.3 61 Node NODE 10 ONDICK *This basin’s data is based on SJRWMD Permit 83445-1 **This basin’s data is based on SJRWMD Permit No. 97490-1 2.4.2 CN CALCULATIONS The pre-development CN calculations utilized for the pre -development basins can be found in Appendix B. 2.4.3 TIME OF CONCENTRATION The time of concentration (‘Tc’) calcula tions utilized for the pre-development basins can be found in Appendix B. 2.4.4 TAILWATER CONDITION Tailwater conditions are based on the existing SJRWMD data provided in Permit No. 83445-1 previously permitted for the site. “Node 99” within this permit utilizes stages of 40 (NGVD) at hour Zero and 41 (NGVD) at hour 24. These values have been converted to NAVD using the 1.056-ft conversion factor for the area. See Appendix B for the associated permit data. 2.4.5 EXISTING DEVELOPMENT RUNOFF The stormwater runoff from the pre-development basins is based on the existing SJRWMD data previously permitted for the site. Please refer to Appendix B for the historic permit data utilized to calculate pre-development flows for the site. 161 Kimley-Horn and Associates, Inc. Winter Springs Marketplace K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\Drainage Report\Drainage Report 2020-11-03.doc 6 3 PROPOSED CONDITIONS The 10.23-acre Winter Springs Marketplace project consists of six (6) commercial buildings and associated surface parking and utility infrastructure. The eastern corner of the project is reserved for future commercial usage. The stormwater runoff from the proposed site will be managed via exfiltration trench and dry pond which drain into an on site wet detention pond to provide adequate water treatment (quality) and attenuation (quantity) volum es. The stormwater management system has been designed to meet or exceed the requirements of the City of Winter Springs and St. John’s River Water Management District (SJRWMD). 3.1 REQUIRED PERMITS AND REVIEWS • City of Winter Springs, FL • St. John’s River Water Management District (SJRWMD) 3.2 BASINS Proposed conditions will divide onsite basins into sub basins for each of the exfiltration trenches throughout the site. The back of the site along Natures Way (Basin A) will drain into the dry retention pond at the back of the site. The wet detention pond at the front of the site along Tuskawilla Road sits within its own basin (Basin B). All onsite basins ultimately drain through this basin before draining offsite. The remaining basins consist of the onsite e xfiltration trench throughout the site. The delineation between each of the exfiltration trench basins (Basins C through G) are based on the surface grading which determines the greatest areas generating runoff to each system. Basin C includes the future commercial parcel which is assumed to have 80% impervious area. Basins H through J are the parking areas at the center of the site which must first drain into retention swales befo re draining into the exfiltration trenches. Table 3 below provides an on-site post-development basin summary. See Appendix A for the Post-Development Drainage Basin Map. Table 3: Proposed Post-Development Basin Summary Table Basin A Basin B Basin C Basin D Basin E Drainage Basin Area (acres) 0.83 1.12 2.97 0.88 0.49 *Total Impervious Area (acres) 0.42 0.31 2.58 0.68 0.38 % Impervious 50.6% 27.7% 86.7% 77.3% 77.6% Time of Conc., TC (min.) 10 10 10 10 10 Composite Curve Number, CN 68.6 73.5 90.1 84.5 84.6 Node SMA-A.1 SMA-B SMA-C SMA-D SMA-E *Any wet pond water surface area not included in this figure. 162 Kimley-Horn and Associates, Inc. Winter Springs Marketplace K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\Drainage Report\Drainage Report 2020-11-03.doc 7 Basin F Basin G.1 Basin G.2 Basin H Basin I Basin J Drainage Basin Area (acres) 0.95 0.67 0.56 0.79 0.44 0.53 *Total Impervious Area (acres) 0.67 0.67 0.56 0.54 0.34 0.45 % Impervious 70.5% 100% 100% 68.3% 77.3% 84.9% Time of Conc., TC (min.) 10 15 15 10 10 10 Composite Curve Number, CN 80.2 98.0 98.0 79.1 84.8 89.5 Node SMA-F SMA-A.2 SMA-B SWALE-1 SWALE-2 SWALE-3 *Any wet pond water surface area not included in this figure. 3.2.1 CN CALCULATIONS The CN calculations for the post-development conditions can be found in Appendix C. 3.2.2 TIME OF CONCENTRATION The time of concentration (‘Tc’) calculations for the post-development drainage basins was determined to be the minimum of 10 minutes. Please refer to the Post-Development Drainage Basin Map in Appendix A. 3.2.3 SEASONAL HIGH WATER TABLE AND CONTROL ELEVATIONS Seasonal High Water Table (SHWT) elevations were determined using the Geotechnical Report provided by ECS, which has been included with this submittal for details. Based on the provided ECS Report, the estimated seasonal high water table elevation occurs within 2.5 to 5-ft below existing grade. 3.3 STORMWATER MANAGEMENT Stormwater runoff for the proposed Winter Springs Marketplace property will be treated and attenuated through the use of off-line exfiltration trenches and a dry pond along with a wet detention pond which ultimately receives all on site flows prior to discharging. Ru noff from the on-site post-development basins will sheet flow into the proposed inlets which will route flows to the exfiltration trenches and dry retention ponds. See Appendix C for the exfiltration trench, dry retention pond, and wet detention pond calculations. Dry retention pond SMA-A will utilize a Type D control structure to route flows to wet detention pond SMA-B. Wet retention pond SMA-B will utilize Type E boxes to discharge to the offsite outfalls. The exfiltration trenches will utilize a diversion box near pond SMA-B along with weir structures to intermediate manholes to outfall to the wet detention pond. The parking lot swales utilize Type D boxes with elevated tops to convey flows from the swales to the exfiltration trenches. See Table 4 below for a summary of the controls structures proposed for the site. 163 Kimley-Horn and Associates, Inc. Winter Springs Marketplace K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\Drainage Report\Drainage Report 2020-11-03.doc 8 Table 4: Control Structure Design for the Proposed Ponds Post-Development Node Weir Dimensions Weir Elevation (ft.) Top Elevation (ft.) Structure Type SMA-A (Combined) 5-ft Wide Rectangular 45.60 46.00 Type-D Inlet SMA-B (To West Outfall) N/A N/A 44.50 Type-E Inlet 1.4-ft Wide Rectangular 43.00 44.5 Sharp Crested Vertical Weir Within Control Structure 3-in Circular 40.50 N/A Circular Orifice SMA-B (To East Outfall) N/A N/A 44.50 Type-E Inlet 0.5-ft Wide Rectangular 43.35 44.5 Sharp Crested Vertical Weir Within Control Structure SMA-C 8.75-ft Wide Rectangular 43.33 44.94 Diversion Structure Built into Type-H 4-Grate Inlet 18-in Circular 43.33 N/A *18-in CMP Connection to Secondary Outfall Trunk Line SMA-D 18-in Circular (2) 43.66 N/A *18-in CMP Connection to Secondary Outfall Trunk Line SMA-E 18-in Circular 43.06 N/A *18-in CMP Connection to Secondary Outfall Trunk Line SMA-F 18-in Circular (2) 43.00 N/A *18-in CMP Connection to Secondary Outfall Trunk Line SMA-G 18-in Circular (2) 43.33 N/A *18-in CMP Connection to Secondary Outfall Trunk Line SMA-H N/A N/A 45.25 Type-D Inlet SMA-I N/A N/A 45.25 Type-D Inlet SMA-J N/A N/A 45.25 Type-D Inlet *The secondary outfalls within the exfiltration trenches are 18-inch CMP which tie into the bottom elevation of each trench system at 42.0-ft and connect to the secondary outfall manhole at their associated weir elevations. 3.3.1 TAILWATER CONDITIONS The tailwater conditions for the post -development condition are the same as the pre-development condition. Please refer to Section 2.4.4. 3.3.2 WATER QUALITY (TREATMENT VOLUME) Offline exfiltration trenches, dry retention ponds, and dry retention swales interconnected with a wet detention pond are utilized as the Best Management Practice (BMP) to reduce the discharge of pollutants associa ted with stormwater runoff. Due to the site’s ultimate discharge to Lake Jessup, the volume required for the removal of phosphorous is a third criteria used in finding the required water quality volume. The following standards were utilized for the treatment volume requirements for off-line exfiltration trenches. The greater of: 0.5 inch of runoff over the site (SJRWMD) OR 1.25 inches of runoff over the impervious area (SJRWMD) OR Inches of runoff over basin area provided in BMPTrains analysis (SJRWMD) 164 Kimley-Horn and Associates, Inc. Winter Springs Marketplace K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\Drainage Report\Drainage Report 2020-11-03.doc 9 Table 5: Dry Retention Pond Treatment Volume Required vs. Provided Drainage Area Drainage Area (acres) *Imp. Area (acres) Required TV Provided TV 0.5" Over Site 1.25" Over Impervious Area Add’l 0.5” Over Site Pres. Criteria Volume Req. TV Required for Nutrient Removal Total Required SMA-A 1.49 1.08 0.06 ac-ft 0.11 ac-ft 0.06 ac-ft 0.17 ac-ft 0.14 ac-ft 0.17 ac-ft 0.21 ac-ft SMA C 2.97 2.58 0.12 ac-ft 0.27 ac-ft 0.12 ac-ft 0.39 ac-ft 0.35 ac-ft 0.39 ac-ft **0.35 ac-ft SMA D 0.88 0.68 0.04 ac-ft 0.07 ac-ft 0.04 ac-ft 0.11 ac-ft 0.11 ac-ft 0.11 ac-ft 0.11 ac-ft SMA E 0.49 0.38 0.02 ac-ft 0.04 ac-ft 0.02 ac-ft 0.06 ac-ft 0.09 ac-ft 0.09 ac-ft 0.09 ac-ft SMA F 0.95 0.67 0.04 ac-ft 0.07 ac-ft 0.04 ac-ft 0.11 ac-ft 0.11 ac-ft 0.11 ac-ft 0.11 ac-ft SMA G 1.76 1.33 0.07 ac-ft 0.14 ac-ft 0.07 ac-ft 0.21 ac-ft N/A 0.21 ac-ft 0.40 ac-ft BASIN H 0.79 0.54 0.03 ac-ft 0.06 ac-ft 0.03 ac-ft 0.09 ac-ft 0.06 ac-ft 0.09 ac-ft ***0.06 ac-ft BASIN I 0.44 0.34 0.02 ac-ft 0.04 ac-ft 0.02 ac-ft 0.06 ac-ft 0.06 ac-ft 0.08 ac-ft ***0.06 ac-ft BASIN J 0.53 0.45 0.02 ac-ft 0.05 ac-ft 0.02 ac-ft 0.07 ac-ft 0.02 ac-ft 0.07 ac-ft ***0.02 ac-ft Total: 1.21 ac-ft 1.315 ac-ft * Impervious area does not include pond surface area. ** Remainder of required volume is provided within interconnected exfiltration system SMA-G. *** This system holds volume for nutrient removal pretreatment. Treatment volume in accordance with SJRWMD Applicant’s Handbook (Vol. 2) Section 8.2 is provided within SMA-G. **** SMA-G provides additional nutrient removal pre-treatment volume and attenuation. Basins flowing through this system have previously met nutrient removal criteria. The additional volume provided within this system assists interconnected SMA-C, H, I, & J in meeting presumptive criteria treatment volume. The following standards were utilized for the treatment volume associated with incidental areas draining to interconnected wet ponds A and B. The greater of: 1.0 inch of runoff over the site (SJRWMD) OR 2.5 inches of runoff over the impervious area (SJRWMD) Table 6: Wet Detention Pond Treatment Volume Required vs. Provided Drainage Area Drainage Area (acres) *Imp. Area (acres) Required TV Provided TV 1.0" Over Site 2.5" Over Impervious Area Total Required SMA B 1.68 0.87 0.14 ac-ft 0.18 ac-ft 0.18 ac-ft 1.02 ac-ft *Impervious area does not include pond surface area. ** SMA B provides treatment for Basins B & G.2 in accordance with Section 8.2 of the SJRWMD Applicant’s Handbook (Vol. 2). As shown in the Tables 5 & 6 above, the provided Treatment Volume is greater than the required Treatment Volume per SJRWMD criteria. Please see Appendix C for treatment volume calculations. 165 Kimley-Horn and Associates, Inc. Winter Springs Marketplace K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\Drainage Report\Drainage Report 2020-11-03.doc 10 3.3.3 WATER QUALITY VOLUME RECOVERY (BLEED DOWN) Per SJRWMD criteria, the dry retention areas are required to provide the capacity for the appropriate treatment volume within 72-hours following a storm event. The wet pond is required to drawdown one-half of its required treatment volume within 24 to 30 hours following a storm event, but no more than half in the first 24 hours. Refer to the tables below for summary of permeability constants used with the exfiltration drawdown analysis. Table 7: Design Permeability Rates K (Horizontal) ft/day K (Vertical) ft/day 51 17* *Value includes safety factor of 2 Recovery time was determined utilizing Advanced Interconnected Channel & Pond Routing (ICPR Ver. 4.04.00). As designed, the proposed dry retention ponds will drawdown the required water quality volume in le ss than 72 hours. The wet ponds will drawdown the volume within the 24 to 30 hour period provided in SJRWMD criteria. See Appendix E for supporting recovery analysis and results. 3.3.4 PROPOSED DEVELOPMENT RUNOFF The stormwater runoff from the post-development basins was determined using Advanced Interconnected Channe l & Pond Routing (ICPR Ver. 4.04.00) by Streamline Technologies, Inc. Please refer to Appendix A for the nodal exhibit and Appendix D for the input report and summary of results. Please refer to the table below for a summary of the pre - vs. post- development peak discharge rates (Q) and the resulting maximum stage within the proposed BMP. Table 8: Runoff Analysis Storm Event Tuskawilla Outfall (EAST) Qmax (CFS) Wetland Outfall (WEST) Qmax (CFS) Pre Post Pre Post 25yr-24hr 3.01 0.57 28.14 25.46 166 Kimley-Horn and Associates, Inc. Winter Springs Marketplace K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\Drainage Report\Drainage Report 2020-11-03.doc 11 Table 9: Proposed Max Stages Storm Event SMA-A.1 Max Stage (ft.) (NAVD) SMA-A.2 Max Stage (ft.) (NAVD) SMA-B Max Stage (ft.) (NAVD) SMA-C Max Stage (ft.) (NAVD) SMA-D Max Stage (ft.) (NAVD) SMA-E Max Stage (ft.) (NAVD) Mean Annual 45.67 45.67 41.70 43.39 43.84 43.13 10yr-24hr 46.01 46.06 43.66 43.85 44.34 43.68 25yr-24hr 46.05 46.11 43.85 43.97 44.40 43.88 100yr-24hr 46.11 46.24 44.46 44.63 44.61 44.63 Top of Bank/Trench 46.50 46.50 45.00 44.63 44.30 44.25 Storm Event SMA-F Max Stage (ft.) (NAVD) SMA-G Max Stage (ft.) (NAVD) SWALE 1 Max Stage (ft.) (NAVD) SWALE 2 Max Stage (ft.) (NAVD) SWALE 3 Max Stage (ft.) (NAVD) Mean Annual 43.07 43.39 45.29 45.26 45.30 10yr-24hr 43.69 43.88 45.35 45.32 45.34 25yr-24hr 43.89 44.00 45.36 45.33 45.34 100yr-24hr 44.63 44.64 45.38 45.34 45.36 Top of Bank/Trench 44.65 44.52 45.35 45.35 45.35 3.3.5 MINIMUM BUILDING FINISHED FLOORS (100-YEAR STORM EVENTS) As required by SJRWMD ERP Applicants Handbook (Volume II), all building finished floor elevations must be designed to be above the pond design high elevation of the 100 year storm event. Please refer to Table 7 below for a summary of the design high water elevations for the 100-year storm events. As demonstrated, all building finished floor elevations are established above the recommended elevations. Table 10: Minimum Building Finished Floors (100yr Storm Event) 100yr-24hr Max. Stage Min. Allowed Finished Floor El. (ft.) (NAVD) 100yr-24hr Max. Stage Min. Allowed Finished Floor El. (ft.) (NAVD) SMA A.1 46.11 46.30 SMA F 44.63 46.30 SMA A.2 46.24 SMA G 44.64 SMA B 44.46 SWALE 1 45.38 SMA C 44.63 SWALE 2 45.34 SMA D 44.61 SWALE 3 45.36 SMA E 44.63 167 Kimley-Horn and Associates, Inc. Winter Springs Marketplace K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\Drainage Report\Drainage Report 2020-11-03.doc 12 3.4 NUTRIENT LOADING ANALYSIS A nutrient loading analysis was performed to provide a pre- versus post- nutrient loading analysis to show that the proposed development does not add to the impairment of the receiving water body by increasing the post-development nitrogen and phosphorus annual mass loading. The requirements dictated by SJRWMD are that the post-development nutrient loading rate will not be greater than the pre -development loading rate. The proposed stormwater systems utilize a combination of exfiltration trench, dry retention pond, and dry retention swales in series with a wet detention pond to treat and attenuate post- development runoff. The resulting PRE-development annual mass loading rates were calculated to be: Pre-Development Nitrogen Loading Rate (kg/year) Pre-Development Phosphorous Loading Rate (kg/year) Pre-Development Nitrogen Loading Rate (kg/year) Pre-Development Phosphorous Loading Rate (kg/year) BASIN A & G.1 0.176 0.058 BASIN F 0.565 0.188 BASIN B 0.062 0.021 BASIN G.2 0.019 0.006 BASIN C 3.134 1.041 BASIN H 0.470 0.156 BASIN D 0.521 0.173 BASIN I 0.145 0.048 BASIN E 0.224 0.074 BASIN J 0.018 0.006 The re sulting POST-development annual mass loading rates were calculated to be: Post-Development Nitrogen Loading Rate (kg/year) Post-Development Phosphorous Loading Rate (kg/year) Post-Development Nitrogen Loading Rate (kg/year) Post-Development Phosphorous Loading Rate (kg/year) BASIN A & G.1 5.096 0.848 BASIN F 3.161 0.526 BASIN B 1.036 0.172 BASIN G.2 2.632 0.438 BASIN C 12.149 2.021 BASIN H 2.547 0.424 BASIN D 3.206 0.533 BASIN I 1.603 0.267 BASIN E 1.790 0.298 BASIN J 2.119 0.352 Based on the pre- vs. post- development loading rates, the treatment systems have been sequenced in the following order to provide the removal efficiencies needed. 168 Kimley-Horn and Associates, Inc. Winter Springs Marketplace K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\Drainage Report\Drainage Report 2020-11-03.doc 13 BMPTrains System Routing Catchment 8 (SWALE 1) ↘ Catchment 3 (SMA-C) ↘ Catchment 9 (SWALE 2) → Catchment 7 (SMA-G) ↘ Catchment 10 (SWALE 3) ↗ Catchment 4 (SMA-D) → Catchment 2 (SMA-B) → OUTLET Catchment 5 (SMA-E) ↗ Catchment 6 (SMA-F) ↗ Catchment 1 (SMA-A.1 & A.2) → OUTLET As shown in the table above, Basin A drains into Basin B’s wet detention for further nutrient removal. Basin C through Basin G route through Basin B’s wet detention pond for further nutrient removal. Basin H through Basin J pass through Basin G and Basin B for additional nutrient removal. See Appendix C for the removal efficiencies of each of the individual systems. The summary report within Appendix C provides the overall removal efficiency of the site given the sequence in which drainage must flow befo re it is discharged from the site. The table below provides the summary of the sites overall removal efficiency. Nitrogen Loading Rate (kg/year) Nitrogen Removal Efficiency (%) Phosphorous Loading Rate (kg/year) Phosphorous Removal Efficiency (%) Target 5.33 85% 1.771 70% Provided 4.59 87% 0.472 92% As designed, the proposed BMPs provide sufficient removal of the resulting post- development nitrogen and phosphorus nutrient loading. Please refer to Appendix C for the loading calculations, per BMP Trains 2020 Ver. 2.1. 3.5 CONCLUSION This Drainage Analysis demonstrates the proposed improvements and design of the proposed stormwater management system(s) meet or exceeds all the requirements of the St. John’s River Water Management District (SJRWMD) and the City of Winter Springs. 169 Kimley-Horn and Associates, Inc. Winter Springs Marketplace APPENDICES FIGURES ................................................................................................................ APPENDIX A Figure 1 Aerial Photograph Figure 2 General Location Map Figure 3 SCS soil survey Figure 4 USGS Quad Map Figure 5 FEMA F.I.R.M. Figure 6 Pre-Development Basin Node Map Figure 7 Post-Development Basin Node Map PRE-DEVELOPMENT DRAINAGE CALCULATIONS AND ICPR ANALYSIS ............................................................................................ APPENDIX B POST-DEVELOPMENT DRAINAGE CALCULATIONS ......................................... APPENDIX C POST-DEVELOPMENT ICPR ANALYSIS .............................................................. APPENDIX D WET & DRY POND RECOVERY ANALYSIS ......................................................... APPENDIX E 170 Kimley-Horn and Associates, Inc. Winter Springs Marketplace APPENDIX A FIGURES Aerial Photograph General Location Map SCS soil survey USGS Quad Map FEMA F.I.R.M. Pre-Development Basin Node Map Post-Development Basin Node Map 171 172 173 174 175 176 N CT F 1, 4299 N (IT CR) = 393 NCC N P37 4405 NC NV 72 _PP = 4233 NC 'IV Id PC) - 4067' P NV 18" 6CR 48.77 C301SUCUCRREACH #1 41Cr NVEPTS 001 NOES A I P 45.88' 70 NV 6 CR5 42 55' TIC NV (78 8 ) 3920' 031 41Cr 38 = 45.00' Nil IV (6 877 Al 29' NC NV(8 5- '99 4_CT C I 'N 3_C C TOP = 4321' NC 'IV 8 4CR 3888 IV (IT 6CR 3907 'IC NV (72' CR7) 424 NIW NV 72' CR7) = 47.87' ICR = 4436 L(IE C)-'ART LO S I .240" 5 44.8 ' C&M TREE CHART 72.8'O,2 /11 57' 5' 5 4' 550 87'70' 5 II '2 S101105RY 'OCR. S000REoS o)NURIJ8 FEC 45 0' CC 1 93+ 2579 5 VOCO BA.II'1, 6?? NO'DE 99 '08 FTC I _ 098 C SC ', 8' V C /7IFTy / 8 8 II 00 C OF CO. 8 0 918 8C10839 OF 9C'I,,' C :8 LI, GEND I(_/ s_ of Orlcnclo Imc., LB 4475 2012 5. Bob4soo' St. Orlando, FlorAida 32803 (407) 894 6314 CRAP C SC L 0 40 40 0 FR S V P IA RI'S PR 'IANIAJIA TCCFIN CAL TAT ' ' AN FCC ROD B C ARICA 68+,I7-6, Fl ' OFT OF 473 RVC P , P 6 4') NC_TOT) 472027 3 C FL 00 N UCN. 'CI 0900 FlOor SIR NIC'II'JPC 810 CC 5' PA C 4 N FCC 4 1 C') 3 , 'ID 000,CO300C_'F_o'C 1780CC 1/NI 07, 7,7 2 1 '96 .80:'..: .. "e "I? ,+ 0? 303 0 '4? P'R,"e"O'I' 784 '4 4P554 CoCA''. '7 ,_''R0:''4I4IV,8'801V4Cl4,'N5A484N00"IANA0A0,l08'80 2,3 5 7 ' , ' . 8, '0, 0 0 I 0), 01 14084 5807841 8,1 01485 To Ire 4011 000 050,4000.5858 '04. '7075 083 0,454 000878 6 Ao'e 1 s 0 '8', ?"_88 A 0 . 0_',oI:' I . I.e 40 080 70000 1,1 Oy FR oFe 011,00 0380' eel A.......0. PT4T (38 ALTA/ACSM L,L FO8lPfl LOT 5 5- c: N '7 /7y 4 '7 4 8 .5, 0 '4 45 STF PRE-DEvEL0PMENr BASIN MAP .1 ' 81_C OAT "_5 'l fl5 S '_- Al 5' iLCE!VEFJ APR 2 2ifl2. -pt's 3 ' I ......'4" , ' 0 'Op 50. 2,30 4, 7.,.' PA; F' 21 Current BOUNDARY SUFVE4Y4 QfE: er F rid oto es o 1 o. 3 28+ BOU\D,4R), TOPOCRAPIJIC A TREE FOJCI C7} OF )R03; 5N RA'O o)( /5) 4 PR 'F IT- 9 P 378,158 j7 705 Pulled from SJRWMD Permit No. 83445-1 Reach #1: 12" VPP discharge pipe into Tuskawilla Road structure. This inlet structure is outfall NODE 99 177 / JESIJPS RESERVE BASIN TOTAL AREA= 11 .T3 AC. IMPERVIOUS AREA=0.0O AC. POND AREA= 0.00 AC. PERVIOUS AREA 11.03 AC. WEIGHTED CN= 70 Ic 41 MINUTES / / ONDICK BASIN TOTAL AREA=l0.41 AC. IMPERVIOUS AREA=L25 AC (12%) PERVIOUS AREA- 9.16 AC. (88%) WEIGHTEO CN= 61 Tv = 82 MINUTES / I / / / / / / / / / / / / / / I / 100' 0 100' SCALE: 1=100' 14 (J l .' .1 REC E VE D APR 01 '/005 P0/S ALTAMONTE QVC OTT Architectural, Engineering, Planning and Environmental Services Reynolds, Smith and Hills, Inc. 10748 DEERWOOD PARK BLVD SOUTH JACKSONVILLE, FLORIDA 32258 904-256-2500 FAX 904-256-2501 www.rsandh.com FL.Certtios. AAC001886 E80005620 LCC000I1O HIGHLANDER INVESTMENTS, LTD 1085 WEST MORSE AVENUE, SUITE A WINTER PARK, FLORIDA 32789 JES UP'S RESERVE WINTER SPRINGS, FLORIDA SEAL _/;2 DAVIDQ PEIGR,' PE FL. NO. 44100 REVISIONS NO. DESCRIPTION DATE DATE ISSUEDI MARCH 18, 2005 REVIEWED BY1 D. PEIGLER DRAWN BY1 .1. NESS DESIGNED BY, J. WARFLE AEP PROJECT NUMBER 501-5760-000 5)2004 RENCLDS, SMITH N0 HILLS INC SHEET TITLE PRE-DEVELOPEMENT DRAINAGE PLAN SHEET NUMBER C-4 Pulled from SJRWMD Permit No. 97490-1 178 ST O P ST O P B L D G . A 4 , 2 8 0 S F BLD G . B 2,32 5 S F BLD G . C 3,05 6 S F B L D G . E 1 0 , 0 0 0 S F B L D G . F 1 9 , 2 0 9 S F B L D G . D 1 9 , 2 0 0 S F POST EAST OUTFALL BASIN A (0.83-ACRES) CN: 68.6 SMA-A.1 SMA-B SWALE 1 BASIN B (1.12-ACRES) CN: 73.5 BASIN C (2.97-ACRES) CN: 90.1 BASIN D (0.88-ACRES) CN: 84.5 BASIN E (0.49-ACRES) CN: 84.6 BASIN F (0.95-ACRES) CN: 80.2 BASIN G.1 (0.67-ACRES) CN: 98.0 BASIN H (0.79-ACRES) CN: 79.1 BASIN I (0.44-ACRES) CN: 84.8 BASIN J (0.53-ACRES) CN: 89.5 SWALE 2 SWALE 3 SMA-G SMA-C SMA-D SMA-E SMA-F D33 D15 D16 D17 D18 D19 ONDICK JESUP POND 1 WETLAND BASIN G.2 (0.56-ACRES) CN: 98.0 SMA-A.2 CS-C D-40 D-39 D-43 D-38 D-32 D34 PO S T - D E V E L O P M E N T BA S I N & N O D E M A P WI N T E R S P R I N G S MA R K E T P L A C E NORTH 179 Kimley-Horn and Associates, Inc. Winter Springs Marketplace APPENDIX B Pre- Development Drainage Calculations and ICPR Analysis 180 Kimley-Horn and Associates, Inc. Winter Springs Marketplace SJRWMD PERMIT NO. 83445-1 WALGREENS DRUG STORE #6575 EXISTING CONDITIONS MODELING OF SR 434 OUTFALL 181 PROJECT: WALGREENS DRUG STORE #6575 SEMINOLE COUNTY, FLORIDA PRE DEVELOPMENT ANALYSIS PRE-DEVELOPED HYD. SCHEMATIC: AMERICAN CWIL ENGINEERiNG COMPANY 207 N. MOSS ROAD, SUITE 211 WINTER SPRINGS, FLORIDA 32708 PHONE: (407) 327-7700 FAX: (407) 327-0227 PAGE: 182 PROJECT: WALGREENS DRUG STORE #6575 SEMINOLE COUNTY, FLORIDA PRE-DEVELOPED ANALYSIS: HYDRO GRAPH DATA: BASIN NO. 100 TOTAL AREA (AC) 3.56 ACRES PERVIOUS AREA (AC) 2.74 ACRE IMPERVIOUS AREA (AC) 0.82 ACRE WATER SURFACE AREA (AC) 0.00 ACRE SCS SOIL TYPE PAOLA/MILLHOPPER HYD. GRP. A/A PERVIOUS CN IMPERVIOUS CN WATER SURFACE CN 100 COMPOSITE CN [(2.74)(49) + (O.82)(98)] / [3.56] 60.3 TIME OF CONCENTRATION: 38.5 MiNUTES AMERICAN CIVIL ENGiNEERiNG COMPANY 207 N. MOSS ROAD, SUITE 211 WINTER SPRINGS, FLORIDA 32708 PHONE: (407) 327-7700 FAX: (407) 327-0227 PAGE: 183 PROJECT: WALGREENS DRUG STORE #6575 SEMINOLE COUNTY, FLORIDA PRE-DEVELOPED TIME OF CONCENTRATION COMPUTATIONS: BASED ON SOIL CONVERSATION SERVICE (SCS) TECHNICAL RELEASE 55 (FR-55) BASIN NUMBER: 100 1. OVERLAND FLOW: T1 = 10.007 (nL)°8J / (P)O.5(s)O.4 n = MANNING'S ROUGHNESS Q4Q L = FLOW LENGTH (ft) P = 4.75 INCHES S = SLOPE OF HYD. GR. (ft/ft) 0.0087 T1 = TRAVEL TIME (hr) 0.64 HOUR 2. CONCENTRATED FLOW: T2 = LA' L = FLOW LENGTH (ft) V = VELOCITY BASED ON TR55 T2 = TRAVEL TIME (hr) 3.PIPEFLOW: T3=LN L = FLOW LENGTH (ft) V = VEL. iN PIPE, ASSUME 4.0 ft/s T2 = TRAVEL TIME (hr) 0.0 HOUR 0.0 HOUR 4. TOTAL TIME OF CONCENTRATION: TcT1+T2+T3 Tc = 0.5 + 0.0 + 0.0 = O.64HOUR 38.5 MIN. 184 PROJECT: WALGREENS DRUG STORE #6575 SEMiNOLE COUNTY, FLORIDA PRE-DEVELOPMENT ANALYSIS STAGE/STORAGE DATA: NODE 10 EXISTiNG OVERFLOW STRUCTURE: TOP EL. = 44.77 INV. (NE) = 42.82 WEIREL. = 44.36 AMERICAN CWIL ENGINEERING COMPANY 207 N. MOSS ROAD, SUITE 211 WINTER SPRINGS, FLORIDA 32708 PHONE: (407) 327-7700 FAX: (407) 327-0227 PAGE: STAGE (ELEV) AREA (ACRE) AVE. AREA (ACRE) DEPTH (FEET) INCREM. VOLUME (AC-FT) ACCUM. VOLUME (AC-FT) 44.00 0.18 - - - - 45.00 0.26 0.22 1.00 0.22 0.22 185 Advanced Interconnected Channel & Pond Routing (adICPR Ver 1.30) Copyright I99-IV9 S'eream.ttne Technologies, nc. WALGREENS DRTJG STORE #6575 - PEE DEVELOPED - 25 YR/24 ER APtili 1t ?002 NODW NuD I11TSTAGK NAME TYPE (ft) 10: )- 44-G0-. 99 TIME 40.000 REACH SUM ARY --.,= INDEX RCHNANE FRIThODE TONODE POSITION A CRESTEL. CftY: WEIR COEP.: POSITION B CREST EL. (ft): w.0 w.: uT xc.uoc Cf t) Y-cQOR LENGTH STAGE ARBAJIME (ft) (ft) (ft) (ac)/(hr) - GOG .-0G- . GGG- 4& 0 - .180 .260 46.000 2500 .000 .000 .000 40.000 ;000 41.000 24.000 REACH TYPE 1jiu1.au 1,.uiviici >>R.EA.R NAME 1 FROM NODE : 10 TO NODE : 99 (Jj (.i*(WJAK CULVE ELQW DIRECTION POSITIVE AND NEGATIVE PLOWS ALLOWED TURBO SWITCH : OFF CULVERT DATA SPAN (in): 12.000 RISE (in): 12.000 LENGTH (ft): 15Q000 U/S IWZERT (tt): 42.820 D/5 INVERT (t} 39.370 MANNING N: :026 ENTRNC LOSS: .500 # OF CULVERTS: 1 000 RECTANGULAR RISER SLOT 44.770 CR.ST LN cftr: 10.167 UN±N(. cft): 999000 3.200 GATE COEF.: . 600 NUMBER OF ELEM.: 1.000 RECTANGULAR RISER SLOT. 44.360 CREST LN. (ft): 2.000 OPENING_(ft): 999.000 T. 70V ar cuisi.: . 60U urwt OT 1.000 Node-99 time stage node data in NGVD 186 PRE DEVELOPMENT HYDROGRAPHS & ROUTINGS 187 SC SIIMOD 25 YEAR/24 HOUR 188 Adianced rnterconnecter canner & Pbnd Rbuting (aaj.egx Ver 1.30) Copyright 1989-1990, Streamline Technologies, Inc. WALGREENS DRUG STORE W6575 - PRE DEVELOPED 25 YRf2 HR APRIL 19, 2002 AIK NAMJ 100 NODE NAME 10 TIME INCREMENT (mm) 00 RAIlFAI4T4 FILE SCSIIMOD RAIN AMOUNT (In) .60 STORM DURATION (hrs) 24.00 AREA (ac) .56 CURVE NUMBER 60.30 DCIX (%J .00 TC (jain) 38.50 LAG TIME (hrs) .00 BASIN STATUS ONSITE BASIN QMX (cfs) TMX (rirsj vor (lilT NQTES lOG 521 1ZGO 3.ff2 NODAL MINfMX/'rIME WNU±IIUNS RE?ORT - MIrs - 4 I ;- - - -> I PARAMETER VALtJE TIME (1w) VALUE TIME (hr) ST F It} . 400 8.-5G 4S..-O&- 1,? .00 at3 . 8..5'0- .29 .00 RtJNOFT cfwJ; . 8.50 5.21 1 .00 OFFSITE (cfs): .00 24.00 .00 24.00 OTHER fb): .00 24.0U .00- 2.00 OUTFLOW (cfs): .00 11.50 3.01 12.50 STAGE tft): 40-. 00- .00- 41 0 .00 VOLUME (af): .00 11.75 1.02 24.00 RUNOFP (cf): .00- 2't. 00 . 00- 24.00 OFFSITE (cfs): .00 24.00 .00 24.00 usi tctSY:. .00- II. 50- 3. or .50 OUTFLOW (cfe): .00 24.00 .00 24.00 NODAL IMUM- OONDITIONS REORT ____-1 k- -'- ->1 NODE STAGE VOL!ME RUNOFF O?F$ITE OER OU'LOW ID (ft) (af) (cfs) (cfs) (cfs) (cfs) 05. - 2 5..2.- . 00- .00- 3.01 4. 00-- L 02- .00-- .00-.. 3-. 0 .00- 1ACU MJJ.MV MJv( RE'ORT REACH ID TIME FLOW FR NODE STARE TO NODE STAGE (hrsr tcfb) NAME Cf t) NAME (ft) 1 12.5G- 3-.O 10- 45.02- 99- NODE ID 10- 99- Max allowable out- flow rate 189 MEAN ANNUAL 190 Advanced Interconnected Cbanner & Fond Ebuting (aaici'K Vër 1.30) Copyright 1989-1990, Streamline Technologies, Inc. BASIN QMX (cf) ThX (TireY VOLE (mT NTES 100- 1.46 12.17 1.04 NODAL MIN/MAA/IJ.MIs WNUiiJUNS RUORT NODE ID - MINIMUM j c- - X-I1'TLJt43 - -> I PARAMETER VALUE TIME (hr) VALUE TIME (hr) UUA1.. MAX Lr1jjM wNu1r1U ORT == = = ====== = === ========= = ==== == = k 110W. ---------> NODE STAGE- VOLUME- RUNOW OFFSITE O.i. OUTFLOW ID (ft) (af) (cfs) (cfs) (cfs) (cs) 445 .13- l...4& .GG .GO. .69 41.00- .27 .OV -. 0 . 69 .00 REACH MAXIMUM FLOW REPORT REACH ID TIME FLOW FR NODE STAGE TO NODE STAGE ccfBt l'IRME (ft) NANE (ft) 3. 13.50 .69 10 44.59 99 40.56 10.: -t 44. 4 4 1 .50 ¶CISJ (a)- 11...25. . 13 . OG-. .50 RBIOPF (--fs .00.- 11.25. 1.45. OFFSITE (cfs): .00 24.00 .00 24.00 im< (ct&) : 00 24.00- .00- .00 OUTFLOW (cfs): .00 12.50 .69 i3.50 9- 40-. 00- .00- 4t. 00 2 .00 STAGE (ftr: VOLUME (af): .00 12.50 .22 24.00 RUNOFF (fr); .00- 24. CU . 00 2 .00 OFFSITE (cfs) : .00 24.00 .00 24.00 OTHER (crib): .00- 12.50 .69- 1 .50 OUTFLOW (cfs): .00 24.00 .00 2'.00 WALGREENS DRUG STORE APRIL 19, 2002 BASIN NAME NODE NAME #b575 - PRE DEVELOPED - MEAN AI9JJAL 100 10 TIME INCREMENT (mm) 9.00 RNEAI4a RILE MWN23 RAIN AMOUNT (in) 4.50 STORM DURATION Owe) 24.00 AREA (ac) j.56 CURVE NUMBER 0 .30 DCIA (%J .00 TC (mine) 38.50 LAG TIME (hrsj .00 BASIN STATtJS ONSITE 191 Kimley-Horn and Associates, Inc. Winter Springs Marketplace SJRWMD PERMIT NO. 97490-1 JESUP'S RESERVE EXISTING CONDITIONS MODELING OF WETLAND OUTFALL 192 I IRunoff curve number and runoff I I I I I I I I I I I I 1 I I I I Project: Jesups Reserve B: EMB Date: 311512005 Location: Seminole County Checked: JSG Date: 3/1 5/2005 Highlightone: :1 Developed :4ásu(otse) Ondick (off-site) 1[11 : ii:i: 4T soil name and hydrologic group (appendix A) Cover description (cover type, treatment, and hydroicgic condition; percent impervious, unconnected/connected impervious area ratio) CN Area Product of CN x area CN a, C'4 C'J ' ? ri l...J acre I1 Myakka and Eau GaBle, BID Wood or forest and: good cover 77 37 0 2849 Paoia-St. Lucie, A . Wood or forest land: thin stand, poor cover 45 8.0 360 Paola-St Lucie, A . Open space: poor condition 68 40.0 2720 Pornelio, C .. Open space: poor condition 86 10.0 660 Pomello, C . Wood or forest land: thin stand, poor cover 77 5.0 385 CN (weighted) = total product 7174 Totals 4 = 71.74 Use CN 4 100 7,174 72 - total area 100 ZtiióifJ :: ia '1 S = 1000/CM-b = 3.89 Frecuency . yr Rainfall, P (24 hr) in Runoff, 0 in Storm #1 Storm #2 Storm #3 193 I 1 I Runoff curve number and runoff Project: JesupTs Reserve Sy: EMB Date: 311512005 Location: Seminole County Checked: JSG Date: 3/15/2005 i-4ighlightone:1 illyblightone: I PreMpt: Developed Jesup (on-site) bndlcic(off-site) i,Rütióftcürvènumber soil name and hydrologic group (appendix A) Cover description (cover type, treatment, and hydrologic condition; percent impervious, unconnected/connected impervious area ratio) CN Area ri U acre Product of CN xarea C) N°? N C) i? 1 N C) [ Ix I Myakka and Eau Gallie, B/D Wood or forest good condition 77 280 2156 Myakka and Eau Gallie, BID Open space: poor condition 89 7 0 623 Paola-St. Lucia, A ., Wood or forest: good condition 25 20.0 500 Pao(a-St. Lucia, A Wood or forest: poor condition 45 27.0 1215 Tavares- Millhopper, A Open space: poor condition 68 6 0 408 Impervious . Impervious Land 98 12.0 1176 CN (weighted) = 5 = total product 6078 = 60.78 6.39 yr in in Totals 4 Use CN 4 100 6078 61 - total area 100 : 1000ICN-10 = Frecuency Rainfall, P (24 hr) Runoff, Q Storm #1 Storm #2 Storm #3 I I I I I I I I I I I I I I I I 194 I I I Runoff curve number and runoff ProJect: Jesup% Reserve BY: Date: 3115/2005 Locaon: Seminole County checked: .JSG Date: 3/15/2005 Highlight one: Present ft Devèlbped Ondick (off-site) 4SiiñoftàürvenurnberArmr i: soil name and hydrologic group (appendix A) Cover description (covertype, treatment, and hydrologic condition; percent impervious, unconnected/connected impervious area ratio) CN Area acre Product of ON x area a, N'? N ' '1 N ? H Myakka and Eau Gallie, BID Open Space: good condition 80 6 9 552 Paola-St. Lucie, A .. Open Space: good condition 39 9.0 351 Pomello, C .. Open Space: good condition 74 3.0 222 Impervious . Impervious Land 98 64.6 6,331 Impervious Impervious Pond Area 100 10.0 1000 Paola-St. Lucie, A . Pervious Pond Area 39 6.5 263.5 CN (weighted) = 2Runofft' S = total product 8,709 = 87.09 1.49 yr in in Totals 4 Use CN 4 100 8,709 87 - total area 100 1000/ONI-lO = Frecuency . Rainfall, P (24 fir) Runoff, Q Storm #1 Storm #2 Storm #3 1 I I I I I I I I I I I I I I I 195 Time of Concentration (TR-55) Segment ID Cross section flow area, a ft2 Wetted perimeter, Pw ft Hydraulic radius, r = a/Pw ft Channel slope, s ft/ft Manning/s roughness coeff. n V = (1.49*(r)*(s))/n ft/s Flow length, L . . ft Tt = (L13600*V) hr Total Tc (add 6,11,and 19) hr TotalTc mm Notes: Ondick (off-site) 0.000 0.000 0.000 0.489 0.193 0.000 Plus pipe flow ... mm Total mm 4 Use mm 40.9 Highlight one: Highlight one: Preérfl I Developed I Jesup (on-site) Segment ID 1. Surface Description (Table 3-1) 2. Manning's roughness coeff., n (table 3-1) 3. Flow Length1 L (total <= 300 ft) ft 4. 2-year 24-hour rainfall, P2 in 5. Land slope, s ft/ft 6. Tt ( 0.007 * (nL)4Th)/((P2l)*(s)) ... hr 1 Range 0.13 300 5.0 0.005 0.489 + Project: Jesup's Reserve By: EMB Date: 03/15105 Loca Elan: Seminole county Checked: JsG Date: 03/15105 Segment ID 2 Surface description (paved or unpaved) Unpaved Unpaved 3. Flow length, L ft 220 90 Watercourse slope, s ft/ft 0.003 0.008 Average velocity, V (figure 3-1) ft/s 0.433 0.483 Tt = (L/(3600*V) hr 0.141 0.052 196 I I I I I 1 I I 1 I I I 1 I I I I! I I Time of ConcentraUon (TR-55) Highlight one: Present Deveioped Highlight one: Segment ID Surface Description (Table 3-1) Manning's roughness coeff., n (Table 3-1) Flow Length, L (total c 300 ft) ft 2-year 24-hour rainfall, P2 . in Land slope, s ft/ft it =( 0.007 * (nL)4)/((P2h/4)*(sZ)) ... hr I Woods 0.4 300 5.00 0.006 Jesup (on-site) Ondick (ff-site) Segment ID Surface description (paved or unpaved) ...... Flow length, L ft Watercourse slope, s Wft Average velocity, V (figure 3-1) ft/s Tt=(L/(3600*V) hr Segment ID Cross section flow area, a ft2 Wetted perimeter, Pw ft Hydraulic radius, r = a/Pw ft Channel slope, s ft/ft Manning/s roughness coeff. . n V = (l.49*(r2I3)*(s'2))/n ft/s Flow length, L ft Tt= (L/3600*V) hr Total Tc (add 6,11 and 19) hr TotalTc . mm Notes: Total mm 4 Use mm 2 Unpaved 453 0.0 10 0.50 0.252 + 0.000 0.000 + ) 0.000 Plus pipe flow ... mm 0.252 0.000 Project: Jesup's Reserve By: EMS Date: 03/1 5105 Location: Seminole County Checked: JSG Date: 03/15/05 1.368 82.07 0 82.1 197 I I I 1 I I I I I I I I 1 I I I I I I Time of Concentration (TR-55) *s.sSfltCeianmuaeMnnsiss Segment ID Surface description (paved or unpaved) Flow length, L ft Watercourse slope, s ft/ft Average velocity, V (figure 3-1) ft/s Tt=(L/(3600*V) hr Plus pipe flow ... mm Total mm 4 Use mitt 0.167 r-' flr'fl.--. -' '- , --'-- ' - ,sMa.bth4t4rn At*P MMb&b&4¼9#c't if.. t: ,n'4 T?t..k.V Total Tc (add 6,11 and 19) hr TotalTc mm Notes: 0.3 12 18.72 0 18.7 fl Segment ID ft2 ft ft ft/ft n ft/s ft hr ;_1_ CW fl'4#t fl '4'frLV. -.,m, rrr: p - 'L-.. 12. Cross section flow area, a 13. Wetted perimeter, Pw . 14. Hydraulic radius, r = a/Pw 15. Channel slope, s . 16. Manning/s roughness coeff. 17. V = (1.49*(r3)*(sti2))/n 18. Flow length, L 19. Tt = (L/3600*V) Pipe Flow 1.77 4.71 0.376 0.002 0.012 2.50 835 0.093 + ) 0.000 0.093 Project: Jesup's Reserve By EMB Date: 0311 5/05 Location: Seminole County Checked: JsG Date: 03115105 Highlight one Segment ID ft in ft/ft hr Highlight one: Present Deviopéd Jesiip (on4sitefl Ondick (off-site) 1. Surface Description (Table 3-1) 2. Manning's roughness coeff., n (Table 3-1) 3. Flow Length, L (total < 300 ft) . 4. 2-year 24-hour rainfall, P2 5. Land slope, s 6. Tt =( 0.007 * (nL)410)I((P2h12)*(s2Th)) . 1 Grass 0.41 10 5.000 0.015 0.052 + 0.000 0.052 2 Unpaved 50 0.0 15 0.08 0.167 + 0.000 198 APPENDIX C AdICPR Model Results Hydrologic and HydrauJic Calculations X%501-5760-000Wpermrts\Stormwatsr Report.doc c-i 199 Jesups Reserve Pre-Development Conditions Input Summary Basins Name: Jessup Group: BASE Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount (in): 0.000 Area(ac) : 11.030 Curve Number: 72.00 DCIA(%) : 0.00 Name: Ondick Group: BASE Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac) : 10.410 Curve Number: 61.00 DCIA(%) : 0.00 Includes five parcels at the northwest quadrant of the intersection of SR 434 and Tuskawilla Road. Hydrology Simulations Name: lOOYr-24Hr Filename: X:\501-5760-000\T\drainage\ICPR\Pre\100Yr-.24Hr.R32 Override Defaults: Yes Storm Duration (hrs) 24.00 Rainfall File: Flmod Rainfall Amount (in): 10.80 Time (lirs) Print Inc (mm) 30.000 5.00 lS-Mar-2005 Name: 2SYr-24Hr Filename: X:\501-5760-000\T\drainage\ICPR\Pre\2SYr-24Hr.R32 Override Defaults: Yes Storm Duration (lirs) : 24.00 Rainfall File: Flmod Rainfall Amount (in) : 8.64 Time(hrs) Print Inc(min) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2 Node: Ondick Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 256.0 Storm Duration(hrs) : 0.00 Time of Conc(min) : 82.00 Time Shift(hrs) : 0.00 Max Allowable Q(cfs) : 999999.000 Node: Jessup Type: SCS Unit Hydrograph Peaking Factor: 256.0 Storm Duration(hrs) : 0.00 Time of Conc(min) : 41.00 Time Shift (hrs) : 0.00 Max Allowable Q(cfs) : 999999.000 200 Jesup's Reserve Pre-Development Conditions Input Summary 30.000 5.00 Routing Simulations Name: Filename: Execute: No Alternative: No Max Delta Z(ft): 0.00 Time Step Optimizer: 0.000 Start Time (hrs) : 0.000 Mm Caic Time (sec) : 0.0000 Boundary Stages: Time (hrs) Group BASE l5-Mar--2 005 Print Inc (mini Run Yes Boundary Conditions Hydrology Slit: Restart: No Patch: No Delta Z Factor: 0.00000 End Time(hrs): 0.00 Max Caic Time(sec) : 0.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 201 Jesup's Reserve Pre-Developruent Conditions Basin Summary I Basin Name: Jessup Group Name: BASE Simulation: lOOYr-24Hr Node Name: Jessup Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 lS-Mar-2005 Basin Name: Ondick Group Name: BASE Simulation: lOOYr-24Hr Node Name: Ondick Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2 Peaking Fator: Spec Time Inc (mm) : Comp Time Inc (mm) : Rainfall File: 256.0 5.47 5.47 Fimod Rainfall Amount (in) : 10.800 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (mm) : 41.00 Time Shift (hrs) : 0.00 Area (ac) : 11.030 Vol of Unit nya (in) : 1.000 Curve Number: 72.000 DCIA (%) : 0.000 Time Max (lirs) : 12.39 Flow Max (cfs) : 27.829 Runoff Volume (in) : 7.214 Runoff Volume (ft3) : 288851.667 Peaking Fator: 256.0 Spec Time Inc (mm) : 10.93 Comp Time InC (mm) 10.93 Rainfall File: Fimod Rainfall Amount (in) : 10.800 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (rain): 82.00 Time Shift (hrs) : 0.00 Area (ac) 10.410 Vol of Unit Hyd (in) : 1.000 Curve Number: 61.000 DCIA (%) : 0.000 Time Max (hrs) : 12.94 Flow Max (cfs) : 12.885 Runoff Volume (in) : 5.683 Runoff Volume (ft3) : 214739.698 202 Jesups Reserve Pre-Development Conditions Basin Summary I Basin Name: Jessup Group Name: BASE Simulation: 2SYr-24Hr Node Name: Jessup Basin Type: SOS Unit Hydrograph Unit Hydrograph: t1h256 Basin Name: Ondick Group Name: EASE Simulation: 25Yr-24Hr Node Name: Ondick Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (mill): 10.93 Comp Time Inc (mm) : 10.93 Rainfall File: Fimod Rainfall Amount (in) 8.640 Storm Duration (hrs) : 24.00 Status: Onsite 15-Mar--2 005 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 Time of Conc (mm): 82.00 Time Shift (hrs) : 0.00 Area (ac) : 10.410 Vol of Unit Hyd (in) : 1.000 Curve Number: 61.000 DOrA (%) : 0.000 Time Max (hrs): 12.94 Flow Max (cfs) : 8.727 Runoff Volume (in) : 3.930 Runoff Volume (ft3) : 148492.145 Peaking Fator: Spec Time Inc (mm) : Comp Time Inc (mm): 256.0 5.47 5.47 Rainfall File: Fimod Rainfall Amount (in) : 8.640 Storm Duration (his) : 24.00 Status: Onsite Tine of Conc (mm) : 41.00 Time Shift (hrs) : 0.00 Area (ac) : 11.030 Vol of Unit Hyd (in) : 1.000 Curve Number: 72.000 DCIA (%) : 0.000 Time Max (hrs) : 12.39 Flow Max (cfs) : 20.235 Runoff Volume (in) : 5.256 Runoff Volume (ft3) : 210429.379 203 Jesup's Reserve Post-Development Conditions Input Summary Basins Nodes Name: Ondick Group: BASE Unit Hydrograph: Uh256 Rainfall File: Rainfall Araount(in) : 0.000 Area(ac) : 10.410 Curve Number: 61.00 DCIA(%) : 0.00 Includes five parcels at the northwest quadrant of the intersection of SR 434 and TusJcawilla Road. Name: Ondick Base Flow(cfs) : 0.000 Group: BASE Plunge Factor: 1.00 Type: Manhole, 1/2 Diameter Grooved Stage(ft) Area(ac) Name: Pondl Group: BASE Type: Stage/Area Stage (ft) Area (as) Name: Wetland Group: BASE Type: Time/Stage Time (hrs) Stage (ft) Name: l8-Mar-2005 41.200 45.000 = Operating Tables 1.1010 1.3490 Group: BASE Node: Ondick Status: Onsite Type: SCS Unit }{ydrograph Peaking Factor: 256.0 Storm Duration (hrs) : 0.00 Time of Corc(min): 82.00 Time Shift (hrs) : 0.00 Max Allowable Q(cfs) : 999999.000 mit Stage(ft) : 35.450 Warn Stage(ft) : 43.000 Base Flow(cfs) : 0.000 mit Stage(ft) : 41.200 Warn Stage(ft) : 44.000 nase Flow(cfs) : 0.000 mutt Stage(ft) : 35.000 Warn Stage(ft) : 35.300 Interconnected Channel and Pond Routing Model (TCPR) ©2002 Slreamline Technologies, Inc. Page 1 of 5 Nape: Jessup Group: BASE Unit Hydrograph: Uh256 Node Pondl Type: ECS Unit Hydrograph Peaking Factor: Status: Onsite 256.0 Rainfall File: Storm Duration (hrs) : 0.00 Rainfall Amount (in): 0000 Time of Cone (mm): 19.00 Areaac : 11.030 Tine Shift (hrs) : 0.00 Curve Number: 87.00 Max Allowable Q(cfs) : 599999.000 DCIA(%) : 0.00 0.00 35 .000 48.00 35.000 204 Jesup's Reserve Post-Development Conditions Input Summary I Type: Bottom Clip FunCtion: Time vs. Depth of Clip Time(hrs) Clip Depth(in) Pipes Name: Outfall From Node: Ondick Group: BASE To Node: Wetland UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in) r 30.00 30.00 Rise(in) : 30.00 30.00 Invert(ft) : 34.770 29.500 Manning's N: 0.012000 0.012000 Top Clip(io) : 0.000 0.000 But Clip(in) : 0.000 0.000 Upstream FEWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FEWA Inlet Edge Description: circular Concrete: Square edge w/ headwall Drop Structures Name: Pondloutlet Group: BASE UPSTREAM DOwNSTREAM Friction Equation: Average Conveyance Geometry: Circular Circular Solution Algorithm: Automatic Span(in) : 30.00 30.00 Flow: Both Rise(in) : 30.00 30.00 Entrance toss Coef: 1.000 Invert(ft) : 35.300 34.770 Exit Loss Ccef: 0.500 Manning's N: 0.012000 0.012000 outlet Ctrl Spec: Use do or tw Top Clip(in) 0.000 0.000 Inlet Ctrl Spec: Use dn Sot Clip(im) : 0.000 0.000 Solution moe: 10 Upstream FEWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 3 for Drop Structure PondlOutlet " l8-Mar-2 005 count: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Count: 2 Type: Vertical: Mavis Flow: Both From Node: Pondl To Node: ondick Length(ft) : 1319.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 1.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.50 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Bottom Clip (in): 0.000 Top Clip(in) : 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Span(in) : 2.04 Invert(ft) : 40.700 Rise(in) : 2.B4 Control Elev(ft) 41.200 '" Weir 2 of 3 for Drop Structure Pondloutlet " Bottom Clip (in): 0.000 Top Clip(in) : 0.000 Weir Disc Coef: 3.200 Length(ft) : 554.00 Count: 1 TABLE TABLE InterConneCted Channel and Pond Routing Model (ICPR) 02002 Stmeamline Technologies, mo. Page 2 of 5 205 I I I I I I I I I I I I I I I I I I I Jesups Reserve Post-IDevelmptuent Conditions Input Summary Hydrology Simulations Name: lOOYr-24Hr Filename: X:\501-51GO-000\T\drainage\IOPR\Post\lDOYr-245r.R32 Override Defaults: Yes Storm Duration (lirs) : 24.00 Rainfall File: Fimod Rainfall Amount(in) 10.80 Time (hrs) Print Inc (tin) 48.000 5.00 Name: 2SYr-24Hr Filename: I: \501-5760-000\T\drainage\ICPR\Post\2SYr--245r.R32 Override Defaults: Yes Storm Duration (lirs) : 24.00 Rainfall File: Flood Rainfall Amount(in) : 8.84 Time (lirs) Print Inc (tin) 48.000 5.00 Mate: 3Yr-24Hr Filename: X:\Sol-5760-000\T\drainage\ICPR\Post\3Yr-24Hr.R32 Override Defaults: Yes Storm Duration (hrs) : 24.00 Rainfall File: Flmod Rainfall Amount (in): 5.84 Time(hrs) Print Inc(rnin) 48.000 8.00 == Routing Simulations Max Delta Z(ft) : 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Mm Cab Time (sea): 0.5000 Boundary Stages: lOOYr-24Hr 18-Mar-SODS Name: lOOYr-24Hr Hydrology Sim: lOOYr-24Hr Filename: X: \801-5760-000\T\drainage\ICPR\Post\lO0Yr-24Hr .132 Delta 3 Factor; 0.00500 End Time (hrs) : 48.00 Max Calc Time (sec) : 60.0000 moundary Flows: *** Geometry: Rectangular Span(in) : 33.00 Rise(in) : 13.12 Weir 3 of 3 for Drop Structure Pondloutlet Cmunt: 1 Type: Horizontal Flow: Both Geometry: Rectangular Span(in) : 48.00 Rise (in): 36.00 Orifice Disc Coef: Invert(ft) r Control Elev(ft) : *** Bottom Clip (in): Top Clip (in): Weir Disc Coe: Orifice Disc Coat: Invert(ft) : Control Elev(ft) : 0.800 42.440 42.440 0.000 0.000 3.200 0.600 43.100 43.100 TABLE Execute: Yes Restart: No Alternative: No Patch: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 5 206 tiesups Reserve Post-Development Conditions Input Summary I I I I I I I 18-Mar-2 005 Max Delta 2(tt) : 1.00 Time Step Optiraizer: l00O0 Start Time (jars): 0.000 Mm Cab Time(sec) : 0.5000 Boundary Stages: 25Yr-245r Execute: Yes Alternative: No Max Delta Z(ft) : 1.00 Time Step Optimizer: 10.000 Start Time (jars): 0.000 Mm Cab Time (seo) 0.5000 Boundary Stages: 48.000 5.000 Group Run BASE Yes Boundary Conditions Name: 2SYr-24Hr Node: Wetland Time (lirs) Stage (ft) Restart: No Patch: No Delta B Factor; 0.00500 End Time (lire): 48.00 Max Cab Time(sec) : 60.0000 Boundary Flows: Delta 2 Factor: 0.00500 End Time(hre) : 48.00 Max Cabs Time(sec): 60.0000 Boundary Flows: Type: Stage 0.000 35.230 1 48.000 35.230 Name: bOOYr-24Hr Node: Wetland Type: Stage Interconnected Channel and Pond Routing Model (TCPR) ©2002 Streamline Technologies, Inc. Page 4 of 5 Time (irs) Print Inc (mm) 48.000 5.000 Group Run BASE Yes Name: 2SYr-24Hr Hydrology Sim: 2SYr-24Hr Filename: X: \50l-5760--000\T\drainage\ICPR\Post\2SYr-24Hr. 132 48.000 5.000 Group Run BASE Yes Name: 3Yr-24Hr Hydrology Sim: 3Yr-24Hr Filename: X:\S0l-5750-000\T\drainage\ICPR\Post\3Yr24Hr.132 Execute: Yes Restart, No Patoli: No Alternative: No I I I I I Time (lire) Print Inc (mlxi) I I Time (lirs) Print Inc (mm) 207 Jesup's Reserve Poet-pevelopment Conditions Input Summary 18-Mar-2005 Time (lirs) Stage (ft) 0.000 35.290 48.000 35.230 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streaniline Technologies, hc, PageS of 5 208 Jesup's Reserve Post-Development Conditions Basin Summary I Basin Name: Jessup I Group Name: EASE Simulation: lOOYr-24Hr - - Node Name: Pondl I Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 I I I I Basin Name: Ondick Group Name: BASE lOOYr-24Hr Node Name: Ondick Basin Type: SOS Unit Hydrograph Unit Hydrograph: Uh256 I I I I I I 18-Mar-2005 Interconnected Channel and Pond Routing Model (JCPR) ©2002 Streamline Technologies, Inc. Page 1 of 2 Peaking Fator: 256.0 Spec Time Inc (mm) : 2.53 Comp Time Inc (mm) : 2.53 Rainfall File: Flmod Rainfall Amount (in) 10.800 Storm Duration (hrs) 24.00 Status: onsite Time of Conc (mm): 19.00 Time Shift (hrs) : 0.00 Area (ac) : 11.030 Vol of Unit Hyd (in): 1.000 Curve Number: 87.000 DCIA (%) : 0.000 ITime Max (hrs) : 12.12 Flow Max (cfs) : 51.588 Runoff Volume (in): 9.188 Runoff Volume (ft3) : 367879.063 Peaking Fator: 256.0 Spec Time Inc (mm) 10.93 Comp Time Inc (mm) : 10.93 Rainfall File: Fimod Rainfall Amount (in) : 10.800 Storm Duration (lirs) : 24.00 Status: Onsite Time of Conc (mm): 82.00 Time Shift (hrs) : 0.00 Area (at) : 10.410 Vol of Unit Hyd (in) : 1.000 Curve Number: 61.000 DCIA (%) : 0.000 Time Max (hrs) : 12.94 Flow Max (cfs) : 12.885 Runoff Volume (in) : 5.683 Runoff Volume (ft3) : 214739.698 209 Jesup's Reserve Post-Development Conditions Basin Summary Basin Name: Jessup Group Name: BASE Simulation: 25Yr-24Hr Node Name: Pondl Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Basin Name: Ondick Group Name: BASE Simulation: 25Yr-24Hr Node Name: Ondick Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 18-Mar-2 005 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 Peaking Fator: 256.0 Spec Time Inc (mm) : 2.53 Comp Time Inc (mm): 2.53 Rainfall File: Fimod Rainfall Amount (in) : 8.640 Storm Duration (hrs) : 24.00 Status: Onsite Time of Coxic (mm): 19.00 Time Shift (hrs) : 0.00 Area (ac) : 11.030 Vol of Unit Hyd (in) : 1.000 Curve Number: 87.000 DCIA () : 0.000 Time Max (hrs): 12.12 Flow Max (cfs) : 40.164 Runoff Volume (in): 7.070 Runoff Volume (ftl) : 283075.943 Peaking Fator: 256.0 Spec Time Inc (mm) : 10.93 Comp Time Inc (mm) : 10.93 Rainfall File: Flmod Rainfall Amount (in) : 8.640 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (mm): 82.00 Time Shift (hrs) : 0.00 Area (ac) : 10.410 Vol of Unit Hyd (in) : 1.000 Curve Number: 61.000 DCIA (%) : 0.000 Time Max (hrs): 12.94 Flow Max (cfs) : 8.727 Runoff Volume (in): 3.930 Runoff Volume (ft3) : 148492.145 210 (ICPR) ©2002 Streamline 21.173 0.000 28.140 19.941 0.000 MAX ALLOWABLE 25YR-24HR STORM DISCHARGE RATE 21 1 - - - - aaaaaaafl Tesups Reserve Post-Development Conditions Link Maximums Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage US Stage US Stage hrs cfs cfs ft hrs ft Outfall BASE l0OYr-24Hr 1293 31364 1.718 12.94 42.712 0.00 35.290 Pondloutlet BASE lOOYr-24Hr 12.23 21.173 0.050 13.03 44.260 12.94 42.712 outfall SASS 2SYr-245r 12.84 28.140 1.913 12.04 41.180 0.00 35.230 PondlOutlet BASS 251r-24Hr 12.56 19.941 0.054 12.70 43.561 12.84 41-180 18-Mar-2005 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of 1 21 2 Kimley-Horn and Associates, Inc. Winter Springs Marketplace APPENDIX C Post- Development Drainage Calculations 213 Basin Area =0.83 acres AREA SCS SOIL COVER TYPE AND CONDITIONS CURVE SUB TYPE NUMBER TOTAL Grass (Lawns, Parks, Golf Courses, etc.) A Cover < 50%68 0.0 A Cover 50% to 75%49 0.0 0.41 A Cover > 75%39 16.1 Grass (Lawns, Parks, Golf Courses, etc.) B Cover < 50%79 0.0 B Cover 50% to 75%69 0.0 B Cover > 75%61 0.0 Grass (Lawns, Parks, Golf Courses, etc.) C Cover < 50%86 0.0 C Cover 50% to 75%79 0.0 C Cover > 75%74 0.0 Grass (Lawns, Parks, Golf Courses, etc.) D Cover < 50%89 0.0 D Cover 50% to 75%84 0.0 D Cover > 75%80 0.0 Woods(Forest, Orchard) A Cover < 50%45 0.0 A Cover 50% to 75%35 0.0 A Cover > 75%25 0.0 Woods(Forest, Orchard) B Cover < 50%66 0.0 B Cover 50% to 75%60 0.0 B Cover > 75%55 0.0 Woods(Forest, Orchard) C Cover < 50%77 0.0 C Cover 50% to 75%74 0.0 C Cover > 75%70 0.0 Woods(Forest, Orchard) D Cover < 50%83 0.0 D Cover 50% to 75%80 0.0 D Cover > 75%77 0.0 0.00 A,B,C,D Impervious (Pond)98 0.0 0.42 A,B,C,D Impervious (Pavement, Concrete, Roofs)98 40.7 WEIGHTED CURVE NUMBER =68.6 WEIGHTED CURVE NUMBER = SUM (CN*AREA) / TOTAL AREA CURVE NUMBER WORKSHEET WINTER SPRINGS MARKETPLACE POST-DEVELOPMENT BASIN "BASIN-A" K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 214 Basin Area =1.12 acres AREA SCS SOIL COVER TYPE AND CONDITIONS CURVE SUB TYPE NUMBER TOTAL Grass (Lawns, Parks, Golf Courses, etc.) A Cover < 50%68 0.0 A Cover 50% to 75%49 0.0 0.46 A Cover > 75%39 18.1 Grass (Lawns, Parks, Golf Courses, etc.) B Cover < 50%79 0.0 B Cover 50% to 75%69 0.0 B Cover > 75%61 0.0 Grass (Lawns, Parks, Golf Courses, etc.) C Cover < 50%86 0.0 C Cover 50% to 75%79 0.0 C Cover > 75%74 0.0 Grass (Lawns, Parks, Golf Courses, etc.) D Cover < 50%89 0.0 D Cover 50% to 75%84 0.0 D Cover > 75%80 0.0 Woods(Forest, Orchard) A Cover < 50%45 0.0 A Cover 50% to 75%35 0.0 A Cover > 75%25 0.0 Woods(Forest, Orchard) B Cover < 50%66 0.0 B Cover 50% to 75%60 0.0 B Cover > 75%55 0.0 Woods(Forest, Orchard) C Cover < 50%77 0.0 C Cover 50% to 75%74 0.0 C Cover > 75%70 0.0 Woods(Forest, Orchard) D Cover < 50%83 0.0 D Cover 50% to 75%80 0.0 D Cover > 75%77 0.0 0.34 A,B,C,D Impervious (Pond)98 33.6 0.31 A,B,C,D Impervious (Pavement, Concrete, Roofs)98 30.5 WEIGHTED CURVE NUMBER =73.5 WEIGHTED CURVE NUMBER = SUM (CN*AREA) / TOTAL AREA CURVE NUMBER WORKSHEET WINTER SPRINGS MARKETPLACE POST-DEVELOPMENT BASIN "BASIN-B" K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 215 Basin Area =2.97 acres AREA SCS SOIL COVER TYPE AND CONDITIONS CURVE SUB TYPE NUMBER TOTAL Grass (Lawns, Parks, Golf Courses, etc.) A Cover < 50%68 0.0 A Cover 50% to 75%49 0.0 0.40 A Cover > 75%39 15.5 Grass (Lawns, Parks, Golf Courses, etc.) B Cover < 50%79 0.0 B Cover 50% to 75%69 0.0 B Cover > 75%61 0.0 Grass (Lawns, Parks, Golf Courses, etc.) C Cover < 50%86 0.0 C Cover 50% to 75%79 0.0 C Cover > 75%74 0.0 Grass (Lawns, Parks, Golf Courses, etc.) D Cover < 50%89 0.0 D Cover 50% to 75%84 0.0 D Cover > 75%80 0.0 Woods(Forest, Orchard) A Cover < 50%45 0.0 A Cover 50% to 75%35 0.0 A Cover > 75%25 0.0 Woods(Forest, Orchard) B Cover < 50%66 0.0 B Cover 50% to 75%60 0.0 B Cover > 75%55 0.0 Woods(Forest, Orchard) C Cover < 50%77 0.0 C Cover 50% to 75%74 0.0 C Cover > 75%70 0.0 Woods(Forest, Orchard) D Cover < 50%83 0.0 D Cover 50% to 75%80 0.0 D Cover > 75%77 0.0 0.00 A,B,C,D Impervious (Pond)98 0.0 2.58 A,B,C,D Impervious (Pavement, Concrete, Roofs)98 252.4 WEIGHTED CURVE NUMBER =90.1 WEIGHTED CURVE NUMBER = SUM (CN*AREA) / TOTAL AREA CURVE NUMBER WORKSHEET WINTER SPRINGS MARKETPLACE POST-DEVELOPMENT BASIN "BASIN-C" K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 216 Basin Area =0.88 acres AREA SCS SOIL COVER TYPE AND CONDITIONS CURVE SUB TYPE NUMBER TOTAL Grass (Lawns, Parks, Golf Courses, etc.) A Cover < 50%68 0.0 A Cover 50% to 75%49 0.0 0.20 A Cover > 75%39 7.9 Grass (Lawns, Parks, Golf Courses, etc.) B Cover < 50%79 0.0 B Cover 50% to 75%69 0.0 B Cover > 75%61 0.0 Grass (Lawns, Parks, Golf Courses, etc.) C Cover < 50%86 0.0 C Cover 50% to 75%79 0.0 C Cover > 75%74 0.0 Grass (Lawns, Parks, Golf Courses, etc.) D Cover < 50%89 0.0 D Cover 50% to 75%84 0.0 D Cover > 75%80 0.0 Woods(Forest, Orchard) A Cover < 50%45 0.0 A Cover 50% to 75%35 0.0 A Cover > 75%25 0.0 Woods(Forest, Orchard) B Cover < 50%66 0.0 B Cover 50% to 75%60 0.0 B Cover > 75%55 0.0 Woods(Forest, Orchard) C Cover < 50%77 0.0 C Cover 50% to 75%74 0.0 C Cover > 75%70 0.0 Woods(Forest, Orchard) D Cover < 50%83 0.0 D Cover 50% to 75%80 0.0 D Cover > 75%77 0.0 0.00 A,B,C,D Impervious (Pond)98 0.0 0.68 A,B,C,D Impervious (Pavement, Concrete, Roofs)98 66.7 WEIGHTED CURVE NUMBER =84.5 WEIGHTED CURVE NUMBER = SUM (CN*AREA) / TOTAL AREA CURVE NUMBER WORKSHEET WINTER SPRINGS MARKETPLACE POST-DEVELOPMENT BASIN "BASIN-D" K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 217 Basin Area =0.49 acres AREA SCS SOIL COVER TYPE AND CONDITIONS CURVE SUB TYPE NUMBER TOTAL Grass (Lawns, Parks, Golf Courses, etc.) A Cover < 50%68 0.0 A Cover 50% to 75%49 0.0 0.11 A Cover > 75%39 4.3 Grass (Lawns, Parks, Golf Courses, etc.) B Cover < 50%79 0.0 B Cover 50% to 75%69 0.0 B Cover > 75%61 0.0 Grass (Lawns, Parks, Golf Courses, etc.) C Cover < 50%86 0.0 C Cover 50% to 75%79 0.0 C Cover > 75%74 0.0 Grass (Lawns, Parks, Golf Courses, etc.) D Cover < 50%89 0.0 D Cover 50% to 75%84 0.0 D Cover > 75%80 0.0 Woods(Forest, Orchard) A Cover < 50%45 0.0 A Cover 50% to 75%35 0.0 A Cover > 75%25 0.0 Woods(Forest, Orchard) B Cover < 50%66 0.0 B Cover 50% to 75%60 0.0 B Cover > 75%55 0.0 Woods(Forest, Orchard) C Cover < 50%77 0.0 C Cover 50% to 75%74 0.0 C Cover > 75%70 0.0 Woods(Forest, Orchard) D Cover < 50%83 0.0 D Cover 50% to 75%80 0.0 D Cover > 75%77 0.0 0.00 A,B,C,D Impervious (Pond)98 0.0 0.38 A,B,C,D Impervious (Pavement, Concrete, Roofs)98 36.9 WEIGHTED CURVE NUMBER =84.6 WEIGHTED CURVE NUMBER = SUM (CN*AREA) / TOTAL AREA CURVE NUMBER WORKSHEET WINTER SPRINGS MARKETPLACE POST-DEVELOPMENT BASIN "BASIN-E" K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 218 Basin Area =0.95 acres AREA SCS SOIL COVER TYPE AND CONDITIONS CURVE SUB TYPE NUMBER TOTAL Grass (Lawns, Parks, Golf Courses, etc.) A Cover < 50%68 0.0 A Cover 50% to 75%49 0.0 0.29 A Cover > 75%39 11.2 Grass (Lawns, Parks, Golf Courses, etc.) B Cover < 50%79 0.0 B Cover 50% to 75%69 0.0 B Cover > 75%61 0.0 Grass (Lawns, Parks, Golf Courses, etc.) C Cover < 50%86 0.0 C Cover 50% to 75%79 0.0 C Cover > 75%74 0.0 Grass (Lawns, Parks, Golf Courses, etc.) D Cover < 50%89 0.0 D Cover 50% to 75%84 0.0 D Cover > 75%80 0.0 Woods(Forest, Orchard) A Cover < 50%45 0.0 A Cover 50% to 75%35 0.0 A Cover > 75%25 0.0 Woods(Forest, Orchard) B Cover < 50%66 0.0 B Cover 50% to 75%60 0.0 B Cover > 75%55 0.0 Woods(Forest, Orchard) C Cover < 50%77 0.0 C Cover 50% to 75%74 0.0 C Cover > 75%70 0.0 Woods(Forest, Orchard) D Cover < 50%83 0.0 D Cover 50% to 75%80 0.0 D Cover > 75%77 0.0 0.00 A,B,C,D Impervious (Pond)98 0.0 0.67 A,B,C,D Impervious (Pavement, Concrete, Roofs)98 65.2 WEIGHTED CURVE NUMBER =80.2 WEIGHTED CURVE NUMBER = SUM (CN*AREA) / TOTAL AREA CURVE NUMBER WORKSHEET WINTER SPRINGS MARKETPLACE POST-DEVELOPMENT BASIN "BASIN-F" K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 219 Basin Area =0.67 acres AREA SCS SOIL COVER TYPE AND CONDITIONS CURVE SUB TYPE NUMBER TOTAL Grass (Lawns, Parks, Golf Courses, etc.) A Cover < 50%68 0.0 A Cover 50% to 75%49 0.0 A Cover > 75%39 0.0 Grass (Lawns, Parks, Golf Courses, etc.) B Cover < 50%79 0.0 B Cover 50% to 75%69 0.0 B Cover > 75%61 0.0 Grass (Lawns, Parks, Golf Courses, etc.) C Cover < 50%86 0.0 C Cover 50% to 75%79 0.0 C Cover > 75%74 0.0 Grass (Lawns, Parks, Golf Courses, etc.) D Cover < 50%89 0.0 D Cover 50% to 75%84 0.0 D Cover > 75%80 0.0 Woods(Forest, Orchard) A Cover < 50%45 0.0 A Cover 50% to 75%35 0.0 A Cover > 75%25 0.0 Woods(Forest, Orchard) B Cover < 50%66 0.0 B Cover 50% to 75%60 0.0 B Cover > 75%55 0.0 Woods(Forest, Orchard) C Cover < 50%77 0.0 C Cover 50% to 75%74 0.0 C Cover > 75%70 0.0 Woods(Forest, Orchard) D Cover < 50%83 0.0 D Cover 50% to 75%80 0.0 D Cover > 75%77 0.0 0.00 A,B,C,D Impervious (Pond)98 0.0 0.67 A,B,C,D Impervious (Pavement, Concrete, Roofs)98 65.3 WEIGHTED CURVE NUMBER =98.0 WEIGHTED CURVE NUMBER = SUM (CN*AREA) / TOTAL AREA CURVE NUMBER WORKSHEET WINTER SPRINGS MARKETPLACE POST-DEVELOPMENT BASIN "BASIN-G.1" K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 220 Basin Area =0.56 acres AREA SCS SOIL COVER TYPE AND CONDITIONS CURVE SUB TYPE NUMBER TOTAL Grass (Lawns, Parks, Golf Courses, etc.) A Cover < 50%68 0.0 A Cover 50% to 75%49 0.0 A Cover > 75%39 0.0 Grass (Lawns, Parks, Golf Courses, etc.) B Cover < 50%79 0.0 B Cover 50% to 75%69 0.0 B Cover > 75%61 0.0 Grass (Lawns, Parks, Golf Courses, etc.) C Cover < 50%86 0.0 C Cover 50% to 75%79 0.0 C Cover > 75%74 0.0 Grass (Lawns, Parks, Golf Courses, etc.) D Cover < 50%89 0.0 D Cover 50% to 75%84 0.0 D Cover > 75%80 0.0 Woods(Forest, Orchard) A Cover < 50%45 0.0 A Cover 50% to 75%35 0.0 A Cover > 75%25 0.0 Woods(Forest, Orchard) B Cover < 50%66 0.0 B Cover 50% to 75%60 0.0 B Cover > 75%55 0.0 Woods(Forest, Orchard) C Cover < 50%77 0.0 C Cover 50% to 75%74 0.0 C Cover > 75%70 0.0 Woods(Forest, Orchard) D Cover < 50%83 0.0 D Cover 50% to 75%80 0.0 D Cover > 75%77 0.0 0.00 A,B,C,D Impervious (Pond)98 0.0 0.56 A,B,C,D Impervious (Pavement, Concrete, Roofs)98 54.8 WEIGHTED CURVE NUMBER =98.0 WEIGHTED CURVE NUMBER = SUM (CN*AREA) / TOTAL AREA CURVE NUMBER WORKSHEET WINTER SPRINGS MARKETPLACE POST-DEVELOPMENT BASIN "BASIN-G.2" K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 221 Basin Area =0.79 acres AREA SCS SOIL COVER TYPE AND CONDITIONS CURVE SUB TYPE NUMBER TOTAL Grass (Lawns, Parks, Golf Courses, etc.) A Cover < 50%68 0.0 A Cover 50% to 75%49 0.0 0.25 A Cover > 75%39 9.8 Grass (Lawns, Parks, Golf Courses, etc.) B Cover < 50%79 0.0 B Cover 50% to 75%69 0.0 B Cover > 75%61 0.0 Grass (Lawns, Parks, Golf Courses, etc.) C Cover < 50%86 0.0 C Cover 50% to 75%79 0.0 C Cover > 75%74 0.0 Grass (Lawns, Parks, Golf Courses, etc.) D Cover < 50%89 0.0 D Cover 50% to 75%84 0.0 D Cover > 75%80 0.0 Woods(Forest, Orchard) A Cover < 50%45 0.0 A Cover 50% to 75%35 0.0 A Cover > 75%25 0.0 Woods(Forest, Orchard) B Cover < 50%66 0.0 B Cover 50% to 75%60 0.0 B Cover > 75%55 0.0 Woods(Forest, Orchard) C Cover < 50%77 0.0 C Cover 50% to 75%74 0.0 C Cover > 75%70 0.0 Woods(Forest, Orchard) D Cover < 50%83 0.0 D Cover 50% to 75%80 0.0 D Cover > 75%77 0.0 0.00 A,B,C,D Impervious (Pond)98 0.0 0.54 A,B,C,D Impervious (Pavement, Concrete, Roofs)98 52.5 WEIGHTED CURVE NUMBER =79.1 WEIGHTED CURVE NUMBER = SUM (CN*AREA) / TOTAL AREA CURVE NUMBER WORKSHEET WINTER SPRINGS MARKETPLACE POST-DEVELOPMENT BASIN "BASIN-H" K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 222 Basin Area =0.44 acres AREA SCS SOIL COVER TYPE AND CONDITIONS CURVE SUB TYPE NUMBER TOTAL Grass (Lawns, Parks, Golf Courses, etc.) A Cover < 50%68 0.0 A Cover 50% to 75%49 0.0 0.10 A Cover > 75%39 3.9 Grass (Lawns, Parks, Golf Courses, etc.) B Cover < 50%79 0.0 B Cover 50% to 75%69 0.0 B Cover > 75%61 0.0 Grass (Lawns, Parks, Golf Courses, etc.) C Cover < 50%86 0.0 C Cover 50% to 75%79 0.0 C Cover > 75%74 0.0 Grass (Lawns, Parks, Golf Courses, etc.) D Cover < 50%89 0.0 D Cover 50% to 75%84 0.0 D Cover > 75%80 0.0 Woods(Forest, Orchard) A Cover < 50%45 0.0 A Cover 50% to 75%35 0.0 A Cover > 75%25 0.0 Woods(Forest, Orchard) B Cover < 50%66 0.0 B Cover 50% to 75%60 0.0 B Cover > 75%55 0.0 Woods(Forest, Orchard) C Cover < 50%77 0.0 C Cover 50% to 75%74 0.0 C Cover > 75%70 0.0 Woods(Forest, Orchard) D Cover < 50%83 0.0 D Cover 50% to 75%80 0.0 D Cover > 75%77 0.0 0.00 A,B,C,D Impervious (Pond)98 0.0 0.34 A,B,C,D Impervious (Pavement, Concrete, Roofs)98 33.8 WEIGHTED CURVE NUMBER =84.8 WEIGHTED CURVE NUMBER = SUM (CN*AREA) / TOTAL AREA CURVE NUMBER WORKSHEET WINTER SPRINGS MARKETPLACE POST-DEVELOPMENT BASIN "BASIN-I" K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 223 Basin Area =0.53 acres AREA SCS SOIL COVER TYPE AND CONDITIONS CURVE SUB TYPE NUMBER TOTAL Grass (Lawns, Parks, Golf Courses, etc.) A Cover < 50%68 0.0 A Cover 50% to 75%49 0.0 0.08 A Cover > 75%39 3.0 Grass (Lawns, Parks, Golf Courses, etc.) B Cover < 50%79 0.0 B Cover 50% to 75%69 0.0 B Cover > 75%61 0.0 Grass (Lawns, Parks, Golf Courses, etc.) C Cover < 50%86 0.0 C Cover 50% to 75%79 0.0 C Cover > 75%74 0.0 Grass (Lawns, Parks, Golf Courses, etc.) D Cover < 50%89 0.0 D Cover 50% to 75%84 0.0 D Cover > 75%80 0.0 Woods(Forest, Orchard) A Cover < 50%45 0.0 A Cover 50% to 75%35 0.0 A Cover > 75%25 0.0 Woods(Forest, Orchard) B Cover < 50%66 0.0 B Cover 50% to 75%60 0.0 B Cover > 75%55 0.0 Woods(Forest, Orchard) C Cover < 50%77 0.0 C Cover 50% to 75%74 0.0 C Cover > 75%70 0.0 Woods(Forest, Orchard) D Cover < 50%83 0.0 D Cover 50% to 75%80 0.0 D Cover > 75%77 0.0 0.00 A,B,C,D Impervious (Pond)98 0.0 0.45 A,B,C,D Impervious (Pavement, Concrete, Roofs)98 44.5 WEIGHTED CURVE NUMBER =89.5 WEIGHTED CURVE NUMBER = SUM (CN*AREA) / TOTAL AREA CURVE NUMBER WORKSHEET WINTER SPRINGS MARKETPLACE POST-DEVELOPMENT BASIN "BASIN-J" K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 224 Littoral Zone Provided? NO Discharge Directly to Class I, II, III or OFW? NO Offline or Online? Online Basin A Area =0.83 acres Basin G.1 Area =0.67 acres Total Basin Area =1.49 acres Basin A Impervious Area =0.42 acres Basin G.1 Impervious Area =0.67 acres Total Impervious Area =1.08 acres TV = 0.5" of runoff over site = [(Basin Area)(0.5")]/12" =0.06 acre-ft. OR TV = 1.25" of runoff from imp. area = [(Imp Area)(1.25") ]/12" =0.11 acre-ft. PLUS Online TV = 0.5" of runoff from drainage area = [(Basin Area)(0.5")]/12" =0.06 acre-ft. OR 0.14 acre-ft. TOTAL REQUIRED TREATMENT VOLUME =0.17 acre-ft. 7,614 CF Required Treatment Volume at Elevation =45.42 ft Provided Treatment Volume =0.21 acre-ft. 9,021 CF Provided Treatment Volume at Elevation =45.60 ft Elevation Feet Area Area Volume Sum Volume Sum (FT)(SF)(AC)(CF)(Ac-Ft) T.O.B.46.5 3 9,156 0.210 15,984 0.367 45.5 2 6,360 0.146 8,226 0.189 44.5 1 3,966 0.091 3,063 0.070 BOTTOM 43.5 0 2,159 0.050 0 0.000 * Slopes > Elev. 43.5 ft (4:1) REQUIRED TREATMENT VOLUME & STAGE/STORAGE DRY RETENTION POND "SMA-A" (COMBINED VOLUME) *Nutrient Removal = 1.165" of runoff from drainage area = [(Basin Area-NWL Area)(1.165")]/12" = K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 225 Elevation Feet Area Area Volume Sum Volume Sum (FT)(SF)(AC)(CF)(Ac-Ft) T.O.B.46.5 3 6,112 0.140 11,368 0.261 45.5 2 4,457 0.102 6,084 0.140 44.5 1 2,967 0.068 2,372 0.054 BOTTOM 43.5 0 1,776 0.041 0 0.000 * Slopes > Elev. 43.5 ft (4:1) REQUIRED TREATMENT VOLUME & STAGE/STORAGE DRY RETENTION POND "SMA-A.1" K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 226 Elevation Feet Area Area Volume Sum Volume Sum (FT)(SF)(AC)(CF)(Ac-Ft) T.O.B.46.5 3 3,044 0.070 4,616 0.106 45.5 2 1,903 0.044 2,142 0.049 44.5 1 999 0.023 691 0.016 BOTTOM 43.5 0 383 0.009 0 0.000 * Slopes > Elev. 43.5 ft (4:1) REQUIRED TREATMENT VOLUME & STAGE/STORAGE DRY RETENTION POND "SMA-A.2" K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 227 Littoral Zone OR Pre-Treatment Provided? YES Discharge Directly to Class I, II, III or OFW? NO Basin B Area = 1.12 acres Basin G.2 Area = 0.56 acres Total Basin Area =1.68 acres Basin B Impervious Area = 0.31 acres Basin G.2 Impervious Area = 0.56 acres Total Impervious Area (Excluding pond area) =0.87 acres TV = 1" of runoff over site = [(Basin Area)(1")]/12" =0.14 acre-ft. OR TV = 2.5" of runoff from imp. area = [(Imp Area)(2.5") ]/12" =0.18 acre-ft. TOTAL REQUIRED TREATMENT VOLUME =0.18 acre-ft. 7,902 CF Required Treatment Volume at Elevation =41.01 ft 1/2 Required Treatment Volume =0.09 acre-ft. 1/2 Required Treatment Volume at Elevation =40.75 ft Provided Treatment Volume =1.02 acre-ft. 44,608 CF Provided Treatment Volume at Elevation =43.00 ft Elevation Feet Area Area Volume Sum Volume Sum (FT)(SF)(AC)(CF)(Ac-Ft) T.O.B.45 4.5 26,001 0.597 91,417 2.10 44 3.5 23,385 0.537 66,724 1.53 43 2.5 20,848 0.479 44,608 1.02 42 1.5 18,398 0.422 24,985 0.57 41 0.5 16,066 0.369 7,753 0.18 NWL 40.5 0 14,945 0.343 0 0.00 39.5 1 12,218 0.280 13,582 0.31 38.5 2 9,696 0.223 24,539 0.56 37.5 3 8,742 0.201 33,758 0.77 36.5 4 7,820 0.180 42,039 0.97 35.5 5 6,928 0.159 49,413 1.13 34.5 6 6,075 0.139 55,914 1.28 33.5 7 5,262 0.121 61,583 1.41 32.5 8 4,488 0.103 66,458 1.53 31.5 9 3,758 0.086 70,581 1.62 30.5 10 3,112 0.071 74,016 1.70 29.5 11 2,553 0.059 76,848 1.76 BOTTOM 28.5 12 2,061 0.047 79,155 1.82 * Slopes > Elev. 40.5 ft (5:1), < Elev. 40.5 ft (2:1) Mean Depth =5.30 ft REQUIRED TREATMENT VOLUME & STAGE/STORAGE WET DETENTION PROPOSED POND SMA-B K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 228 Littoral Zone OR Pre-Treatment Provided? YES Discharge Directly to Class I, II, III or OFW? NO PPV = (DA*C*R*RT)/(WS* CF) POND SMA-B DA = Drainage Area =1.68 acres C = Runoff Coefficient =0.550 R = Wet Season Rainfall Depth =31.0 inches RT = Residence Time =14 days WS = Wet Season =153 days CF = Conversion Factor =12 in/ft Required PPV 0.22 ac-ft additional 50% for no littoral Zone N/A ac-ft additional 50% for OFW discharge N/A ac-ft PPV Required 0.22 ac-ft PPV Provided 1.82 ac-ft Runoff Coefficient Calculation AREA (AC) RUNOFF COEFFICIENT IMPERVIOUS AREA 0.87 0.90 PERVIOUS AREA 0.46 0.30 C = [(Impervious Area)x(0.90) + (Pervious Area)x(0.30)] / (Total Area) RUNOFF COEFFICIENT =0.550 REQUIRED PERMANENT POOL VOLUME WET DETENTION PROPOSED POND SMA-B K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 229 Q = TV / 2 t CF =0.041 CFS WHERE:TV = TREATMENT VOLUME =7902 CF t = RECOVERY TIME =27 HrS CF = CONV FACTOR =3600 sec/Hr H = (H1 + H2) / 2 =0.38 Ft. WHERE:H1 = DEPTH OF TOTAL TREATMENT VOLUME = 0.51 Ft. H2 = DEPTH OF HALF THE TREATMENT VOLUME = 0.25 Ft. ORIFICE Q = C A (2 g h)1/2 ORIFICE FLOW EQUATION A = Q / C (2 g H)1/2 =0.01 SF WHERE:C = ORIFICE COEFFICIENT =0.6 g = CONSTANT =32.2 Ft/S2 H = HEAD =0.38 Ft. Q = RATE OF DISCHARGE =0.041 CFS THEREFORE: CALCULATED ORIFICE DIAMETER D = (4 A / PI)1/2 =1.58 INCHES Min. = 2.75 inches 3.0 INCHESPROVIDED = DRAWDOWN CALCULATION WET DETENTION PROPOSED POND SMA-B K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 230 Littoral Zone Provided? NO Discharge Directly to Class I, II, III or OFW? NO Offline or Online? ONLINE Basin C Area =2.97 acres Basin C Impervious Area =2.58 acres TV = 0.5" of runoff over site = [(Basin Area)(0.5")]/12" =0.12 acre-ft. OR TV = 1.25" of runoff from imp. area = [(Imp Area)(1.25") ]/12" =0.27 acre-ft. PLUS Online TV = 0.5" of runoff from drainage area = [(Basin Area)(0.5")]/12" =0.12 acre-ft. OR 0.35 acre-ft. TOTAL REQUIRED TREATMENT VOLUME =0.39 acre-ft. 17,082 CF REQUIRED TREATMENT VOLUME & STAGE/STORAGE DRY RETENTION PROPOSED EXFILTRATION TRENCH C *Nutrient Removal = 1.396" of runoff from drainage area = [(Basin Area-NWL Area)(1.396")]/12" = **0.35-ac-ft of volume provided within Exfiltration Trench C system, remainder of the 0.39-ac- ft of required volume provided within interconnected exfiltration system SMA-G. *See BMPTrains analysis for required inches over catchment area. K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 231 Elevation nutrient volume is provided:43.33 ft. Required Nutrient Treatment Volume:0.39 ac.ft. Provided Nutrient Removal Volume:0.35 ac.ft. STONE Incr. Area (cf) Incr. Volume (cf) Incr. Volume (cf) Incr. Volume (cf) Cummulative Volume (cf) Cummulative Volume (ac.-ft.) 43.58 1.58 0.00 0.0 0.0 0.0 16,579.2 0.381 43.58 1.58 0.00 0.0 0.0 0.0 16,579.2 0.381 43.58 1.58 0.04 141.2 196.3 337.5 16,579.2 0.381 43.50 1.50 0.07 251.6 163.2 414.8 16,241.7 0.373 43.42 1.42 0.09 437.1 319.0 756.0 15,827.0 0.363 43.33 1.33 0.10 577.5 276.9 854.3 15,070.9 0.346 43.25 1.25 0.11 666.9 250.0 917.0 14,216.6 0.326 43.17 1.17 0.12 731.9 230.5 962.5 13,299.6 0.305 43.08 1.08 0.13 779.7 216.2 995.9 12,337.2 0.283 43.00 1.00 0.13 813.5 206.1 1,019.5 11,341.3 0.260 42.92 0.92 0.13 835.2 199.6 1,034.7 10,321.7 0.237 42.83 0.83 0.13 845.8 196.4 1,042.2 9,287.0 0.213 42.75 0.75 0.13 845.9 196.4 1,042.2 8,244.8 0.189 42.67 0.67 0.13 835.3 199.5 1,034.8 7,202.6 0.165 42.58 0.58 0.13 813.8 206.0 1,019.7 6,167.7 0.142 42.50 0.50 0.12 780.3 216.0 996.3 5,148.0 0.118 42.42 0.42 0.11 733.3 230.1 963.4 4,151.7 0.095 42.33 0.33 0.10 670.0 249.1 919.1 3,188.2 0.073 42.25 0.25 0.09 584.9 274.7 859.5 2,269.1 0.052 42.17 0.17 0.07 465.8 310.4 776.2 1,409.6 0.032 42.08 0.08 0.04 261.8 371.6 633.4 633.4 0.015 42.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 42.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 42.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 STONE PIPE STONE SYSTEM Elevation (ft) System Depth (ft) PIPE SMA-C (COMBINED) STAGE VERSUS STORAGE RELATIONSHIP Winter Springs Marketplace Winter Springs, FL CES#: 653,316 11/12/2020 232 Overall System Footprint =8,458 sf Pipe Diameter =17 in Pipe Invert =42.00 ft Total Pipe Length =3,218 ft Stone Porosity =30 % Stone Above Pipe =0 in Stone Below Invert =0 in STONE Section Depth Section Area Incr. Area (cf) Incr. Volume (cf) Incr. Volume (cf) Incr. Volume (cf) Cummulative Volume (cf) Cummulative Volume (ac.-ft.) 43.42 1.42 1.42 1.58 0.00 0.0 0.0 0.0 7,144.9 0.164 43.42 1.42 1.42 1.58 0.00 0.0 0.0 0.0 7,144.9 0.164 43.42 1.42 1.42 1.58 0.04 120.6 175.2 295.9 7,144.9 0.164 43.33 1.33 1.33 1.54 0.07 214.3 147.2 361.4 6,849.0 0.157 43.25 1.25 1.25 1.47 0.08 268.4 130.9 399.4 6,487.6 0.149 43.17 1.17 1.17 1.39 0.10 306.8 119.4 426.2 6,088.2 0.140 43.08 1.08 1.08 1.29 0.10 334.9 111.0 445.8 5,662.0 0.130 43.00 1.00 1.00 1.19 0.11 355.2 104.9 460.1 5,216.2 0.120 42.92 0.92 0.92 1.08 0.11 369.0 100.8 469.7 4,756.1 0.109 42.83 0.83 0.83 0.96 0.12 377.0 98.3 475.3 4,286.4 0.098 42.75 0.75 0.75 0.85 0.12 379.6 97.6 477.2 3,811.1 0.087 42.67 0.67 0.67 0.73 0.12 377.0 98.3 475.3 3,333.9 0.077 42.58 0.58 0.58 0.61 0.11 369.0 100.8 469.7 2,858.5 0.066 42.50 0.50 0.50 0.50 0.11 355.2 104.9 460.1 2,388.8 0.055 42.42 0.42 0.42 0.39 0.10 334.9 111.0 445.8 1,928.7 0.044 42.33 0.33 0.33 0.28 0.10 306.8 119.4 426.2 1,482.9 0.034 42.25 0.25 0.25 0.19 0.08 268.4 130.9 399.4 1,056.7 0.024 42.17 0.17 0.17 0.10 0.07 214.3 147.2 361.4 657.3 0.015 42.08 0.08 0.08 0.04 0.04 120.6 175.3 295.9 295.9 0.007 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 STONE PIPE STONE SMA-C (17" CMP) STAGE VERSUS STORAGE RELATIONSHIP Winter Springs Marketplace Winter Springs, FL CES#: 653,316 Elevation (ft) System Depth (ft) PIPE SYSTEM 11/12/2020 233 Overall System Footprint =9,547 sf Pipe Diameter =19 in Pipe Invert =42.00 ft Total Pipe Length =3,555 ft Stone Porosity =30 % Stone Above Pipe =0 in Stone Below Invert =0 in STONE Section Depth Section Area Incr. Area (cf) Incr. Volume (cf) Incr. Volume (cf) Incr. Volume (cf) Cummulative Volume (cf) Cummulative Volume (ac.-ft.) 43.58 1.58 1.58 1.97 0.00 0.0 0.0 0.0 9,434.3 0.217 43.58 1.58 1.58 1.97 0.00 0.0 0.0 0.0 9,434.3 0.217 43.58 1.58 1.58 1.97 0.04 141.2 196.3 337.5 9,434.3 0.217 43.50 1.50 1.50 1.93 0.07 251.6 163.2 414.8 9,096.8 0.209 43.42 1.42 1.42 1.86 0.09 316.4 143.7 460.2 8,682.1 0.199 43.33 1.33 1.33 1.77 0.10 363.2 129.7 492.9 8,221.9 0.189 43.25 1.25 1.25 1.67 0.11 398.5 119.1 517.6 7,729.0 0.177 43.17 1.17 1.17 1.56 0.12 425.2 111.1 536.3 7,211.4 0.166 43.08 1.08 1.08 1.44 0.13 444.8 105.2 550.0 6,675.1 0.153 43.00 1.00 1.00 1.31 0.13 458.3 101.2 559.5 6,125.1 0.141 42.92 0.92 0.92 1.18 0.13 466.2 98.8 565.0 5,565.6 0.128 42.83 0.83 0.83 1.05 0.13 468.8 98.0 566.9 5,000.6 0.115 42.75 0.75 0.75 0.92 0.13 466.2 98.8 565.0 4,433.7 0.102 42.67 0.67 0.67 0.79 0.13 458.3 101.2 559.5 3,868.7 0.089 42.58 0.58 0.58 0.66 0.13 444.8 105.2 550.0 3,309.2 0.076 42.50 0.50 0.50 0.53 0.12 425.2 111.1 536.3 2,759.2 0.063 42.42 0.42 0.42 0.41 0.11 398.5 119.1 517.6 2,222.9 0.051 42.33 0.33 0.33 0.30 0.10 363.2 129.7 492.9 1,705.3 0.039 42.25 0.25 0.25 0.20 0.09 316.4 143.7 460.2 1,212.4 0.028 42.17 0.17 0.17 0.11 0.07 251.6 163.2 414.8 752.3 0.017 42.08 0.08 0.08 0.04 0.04 141.2 196.3 337.5 337.5 0.008 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 STONE PIPE STONE SMA-C (19" CMP) STAGE VERSUS STORAGE RELATIONSHIP Winter Springs Marketplace Winter Springs, FL CES#: 653,316 Elevation (ft) System Depth (ft) PIPE SYSTEM 11/12/2020 234 Littoral Zone Provided? NO Discharge Directly to Class I, II, III or OFW? NO Offline or Online? ONLINE Basin D Area =0.88 acres Impervious Area =0.68 acres TV = 0.5" of runoff over site = [(Basin Area)(0.5")]/12" =0.04 acre-ft. OR TV = 1.25" of runoff from imp. area = [(Imp Area)(1.25") ]/12" =0.07 acre-ft. PLUS Online TV = 0.5" of runoff from drainage area = [(Basin Area)(0.5")]/12" =0.04 acre-ft. OR 0.11 acre-ft. TOTAL REQUIRED TREATMENT VOLUME =0.11 acre-ft. 4,710 CF REQUIRED TREATMENT VOLUME & STAGE/STORAGE DRY RETENTION PROPOSED EXFILTRATION TRENCH D *Nutrient Removal = 1.469" of runoff from drainage area = [(Basin Area-NWL Area)(1.469")]/12" = *See BMPTrains analysis for required inches over catchment area. K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 235 Overall System Footprint =4,422 sf Pipe Diameter =24 in Pipe Invert =42.00 ft Total Pipe Length =1,287 ft Stone Porosity =30 %43.66 ft. Stone Above Pipe =in 0.11 ac.ft. Stone Below Invert =0 in 0.11 ac.ft. STONE Section Depth Section Area Incr. Area (cf) Incr. Volume (cf) Incr. Volume (cf) Incr. Volume (cf) Cummulative Volume (cf) Cummulative Volume (ac.-ft.) 44.00 2.00 2.00 3.14 0.00 0.0 0.0 0.0 5,482.1 0.126 44.00 2.00 2.00 3.14 0.00 0.0 0.0 0.0 5,482.1 0.126 44.00 2.00 2.00 3.14 0.04 57.6 93.3 150.9 5,482.1 0.126 43.92 1.92 1.92 3.10 0.08 103.2 79.6 182.8 5,331.2 0.122 43.83 1.83 1.83 3.02 0.10 130.7 71.3 202.0 5,148.4 0.118 43.75 1.75 1.75 2.91 0.12 151.2 65.2 216.4 4,946.3 0.114 43.67 1.67 1.67 2.80 0.13 167.2 60.4 227.6 4,730.0 0.109 43.58 1.58 1.58 2.67 0.14 180.1 56.5 236.6 4,502.4 0.103 43.50 1.50 1.50 2.53 0.15 190.5 53.4 243.9 4,265.7 0.098 43.42 1.42 1.42 2.38 0.15 198.7 50.9 249.6 4,021.9 0.092 43.33 1.33 1.33 2.22 0.16 205.0 49.0 254.1 3,772.2 0.087 43.25 1.25 1.25 2.07 0.16 209.6 47.6 257.3 3,518.2 0.081 43.17 1.17 1.17 1.90 0.17 212.7 46.7 259.4 3,260.9 0.075 43.08 1.08 1.08 1.74 0.17 214.2 46.3 260.5 3,001.5 0.069 43.00 1.00 1.00 1.57 0.17 214.2 46.3 260.5 2,741.0 0.063 42.92 0.92 0.92 1.40 0.17 212.7 46.7 259.4 2,480.6 0.057 42.83 0.83 0.83 1.24 0.16 209.6 47.6 257.3 2,221.2 0.051 42.75 0.75 0.75 1.08 0.16 205.0 49.0 254.1 1,963.9 0.045 42.67 0.67 0.67 0.92 0.15 198.7 50.9 249.6 1,709.8 0.039 42.58 0.58 0.58 0.76 0.15 190.5 53.4 243.9 1,460.2 0.034 42.50 0.50 0.50 0.61 0.14 180.1 56.5 236.6 1,216.3 0.028 42.42 0.42 0.42 0.47 0.13 167.2 60.4 227.6 979.7 0.022 42.33 0.33 0.33 0.34 0.12 151.2 65.2 216.4 752.1 0.017 42.25 0.25 0.25 0.23 0.10 130.7 71.3 202.0 535.7 0.012 42.17 0.17 0.17 0.13 0.08 103.2 79.6 182.8 333.7 0.008 42.08 0.08 0.08 0.04 0.04 57.6 93.3 150.9 150.9 0.003 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000STONE SMA-D STAGE VERSUS STORAGE RELATIONSHIP Winter Springs Marketplace Winter Springs, FL CES#: 653,316 Elevation (ft) System Depth (ft) PIPE SYSTEM Elevation nutrient volume is provided: Required Nutrient Treatment Volume: Provided Nutrient Removal Volume: STONE PIPE 11/12/2020 236 Littoral Zone Provided? NO Discharge Directly to Class I, II, III or OFW? NO Offline or Online? ONLINE Basin E Area =0.49 acres Impervious Area =0.38 acres TV = 0.5" of runoff over site = [(Basin Area)(0.5")]/12" =0.02 acre-ft. OR TV = 1.25" of runoff from imp. area = [(Imp Area)(1.25") ]/12" =0.04 acre-ft. PLUS Online TV = 0.5" of runoff from drainage area = [(Basin Area)(0.5")]/12" =0.02 acre-ft. OR 0.09 acre-ft. TOTAL REQUIRED TREATMENT VOLUME =0.09 acre-ft. 3,999 CF REQUIRED TREATMENT VOLUME & STAGE/STORAGE DRY RETENTION PROPOSED EXFILTRATION TRENCH E *Nutrient Removal = 2.261" of runoff from drainage area = [(Basin Area-NWL Area)(2.261")]/12" = *See BMPTrains analysis for required inches over catchment area. K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 237 Overall System Footprint =5,960 sf Pipe Diameter =23 in Pipe Invert =42.00 ft Total Pipe Length =1,856 ft Stone Porosity =30 %43.06 ft. Stone Above Pipe =0 in 0.09 ac.ft. Stone Below Invert =0 in 0.09 ac.ft. STONE Section Depth Section Area Incr. Area (cf) Incr. Volume (cf) Incr. Volume (cf) Incr. Volume (cf) Cummulative Volume (cf) Cummulative Volume (ac.-ft.) 43.92 1.92 1.92 2.89 0.00 0.0 0.0 0.0 7,175.4 0.165 43.92 1.92 1.92 2.89 0.00 0.0 0.0 0.0 7,175.4 0.165 43.92 1.92 1.92 2.89 0.04 81.3 124.6 205.9 7,175.4 0.165 43.83 1.83 1.83 2.84 0.08 145.6 105.3 250.9 6,969.5 0.160 43.75 1.75 1.75 2.76 0.10 184.1 93.8 277.9 6,718.6 0.154 43.67 1.67 1.67 2.66 0.11 212.7 85.2 297.9 6,440.7 0.148 43.58 1.58 1.58 2.55 0.13 235.0 78.5 313.5 6,142.8 0.141 43.50 1.50 1.50 2.42 0.14 252.7 73.2 325.9 5,829.3 0.134 43.42 1.42 1.42 2.29 0.14 266.8 69.0 335.8 5,503.4 0.126 43.33 1.33 1.33 2.14 0.15 277.8 65.7 343.5 5,167.6 0.119 43.25 1.25 1.25 1.99 0.15 286.1 63.2 349.2 4,824.1 0.111 43.17 1.17 1.17 1.84 0.16 291.8 61.5 353.3 4,474.9 0.103 43.08 1.08 1.08 1.68 0.16 295.2 60.4 355.7 4,121.6 0.095 43.00 1.00 1.00 1.52 0.16 296.3 60.1 356.4 3,765.9 0.086 42.92 0.92 0.92 1.36 0.16 295.2 60.4 355.7 3,409.5 0.078 42.83 0.83 0.83 1.20 0.16 291.8 61.5 353.3 3,053.9 0.070 42.75 0.75 0.75 1.05 0.15 286.1 63.2 349.2 2,700.6 0.062 42.67 0.67 0.67 0.89 0.15 277.8 65.7 343.5 2,351.3 0.054 42.58 0.58 0.58 0.74 0.14 266.8 69.0 335.8 2,007.9 0.046 42.50 0.50 0.50 0.60 0.14 252.7 73.2 325.9 1,672.1 0.038 42.42 0.42 0.42 0.46 0.13 235.0 78.5 313.5 1,346.2 0.031 42.33 0.33 0.33 0.34 0.11 212.7 85.2 297.9 1,032.7 0.024 42.25 0.25 0.25 0.22 0.10 184.1 93.8 277.9 734.8 0.017 42.17 0.17 0.17 0.12 0.08 145.6 105.3 250.9 456.9 0.010 42.08 0.08 0.08 0.04 0.04 81.3 124.6 205.9 205.9 0.005 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000STONE SMA-E STAGE VERSUS STORAGE RELATIONSHIP Winter Springs Marketplace Winter Springs, FL CES#: 653,316 Elevation (ft) System Depth (ft) PIPE SYSTEM Elevation nutrient volume is provided: Required Nutrient Treatment Volume: Provided Nutrient Removal Volume: STONE PIPE 11/12/2020 238 Littoral Zone Provided? NO Discharge Directly to Class I, II, III or OFW? NO Offline or Online? ONLINE Basin F Area =0.95 acres Impervious Area =0.67 acres TV = 0.5" of runoff over site = [(Basin Area)(0.5")]/12" =0.04 acre-ft. OR TV = 1.25" of runoff from imp. area = [(Imp Area)(1.25") ]/12" =0.07 acre-ft. PLUS Online TV = 0.5" of runoff from drainage area = [(Basin Area)(0.5")]/12" =0.04 acre-ft. OR 0.11 acre-ft. TOTAL REQUIRED TREATMENT VOLUME =0.11 acre-ft. 4,749 CF REQUIRED TREATMENT VOLUME & STAGE/STORAGE DRY RETENTION PROPOSED EXFILTRATION TRENCH F *Nutrient Removal = 1.369" of runoff from drainage area = [(Basin Area-NWL Area)(1.369")]/12" = *See BMPTrains analysis for required inches over catchment area. **0.02 ac-ft of nutrient removal volume provided within Exfiltration Trench F system. Remainder of the 0.11-ac-ft of volume provided within wet detention pond SMA-B. K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 239 Overall System Footprint =4,551 sf Pipe Diameter =37 in Pipe Invert =41.50 ft Total Pipe Length =1,069 ft Stone Porosity =30 %43.00 ft. Stone Above Pipe =0 in 0.11 ac.ft. Stone Below Invert =0 in 0.11 ac.ft. STONE Section Depth Section Area Incr. Area (cf) Incr. Volume (cf) Incr. Volume (cf) Incr. Volume (cf) Cummulative Volume (cf) Cummulative Volume (ac.-ft.) 44.58 3.08 3.08 7.47 0.00 0.0 0.0 0.0 9,797.8 0.22 44.58 3.08 3.08 7.47 0.00 0.0 0.0 0.0 9,797.8 0.22 44.58 3.08 3.08 7.47 0.06 59.7 95.9 155.6 9,797.8 0.22 44.50 3.00 3.00 7.41 0.10 107.8 81.4 189.2 9,642.3 0.22 44.42 2.92 2.92 7.31 0.13 137.6 72.5 210.1 9,453.0 0.22 44.33 2.83 2.83 7.18 0.15 160.6 65.6 226.2 9,242.9 0.21 44.25 2.75 2.75 7.03 0.17 179.5 59.9 239.4 9,016.7 0.21 44.17 2.67 2.67 6.86 0.18 195.4 55.2 250.5 8,777.3 0.20 44.08 2.58 2.58 6.68 0.20 209.0 51.1 260.1 8,526.8 0.20 44.00 2.50 2.50 6.49 0.21 220.8 47.5 268.3 8,266.7 0.19 43.92 2.42 2.42 6.28 0.22 231.1 44.5 275.5 7,998.3 0.18 43.83 2.33 2.33 6.06 0.22 240.0 41.8 281.7 7,722.8 0.18 43.75 2.25 2.25 5.84 0.23 247.7 39.5 287.1 7,441.1 0.17 43.67 2.17 2.17 5.61 0.24 254.2 37.5 291.7 7,153.9 0.16 43.58 2.08 2.08 5.37 0.24 259.8 35.8 295.7 6,862.2 0.16 43.50 2.00 2.00 5.13 0.25 264.5 34.4 298.9 6,566.5 0.15 43.42 1.92 1.92 4.88 0.25 268.2 33.3 301.5 6,267.6 0.14 43.33 1.83 1.83 4.63 0.25 271.0 32.5 303.5 5,966.1 0.14 43.25 1.75 1.75 4.37 0.26 273.1 31.9 304.9 5,662.6 0.13 43.17 1.67 1.67 4.12 0.26 274.3 31.5 305.8 5,357.7 0.12 43.08 1.58 1.58 3.86 0.26 274.7 31.4 306.0 5,051.9 0.12 43.00 1.50 1.50 3.60 0.26 274.3 31.5 305.8 4,745.9 0.11 42.92 1.42 1.42 3.35 0.26 273.1 31.9 304.9 4,440.1 0.10 42.83 1.33 1.33 3.09 0.25 271.0 32.5 303.5 4,135.2 0.09 42.75 1.25 1.25 2.84 0.25 268.2 33.3 301.5 3,831.7 0.09 42.67 1.17 1.17 2.59 0.25 264.5 34.4 298.9 3,530.2 0.08 42.58 1.08 1.08 2.34 0.24 259.8 35.8 295.7 3,231.3 0.07 42.50 1.00 1.00 2.10 0.24 254.2 37.5 291.7 2,935.7 0.07 42.42 0.92 0.92 1.86 0.23 247.7 39.5 287.1 2,643.9 0.06 42.33 0.83 0.83 1.63 0.22 240.0 41.8 281.7 2,356.8 0.05 42.25 0.75 0.75 1.40 0.22 231.1 44.5 275.5 2,075.0 0.05 42.17 0.67 0.67 1.19 0.21 220.8 47.5 268.3 1,799.5 0.04 42.08 0.58 0.58 0.98 0.20 209.0 51.1 260.1 1,531.2 0.04 42.00 0.50 0.50 0.79 0.18 195.4 55.2 250.5 1,271.1 0.03 41.92 0.42 0.42 0.60 0.17 179.5 59.9 239.4 1,020.5 0.02 41.83 0.33 0.33 0.44 0.15 160.6 65.6 226.2 781.2 0.02 41.75 0.25 0.25 0.29 0.13 137.6 72.5 210.1 554.9 0.01 41.67 0.17 0.17 0.16 0.10 107.8 81.4 189.2 344.8 0.01 41.58 0.08 0.08 0.06 0.06 59.7 95.9 155.6 155.6 0.00 41.50 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.00 41.50 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.00 41.50 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.00STONE SMA-F STAGE VERSUS STORAGE RELATIONSHIP Winter Springs Marketplace Winter Springs, FL CES#: 653,316 Elevation (ft) System Depth (ft) PIPE SYSTEM Elevation nutrient volume is provided: Required Nutrient Treatment Volume: Provided Nutrient Removal Volume: STONE PIPE 11/12/2020 240 Littoral Zone Provided? NO Discharge Directly to Class I, II, III or OFW? NO Offline or Online? ONLINE Basin H Area =0.79 acres Basin I Area =0.44 acres Basin J Area =0.53 acres Total Basin Area =1.76 acres Basin H ImperviousArea =0.54 acres Basin I Impervious Area =0.34 acres Basin J Impervious Area =0.45 acres Total Impervious Area (Excluding Pond Area) =1.33 acres TV = 0.5" of runoff over site = [(Basin Area)(0.5")]/12" =0.07 acre-ft. OR TV = 1.25" of runoff from imp. area = [(Imp Area)(1.25") ]/12" =0.14 acre-ft. PLUS Online TV = 0.5" of runoff from drainage area = [(Basin Area)(0.5")]/12" =0.07 acre-ft. TOTAL REQUIRED TREATMENT VOLUME =0.21 acre-ft. 9,251 CF REQUIRED TREATMENT VOLUME & STAGE/STORAGE DRY RETENTION PROPOSED EXFILTRATION TRENCH G *See BMPTrains analysis for required inches over catchment area. K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 241 Overall System Footprint =19,282 sf Pipe Diameter =27 in Pipe Invert =42.00 ft Total Pipe Length =5,797 ft Stone Porosity =30 %43.33 ft. Stone Above Pipe =0 in 0.25 ac.-ft. Stone Below Invert =0 in 0.40 ac.-ft. STONE Section Depth Section Area Incr. Area (cf) Incr. Volume (cf) Incr. Volume (cf) Incr. Volume (cf) Cummulative Volume (cf) Cummulative Volume (ac.-ft.) 44.25 2.25 2.25 3.98 0.00 0.0 0.0 0.0 29,150.6 0.669 44.25 2.25 2.25 3.98 0.00 0.0 0.0 0.0 29,150.6 0.669 44.25 2.25 2.25 3.98 0.05 275.8 399.3 675.1 29,150.6 0.669 44.17 2.17 2.17 3.93 0.09 495.3 333.5 828.8 28,475.5 0.654 44.08 2.08 2.08 3.84 0.11 628.9 293.4 922.3 27,646.7 0.635 44.00 2.00 2.00 3.73 0.13 729.4 263.2 992.6 26,724.4 0.614 43.92 1.92 1.92 3.61 0.14 809.6 239.2 1,048.8 25,731.8 0.591 43.83 1.83 1.83 3.47 0.15 875.1 219.5 1,094.6 24,683.0 0.567 43.75 1.75 1.75 3.32 0.16 929.0 203.3 1,132.4 23,588.4 0.542 43.67 1.67 1.67 3.16 0.17 973.4 190.0 1,163.4 22,456.0 0.516 43.58 1.58 1.58 2.99 0.17 1,009.4 179.2 1,188.6 21,292.6 0.489 43.50 1.50 1.50 2.82 0.18 1,037.9 170.7 1,208.6 20,104.0 0.462 43.42 1.42 1.42 2.64 0.18 1,059.5 164.2 1,223.7 18,895.4 0.434 43.33 1.33 1.33 2.45 0.19 1,074.7 159.6 1,234.4 17,671.7 0.406 43.25 1.25 1.25 2.27 0.19 1,083.7 156.9 1,240.7 16,437.3 0.377 43.17 1.17 1.17 2.08 0.19 1,086.7 156.0 1,242.8 15,196.7 0.349 43.08 1.08 1.08 1.89 0.19 1,083.7 156.9 1,240.7 13,953.9 0.320 43.00 1.00 1.00 1.71 0.19 1,074.7 159.6 1,234.4 12,713.2 0.292 42.92 0.92 0.92 1.52 0.18 1,059.5 164.2 1,223.7 11,478.9 0.264 42.83 0.83 0.83 1.34 0.18 1,037.9 170.7 1,208.6 10,255.2 0.235 42.75 0.75 0.75 1.16 0.17 1,009.4 179.2 1,188.6 9,046.6 0.208 42.67 0.67 0.67 0.99 0.17 973.4 190.0 1,163.4 7,858.0 0.180 42.58 0.58 0.58 0.82 0.16 929.0 203.3 1,132.4 6,694.5 0.154 42.50 0.50 0.50 0.66 0.15 875.1 219.5 1,094.6 5,562.2 0.128 42.42 0.42 0.42 0.51 0.14 809.6 239.2 1,048.8 4,467.5 0.103 42.33 0.33 0.33 0.37 0.13 729.4 263.2 992.6 3,418.8 0.078 42.25 0.25 0.25 0.24 0.11 628.9 293.4 922.3 2,426.2 0.056 42.17 0.17 0.17 0.13 0.09 495.3 333.5 828.8 1,503.9 0.035 42.08 0.08 0.08 0.05 0.05 275.8 399.3 675.1 675.1 0.015 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 42.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000STONE SMA-G STAGE VERSUS STORAGE RELATIONSHIP Winter Springs Marketplace Winter Springs, FL CES#: 653,316 Elevation (ft) System Depth (ft) PIPE SYSTEM Elevation nutrient volume is provided: Required Nutrient Treatment Volume: Provided Nutrient Removal Volume: STONE PIPE 11/12/2020 242 Littoral Zone Provided? NO Discharge Directly to Class I, II, III or OFW? NO Offline or Online? ONLINE Basin H Area =0.79 acres Impervious Area =0.54 acres TV = 0.5" of runoff over site = [(Basin Area)(0.5")]/12" =0.03 acre-ft. OR TV = 1.25" of runoff from imp. area = [(Imp Area)(1.25") ]/12" =0.06 acre-ft. PLUS Online TV = 0.5" of runoff from drainage area = [(Basin Area)(0.5")]/12" =0.03 acre-ft. OR 0.06 acre-ft. TOTAL REQUIRED TREATMENT VOLUME =0.09 acre-ft. 3,859 CF Required Treatment Volume at Elevation =45.88 ft Provided Treatment Volume =0.06 acre-ft. 2,658 CF Provided Treatment Volume at Elevation =45.25 ft Elevation Feet Area Area Volume Sum Volume Sum (FT)(SF)(AC)(CF)(Ac-Ft) T.O.B.45.35 2 2,500 0.057 2,893 0.066 TOP OF STRUCTURE 45.25 1.9 2,390 0.055 2,648 0.061 44.35 1 1,432 0.033 929 0.021 BOTTOM 43.35 0 425 0.010 0 0.000 * Slopes > Elev. 43.35 ft (3:1) REQUIRED TREATMENT VOLUME & STAGE/STORAGE DRY RETENTION PROPOSED SWALE 1 *Nutrient Removal = 0.93" of runoff from drainage area = [(Basin Area-NWL Area)(0.93")]/12" = K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 243 Littoral Zone Provided? NO Discharge Directly to Class I, II, III or OFW? NO Offline or Online? ONLINE Basin I Area =0.44 acres Impervious Area =0.34 acres TV = 0.5" of runoff over site = [(Basin Area)(0.5")]/12" =0.02 acre-ft. OR TV = 1.25" of runoff from imp. area = [(Imp Area)(1.25") ]/12" =0.04 acre-ft. PLUS Online TV = 0.5" of runoff from drainage area = [(Basin Area)(0.5")]/12" =0.02 acre-ft. OR 0.06 acre-ft. TOTAL REQUIRED TREATMENT VOLUME =0.06 acre-ft. 2,659 CF Required Treatment Volume at Elevation =45.26 ft Provided Treatment Volume =0.06 acre-ft. 2,658 CF Provided Treatment Volume at Elevation =45.25 ft Elevation Feet Area Area Volume Sum Volume Sum (FT)(SF)(AC)(CF)(Ac-Ft) T.O.B.45.35 2 2,500 0.057 2,893 0.066 TOP OF STRUCTURE 45.25 1.9 2,390 0.055 2,648 0.061 44.35 1 1,432 0.033 929 0.021 BOTTOM 43.35 0 425 0.010 0 0.000 * Slopes > Elev. 43.35 ft (3:1) REQUIRED TREATMENT VOLUME & STAGE/STORAGE DRY RETENTION PROPOSED SWALE 2 *Nutrient Removal = 1.65" of runoff from drainage area = [(Basin Area-NWL Area)(1.65")]/12" = K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 244 Littoral Zone Provided? NO Discharge Directly to Class I, II, III or OFW? NO Offline or Online? ONLINE Basin J Area =0.53 acres Impervious Area =0.45 acres TV = 0.5" of runoff over site = [(Basin Area)(0.5")]/12" =0.02 acre-ft. OR TV = 1.25" of runoff from imp. area = [(Imp Area)(1.25") ]/12" =0.05 acre-ft. PLUS Online TV = 0.5" of runoff from drainage area = [(Basin Area)(0.5")]/12" =0.02 acre-ft. OR 0.02 acre-ft. TOTAL REQUIRED TREATMENT VOLUME =0.07 acre-ft. 3,023 CF Required Treatment Volume at Elevation =47.30 ft Provided Treatment Volume =0.02 acre-ft. 1,025 CF Provided Treatment Volume at Elevation =45.25 ft Elevation Feet Area Area Volume Sum Volume Sum (FT)(SF)(AC)(CF)(Ac-Ft) T.O.B.45.35 1.5 1,504 0.035 1,165 0.027 TOP OF STRUCTURE 45.25 1.4 1,406 0.032 1,020 0.023 44.35 0.5 553 0.013 138 0.003 BOTTOM 43.85 0 0 0.000 0 0.000 * Slopes > Elev. 43.85 ft (3:1) REQUIRED TREATMENT VOLUME & STAGE/STORAGE DRY RETENTION PROPOSED SWALE 3 *Nutrient Removal = 0.53" of runoff from drainage area = [(Basin Area-NWL Area)(0.53")]/12" = K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS-SJRWMD.xls 245 Kimley-Horn and Associates, Inc. Winter Springs Marketplace BMPTRAINS NUTRIENT REMOVAL REPORT 246 Complete Report (not including cost) Ver 2.1.0 Project: Winter Springs Marketplace (Rev. 5) Date: 11/12/2020 11:10:16 AM Site and Catchment Information Analysis: Net Improvement Catchme nt Name BASIN A & G.1 Basin B Basin C Basin D Basin E Basin F Basin G.2 Basin H Basin I Basin J Rainfall Zone Florida Zone 2 Florida Zone 2 Florida Zone 2 Florida Zone 2 Florida Zone 2 Florida Zone 2 Florida Zone 2 Florida Zone 2 Florida Zone 2 Florida Zone 2 Annual Mean Rainfall 50.03 50.03 50.03 50.03 50.03 50.03 50.03 50.03 50.03 50.03 Pre-Condition Landuse Information Landuse Undevelop ed - Upland Hardwood : TN=1.042 TP=0.346 Undevelop ed - Upland Hardwood : TN=1.042 TP=0.346 Undevelop ed - Upland Hardwood : TN=1.042 TP=0.346 Undevelop ed - Upland Hardwood : TN=1.042 TP=0.346 Undevelop ed - Upland Hardwood : TN=1.042 TP=0.346 Undevelop ed - Upland Hardwood : TN=1.042 TP=0.346 Undevelop ed - Upland Hardwood : TN=1.042 TP=0.346 Undevelop ed - Upland Hardwood : TN=1.042 TP=0.346 Undevelop ed - Upland Hardwood : TN=1.042 TP=0.346 Undevelop ed - Upland Hardwood : TN=1.042 TP=0.346 Area (acres) 1.49 1.12 2.97 0.88 0.49 0.95 0.56 0.79 0.44 0.53 Rational Coefficie nt (0-1) 0.02 0.01 0.20 0.11 0.09 0.11 0.01 0.11 0.06 0.01 247 Non DCIA Curve Number 55.00 39.00 39.00 39.00 76.00 80.00 39.00 80.00 71.00 39.00 DCIA Percent (0-100) 0.00 0.50 23.80 13.00 0.00 0.00 0.00 0.00 0.00 0.00 Nitrogen EMC (mg/l) 1.042 1.042 1.042 1.042 1.042 1.042 1.042 1.042 1.042 1.042 Phosphor us EMC (mg/l) 0.346 0.346 0.346 0.346 0.346 0.346 0.346 0.346 0.346 0.346 Runoff Volume (ac-ft/yr) 0.137 0.049 2.439 0.406 0.174 0.440 0.015 0.366 0.113 0.014 Nitrogen Loading (kg/yr) 0.176 0.062 3.134 0.521 0.224 0.565 0.019 0.470 0.145 0.018 Phosphor us Loading (kg/yr) 0.058 0.021 1.041 0.173 0.074 0.188 0.006 0.156 0.048 0.006 Post-Condition Landuse Information Landuse Low- Intensity Commerci al: TN=1.13 TP=0.188 Low- Intensity Commerci al: TN=1.13 TP=0.188 Low- Intensity Commerci al: TN=1.13 TP=0.188 Low- Intensity Commerci al: TN=1.13 TP=0.188 Low- Intensity Commerci al: TN=1.13 TP=0.188 Low- Intensity Commerci al: TN=1.13 TP=0.188 Low- Intensity Commerci al: TN=1.13 TP=0.188 Low- Intensity Commerci al: TN=1.13 TP=0.188 Low- Intensity Commerci al: TN=1.13 TP=0.188 Low- Intensity Commerci al: TN=1.13 TP=0.188 PRE-CONDITION NITROGEN LOADING RATE PRE-CONDITION PHOSPHOROUS LOADING RATE 248 Area (acres) 1.49 1.12 2.97 0.88 0.49 0.95 0.56 0.79 0.44 0.53 Rational Coefficie nt (0-1) 0.59 0.23 0.70 0.63 0.63 0.57 0.81 0.55 0.63 0.69 Non DCIA Curve Number 39.00 39.00 39.00 39.00 39.00 39.00 39.00 39.00 39.00 39.00 DCIA Percent (0-100) 72.50 27.70 86.90 77.30 77.50 70.50 100.00 68.30 77.30 84.90 Wet Pond Area (ac) 0.00 0.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Nitrogen EMC (mg/l) 1.130 1.130 1.130 1.130 1.130 1.130 1.130 1.130 1.130 1.130 Phosphor us EMC (mg/l) 0.188 0.188 0.188 0.188 0.188 0.188 0.188 0.188 0.188 0.188 Runoff Volume (ac-ft/yr) 3.658 0.744 8.720 2.301 1.285 2.269 1.889 1.828 1.151 1.521 Nitrogen Loading (kg/yr) 5.096 1.036 12.149 3.206 1.790 3.161 2.632 2.547 1.603 2.119 Phosphor us Loading (kg/yr) 0.848 0.172 2.021 0.533 0.298 0.526 0.438 0.424 0.267 0.352 PRE-CONDITION NITROGEN LOADING RATE PRE-CONDITION PHOSPHOROUS LOADING RATE 249 Catchment Number: 1 Name: BASIN A & G.1 Project: Winter Springs Marketplace (Rev. 5) Date: 11/12/2020 Retention Design Retention Depth (in) 1.670 Retention Volume (ac-ft) 0.207 Watershed Characteristics Catchment Area (acres) 1.49 Contributing Area (acres) 1.490 Non-DCIA Curve Number 39.00 DCIA Percent 72.50 Rainfall Zone Florida Zone 2 Rainfall (in) 50.03 Surface Water Discharge Required TN Treatment Efficiency (%) 97 Provided TN Treatment Efficiency (%) 91 Required TP Treatment Efficiency (%) 93 Provided TP Treatment Efficiency (%) 91 Media Mix Information Type of Media Mix Not Specified Media N Reduction (%) REQUIRED & PROVIDED INDIVIDUAL BMP NITROGEN & PHOSPHOROUS REMOVAL EFFICIENCY 250 Media P Reduction (%) Groundwater Discharge (Stand-Alone) Treatment Rate (MG/yr) 0.000 TN Mass Load (kg/yr) 4.638 TN Concentration (mg/L) 0.000 TP Mass Load (kg/yr) 0.772 TP Concentration (mg/L) 0.000 Load Diagram for Retention (stand -alone) Load N: 5.10 kg/yr P: 0.85 kg/yr → Treatment N: 91 % P: 91 % → Surface Discharge N: 0.46 kg/yr P: 0.08 kg/yr ↓ Mass Reduction N: 4.64 kg/yr P: 0.77 kg/yr Load Diagram for Retention ( As Used In Routing) 251 Upstream Nodes None Load N: 5.10 kg/yr P: 0.85 kg/yr Q: 3.66 ac-ft → Treatment N: 91.0 % P: 91.0 % → Mass Discharged N: 0.46 kg/yr P: 0.08 kg/yr Q: 0.33 ac-ft ↓ Mass Removed N: 4.64 kg/yr P: 0.77 kg/yr Catchment Number: 2 Name: Basin B Project: Winter Springs Marketplace (Rev. 5) Date: 11/12/2020 Wet Detention Design Permanent Pool Volume (ac-ft) 0.063 Permanent Pool Volume (ac-ft) for 31 days residence 0.063 Annual Residence Time (days) 31 Littoral Zone Efficiency Credit Wetland Efficiency Credit Watershed Characteristics Catchment Area (acres) 1.12 Contributing Area (acres) 0.780 Non-DCIA Curve Number 39.00 DCIA Percent 27.70 252 Rainfall Zone Florida Zone 2 Rainfall (in) 50.03 Surface Water Discharge Required TN Treatment Efficiency (%) 94 Provided TN Treatment Efficiency (%) 38 Required TP Treatment Efficiency (%) 88 Provided TP Treatment Efficiency (%) 65 Media Mix Information Type of Media Mix Not Specified Media N Reduction (%) Media P Reduction (%) Groundwater Discharge (Stand-Alone) Treatment Rate (MG/yr) 0.000 TN Mass Load (kg/yr) 0.000 TN Concentration (mg/L) 0.000 TP Mass Load (kg/yr) 0.000 TP Concentration (mg/L) 0.000 Load Diagram for Wet Detention (stand -alone) REQUIRED & PROVIDED INDIVIDUAL BMP NITROGEN & PHOSPHOROUS REMOVAL EFFICIENCY 253 Load N: 1.04 kg/yr P: 0.17 kg/yr → Treatment N: 38 % P: 65 % → Surface Discharge N: 0.64 kg/yr P: 0.06 kg/yr ↓ Mass Reduction N: 0.40 kg/yr P: 0.11 kg/yr Load Diagram for Wet Detention ( As Used In Routing) Upstream Nodes Node: 3 Node: 4 Node: 5 Node: 6 Node: 7 Node: 8 Node: 9 Node: 10 Load N: 6.70 kg/yr P: 1.11 kg/yr Q: 4.81 ac-ft → Treatment N: 38.3 % P: 64.5 % → Mass Discharged N: 4.13 kg/yr P: 0.40 kg/yr Q: 4.81 ac-ft ↓ Mass Removed N: 2.57 kg/yr P: 0.72 kg/yr 254 Catchment Number: 3 Name: Basin C Project: Winter Springs Marketplace (Rev. 5) Date: 11/12/2020 Exfiltration Trench Design Pipe Span (in) 18.0 Pipe Rise (in) 18.0 Pipe Length (ft) 5,352.0 Trench Width (ft) 3.5 Trench Depth (ft) 1.5 Trench Length (ft) 5,355.5 Aggregate Void % 0.30 Storage Volume (Ac-ft) 0.35 Retention Depth (in over CA) 1.396 Watershed Characteristics Catchment Area (acres) 2.97 Contributing Area (acres) 2.970 Non-DCIA Curve Number 39.00 DCIA Percent 86.90 Rainfall Zone Florida Zone 2 Rainfall (in) 50.03 Surface Water Discharge Required TN Treatment Efficiency (%) 74 Provided TN Treatment Efficiency (%) 83 Required TP Treatment Efficiency (%) 49 REQUIRED & PROVIDED INDIVIDUAL BMP NITROGEN & PHOSPHOROUS REMOVAL EFFICIENCY 255 Provided TP Treatment Efficiency (%) 83 Media Mix Information Type of Media Mix Not Specified Media N Reduction (%) Media P Reduction (%) Groundwater Discharge (Stand-Alone) Treatment Rate (MG/yr) 0.000 TN Mass Load (kg/yr) 10.097 TN Concentration (mg/L) 0.000 TP Mass Load (kg/yr) 1.680 TP Concentration (mg/L) 0.000 Load Diagram for Exfiltration Trench (stand -alone) Load N: 12.15 kg/yr P: 2.02 kg/yr → Treatment N: 83 % P: 83 % → Surface Discharge N: 2.05 kg/yr P: 0.34 kg/yr ↓ Mass Reduction N: 10.10 kg/yr P: 1.68 kg/yr REQUIRED & PROVIDED INDIVIDUAL BMP NITROGEN & PHOSPHOROUS REMOVAL EFFICIENCY 256 Load Diagram for Exfiltration ( As Used In Routing) Upstream Nodes None Load N: 12.15 kg/yr P: 2.02 kg/yr Q: 8.72 ac-ft → Treatment N: 83.1 % P: 83.1 % → Mass Discharged N: 2.05 kg/yr P: 0.34 kg/yr Q: 1.47 ac-ft ↓ Mass Removed N: 10.10 kg/yr P: 1.68 kg/yr Catchment Number: 4 Name: Basin D Project: Winter Springs Marketplace (Rev. 5) Date: 11/12/2020 Exfiltration Trench Design Pipe Span (in) 24.0 Pipe Rise (in) 24.0 Pipe Length (ft) 1,018.0 Trench Width (ft) 4.0 Trench Depth (ft) 2.0 Trench Length (ft) 1,022.0 Aggregate Void % 0.30 Storage Volume (Ac-ft) 0.11 257 Retention Depth (in over CA) 1.469 Watershed Characteristics Catchment Area (acres) 0.88 Contributing Area (acres) 0.880 Non-DCIA Curve Number 39.00 DCIA Percent 77.30 Rainfall Zone Florida Zone 2 Rainfall (in) 50.03 Surface Water Discharge Required TN Treatment Efficiency (%) 84 Provided TN Treatment Efficiency (%) 87 Required TP Treatment Efficiency (%) 68 Provided TP Treatment Efficiency (%) 87 Media Mix Information Type of Media Mix Not Specified Media N Reduction (%) Media P Reduction (%) Groundwater Discharge (Stand-Alone) Treatment Rate (MG/yr) 0.000 TN Mass Load (kg/yr) 2.798 TN Concentration (mg/L) 0.000 TP Mass Load (kg/yr) 0.465 TP Concentration (mg/L) 0.000 REQUIRED & PROVIDED INDIVIDUAL BMP NITROGEN & PHOSPHOROUS REMOVAL EFFICIENCY 258 Load Diagram for Exfiltration Trench (stand -alone) Load N: 3.21 kg/yr P: 0.53 kg/yr → Treatment N: 87 % P: 87 % → Surface Discharge N: 0.41 kg/yr P: 0.07 kg/yr ↓ Mass Reduction N: 2.80 kg/yr P: 0.47 kg/yr Load Diagram for Exfiltration ( As Used In Routing) Upstream Nodes None Load N: 3.21 kg/yr P: 0.53 kg/yr Q: 2.30 ac-ft → Treatment N: 87.3 % P: 87.3 % → Mass Discharged N: 0.41 kg/yr P: 0.07 kg/yr Q: 0.29 ac-ft ↓ Mass Removed N: 2.80 kg/yr P: 0.47 kg/yr 259 Catchment Number: 5 Name: Basin E Project: Winter Springs Marketplace (Rev. 5) Date: 11/12/2020 Exfiltration Trench Design Pipe Span (in) 23.0 Pipe Rise (in) 23.0 Pipe Length (ft) 946.0 Trench Width (ft) 3.9 Trench Depth (ft) 1.9 Trench Length (ft) 949.9 Aggregate Void % 0.30 Storage Volume (Ac-ft) 0.09 Retention Depth (in over CA) 2.261 Watershed Characteristics Catchment Area (acres) 0.49 Contributing Area (acres) 0.490 Non-DCIA Curve Number 39.00 DCIA Percent 77.50 Rainfall Zone Florida Zone 2 Rainfall (in) 50.03 Surface Water Discharge Required TN Treatment Efficiency (%) 87 Provided TN Treatment Efficiency (%) 95 Required TP Treatment Efficiency (%) 75 REQUIRED & PROVIDED INDIVIDUAL BMP NITROGEN & PHOSPHOROUS REMOVAL EFFICIENCY 260 Provided TP Treatment Efficiency (%) 95 Media Mix Information Type of Media Mix Not Specified Media N Reduction (%) Media P Reduction (%) Groundwater Discharge (Stand-Alone) Treatment Rate (MG/yr) 0.000 TN Mass Load (kg/yr) 1.694 TN Concentration (mg/L) 0.000 TP Mass Load (kg/yr) 0.282 TP Concentration (mg/L) 0.000 Load Diagram for Exfiltration Trench (stand -alone) Load N: 1.79 kg/yr P: 0.30 kg/yr → Treatment N: 95 % P: 95 % → Surface Discharge N: 0.10 kg/yr P: 0.02 kg/yr ↓ Mass Reduction N: 1.69 kg/yr P: 0.28 kg/yr 261 Load Diagram for Exfiltration ( As Used In Routing) Upstream Nodes None Load N: 1.79 kg/yr P: 0.30 kg/yr Q: 1.28 ac-ft → Treatment N: 94.6 % P: 94.6 % → Mass Discharged N: 0.10 kg/yr P: 0.02 kg/yr Q: 0.07 ac-ft ↓ Mass Removed N: 1.69 kg/yr P: 0.28 kg/yr Catchment Number: 6 Name: Basin F Project: Winter Springs Marketplace (Rev. 5) Date: 11/12/2020 Exfiltration Trench Design Pipe Span (in) 37.0 Pipe Rise (in) 37.0 Pipe Length (ft) 471.0 Trench Width (ft) 5.1 Trench Depth (ft) 3.1 Trench Length (ft) 476.1 Aggregate Void % 0.30 Storage Volume (Ac-ft) 0.11 262 Retention Depth (in over CA) 1.369 Watershed Characteristics Catchment Area (acres) 0.95 Contributing Area (acres) 0.950 Non-DCIA Curve Number 39.00 DCIA Percent 70.50 Rainfall Zone Florida Zone 2 Rainfall (in) 50.03 Surface Water Discharge Required TN Treatment Efficiency (%) 82 Provided TN Treatment Efficiency (%) 88 Required TP Treatment Efficiency (%) 64 Provided TP Treatment Efficiency (%) 88 Media Mix Information Type of Media Mix Not Specified Media N Reduction (%) Media P Reduction (%) Groundwater Discharge (Stand-Alone) Treatment Rate (MG/yr) 0.000 TN Mass Load (kg/yr) 2.766 TN Concentration (mg/L) 0.000 TP Mass Load (kg/yr) 0.460 TP Concentration (mg/L) 0.000 REQUIRED & PROVIDED INDIVIDUAL BMP NITROGEN & PHOSPHOROUS REMOVAL EFFICIENCY 263 Load Diagram for Exfiltration Trench (stand -alone) Load N: 3.16 kg/yr P: 0.53 kg/yr → Treatment N: 88 % P: 88 % → Surface Discharge N: 0.39 kg/yr P: 0.07 kg/yr ↓ Mass Reduction N: 2.77 kg/yr P: 0.46 kg/yr Load Diagram for Exfiltration ( As Used In Routing) Upstream Nodes None Load N: 3.16 kg/yr P: 0.53 kg/yr Q: 2.27 ac-ft → Treatment N: 87.5 % P: 87.5 % → Mass Discharged N: 0.39 kg/yr P: 0.07 kg/yr Q: 0.28 ac-ft ↓ Mass Removed N: 2.77 kg/yr P: 0.46 kg/yr 264 Catchment Number: 7 Name: Basin G.2 Project: Winter Springs Marketplace (Rev. 5) Date: 11/12/2020 None Design Watershed Characteristics Catchment Area (acres) 0.56 Contributing Area (acres) 0.560 Non-DCIA Curve Number 39.00 DCIA Percent 100.00 Rainfall Zone Florida Zone 2 Rainfall (in) 50.03 Surface Water Discharge Required TN Treatment Efficiency (%) 99 Provided TN Treatment Efficiency (%) Required TP Treatment Efficiency (%) 99 Provided TP Treatment Efficiency (%) Media Mix Information Type of Media Mix Media N Reduction (%) 0.000 Media P Reduction (%) 0.000 Groundwater Discharge (Stand-Alone) REQUIRED & PROVIDED INDIVIDUAL BMP NITROGEN & PHOSPHOROUS REMOVAL EFFICIENCY 265 Treatment Rate (MG/yr) 0.000 TN Mass Load (kg/yr) 0.000 TN Concentration (mg/L) 0.000 TP Mass Load (kg/yr) 0.000 TP Concentration (mg/L) 0.000 Load Diagram for None (stand -alone) Load N: 2.63 kg/yr P: 0.44 kg/yr → Treatment N: % P: % → Surface Discharge N: 2.63 kg/yr P: 0.44 kg/yr ↓ Mass Reduction N: 0.00 kg/yr P: 0.00 kg/yr Load Diagram for None ( As Used In Routing) Upstream Nodes None Load N: 2.63 kg/yr P: 0.44 kg/yr Q: 1.89 ac-ft → Treatment N: 0.0 % P: 0.0 % → Mass Discharged N: 2.63 kg/yr P: 0.44 kg/yr Q: 1.89 ac-ft ↓ 266 Mass Removed N: 0.00 kg/yr P: 0.00 kg/yr Catchment Number: 8 Name: Basin H Project: Winter Springs Marketplace (Rev. 5) Date: 11/12/2020 Multiple BMP in Series Design Parameters BMP in Series Number: 1 BMP Type: Retention Retention Depth (in) 0.930 Retention Volume (ac-ft) 0.061 BMP in Series Number: 2 BMP Type: Exfiltration Pipe Span (in) 27.0 Pipe Rise (in) 27.0 Pipe Length (ft) 2,550.0 Trench Width (ft) 4.3 Trench Depth (ft) 2.3 Trench Length (ft) 2,554.3 Aggregate Void % 0.30 Storage Volume (Ac-ft) 0.34 Retention Depth (in over CA) 5.118 267 BMP in Series Number: 3 BMP Type: None BMP in Series Number: 4 BMP Type: None Watershed Characteristics Catchment Area (acres) 0.79 Contributing Area (acres) 0.790 Non-DCIA Curve Number 39.00 DCIA Percent 68.30 Rainfall Zone Florida Zone 2 Rainfall (in) 50.03 Surface Water Discharge Required TN Treatment Efficiency (%) 82 Provided TN Treatment Efficiency (%) 99 Required TP Treatment Efficiency (%) 63 Provided TP Treatment Efficiency (%) 99 Media Mix Information Type of Media Mix Not Specified Media N Reduction (%) Media P Reduction (%) Groundwater Discharge (Stand-Alone) Treatment Rate (MG/yr) 0.000 REQUIRED & PROVIDED INDIVIDUAL BMP NITROGEN & PHOSPHOROUS REMOVAL EFFICIENCY 268 TN Mass Load (kg/yr) 0.000 TN Concentration (mg/L) 0.000 TP Mass Load (kg/yr) 0.000 TP Concentration (mg/L) 0.000 Load for Multiple BMP in Series Load N: 2.55 kg/yr P: 0.42 kg/yr → Treatment N: 99 % P: 99 % → Surface Discharge N: 0.02 kg/yr P: 0.00 kg/yr ↓ Mass Reduction N: 2.52 kg/yr P: 0.42 kg/yr Load Diagram for Multiple BMP ( As Used In Routing) Upstream Nodes None Load N: 2.55 kg/yr P: 0.42 kg/yr Q: 1.83 ac-ft → Treatment N: 99.1 % P: 99.1 % → Mass Discharged N: 0.02 kg/yr P: 0.00 kg/yr Q: 0.02 ac-ft ↓ 269 Mass Removed N: 2.52 kg/yr P: 0.42 kg/yr Catchment Number: 9 Name: Basin I Project: Winter Springs Marketplace (Rev. 5) Date: 11/12/2020 Multiple BMP in Series Design Parameters BMP in Series Number: 1 BMP Type: Retention Retention Depth (in) 1.650 Retention Volume (ac-ft) 0.061 BMP in Series Number: 2 BMP Type: Exfiltration Pipe Span (in) 27.0 Pipe Rise (in) 27.0 Pipe Length (ft) 2,550.0 Trench Width (ft) 4.3 Trench Depth (ft) 2.3 Trench Length (ft) 2,554.3 Aggregate Void % 0.30 Storage Volume (Ac-ft) 0.34 Retention Depth (in over CA) 9.189 270 BMP in Series Number: 3 BMP Type: None BMP in Series Number: 4 BMP Type: None Watershed Characteristics Catchment Area (acres) 0.44 Contributing Area (acres) 0.440 Non-DCIA Curve Number 39.00 DCIA Percent 77.30 Rainfall Zone Florida Zone 2 Rainfall (in) 50.03 Surface Water Discharge Required TN Treatment Efficiency (%) 91 Provided TN Treatment Efficiency (%) 99 Required TP Treatment Efficiency (%) 82 Provided TP Treatment Efficiency (%) 99 Media Mix Information Type of Media Mix Not Specified Media N Reduction (%) Media P Reduction (%) Groundwater Discharge (Stand-Alone) Treatment Rate (MG/yr) 0.000 REQUIRED & PROVIDED INDIVIDUAL BMP NITROGEN & PHOSPHOROUS REMOVAL EFFICIENCY 271 TN Mass Load (kg/yr) 0.000 TN Concentration (mg/L) 0.000 TP Mass Load (kg/yr) 0.000 TP Concentration (mg/L) 0.000 Load for Multiple BMP in Series Load N: 1.60 kg/yr P: 0.27 kg/yr → Treatment N: 99 % P: 99 % → Surface Discharge N: 0.02 kg/yr P: 0.00 kg/yr ↓ Mass Reduction N: 1.58 kg/yr P: 0.26 kg/yr Load Diagram for Multiple BMP ( As Used In Routing) Upstream Nodes None Load N: 1.60 kg/yr P: 0.27 kg/yr Q: 1.15 ac-ft → Treatment N: 98.7 % P: 98.7 % → Mass Discharged N: 0.02 kg/yr P: 0.00 kg/yr Q: 0.01 ac-ft ↓ 272 Mass Removed N: 1.58 kg/yr P: 0.26 kg/yr Catchment Number: 10 Name: Basin J Project: Winter Springs Marketplace (Rev. 5) Date: 11/12/2020 Multiple BMP in Series Design Parameters BMP in Series Number: 1 BMP Type: Retention Retention Depth (in) 0.530 Retention Volume (ac-ft) 0.023 BMP in Series Number: 2 BMP Type: Exfiltration Pipe Span (in) 27.0 Pipe Rise (in) 27.0 Pipe Length (ft) 2,550.0 Trench Width (ft) 4.3 Trench Depth (ft) 2.3 Trench Length (ft) 2,554.3 Aggregate Void % 0.30 Storage Volume (Ac-ft) 0.34 Retention Depth (in over CA) 7.628 273 BMP in Series Number: 3 BMP Type: None BMP in Series Number: 4 BMP Type: None Watershed Characteristics Catchment Area (acres) 0.53 Contributing Area (acres) 0.530 Non-DCIA Curve Number 39.00 DCIA Percent 84.90 Rainfall Zone Florida Zone 2 Rainfall (in) 50.03 Surface Water Discharge Required TN Treatment Efficiency (%) 99 Provided TN Treatment Efficiency (%) 98 Required TP Treatment Efficiency (%) 98 Provided TP Treatment Efficiency (%) 98 Media Mix Information Type of Media Mix Not Specified Media N Reduction (%) Media P Reduction (%) Groundwater Discharge (Stand-Alone) Treatment Rate (MG/yr) 0.000 REQUIRED & PROVIDED INDIVIDUAL BMP NITROGEN & PHOSPHOROUS REMOVAL EFFICIENCY 274 TN Mass Load (kg/yr) 0.000 TN Concentration (mg/L) 0.000 TP Mass Load (kg/yr) 0.000 TP Concentration (mg/L) 0.000 Load for Multiple BMP in Series Load N: 2.12 kg/yr P: 0.35 kg/yr → Treatment N: 98 % P: 98 % → Surface Discharge N: 0.03 kg/yr P: 0.01 kg/yr ↓ Mass Reduction N: 2.08 kg/yr P: 0.35 kg/yr Load Diagram for Multiple BMP ( As Used In Routing) Upstream Nodes None Load N: 2.12 kg/yr P: 0.35 kg/yr Q: 1.52 ac-ft → Treatment N: 98.4 % P: 98.4 % → Mass Discharged N: 0.03 kg/yr P: 0.01 kg/yr Q: 0.02 ac-ft ↓ 275 Mass Removed N: 2.08 kg/yr P: 0.35 kg/yr Summary Treatment Report Version: 2.1.0 Project: Winter Springs Marketplace (Rev. 5) Analysis Type: Net Improvement BMP Types: Catchment 1 - Retention Catchment 2 - Wet Detention Catchment 3 - Exfiltration Trench Catchment 4 - Exfiltration Trench Catchment 5 - Exfiltration Trench Catchment 6 - Exfiltration Trench Catchment 7 - None Catchment 8 - Multiple BMP Catchment 9 - Multiple BMP Catchment 10 - Multiple BMP Date:11/12/2020 Routing Summary Catchment 1 Routed to Outlet Catchment 2 Routed to Outlet Catchment 3 Routed to Catchment 2 Catchment 4 Routed to Catchment 2 Catchment 5 Routed to Catchment 2 Catchment 6 Routed to Catchment 2 Catchment 7 Routed to Catchment 2 Catchment 8 Routed to Catchment 2 Catchment 9 Routed to Catchment 2 Catchment 10 Routed to Catchment 2 Total nitrogen target removal met? YES Total phosphorus target removal met? YES Summary Report Nitrogen Treatment system each catchment provides How each of the catchments are routed to the ultimate outfall. Confirmation the system, as designed, treats for nitrogen and phosphorous in the ultimate discharge from site 276 Surface Water Discharge Total N pre load 5.33 kg/yr Total N post load 35.34 kg/yr Target N load reduction 85 % Target N discharge load 5.33 kg/yr Percent N load reduction 87 % Provided N discharge load 4.59 kg/yr 10.12 lb/yr Provided N load removed 30.75 kg/yr 67.8 lb/yr Phosphorus Surface Water Discharge Total P pre load 1.771 kg/yr Total P post load 5.879 kg/yr Target P load reduction 70 % Target P discharge load 1.771 kg/yr Percent P load reduction 92 % Provided P discharge load .472 kg/yr 1.04 lb/yr Provided P load removed 5.407 kg/yr 11.924 lb/yr From Pre-Condition Loads Existing N Discharge 5.33 (kg/yr) Existing P Discharge 1.771 (kg/yr) Target overall site loading rate based on existing conditions loading rate Provided overall site loading rate Target overall site loading rate based on existing conditions loading rate Provided overall site loading rate 277 Littoral Zone OR Pre-Treatment Provided? YES Discharge Directly to Class I, II, III or OFW? NO Basin B Area = 1.12 acres Basin C Area = 2.97 acres Basin D Area = 0.88 acres Basin E Area = 0.49 acres Basin F Area = 0.95 acres Basin G.2 Area = 0.56 acres Basin H Area = 0.79 acres Basin I Area = 0.44 acres Basin J Area = 0.53 acres Total Basin Area =8.74 acres Basin B Impervious Area = 0.31 acres Basin C Impervious Area = 2.58 acres Basin D Impervious Area = 0.68 acres Basin E Impervious Area = 0.38 acres Basin F Impervious Area = 0.67 acres Basin G.2 Impervious Area = 0.56 acres Basin H Impervious Area = 0.54 acres Basin I Impervious Area = 0.34 acres Basin J Impervious Area = 0.45 acres Total Impervious Area (Excluding pond area) =6.50 acres PPV = (DA*C*R*RT)/(WS* CF) POND SMA-B DA = Drainage Area =8.74 acres C = Runoff Coefficient =0.735 R = Wet Season Rainfall Depth =31.0 inches RT = Residence Time =14 days WS = Wet Season =153 days CF = Conversion Factor =12 in/ft Required PPV 1.52 ac-ft additional 50% for no littoral Zone N/A ac-ft additional 50% for OFW discharge N/A ac-ft PPV Required 1.52 ac-ft PPV Provided 1.82 ac-ft Runoff Coefficient Calculation AREA (AC) RUNOFF COEFFICIENT IMPERVIOUS AREA 6.50 0.90 PERVIOUS AREA 1.89 0.30 C = [(Impervious Area)x(0.90) + (Pervious Area)x(0.30)] / (Total Area) RUNOFF COEFFICIENT =0.735 REQUIRED SMA-B PPV CHECK WET DETENTION PROPOSED POND SMA-B K:\ORL_Civil\149170016-Winter Springs Marketplace\DRAINAGE\(SJRWMD WET POND CHECK) DRAINAGE CALCS- SJRWMD.xls PPV Required for area of upstream basins draining through SMA- B in nutrient removal treatment train 278 Kimley-Horn and Associates, Inc. Winter Springs Marketplace APPENDIX D Post- Development ICPR Analysis 279 POST CONDITIONS MAX NODAL STAGES REPORT 1 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:21 Node Max Conditions [POST-CONDITIONS (DIVERSION)] Node Name Sim Name Warning Stage [ft]Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] CS-C 100YR-24HR 47.08 40.70 0.0014 11.18 11.18 460 D15 100YR-24HR 46.78 44.63 0.0036 8.06 6.34 137 D16 100YR-24HR 46.89 44.62 -0.0014 8.86 8.64 309 D17 100YR-24HR 47.22 44.60 0.0015 16.13 15.96 238 D18 100YR-24HR 46.22 44.57 0.0014 15.96 15.80 325 D19 100YR-24HR 46.12 44.55 0.0107 15.80 15.64 293 D32 100YR-24HR 44.76 44.62 0.0145 14.48 10.88 100 D33 100YR-24HR 45.52 44.51 0.0210 36.62 25.61 196 D34 100YR-24HR 45.96 44.48 0.0835 83.54 36.62 151 D38 100YR-24HR 44.24 40.89 0.0010 8.31 8.33 367 D39 100YR-24HR 46.26 44.46 0.0010 2.69 2.52 177 D40 100YR-24HR 46.62 44.46 0.0010 2.86 2.69 191 D43 100YR-24HR 46.28 44.52 0.0010 3.03 2.86 178 GWT D & E 100YR-24HR 40.01 40.00 0.0000 0.00 0.00 0 GWT G & SWALES 100YR-24HR 40.01 40.00 0.0000 0.00 0.00 0 GWT-A 100YR-24HR 42.01 42.00 0.0000 0.00 0.00 0 GWT-C 100YR-24HR 41.01 41.00 0.0000 0.00 0.00 0 GWT-F 100YR-24HR 40.51 40.50 0.0000 0.00 0.00 0 JESUP POND 1 100YR-24HR 45.00 44.08 0.0004 50.50 24.21 56160 ONDICK 100YR-24HR 45.12 40.51 0.0019 34.97 34.97 568 POST-EAST-OUTFAL L 100YR-24HR 39.94 39.94 0.0002 1.86 0.00 0 SMA-A.1 100YR-24HR 46.50 46.11 0.0003 6.74 6.60 5457 SMA-A.2 100YR-24HR 46.50 46.24 0.0007 3.61 3.36 2754 SMA-B 100YR-24HR 45.00 44.46 -0.0535 33.41 83.54 24586 SMA-C 100YR-24HR 44.63 44.63 -0.0145 18.21 15.62 13197 SMA-D 100YR-24HR 44.30 44.61 0.0006 5.17 4.83 3308 SMA-E 100YR-24HR 44.25 44.63 0.0004 3.10 0.95 4673 SMA-F 100YR-24HR 44.65 44.63 0.0004 5.32 6.51 3811 SMA-G 100YR-24HR 44.52 44.64 0.0005 12.75 7.24 15012 SWALE 1 100YR-24HR 45.35 45.38 0.0003 4.33 4.31 2483 SWALE 2 100YR-24HR 45.35 45.34 0.0003 2.61 2.59 2477 280 POST CONDITIONS MAX NODAL STAGES REPORT 2 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:21 Node Name Sim Name Warning Stage [ft]Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] SWALE 3 100YR-24HR 45.35 45.36 0.0002 3.24 3.23 1525 WETLAND 100YR-24HR 35.01 35.00 0.0000 34.97 9.73 0 CS-C 10YR-24HR 47.08 36.87 0.0014 6.44 3.90 460 D15 10YR-24HR 46.78 43.68 0.0009 3.83 3.81 139 D16 10YR-24HR 46.89 43.68 -0.0014 5.16 5.17 309 D17 10YR-24HR 47.22 43.68 -0.0017 8.57 8.37 238 D18 10YR-24HR 46.22 43.68 0.0014 8.37 8.26 325 D19 10YR-24HR 46.12 43.67 0.0107 12.03 8.16 293 D32 10YR-24HR 44.76 43.77 0.0145 14.48 8.26 100 D33 10YR-24HR 45.52 43.67 0.0210 36.62 16.32 196 D34 10YR-24HR 45.96 43.67 0.0835 83.54 36.62 151 D38 10YR-24HR 44.24 36.88 0.0010 3.64 2.88 367 D39 10YR-24HR 46.26 43.66 0.0010 2.06 1.97 177 D40 10YR-24HR 46.62 43.67 0.0010 2.16 2.06 191 D43 10YR-24HR 46.28 43.67 0.0010 2.26 2.16 180 GWT D & E 10YR-24HR 40.01 40.00 0.0000 0.00 0.00 0 GWT G & SWALES 10YR-24HR 40.01 40.00 0.0000 0.00 0.00 0 GWT-A 10YR-24HR 42.01 42.00 0.0000 0.00 0.00 0 GWT-C 10YR-24HR 41.01 41.00 0.0000 0.00 0.00 0 GWT-F 10YR-24HR 40.51 40.50 0.0000 0.00 0.00 0 JESUP POND 1 10YR-24HR 45.00 43.52 0.0005 36.21 16.51 54546 ONDICK 10YR-24HR 45.12 36.85 0.0019 20.26 20.25 568 POST-EAST-OUTFAL L 10YR-24HR 39.94 39.94 0.0003 0.28 0.00 0 SMA-A.1 10YR-24HR 46.50 46.01 0.0005 4.02 3.71 5289 SMA-A.2 10YR-24HR 46.50 46.06 0.0007 2.69 2.08 2551 SMA-B 10YR-24HR 45.00 43.66 -0.0535 20.15 83.54 22538 SMA-C 10YR-24HR 44.63 43.85 -0.0145 13.27 14.48 13198 SMA-D 10YR-24HR 44.30 44.34 0.0009 3.67 3.16 3308 SMA-E 10YR-24HR 44.25 43.68 0.0003 2.03 0.67 4673 SMA-F 10YR-24HR 44.65 43.69 0.0006 3.69 3.11 3812 SMA-G 10YR-24HR 44.52 43.88 0.0006 11.95 4.21 15008 SWALE 1 10YR-24HR 45.35 45.35 0.0004 2.99 2.97 2483 281 POST CONDITIONS MAX NODAL STAGES REPORT 3 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:21 Node Name Sim Name Warning Stage [ft]Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] SWALE 2 10YR-24HR 45.35 45.32 0.0005 1.85 1.84 2460 SWALE 3 10YR-24HR 45.35 45.34 0.0001 2.35 2.35 1507 WETLAND 10YR-24HR 35.01 35.00 0.0000 20.25 9.73 0 CS-C 25YR-24HR 47.08 37.97 0.0014 6.44 5.72 460 D15 25YR-24HR 46.78 43.88 0.0010 4.72 4.63 139 D16 25YR-24HR 46.89 43.88 -0.0011 6.63 6.51 309 D17 25YR-24HR 47.22 43.88 -0.0014 11.08 10.96 238 D18 25YR-24HR 46.22 43.87 0.0014 10.96 10.85 325 D19 25YR-24HR 46.12 43.87 0.0107 12.03 10.73 293 D32 25YR-24HR 44.76 43.90 0.0145 14.48 9.45 100 D33 25YR-24HR 45.52 43.86 0.0210 36.62 19.62 196 D34 25YR-24HR 45.96 43.86 0.0835 83.54 36.62 151 D38 25YR-24HR 44.24 38.00 0.0010 3.95 4.02 367 D39 25YR-24HR 46.26 43.86 0.0010 2.20 2.08 177 D40 25YR-24HR 46.62 43.86 0.0010 2.33 2.20 191 D43 25YR-24HR 46.28 43.87 0.0010 2.46 2.33 178 GWT D & E 25YR-24HR 40.01 40.00 0.0000 0.00 0.00 0 GWT G & SWALES 25YR-24HR 40.01 40.00 0.0000 0.00 0.00 0 GWT-A 25YR-24HR 42.01 42.00 0.0000 0.00 0.00 0 GWT-C 25YR-24HR 41.01 41.00 0.0000 0.00 0.00 0 GWT-F 25YR-24HR 40.51 40.50 0.0000 0.00 0.00 0 JESUP POND 1 25YR-24HR 45.00 43.64 0.0004 39.93 19.90 54907 ONDICK 25YR-24HR 45.12 37.92 0.0019 25.47 25.46 568 POST-EAST-OUTFAL L 25YR-24HR 39.94 39.94 0.0003 0.57 0.00 0 SMA-A.1 25YR-24HR 46.50 46.05 0.0005 4.72 4.54 5348 SMA-A.2 25YR-24HR 46.50 46.11 0.0007 2.93 2.45 2613 SMA-B 25YR-24HR 45.00 43.85 -0.0535 24.40 83.54 23023 SMA-C 25YR-24HR 44.63 43.97 -0.0145 14.56 14.48 13198 SMA-D 25YR-24HR 44.30 44.40 0.0010 4.06 3.66 3308 SMA-E 25YR-24HR 44.25 43.88 0.0003 2.24 0.88 4673 SMA-F 25YR-24HR 44.65 43.89 0.0006 4.11 3.71 3811 SMA-G 25YR-24HR 44.52 44.00 0.0005 12.49 4.63 15010 282 POST CONDITIONS MAX NODAL STAGES REPORT 4 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:21 Node Name Sim Name Warning Stage [ft]Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] SWALE 1 25YR-24HR 45.35 45.36 0.0004 3.34 3.32 2483 SWALE 2 25YR-24HR 45.35 45.33 0.0005 2.05 2.04 2465 SWALE 3 25YR-24HR 45.35 45.34 0.0001 2.58 2.58 1515 WETLAND 25YR-24HR 35.01 35.00 0.0000 25.46 9.73 0 CS-C MEAN ANNUAL 47.08 35.02 0.0014 6.44 3.64 460 D15 MEAN ANNUAL 46.78 41.71 -0.0001 0.16 0.16 100 D16 MEAN ANNUAL 46.89 41.71 0.0008 0.39 0.27 301 D17 MEAN ANNUAL 47.22 41.71 0.0010 0.89 0.99 238 D18 MEAN ANNUAL 46.22 41.70 0.0012 2.29 1.40 325 D19 MEAN ANNUAL 46.12 41.70 0.0107 12.03 2.29 293 D32 MEAN ANNUAL 44.76 43.39 0.0145 14.48 0.40 100 D33 MEAN ANNUAL 45.52 41.70 0.0210 36.62 12.03 196 D34 MEAN ANNUAL 45.96 41.70 0.0835 83.54 36.62 151 D38 MEAN ANNUAL 44.24 35.02 0.0010 3.64 0.32 367 D39 MEAN ANNUAL 46.26 41.70 0.0010 1.19 1.17 203 D40 MEAN ANNUAL 46.62 41.70 0.0010 1.22 1.19 193 D43 MEAN ANNUAL 46.28 41.70 0.0010 1.22 1.22 232 GWT D & E MEAN ANNUAL 40.01 40.00 0.0000 0.00 0.00 0 GWT G & SWALES MEAN ANNUAL 40.01 40.00 0.0000 0.00 0.00 0 GWT-A MEAN ANNUAL 42.01 42.00 0.0000 0.00 0.00 0 GWT-C MEAN ANNUAL 41.01 41.00 0.0000 0.00 0.00 0 GWT-F MEAN ANNUAL 40.51 40.50 0.0000 0.00 0.00 0 JESUP POND 1 MEAN ANNUAL 45.00 42.77 0.0004 16.99 1.76 52411 ONDICK MEAN ANNUAL 45.12 35.02 0.0019 9.73 6.44 568 POST-EAST-OUTFAL L MEAN ANNUAL 39.94 39.94 0.0006 0.00 0.00 0 SMA-A.1 MEAN ANNUAL 46.50 45.67 0.0003 1.61 0.26 4726 SMA-A.2 MEAN ANNUAL 46.50 45.67 0.0007 1.45 0.82 2114 SMA-B MEAN ANNUAL 45.00 41.70 -0.0535 2.52 83.54 17695 SMA-C MEAN ANNUAL 44.63 43.39 -0.0145 6.59 14.48 13198 SMA-D MEAN ANNUAL 44.30 43.84 0.0004 1.67 0.26 3308 SMA-E MEAN ANNUAL 44.25 43.13 0.0002 0.92 0.02 4673 SMA-F MEAN ANNUAL 44.65 43.07 0.0003 1.55 0.16 3811 283 POST CONDITIONS MAX NODAL STAGES REPORT 5 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:21 Node Name Sim Name Warning Stage [ft]Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] SMA-G MEAN ANNUAL 44.52 43.39 0.0003 4.56 0.17 15010 SWALE 1 MEAN ANNUAL 45.35 45.29 0.0004 1.23 0.70 2430 SWALE 2 MEAN ANNUAL 45.35 45.26 0.0003 0.85 0.15 2408 SWALE 3 MEAN ANNUAL 45.35 45.30 0.0001 1.16 1.15 1465 WETLAND MEAN ANNUAL 35.01 35.00 0.0000 2.12 9.73 0 284 POST CONDITIONS BASIN REPORT 1 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:31 Simple Basin Runoff Summary [POST-CONDITIONS (DIVERSION)] Basin Name Sim Name Max Flow [cfs]Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BASIN A 100YR-24HR 3.83 12.0500 10.60 6.57 0.8267 68.6 0.00 0.00 BASIN B 100YR-24HR 5.67 12.0500 10.60 7.23 1.1200 73.5 0.00 0.00 BASIN C 100YR-24HR 18.21 12.0500 10.60 9.38 2.9700 90.1 0.00 0.00 BASIN D 100YR-24HR 5.17 12.0500 10.60 8.67 0.8832 84.5 0.00 0.00 BASIN E 100YR-24HR 2.85 12.0500 10.60 8.68 0.4872 84.6 0.00 0.00 BASIN F 100YR-24HR 5.32 12.0500 10.60 8.11 0.9536 80.2 0.00 0.00 BASIN G.1 100YR-24HR 3.61 12.0833 10.60 10.36 0.6659 98.0 0.00 0.00 BASIN G.2 100YR-24HR 3.03 12.0833 10.60 10.36 0.5591 98.0 0.00 0.00 BASIN H 100YR-24HR 4.33 12.0500 10.60 7.97 0.7877 79.1 0.00 0.00 BASIN I 100YR-24HR 2.61 12.0500 10.60 8.71 0.4439 84.8 0.00 0.00 BASIN J 100YR-24HR 3.24 12.0500 10.60 9.30 0.5302 89.5 0.00 0.00 JESSUP 100YR-24HR 50.50 12.1333 10.60 8.99 11.0300 87.0 0.00 0.00 BASIN A 10YR-24HR 2.46 12.0500 7.90 4.21 0.8267 68.6 0.00 0.00 BASIN B 10YR-24HR 3.77 12.0500 7.90 4.77 1.1200 73.5 0.00 0.00 BASIN C 10YR-24HR 13.27 12.0500 7.90 6.71 2.9700 90.1 0.00 0.00 BASIN D 10YR-24HR 3.67 12.0500 7.90 6.05 0.8832 84.5 0.00 0.00 BASIN E 10YR-24HR 2.03 12.0500 7.90 6.06 0.4872 84.6 0.00 0.00 BASIN F 10YR-24HR 3.69 12.0500 7.90 5.55 0.9536 80.2 0.00 0.00 BASIN G.1 10YR-24HR 2.69 12.0833 7.90 7.66 0.6659 98.0 0.00 0.00 BASIN G.2 10YR-24HR 2.26 12.0833 7.90 7.66 0.5591 98.0 0.00 0.00 BASIN H 10YR-24HR 2.99 12.0500 7.90 5.42 0.7877 79.1 0.00 0.00 BASIN I 10YR-24HR 1.85 12.0500 7.90 6.09 0.4439 84.8 0.00 0.00 BASIN J 10YR-24HR 2.35 12.0500 7.90 6.64 0.5302 89.5 0.00 0.00 JESSUP 10YR-24HR 36.21 12.1333 7.90 6.35 11.0300 87.0 0.00 0.00 BASIN A 25YR-24HR 2.81 12.0500 8.60 4.81 0.8267 68.6 0.00 0.00 BASIN B 25YR-24HR 4.26 12.0500 8.60 5.40 1.1200 73.5 0.00 0.00 BASIN C 25YR-24HR 14.56 12.0500 8.60 7.40 2.9700 90.1 0.00 0.00 BASIN D 25YR-24HR 4.06 12.0500 8.60 6.73 0.8832 84.5 0.00 0.00 BASIN E 25YR-24HR 2.24 12.0500 8.60 6.74 0.4872 84.6 0.00 0.00 BASIN F 25YR-24HR 4.11 12.0500 8.60 6.21 0.9536 80.2 0.00 0.00 BASIN G.1 25YR-24HR 2.93 12.0833 8.60 8.36 0.6659 98.0 0.00 0.00 BASIN G.2 25YR-24HR 2.46 12.0833 8.60 8.36 0.5591 98.0 0.00 0.00 285 POST CONDITIONS BASIN REPORT 2 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:31 Basin Name Sim Name Max Flow [cfs]Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BASIN H 25YR-24HR 3.34 12.0500 8.60 6.07 0.7877 79.1 0.00 0.00 BASIN I 25YR-24HR 2.05 12.0500 8.60 6.76 0.4439 84.8 0.00 0.00 BASIN J 25YR-24HR 2.58 12.0500 8.60 7.33 0.5302 89.5 0.00 0.00 JESSUP 25YR-24HR 39.93 12.1333 8.60 7.03 11.0300 87.0 0.00 0.00 BASIN A MEAN ANNUAL 0.79 12.0667 4.30 1.44 0.8267 68.6 0.00 0.00 BASIN B MEAN ANNUAL 1.38 12.0667 4.30 1.78 1.1200 73.5 0.00 0.00 BASIN C MEAN ANNUAL 6.59 12.0500 4.30 3.21 2.9700 90.1 0.00 0.00 BASIN D MEAN ANNUAL 1.67 12.0500 4.30 2.68 0.8832 84.5 0.00 0.00 BASIN E MEAN ANNUAL 0.92 12.0500 4.30 2.69 0.4872 84.6 0.00 0.00 BASIN F MEAN ANNUAL 1.55 12.0500 4.30 2.31 0.9536 80.2 0.00 0.00 BASIN G.1 MEAN ANNUAL 1.45 12.0833 4.30 4.06 0.6659 98.0 0.00 0.00 BASIN G.2 MEAN ANNUAL 1.22 12.0833 4.30 4.06 0.5591 98.0 0.00 0.00 BASIN H MEAN ANNUAL 1.23 12.0500 4.30 2.22 0.7877 79.1 0.00 0.00 BASIN I MEAN ANNUAL 0.85 12.0500 4.30 2.71 0.4439 84.8 0.00 0.00 BASIN J MEAN ANNUAL 1.16 12.0500 4.30 3.15 0.5302 89.5 0.00 0.00 JESSUP MEAN ANNUAL 16.99 12.1500 4.30 2.91 11.0300 87.0 0.00 0.00 286 POST CONDITIONS INPUT REPORT 1 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Simple Basin: BASIN A Scenario:POST-CONDITIONS (DIVERSION) Node:SMA-A.1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:10.0000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH256 Peaking Factor:256.0 Area:0.8267 ac Curve Number:68.6 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN B Scenario:POST-CONDITIONS (DIVERSION) Node:SMA-B Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:10.0000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH256 Peaking Factor:256.0 Area:1.1200 ac Curve Number:73.5 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN C Scenario:POST-CONDITIONS (DIVERSION) Node:SMA-C Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:10.0000 min Max Allowable Q:999999.00 cfs 287 POST CONDITIONS INPUT REPORT 2 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Time Shift:0.0000 hr Unit Hydrograph:UH256 Peaking Factor:256.0 Area:2.9700 ac Curve Number:90.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN D Scenario:POST-CONDITIONS (DIVERSION) Node:SMA-D Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:10.0000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH256 Peaking Factor:256.0 Area:0.8832 ac Curve Number:84.5 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN E Scenario:POST-CONDITIONS (DIVERSION) Node:SMA-E Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:10.0000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH256 Peaking Factor:256.0 Area:0.4872 ac Curve Number:84.6 % Impervious:0.00 % DCIA:0.00 288 POST CONDITIONS INPUT REPORT 3 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN F Scenario:POST-CONDITIONS (DIVERSION) Node:SMA-F Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:10.0000 min Max Allowable Q:9999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH256 Peaking Factor:256.0 Area:0.9536 ac Curve Number:80.2 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN G.1 Scenario:POST-CONDITIONS (DIVERSION) Node:SMA-A.2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:15.0000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH256 Peaking Factor:256.0 Area:0.6659 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: 289 POST CONDITIONS INPUT REPORT 4 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Simple Basin: BASIN G.2 Scenario:POST-CONDITIONS (DIVERSION) Node:D43 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:15.0000 min Max Allowable Q:999999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH256 Peaking Factor:256.0 Area:0.5591 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN H Scenario:POST-CONDITIONS (DIVERSION) Node:SWALE 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:10.0000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH256 Peaking Factor:256.0 Area:0.7877 ac Curve Number:79.1 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN I Scenario:POST-CONDITIONS (DIVERSION) Node:SWALE 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:10.0000 min Max Allowable Q:999999.00 cfs 290 POST CONDITIONS INPUT REPORT 5 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Time Shift:0.0000 hr Unit Hydrograph:UH256 Peaking Factor:256.0 Area:0.4439 ac Curve Number:84.8 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN J Scenario:POST-CONDITIONS (DIVERSION) Node:SWALE 3 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:10.0000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH256 Peaking Factor:256.0 Area:0.5302 ac Curve Number:89.5 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: JESSUP Scenario:POST-CONDITIONS (DIVERSION) Node:JESUP POND 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:19.0000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH256 Peaking Factor:256.0 Area:11.0300 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 291 POST CONDITIONS INPUT REPORT 6 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 % Direct:0.00 Rainfall Name: Comment: BASED ON SJRWMD APP. NO. 97490-1 Node: CS-C Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:33.30 ft Warning Stage:47.08 ft Comment: Node: D15 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:41.30 ft Warning Stage:46.78 ft Comment: Node: D16 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:40.18 ft Warning Stage:46.89 ft Comment: Node: D17 Scenario:POST-CONDITIONS 292 POST CONDITIONS INPUT REPORT 7 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:35.15 ft Warning Stage:47.22 ft Comment: Node: D18 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:35.06 ft Warning Stage:46.22 ft Comment: Node: D19 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:34.93 ft Warning Stage:46.12 ft Comment: Node: D32 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:40.25 ft Warning Stage:44.76 ft Comment: 293 POST CONDITIONS INPUT REPORT 8 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Node: D33 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:34.86 ft Warning Stage:45.52 ft Comment: Node: D34 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:34.34 ft Warning Stage:45.96 ft Comment: Node: D38 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:33.80 ft Warning Stage:44.24 ft Comment: Node: D39 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:39.23 ft Warning Stage:46.26 ft 294 POST CONDITIONS INPUT REPORT 9 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Comment: Node: D40 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:39.37 ft Warning Stage:46.62 ft Comment: Node: D43 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:39.29 ft Warning Stage:46.28 ft Comment: Node: GWT D & E Scenario:POST-CONDITIONS (DIVERSION) Type:Time/Stage Base Flow:0.00 cfs Initial Stage:40.00 ft Warning Stage:40.01 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 40.00 0 0 0 72.0000 40.00 Comment: SYSTEM SMA-E - SHWT BASED ON THE AVERAGE OF DATA FROM SOIL BORINGS B-4, B-6, B-9 SYSTEM SMA-D - SHWT BASED ON THE AVERAGE OF DATA FROM SOIL BORINGS B-9, B-11, B-12, B-15 295 POST CONDITIONS INPUT REPORT 10 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Node: GWT G & SWALES Scenario:POST-CONDITIONS (DIVERSION) Type:Time/Stage Base Flow:0.00 cfs Initial Stage:40.00 ft Warning Stage:40.01 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 40.00 0 0 0 72.0000 40.00 Comment: SHWT BASED ON THE AVERAGE OF DATA FROM SOIL BORINGS B-2, B-3, B-5, B-6 Node: GWT-A Scenario:POST-CONDITIONS (DIVERSION) Type:Time/Stage Base Flow:0.00 cfs Initial Stage:42.00 ft Warning Stage:42.01 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 42.00 0 0 0 72.0000 42.00 Comment: SHWT BASED ON THE AVERAGE OF DATA FROM SOIL BORINGS B-7 & B-13 Node: GWT-C Scenario:POST-CONDITIONS (DIVERSION) Type:Time/Stage Base Flow:0.00 cfs Initial Stage:41.00 ft Warning Stage:41.01 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 41.00 0 0 0 72.0000 41.00 Comment: SHWT BASED ON THE AVERAGE OF DATA FROM SOIL BORINGS B-8, B-11, B-16 296 POST CONDITIONS INPUT REPORT 11 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Node: GWT-F Scenario:POST-CONDITIONS (DIVERSION) Type:Time/Stage Base Flow:0.00 cfs Initial Stage:40.50 ft Warning Stage:40.51 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 40.50 0 0 0 72.0000 40.50 Comment: SHWT BASED ON THE AVERAGE OF DATA FROM SOIL BORINGS B-3, B-4, B-6 Node: JESUP POND 1 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:41.20 ft Warning Stage:45.00 ft Stage [ft]Area [ac]Area [ft2] 41.20 1.1010 47960 45.00 1.3490 58762 Comment: BASED ON SJRWMD APP. NO. 97490-1, NODE "POND 1" Node: ONDICK Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:32.89 ft Warning Stage:45.12 ft Comment: BASED ON AS-BUILTS FOR STRUCTURE "S-7" PROVIDED BY THE CITY OF WINTER SPRINGS. Node: POST-EAST-OUTFALL Scenario:POST-CONDITIONS 297 POST CONDITIONS INPUT REPORT 12 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 (DIVERSION) Type:Time/Stage Base Flow:0.00 cfs Initial Stage:38.94 ft Warning Stage:39.94 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 38.94 0 0 0 24.0000 39.94 Comment: BASED ON OUTFALL "NODE 99" FROM SJRWMD PERMIT NO. 83445-1. CONVERTED FROM NGVD29 TO NAVD88 USING 1.056-FT CONVERSION FACTOR. Node: SMA-A.1 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:43.50 ft Warning Stage:46.50 ft Stage [ft]Area [ac]Area [ft2] 43.50 0.0410 1786 44.50 0.0680 2962 45.50 0.1020 4443 46.50 0.1400 6098 Comment: Node: SMA-A.2 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:43.50 ft Warning Stage:46.50 ft Stage [ft]Area [ac]Area [ft2] 43.50 0.0090 392 44.50 0.0230 1002 45.50 0.0440 1917 46.50 0.0700 3049 Comment: 298 POST CONDITIONS INPUT REPORT 13 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Node: SMA-B Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:40.50 ft Warning Stage:45.00 ft Stage [ft]Area [ac]Area [ft2] 40.50 0.3430 14941 41.00 0.3690 16074 42.00 0.4220 18382 43.00 0.4790 20865 44.00 0.5370 23392 45.00 0.5970 26005 Comment: Node: SMA-C Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:42.00 ft Warning Stage:44.63 ft Stage [ft]Volume [ac-ft]Volume [ft3] 42.00 0.00 0 42.08 0.02 653 42.17 0.03 1394 42.25 0.05 2265 42.33 0.07 3180 42.42 0.10 4138 42.50 0.12 5140 42.58 0.14 6186 42.67 0.17 7187 42.75 0.19 8233 42.83 0.21 9278 42.92 0.24 10324 43.00 0.26 11326 43.08 0.28 12327 43.17 0.31 13286 43.25 0.33 14201 43.33 0.35 15072 43.42 0.36 15812 43.50 0.37 16248 43.58 0.38 16596 299 POST CONDITIONS INPUT REPORT 14 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Comment: SHWT ASSUMED TO BE 41-FT NAVD-88 SHWT BASED ON THE AVERAGE OF DATA FROM SOIL BORINGS B-8, B-11, B-16 Node: SMA-D Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:42.00 ft Warning Stage:44.30 ft Stage [ft]Volume [ac-ft]Volume [ft3] 42.00 0.00 0 42.08 0.00 131 42.17 0.01 348 42.25 0.01 523 42.33 0.02 741 42.42 0.02 958 42.50 0.03 1220 42.58 0.03 1481 42.67 0.04 1699 42.75 0.05 1960 42.83 0.05 2222 42.92 0.06 2483 43.00 0.06 2744 43.08 0.07 3006 43.17 0.08 3267 43.25 0.08 3528 43.33 0.09 3790 43.42 0.09 4008 43.50 0.10 4269 43.58 0.10 4487 43.67 0.11 4748 43.75 0.11 4966 43.83 0.12 5140 43.92 0.12 5314 44.00 0.13 5489 Comment: SHWT ASSUMED TO BE 40-FT NAVD88 SHWT BASED ON THE AVERAGE OF DATA FROM SOIL BORINGS B-9, B-11, B-12, B-15 Node: SMA-E 300 POST CONDITIONS INPUT REPORT 15 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:42.00 ft Warning Stage:44.25 ft Stage [ft]Volume [ac-ft]Volume [ft3] 42.00 0.00 0 42.08 0.01 218 42.17 0.01 436 42.25 0.02 741 42.33 0.02 1045 42.42 0.03 1350 42.50 0.04 1655 42.58 0.05 2004 42.67 0.05 2352 42.75 0.06 2701 42.83 0.07 3049 42.92 0.08 3398 43.00 0.09 3746 43.08 0.10 4138 43.17 0.10 4487 43.25 0.11 4835 43.33 0.12 5184 43.42 0.13 5489 43.50 0.13 5837 43.58 0.14 6142 43.67 0.15 6447 43.75 0.15 6708 43.83 0.16 6970 43.92 0.17 7187 Comment: SHWT ASSUMED TO BE 40-FT NAVD88 SHWT BASED ON THE AVERAGE OF DATA FROM SOIL BORINGS B-4, B-6, B-9 Node: SMA-F Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:41.50 ft Warning Stage:44.65 ft Stage [ft]Volume [ac-ft]Volume [ft3] 44.58 0.23 9888 301 POST CONDITIONS INPUT REPORT 16 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Stage [ft]Volume [ac-ft]Volume [ft3] 44.50 0.22 9757 44.42 0.22 9540 44.33 0.21 9322 44.25 0.21 9104 44.17 0.20 8886 44.08 0.20 8625 44.00 0.19 8364 43.92 0.19 8102 43.83 0.18 7797 43.75 0.17 7536 43.67 0.17 7231 43.58 0.16 6926 43.50 0.15 6621 43.42 0.14 6316 43.33 0.14 6011 43.25 0.13 5706 43.17 0.12 5401 43.08 0.12 5097 43.00 0.11 4792 42.92 0.10 4487 42.83 0.10 4182 42.75 0.09 3877 42.67 0.08 3572 42.58 0.08 3267 42.50 0.07 2962 42.42 0.06 2657 42.33 0.06 2396 42.25 0.05 2091 42.17 0.04 1830 42.08 0.04 1525 42.00 0.03 1263 41.92 0.02 1045 41.83 0.02 784 41.75 0.01 566 41.67 0.01 348 41.58 0.00 174 41.50 0.00 0 Comment: SHWT ASSUMED TO BE 40.5-FT NAVD88 SHWT BASED ON THE AVERAGE OF DATA FROM SOIL BORINGS B-3, B-4, B-6 Node: SMA-G Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Volume 302 POST CONDITIONS INPUT REPORT 17 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Base Flow:0.00 cfs Initial Stage:42.00 ft Warning Stage:44.52 ft Stage [ft]Volume [ac-ft]Volume [ft3] 42.00 0.00 0 42.08 0.02 653 42.17 0.04 1525 42.25 0.06 2439 42.33 0.08 3398 42.42 0.10 4487 42.50 0.13 5576 42.58 0.15 6708 42.67 0.18 7841 42.75 0.21 9060 42.83 0.24 10237 42.92 0.26 11500 43.00 0.29 12720 43.08 0.32 13939 43.17 0.35 15202 43.25 0.38 16422 43.33 0.41 17685 43.42 0.43 18905 43.50 0.46 20125 43.58 0.49 21301 43.67 0.52 22477 43.75 0.54 23610 43.83 0.57 24699 43.92 0.59 25744 44.00 0.61 26746 44.08 0.64 27661 44.17 0.65 28488 44.25 0.67 29142 Comment: SHWT ASSUMED TO BE 40.0-FT NAVD88 SHWT BASED ON THE AVERAGE OF DATA FROM SOIL BORINGS B-2, B-3, B-5, B-6 Node: SWALE 1 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:43.35 ft Warning Stage:45.35 ft 303 POST CONDITIONS INPUT REPORT 18 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Stage [ft]Area [ac]Area [ft2] 43.35 0.0100 436 44.35 0.0330 1437 45.25 0.0550 2396 45.35 0.0570 2483 Comment: Node: SWALE 2 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:43.35 ft Warning Stage:45.35 ft Stage [ft]Area [ac]Area [ft2] 43.35 0.0100 436 44.35 0.0330 1437 45.25 0.0550 2396 45.35 0.0570 2483 Comment: Node: SWALE 3 Scenario:POST-CONDITIONS (DIVERSION) Type:Stage/Area Base Flow:0.00 cfs Initial Stage:43.85 ft Warning Stage:45.35 ft Stage [ft]Area [ac]Area [ft2] 43.85 0.0000 0 44.35 0.0130 566 45.25 0.0320 1394 45.35 0.0350 1525 Comment: Node: WETLAND Scenario:POST-CONDITIONS 304 POST CONDITIONS INPUT REPORT 19 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 (DIVERSION) Type:Time/Stage Base Flow:0.00 cfs Initial Stage:35.00 ft Warning Stage:35.01 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 35.00 0 0 0 48.0000 35.00 Comment: BASED ON SJRWMD APP. NO. 97490-1 Pipe Link: CS-C > ONDICK Scenario:POST-CONDITION S (DIVERSION) From Node:CS-C To Node:ONDICK Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:49.05 ft FHWA Code:1 Entr Loss Coef:1.00 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:33.20 ft Invert:33.10 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D-38 > CS-C Scenario:POST-CONDITION S (DIVERSION) From Node:D38 To Node:CS-C Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:295.59 ft FHWA Code:1 Entr Loss Coef:1.00 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:33.80 ft Invert:33.20 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 305 POST CONDITIONS INPUT REPORT 20 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Comment: Pipe Link: D15 > D16 Scenario:POST-CONDITION S (DIVERSION) From Node:D15 To Node:D16 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:75.10 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:41.30 ft Invert:41.15 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D16 > D17 Scenario:POST-CONDITION S (DIVERSION) From Node:D16 To Node:D17 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:157.00 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:0.50 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:40.18 ft Invert:40.03 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D17 > D18 Scenario:POST-CONDITION S (DIVERSION) From Node:D17 To Node:D18 Link Count:1 Upstream Downstream Invert:35.15 ft Invert:35.06 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip 306 POST CONDITIONS INPUT REPORT 21 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Flow Direction:Both Damping:0.0000 ft Length:89.40 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:0.50 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D18 > D19 Scenario:POST-CONDITION S (DIVERSION) From Node:D18 To Node:D19 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:128.96 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:0.50 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:35.06 ft Invert:35.93 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D19 > D33 Scenario:POST-CONDITION S (DIVERSION) From Node:D19 To Node:D33 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:74.84 ft FHWA Code:1 Entr Loss Coef:1.00 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:34.93 ft Invert:34.86 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: 307 POST CONDITIONS INPUT REPORT 22 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Drop Structure Link: D32 > D33 Scenario:POST-CONDITION S (DIVERSION) From Node:D32 To Node:D33 Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:72.59 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:40.92 ft Invert:38.73 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:43.33 ft Control Elevation:43.33 ft Max Depth:999999999.00 ft Max Width:8.75 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Pipe Link: D33 > D34 Scenario:POST-CONDITION S (DIVERSION) From Node:D33 To Node:D34 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:48.00 ft Upstream Downstream Invert:34.86 ft Invert:34.34 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:3.50 ft Max Depth:3.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: 308 POST CONDITIONS INPUT REPORT 23 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 FHWA Code:1 Entr Loss Coef:1.00 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D34 > SMA-B Scenario:POST-CONDITION S (DIVERSION) From Node:D34 To Node:SMA-B Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:38.41 ft FHWA Code:1 Entr Loss Coef:1.00 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:34.34 ft Invert:33.93 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:3.50 ft Max Depth:3.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D39 > SMA-B Scenario:POST-CONDITION S (DIVERSION) From Node:D39 To Node:SMA-B Link Count:1 Flow Direction:Positive Damping:0.0000 ft Length:105.71 ft FHWA Code:1 Entr Loss Coef:1.00 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:39.23 ft Invert:39.00 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: 309 POST CONDITIONS INPUT REPORT 24 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Pipe Link: D40 > D39 Scenario:POST-CONDITION S (DIVERSION) From Node:D40 To Node:D39 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:71.33 ft FHWA Code:1 Entr Loss Coef:1.00 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:39.37 ft Invert:39.23 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D43 > D40 Scenario:POST-CONDITION S (DIVERSION) From Node:D43 To Node:D40 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:196.50 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:40.29 ft Invert:39.90 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: JESUP POND OUTFALL Scenario:POST-CONDITION S (DIVERSION) From Node:JESUP POND 1 To Node:ONDICK Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Upstream Pipe Downstream Pipe Invert:38.25 ft Invert:32.89 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip 310 POST CONDITIONS INPUT REPORT 25 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Damping:0.0000 ft Length:1004.00 ft FHWA Code:1 Entr Loss Coef:1.00 Exit Loss Coef:0.50 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: LENGTH OF PIPE AND INVERTS BASED ON AS-BUILTS PROVIDED BY CITY OF WINTER SPRINGS Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:43.64 ft Control Elevation:43.64 ft Max Depth:3.00 ft Max Width:4.50 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: TYPE E INLET Weir Component Weir:2 Weir Count:2 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:42.57 ft Control Elevation:42.57 ft Max Depth:999999999.00 ft Max Width:2.75 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:3 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:41.46 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: 311 POST CONDITIONS INPUT REPORT 26 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Control Elevation:41.46 ft Max Depth:0.24 ft Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Pipe Link: OUTFALL Scenario:POST-CONDITION S (DIVERSION) From Node:ONDICK To Node:WETLAND Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:890.00 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:32.89 ft Invert:29.53 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: BASED ON ELEVATIONS AND LENGTHS PROVIDED WITHIN AS-BUILTS PROVIDED BY CITY OF WINTER SPRINGS. Percolation Link: SMA A.1 > GWT Scenario:POST-CONDITIONS (DIVERSION) From Node:SMA-A.1 To Node:GWT-A Link Count:1 Flow Direction:Both Aquifer Base Elevation:25.00 ft Water Table Elevation:42.00 ft Annual Recharge Rate:0 ipy Horizontal Conductivity:25.500 fpd Vertical Conductivity:0.000 fpd Fillable Porosity:0.250 Layer Thickness:1.50 ft Surface Area Option:Vary Based on Stage/Area Table Vertical Flow Termination:Horizontal Flow Algorithm Perimeter 1:200.00 ft Perimeter 2:200.00 ft Perimeter 3:200.00 ft Distance P1 to P2:50.00 ft Distance P2 to P3:450.00 ft # of Cells P1 to P2:10 # of Cells P2 to P3:45 Comment: 312 POST CONDITIONS INPUT REPORT 27 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Percolation Link: SMA A.2 > GWT Scenario:POST-CONDITIONS (DIVERSION) From Node:SMA-A.2 To Node:GWT-A Link Count:1 Flow Direction:Both Aquifer Base Elevation:25.00 ft Water Table Elevation:42.00 ft Annual Recharge Rate:0 ipy Horizontal Conductivity:25.500 fpd Vertical Conductivity:0.000 fpd Fillable Porosity:0.250 Layer Thickness:1.50 ft Surface Area Option:Vary Based on Stage/Area Table Vertical Flow Termination:Horizontal Flow Algorithm Perimeter 1:200.00 ft Perimeter 2:200.00 ft Perimeter 3:200.00 ft Distance P1 to P2:50.00 ft Distance P2 to P3:450.00 ft # of Cells P1 to P2:10 # of Cells P2 to P3:45 Comment: Drop Structure Link: SMA B > EAST OUTFALL Scenario:POST-CONDITION S (DIVERSION) From Node:SMA-B To Node:POST-EAST-OUTFA LL Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:59.00 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:39.84 ft Invert:39.55 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: NGVD TO NAVD CONVERSION FACTOR OF 1.056. POND OUTFALL TO TIE INTO LOWEST ELEVATION OF EXISTING STRUCTURE AT INVERT 40.61 (NGVD) Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:44.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: 313 POST CONDITIONS INPUT REPORT 28 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Control Elevation:44.50 ft Max Depth:3.00 ft Max Width:4.50 ft Fillet:0.00 ft Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: TYPE E BOX Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:43.35 ft Control Elevation:43.35 ft Max Depth:999999999.00 ft Max Width:0.50 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: SMA B > WEST OUTFALL Scenario:POST-CONDITION S (DIVERSION) From Node:SMA-B To Node:D38 Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:230.08 ft FHWA Code:1 Entr Loss Coef:1.00 Exit Loss Coef:0.50 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:34.26 ft Invert:33.80 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: 314 POST CONDITIONS INPUT REPORT 29 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:44.50 ft Control Elevation:44.50 ft Max Depth:3.00 ft Max Width:4.50 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: TYPE E BOX Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:43.00 ft Control Elevation:43.00 ft Max Depth:999999999.00 ft Max Width:1.40 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:3 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:40.50 ft Control Elevation:40.50 ft Max Depth:0.25 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: 315 POST CONDITIONS INPUT REPORT 30 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Pipe Link: SMA C > D32 Scenario:POST-CONDITION S (DIVERSION) From Node:SMA-C To Node:D32 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:70.00 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:39.80 ft Invert:39.73 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Percolation Link: SMA C > GWT Scenario:POST-CONDITIONS (DIVERSION) From Node:SMA-C To Node:GWT-C Link Count:1 Flow Direction:Both Aquifer Base Elevation:25.00 ft Water Table Elevation:41.00 ft Annual Recharge Rate:0 ipy Horizontal Conductivity:25.500 fpd Vertical Conductivity:0.000 fpd Fillable Porosity:0.250 Layer Thickness:1.00 ft Surface Area Option:User Specified Bottom Elevation:42.00 ft Surface Area:0.7185 ac Vertical Flow Termination:Horizontal Flow Algorithm Perimeter 1:354.00 ft Perimeter 2:432.00 ft Perimeter 3:490.00 ft Distance P1 to P2:50.00 ft Distance P2 to P3:450.00 ft # of Cells P1 to P2:10 # of Cells P2 to P3:45 Comment: Percolation Link: SMA D > GWT Scenario:POST-CONDITIONS (DIVERSION) From Node:SMA-D To Node:GWT D & E Link Count:1 Flow Direction:Both Aquifer Base Elevation:25.00 ft Water Table Elevation:40.00 ft Annual Recharge Rate:0 ipy Horizontal Conductivity:25.500 fpd Vertical Conductivity:0.000 fpd Surface Area Option:User Specified Bottom Elevation:42.00 ft Surface Area:0.3090 ac Vertical Flow Termination:Horizontal Flow Algorithm Perimeter 1:254.00 ft Perimeter 2:337.00 ft Perimeter 3:1044.00 ft Distance P1 to P2:50.00 ft Distance P2 to P3:450.00 ft # of Cells P1 to P2:10 # of Cells P2 to P3:45 316 POST CONDITIONS INPUT REPORT 31 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Fillable Porosity:0.250 Layer Thickness:2.00 ft Comment: Percolation Link: SMA E > GWT Scenario:POST-CONDITIONS (DIVERSION) From Node:SMA-E To Node:GWT D & E Link Count:1 Flow Direction:Both Aquifer Base Elevation:25.00 ft Water Table Elevation:40.00 ft Annual Recharge Rate:0 ipy Horizontal Conductivity:25.500 fpd Vertical Conductivity:0.000 fpd Fillable Porosity:0.250 Layer Thickness:2.00 ft Surface Area Option:User Specified Bottom Elevation:42.00 ft Surface Area:0.5063 ac Vertical Flow Termination:Horizontal Flow Algorithm Perimeter 1:120.00 ft Perimeter 2:120.00 ft Perimeter 3:120.00 ft Distance P1 to P2:50.00 ft Distance P2 to P3:450.00 ft # of Cells P1 to P2:10 # of Cells P2 to P3:45 Comment: Percolation Link: SMA G > GWT Scenario:POST-CONDITIONS (DIVERSION) From Node:SMA-G To Node:GWT G & SWALES Link Count:1 Flow Direction:Both Aquifer Base Elevation:25.00 ft Water Table Elevation:40.00 ft Annual Recharge Rate:0 ipy Horizontal Conductivity:25.500 fpd Vertical Conductivity:0.000 fpd Fillable Porosity:0.250 Layer Thickness:2.00 ft Surface Area Option:User Specified Bottom Elevation:42.00 ft Surface Area:0.8593 ac Vertical Flow Termination:Horizontal Flow Algorithm Perimeter 1:389.00 ft Perimeter 2:468.00 ft Perimeter 3:1161.00 ft Distance P1 to P2:50.00 ft Distance P2 to P3:450.00 ft # of Cells P1 to P2:10 # of Cells P2 to P3:45 Comment: Pipe Link: SMA G > SMA C Scenario:POST-CONDITION S (DIVERSION) From Node:SMA-G To Node:SMA-C Link Count:2 Upstream Downstream Invert:42.00 ft Invert:42.00 ft Manning's N:0.0200 Manning's N:0.0200 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip 317 POST CONDITIONS INPUT REPORT 32 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Flow Direction:Both Damping:0.0000 ft Length:95.00 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Weir Link: SMA-A > CS-C (1) Scenario:POST-CONDITIONS (DIVERSION) From Node:SMA-A.1 To Node:CS-C Link Count:1 Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:45.60 ft Control Elevation:45.60 ft Max Depth:999999.00 ft Max Width:5.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:2.800 Weir Table: Orifice Default:0.600 Orifice Table: Comment: Weir Link: SMA-A > CS-C (2) Scenario:POST-CONDITIONS (DIVERSION) From Node:SMA-A.1 To Node:CS-C Link Count:1 Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:46.00 ft Control Elevation:46.00 ft Max Depth:3.08 ft Max Width:4.08 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:2.800 Weir Table: Orifice Default:0.600 Orifice Table: Comment: 318 POST CONDITIONS INPUT REPORT 33 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Pipe Link: SMA-A EQUALIZER Scenario:POST-CONDITION S (DIVERSION) From Node:SMA-A.2 To Node:SMA-A.1 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:146.00 ft FHWA Code:5 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:44.00 ft Invert:43.50 ft Manning's N:0.0120 Manning's N:0.0120 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: SMA-C > D17 Scenario:POST-CONDITION S (DIVERSION) From Node:SMA-C To Node:D17 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.70 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:42.00 ft Invert:43.33 ft Manning's N:0.0200 Manning's N:0.0200 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: SMA-D > D17 Scenario:POST-CONDITION S (DIVERSION) From Node:SMA-D To Node:D17 Link Count:2 Flow Direction:Both Damping:0.0000 ft Length:48.00 ft FHWA Code:1 Entr Loss Coef:0.00 Upstream Downstream Invert:42.00 ft Invert:43.66 ft Manning's N:0.0200 Manning's N:0.0200 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip 319 POST CONDITIONS INPUT REPORT 34 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: SMA-E > D16 Scenario:POST-CONDITION S (DIVERSION) From Node:SMA-E To Node:D16 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:67.10 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:42.00 ft Invert:43.06 ft Manning's N:0.0200 Manning's N:0.0200 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Percolation Link: SMA-F > GWT Scenario:POST-CONDITIONS (DIVERSION) From Node:SMA-F To Node:GWT-F Link Count:1 Flow Direction:Both Aquifer Base Elevation:25.00 ft Water Table Elevation:40.50 ft Annual Recharge Rate:0 ipy Horizontal Conductivity:25.500 fpd Vertical Conductivity:0.000 fpd Fillable Porosity:0.250 Layer Thickness:1.00 ft Surface Area Option:User Specified Bottom Elevation:41.50 ft Surface Area:0.1354 ac Vertical Flow Termination:Horizontal Flow Algorithm Perimeter 1:157.00 ft Perimeter 2:236.00 ft Perimeter 3:943.00 ft Distance P1 to P2:50.00 ft Distance P2 to P3:450.00 ft # of Cells P1 to P2:10 # of Cells P2 to P3:45 Comment: Pipe Link: SMA-G > D15 Scenario:POST-CONDITION S (DIVERSION) Upstream Downstream Invert:42.00 ft Invert:43.33 ft Manning's N:0.0200 Manning's N:0.0200 320 POST CONDITIONS INPUT REPORT 35 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 From Node:SMA-G To Node:D15 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:27.70 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: SMA-G > D16 Scenario:POST-CONDITION S (DIVERSION) From Node:SMA-G To Node:D16 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:53.40 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:42.00 ft Invert:43.33 ft Manning's N:0.0200 Manning's N:0.0200 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: SWALE 1 > SMA G Scenario:POST-CONDITION S (DIVERSION) From Node:SWALE 1 To Node:SMA-G Link Count:2 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:4.00 ft FHWA Code:1 Entr Loss Coef:0.00 Upstream Pipe Downstream Pipe Invert:42.10 ft Invert:42.00 ft Manning's N:0.0200 Manning's N:0.0200 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: 321 POST CONDITIONS INPUT REPORT 36 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:45.25 ft Control Elevation:45.25 ft Max Depth:3.08 ft Max Width:4.08 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: TYPE D BOX Drop Structure Comment: Drop Structure Link: SWALE 2 > SMA G Scenario:POST-CONDITION S (DIVERSION) From Node:SWALE 2 To Node:SMA-G Link Count:2 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:4.00 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:42.10 ft Invert:42.00 ft Manning's N:0.0200 Manning's N:0.0200 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Bottom Clip Default:0.00 ft 322 POST CONDITIONS INPUT REPORT 37 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:45.25 ft Control Elevation:45.25 ft Max Depth:3.08 ft Max Width:4.08 ft Fillet:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: TYPE D BOX Drop Structure Comment: Drop Structure Link: SWALE 3 > SMA G Scenario:POST-CONDITION S (DIVERSION) From Node:SWALE 3 To Node:SMA-G Link Count:2 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:4.00 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:42.10 ft Invert:42.00 ft Manning's N:0.0200 Manning's N:0.0200 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:45.25 ft Control Elevation:45.25 ft Max Depth:3.08 ft Max Width:4.08 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 323 POST CONDITIONS INPUT REPORT 38 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Fillet:0.00 ft Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: TYPE D BOX Drop Structure Comment: Weir Link: WEIR SMA-F > D40 Scenario:POST-CONDITIONS (DIVERSION) From Node:SMA-F To Node:D15 Link Count:2 Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Arch Structural Plate Invert:43.00 ft Control Elevation:43.00 ft Max Depth:1.58 ft Max Width:3.08 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:2.800 Weir Table: Orifice Default:0.600 Orifice Table: Comment: Simulation: 100YR-24HR Scenario:POST-CONDITIONS (DIVERSION) Run Date/Time:11/10/2020 6:11:39 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology 324 POST CONDITIONS INPUT REPORT 39 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 0 0 0 8.0000 5.0000 0 0 0 14.0000 15.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 0 0 0 8.0000 5.0000 0 0 0 14.0000 15.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set:SITE Green-Ampt Set: Vertical Layers Set: Impervious Set:SITE Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~FLMOD Rainfall Amount:10.60 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft 325 POST CONDITIONS INPUT REPORT 40 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: 100 yr / 24 hr Simulation: 10YR-24HR Scenario:POST-CONDITIONS (DIVERSION) Run Date/Time:11/10/2020 6:27:23 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 0 0 0 8.0000 5.0000 0 0 0 14.0000 15.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 0 0 0 8.0000 5.0000 0 0 0 14.0000 15.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False 326 POST CONDITIONS INPUT REPORT 41 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set:SITE Green-Ampt Set: Vertical Layers Set: Impervious Set:SITE Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~FLMOD Rainfall Amount:7.90 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: 10 yr / 24 hr Simulation: 25YR-24HR Scenario:POST-CONDITIONS (DIVERSION) Run Date/Time:11/10/2020 6:37:55 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 327 POST CONDITIONS INPUT REPORT 42 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 0 0 0 8.0000 5.0000 0 0 0 14.0000 15.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 0 0 0 8.0000 5.0000 0 0 0 14.0000 15.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set:SITE Green-Ampt Set: Vertical Layers Set: Impervious Set:SITE Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False 328 POST CONDITIONS INPUT REPORT 43 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~FLMOD Rainfall Amount:8.60 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: 25 yr / 24 hr Simulation: MEAN ANNUAL Scenario:POST-CONDITIONS (DIVERSION) Run Date/Time:11/10/2020 6:49:02 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 0 0 0 8.0000 5.0000 0 0 0 14.0000 15.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 0 0 0 8.0000 5.0000 329 POST CONDITIONS INPUT REPORT 44 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 14:27 Year Month Day Hour [hr]Time Increment [min] 0 0 0 14.0000 15.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set:SITE Green-Ampt Set: Vertical Layers Set: Impervious Set:SITE Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~FLMOD Rainfall Amount:4.30 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Mean Annual (2.33 yr / 24 hr) 330 Kimley-Horn and Associates, Inc. Winter Springs Marketplace APPENDIX E Wet & Dry Pond Recovery Analysis 331 1D Nodes - Time Series 1 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-A.1 0.0000 45.60 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 0.2501 45.42 0.85 RECOVERY (DIVERSION)RECOVERY SMA-A.1 0.5003 45.25 0.80 RECOVERY (DIVERSION)RECOVERY SMA-A.1 0.7501 45.07 0.75 RECOVERY (DIVERSION)RECOVERY SMA-A.1 1.0001 44.90 0.70 RECOVERY (DIVERSION)RECOVERY SMA-A.1 1.2502 44.76 0.45 RECOVERY (DIVERSION)RECOVERY SMA-A.1 1.5004 44.65 0.36 RECOVERY (DIVERSION)RECOVERY SMA-A.1 1.7500 44.56 0.31 RECOVERY (DIVERSION)RECOVERY SMA-A.1 2.0000 44.48 0.28 RECOVERY (DIVERSION)RECOVERY SMA-A.1 2.2501 44.40 0.25 RECOVERY (DIVERSION)RECOVERY SMA-A.1 2.5002 44.32 0.23 RECOVERY (DIVERSION)RECOVERY SMA-A.1 2.7501 44.25 0.21 RECOVERY (DIVERSION)RECOVERY SMA-A.1 3.0001 44.19 0.19 RECOVERY (DIVERSION)RECOVERY SMA-A.1 3.2503 44.13 0.16 RECOVERY (DIVERSION)RECOVERY SMA-A.1 3.5002 44.08 0.11 RECOVERY (DIVERSION)RECOVERY SMA-A.1 3.7502 44.05 0.09 RECOVERY (DIVERSION)RECOVERY SMA-A.1 4.0002 44.02 0.08 RECOVERY (DIVERSION)RECOVERY SMA-A.1 4.2504 43.99 0.07 RECOVERY (DIVERSION)RECOVERY SMA-A.1 4.5004 43.96 0.07 RECOVERY (DIVERSION)RECOVERY SMA-A.1 4.7501 43.94 0.07 RECOVERY (DIVERSION)RECOVERY SMA-A.1 5.0005 43.91 0.06 RECOVERY (DIVERSION)RECOVERY SMA-A.1 5.2505 43.89 0.06 RECOVERY (DIVERSION)RECOVERY SMA-A.1 5.5000 43.87 0.06 RECOVERY (DIVERSION)RECOVERY SMA-A.1 5.7500 43.84 0.05 RECOVERY (DIVERSION)RECOVERY SMA-A.1 6.0005 43.82 0.05 RECOVERY (DIVERSION)RECOVERY SMA-A.1 6.2504 43.80 0.05 RECOVERY (DIVERSION)RECOVERY SMA-A.1 6.5005 43.78 0.05 RECOVERY (DIVERSION)RECOVERY SMA-A.1 6.7500 43.76 0.05 RECOVERY (DIVERSION)RECOVERY SMA-A.1 7.0000 43.74 0.04 RECOVERY (DIVERSION)RECOVERY SMA-A.1 7.2504 43.73 0.04 RECOVERY (DIVERSION)RECOVERY SMA-A.1 7.5005 43.71 0.04 RECOVERY (DIVERSION)RECOVERY SMA-A.1 7.7502 43.69 0.04 RECOVERY (DIVERSION)RECOVERY SMA-A.1 8.0001 43.68 0.04 RECOVERY (DIVERSION)RECOVERY SMA-A.1 8.2501 43.66 0.04 RECOVERY (DIVERSION)RECOVERY SMA-A.1 8.5000 43.64 0.03 RECOVERY (DIVERSION)RECOVERY SMA-A.1 8.7506 43.63 0.03 RECOVERY (DIVERSION)RECOVERY SMA-A.1 9.0002 43.61 0.03 RECOVERY (DIVERSION)RECOVERY SMA-A.1 9.2504 43.60 0.03 RECOVERY (DIVERSION)RECOVERY SMA-A.1 9.5003 43.59 0.03 RECOVERY (DIVERSION)RECOVERY SMA-A.1 9.7502 43.57 0.03 RECOVERY (DIVERSION)RECOVERY SMA-A.1 10.0000 43.56 0.03 RECOVERY (DIVERSION)RECOVERY SMA-A.1 10.2501 43.55 0.03 332 1D Nodes - Time Series 2 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-A.1 10.5006 43.53 0.03 RECOVERY (DIVERSION)RECOVERY SMA-A.1 10.7501 43.52 0.02 RECOVERY (DIVERSION)RECOVERY SMA-A.1 11.0004 43.51 0.02 RECOVERY (DIVERSION)RECOVERY SMA-A.1 11.2501 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 11.5002 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 11.7503 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 12.0003 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 12.2506 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 12.5005 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 12.7505 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 13.0002 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 13.2501 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 13.5000 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 13.7500 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 14.0004 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 14.2507 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 14.5001 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 14.7506 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 15.0000 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 15.2502 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 15.5001 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 15.7502 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 16.0003 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 16.2506 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 16.5006 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 16.7504 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 17.0006 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 17.2503 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 17.5005 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 17.7502 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 18.0001 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 18.2503 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 18.5003 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 18.7506 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 19.0004 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 19.2502 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 19.5005 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 19.7506 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 20.0007 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 20.2503 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 20.5005 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 20.7503 43.50 0.00 REMAINDER OF THIS RECOVERY TABLE HAS BEEN REMOVED TO LIMIT LENGTH OF REPORT SMA-A.1 RECOVERS WITHIN 11.25 HOURS 333 1D Nodes - Time Series 7 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-A.1 63.0034 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 63.2512 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 63.5007 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 63.7512 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 64.0007 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 64.2501 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 64.5038 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 64.7510 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 65.0003 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 65.2508 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 65.5025 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 65.7538 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 66.0030 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 66.2532 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 66.5041 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 66.7503 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 67.0029 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 67.2516 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 67.5030 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 67.7530 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 68.0055 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 68.2504 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 68.5001 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 68.7527 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 69.0002 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 69.2536 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 69.5040 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 69.7562 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 70.0025 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 70.2514 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 70.5014 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 70.7510 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 71.0003 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 71.2558 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 71.5045 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 71.7544 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.1 72.0073 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 0.0000 45.60 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 0.2501 45.42 0.36 RECOVERY (DIVERSION)RECOVERY SMA-A.2 0.5003 45.25 0.34 RECOVERY (DIVERSION)RECOVERY SMA-A.2 0.7501 45.07 0.31 RECOVERY (DIVERSION)RECOVERY SMA-A.2 1.0001 44.90 0.28 334 1D Nodes - Time Series 8 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-A.2 1.2502 44.76 0.24 RECOVERY (DIVERSION)RECOVERY SMA-A.2 1.5004 44.65 0.22 RECOVERY (DIVERSION)RECOVERY SMA-A.2 1.7500 44.56 0.21 RECOVERY (DIVERSION)RECOVERY SMA-A.2 2.0000 44.47 0.19 RECOVERY (DIVERSION)RECOVERY SMA-A.2 2.2501 44.39 0.18 RECOVERY (DIVERSION)RECOVERY SMA-A.2 2.5002 44.32 0.18 RECOVERY (DIVERSION)RECOVERY SMA-A.2 2.7501 44.25 0.17 RECOVERY (DIVERSION)RECOVERY SMA-A.2 3.0001 44.18 0.16 RECOVERY (DIVERSION)RECOVERY SMA-A.2 3.2503 44.10 0.15 RECOVERY (DIVERSION)RECOVERY SMA-A.2 3.5002 43.99 0.14 RECOVERY (DIVERSION)RECOVERY SMA-A.2 3.7502 43.86 0.09 RECOVERY (DIVERSION)RECOVERY SMA-A.2 4.0002 43.76 0.06 RECOVERY (DIVERSION)RECOVERY SMA-A.2 4.2504 43.66 0.05 RECOVERY (DIVERSION)RECOVERY SMA-A.2 4.5004 43.58 0.04 RECOVERY (DIVERSION)RECOVERY SMA-A.2 4.7501 43.51 0.03 RECOVERY (DIVERSION)RECOVERY SMA-A.2 5.0005 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 5.2505 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 5.5000 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 5.7500 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 6.0005 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 6.2504 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 6.5005 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 6.7500 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 7.0000 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 7.2504 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 7.5005 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 7.7502 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 8.0001 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 8.2501 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 8.5000 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 8.7506 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 9.0002 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 9.2504 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 9.5003 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 9.7502 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 10.0000 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 10.2501 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 10.5006 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 10.7501 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 11.0004 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 11.2501 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 11.5002 43.50 0.00 REMAINDER OF THIS RECOVERY TABLE HAS BEEN REMOVED TO LIMIT LENGTH OF REPORT SMA-A.2 RECOVERS WITHIN 5.0 HOURS 335 1D Nodes - Time Series 14 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-A.2 64.2501 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 64.5038 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 64.7510 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 65.0003 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 65.2508 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 65.5025 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 65.7538 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 66.0030 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 66.2532 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 66.5041 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 66.7503 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 67.0029 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 67.2516 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 67.5030 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 67.7530 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 68.0055 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 68.2504 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 68.5001 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 68.7527 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 69.0002 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 69.2536 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 69.5040 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 69.7562 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 70.0025 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 70.2514 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 70.5014 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 70.7510 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 71.0003 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 71.2558 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 71.5045 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 71.7544 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-A.2 72.0073 43.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 0.0000 41.01 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 0.2501 41.00 0.15 RECOVERY (DIVERSION)RECOVERY SMA-B 0.5003 40.99 0.14 RECOVERY (DIVERSION)RECOVERY SMA-B 0.7501 40.99 0.14 RECOVERY (DIVERSION)RECOVERY SMA-B 1.0001 40.98 0.14 RECOVERY (DIVERSION)RECOVERY SMA-B 1.2502 40.97 0.14 RECOVERY (DIVERSION)RECOVERY SMA-B 1.5004 40.96 0.14 RECOVERY (DIVERSION)RECOVERY SMA-B 1.7500 40.96 0.14 RECOVERY (DIVERSION)RECOVERY SMA-B 2.0000 40.95 0.13 RECOVERY (DIVERSION)RECOVERY SMA-B 2.2501 40.94 0.13 336 1D Nodes - Time Series 15 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-B 2.5002 40.94 0.13 RECOVERY (DIVERSION)RECOVERY SMA-B 2.7501 40.93 0.13 RECOVERY (DIVERSION)RECOVERY SMA-B 3.0001 40.92 0.13 RECOVERY (DIVERSION)RECOVERY SMA-B 3.2503 40.92 0.13 RECOVERY (DIVERSION)RECOVERY SMA-B 3.5002 40.91 0.13 RECOVERY (DIVERSION)RECOVERY SMA-B 3.7502 40.90 0.12 RECOVERY (DIVERSION)RECOVERY SMA-B 4.0002 40.90 0.12 RECOVERY (DIVERSION)RECOVERY SMA-B 4.2504 40.89 0.12 RECOVERY (DIVERSION)RECOVERY SMA-B 4.5004 40.88 0.12 RECOVERY (DIVERSION)RECOVERY SMA-B 4.7501 40.88 0.12 RECOVERY (DIVERSION)RECOVERY SMA-B 5.0005 40.87 0.12 RECOVERY (DIVERSION)RECOVERY SMA-B 5.2505 40.86 0.12 RECOVERY (DIVERSION)RECOVERY SMA-B 5.5000 40.86 0.11 RECOVERY (DIVERSION)RECOVERY SMA-B 5.7500 40.85 0.11 RECOVERY (DIVERSION)RECOVERY SMA-B 6.0005 40.85 0.11 RECOVERY (DIVERSION)RECOVERY SMA-B 6.2504 40.84 0.11 RECOVERY (DIVERSION)RECOVERY SMA-B 6.5005 40.83 0.11 RECOVERY (DIVERSION)RECOVERY SMA-B 6.7500 40.83 0.11 RECOVERY (DIVERSION)RECOVERY SMA-B 7.0000 40.82 0.10 RECOVERY (DIVERSION)RECOVERY SMA-B 7.2504 40.82 0.10 RECOVERY (DIVERSION)RECOVERY SMA-B 7.5005 40.81 0.10 RECOVERY (DIVERSION)RECOVERY SMA-B 7.7502 40.81 0.10 RECOVERY (DIVERSION)RECOVERY SMA-B 8.0001 40.80 0.10 RECOVERY (DIVERSION)RECOVERY SMA-B 8.2501 40.79 0.10 RECOVERY (DIVERSION)RECOVERY SMA-B 8.5000 40.79 0.09 RECOVERY (DIVERSION)RECOVERY SMA-B 8.7506 40.78 0.09 RECOVERY (DIVERSION)RECOVERY SMA-B 9.0002 40.78 0.09 RECOVERY (DIVERSION)RECOVERY SMA-B 9.2504 40.77 0.09 RECOVERY (DIVERSION)RECOVERY SMA-B 9.5003 40.77 0.08 RECOVERY (DIVERSION)RECOVERY SMA-B 9.7502 40.77 0.08 RECOVERY (DIVERSION)RECOVERY SMA-B 10.0000 40.76 0.08 RECOVERY (DIVERSION)RECOVERY SMA-B 10.2501 40.76 0.08 RECOVERY (DIVERSION)RECOVERY SMA-B 10.5006 40.75 0.08 RECOVERY (DIVERSION)RECOVERY SMA-B 10.7501 40.75 0.07 RECOVERY (DIVERSION)RECOVERY SMA-B 11.0004 40.74 0.07 RECOVERY (DIVERSION)RECOVERY SMA-B 11.2501 40.74 0.07 RECOVERY (DIVERSION)RECOVERY SMA-B 11.5002 40.74 0.07 RECOVERY (DIVERSION)RECOVERY SMA-B 11.7503 40.73 0.07 RECOVERY (DIVERSION)RECOVERY SMA-B 12.0003 40.73 0.07 RECOVERY (DIVERSION)RECOVERY SMA-B 12.2506 40.73 0.07 RECOVERY (DIVERSION)RECOVERY SMA-B 12.5005 40.72 0.07 RECOVERY (DIVERSION)RECOVERY SMA-B 12.7505 40.72 0.06 REMAINDER OF THIS RECOVERY TABLE HAS BEEN REMOVED TO LIMIT LENGTH OF REPORT HALF OF SMA-B TREATMENT VOLUME RECOVERS WITHIN APPROXIMATELY 10.5 HOURS. (MINIMUM ORIFICE SIZING UTILIZED) 337 1D Nodes - Time Series 21 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-B 65.5025 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 65.7538 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 66.0030 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 66.2532 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 66.5041 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 66.7503 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 67.0029 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 67.2516 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 67.5030 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 67.7530 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 68.0055 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 68.2504 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 68.5001 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 68.7527 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 69.0002 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 69.2536 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 69.5040 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 69.7562 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 70.0025 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 70.2514 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 70.5014 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 70.7510 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 71.0003 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 71.2558 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 71.5045 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 71.7544 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-B 72.0073 40.54 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 0.0000 43.33 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 0.2501 42.59 2.03 RECOVERY (DIVERSION)RECOVERY SMA-C 0.5003 42.48 1.18 RECOVERY (DIVERSION)RECOVERY SMA-C 0.7501 42.41 0.82 RECOVERY (DIVERSION)RECOVERY SMA-C 1.0001 42.35 0.61 RECOVERY (DIVERSION)RECOVERY SMA-C 1.2502 42.31 0.47 RECOVERY (DIVERSION)RECOVERY SMA-C 1.5004 42.28 0.38 RECOVERY (DIVERSION)RECOVERY SMA-C 1.7500 42.25 0.31 RECOVERY (DIVERSION)RECOVERY SMA-C 2.0000 42.23 0.27 RECOVERY (DIVERSION)RECOVERY SMA-C 2.2501 42.20 0.23 RECOVERY (DIVERSION)RECOVERY SMA-C 2.5002 42.19 0.20 RECOVERY (DIVERSION)RECOVERY SMA-C 2.7501 42.17 0.17 RECOVERY (DIVERSION)RECOVERY SMA-C 3.0001 42.15 0.15 RECOVERY (DIVERSION)RECOVERY SMA-C 3.2503 42.14 0.14 RECOVERY (DIVERSION)RECOVERY SMA-C 3.5002 42.13 0.12 338 1D Nodes - Time Series 22 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-C 3.7502 42.12 0.11 RECOVERY (DIVERSION)RECOVERY SMA-C 4.0002 42.11 0.10 RECOVERY (DIVERSION)RECOVERY SMA-C 4.2504 42.10 0.09 RECOVERY (DIVERSION)RECOVERY SMA-C 4.5004 42.09 0.09 RECOVERY (DIVERSION)RECOVERY SMA-C 4.7501 42.08 0.08 RECOVERY (DIVERSION)RECOVERY SMA-C 5.0005 42.07 0.08 RECOVERY (DIVERSION)RECOVERY SMA-C 5.2505 42.06 0.07 RECOVERY (DIVERSION)RECOVERY SMA-C 5.5000 42.05 0.07 RECOVERY (DIVERSION)RECOVERY SMA-C 5.7500 42.04 0.07 RECOVERY (DIVERSION)RECOVERY SMA-C 6.0005 42.04 0.06 RECOVERY (DIVERSION)RECOVERY SMA-C 6.2504 42.03 0.06 RECOVERY (DIVERSION)RECOVERY SMA-C 6.5005 42.02 0.06 RECOVERY (DIVERSION)RECOVERY SMA-C 6.7500 42.02 0.06 RECOVERY (DIVERSION)RECOVERY SMA-C 7.0000 42.01 0.06 RECOVERY (DIVERSION)RECOVERY SMA-C 7.2504 42.01 0.06 RECOVERY (DIVERSION)RECOVERY SMA-C 7.5005 42.00 0.05 RECOVERY (DIVERSION)RECOVERY SMA-C 7.7502 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 8.0001 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 8.2501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 8.5000 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 8.7506 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 9.0002 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 9.2504 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 9.5003 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 9.7502 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 10.0000 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 10.2501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 10.5006 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 10.7501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 11.0004 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 11.2501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 11.5002 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 11.7503 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 12.0003 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 12.2506 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 12.5005 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 12.7505 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 13.0002 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 13.2501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 13.5000 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 13.7500 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 14.0004 42.00 0.00 REMAINDER OF THIS RECOVERY TABLE HAS BEEN REMOVED TO LIMIT LENGTH OF REPORT SMA-C RECOVERS WITHIN 7.5 HOURS 339 1D Nodes - Time Series 28 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-C 66.7503 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 67.0029 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 67.2516 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 67.5030 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 67.7530 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 68.0055 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 68.2504 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 68.5001 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 68.7527 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 69.0002 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 69.2536 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 69.5040 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 69.7562 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 70.0025 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 70.2514 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 70.5014 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 70.7510 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 71.0003 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 71.2558 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 71.5045 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 71.7544 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-C 72.0073 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 0.0000 43.66 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 0.2501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 0.5003 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 0.7501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 1.0001 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 1.2502 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 1.5004 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 1.7500 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 2.0000 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 2.2501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 2.5002 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 2.7501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 3.0001 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 3.2503 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 3.5002 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 3.7502 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 4.0002 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 4.2504 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 4.5004 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 4.7501 42.00 0.00 REMAINDER OF THIS RECOVERY TABLE HAS BEEN REMOVED TO LIMIT LENGTH OF REPORT SMA-D RECOVERS IN UNDER AN HOUR 340 1D Nodes - Time Series 35 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-D 68.0055 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 68.2504 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 68.5001 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 68.7527 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 69.0002 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 69.2536 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 69.5040 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 69.7562 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 70.0025 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 70.2514 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 70.5014 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 70.7510 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 71.0003 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 71.2558 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 71.5045 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 71.7544 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-D 72.0073 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 0.0000 43.06 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 0.2501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 0.5003 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 0.7501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 1.0001 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 1.2502 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 1.5004 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 1.7500 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 2.0000 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 2.2501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 2.5002 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 2.7501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 3.0001 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 3.2503 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 3.5002 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 3.7502 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 4.0002 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 4.2504 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 4.5004 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 4.7501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 5.0005 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 5.2505 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 5.5000 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 5.7500 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 6.0005 42.00 0.00 REMAINDER OF THIS RECOVERY TABLE HAS BEEN REMOVED TO LIMIT LENGTH OF REPORT SMA-E RECOVERS IN UNDER AN HOUR 341 1D Nodes - Time Series 42 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-E 69.2536 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 69.5040 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 69.7562 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 70.0025 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 70.2514 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 70.5014 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 70.7510 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 71.0003 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 71.2558 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 71.5045 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 71.7544 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-E 72.0073 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 0.0000 43.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 0.2501 42.49 0.41 RECOVERY (DIVERSION)RECOVERY SMA-F 0.5003 42.42 0.23 RECOVERY (DIVERSION)RECOVERY SMA-F 0.7501 42.37 0.17 RECOVERY (DIVERSION)RECOVERY SMA-F 1.0001 42.33 0.14 RECOVERY (DIVERSION)RECOVERY SMA-F 1.2502 42.29 0.12 RECOVERY (DIVERSION)RECOVERY SMA-F 1.5004 42.26 0.11 RECOVERY (DIVERSION)RECOVERY SMA-F 1.7500 42.23 0.10 RECOVERY (DIVERSION)RECOVERY SMA-F 2.0000 42.21 0.09 RECOVERY (DIVERSION)RECOVERY SMA-F 2.2501 42.19 0.08 RECOVERY (DIVERSION)RECOVERY SMA-F 2.5002 42.16 0.08 RECOVERY (DIVERSION)RECOVERY SMA-F 2.7501 42.14 0.07 RECOVERY (DIVERSION)RECOVERY SMA-F 3.0001 42.12 0.07 RECOVERY (DIVERSION)RECOVERY SMA-F 3.2503 42.11 0.07 RECOVERY (DIVERSION)RECOVERY SMA-F 3.5002 42.09 0.06 RECOVERY (DIVERSION)RECOVERY SMA-F 3.7502 42.07 0.06 RECOVERY (DIVERSION)RECOVERY SMA-F 4.0002 42.06 0.06 RECOVERY (DIVERSION)RECOVERY SMA-F 4.2504 42.04 0.05 RECOVERY (DIVERSION)RECOVERY SMA-F 4.5004 42.03 0.05 RECOVERY (DIVERSION)RECOVERY SMA-F 4.7501 42.01 0.05 RECOVERY (DIVERSION)RECOVERY SMA-F 5.0005 42.00 0.05 RECOVERY (DIVERSION)RECOVERY SMA-F 5.2505 41.98 0.05 RECOVERY (DIVERSION)RECOVERY SMA-F 5.5000 41.97 0.04 RECOVERY (DIVERSION)RECOVERY SMA-F 5.7500 41.95 0.04 RECOVERY (DIVERSION)RECOVERY SMA-F 6.0005 41.94 0.04 RECOVERY (DIVERSION)RECOVERY SMA-F 6.2504 41.93 0.04 RECOVERY (DIVERSION)RECOVERY SMA-F 6.5005 41.91 0.04 RECOVERY (DIVERSION)RECOVERY SMA-F 6.7500 41.90 0.04 RECOVERY (DIVERSION)RECOVERY SMA-F 7.0000 41.89 0.04 RECOVERY (DIVERSION)RECOVERY SMA-F 7.2504 41.88 0.04 342 1D Nodes - Time Series 43 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-F 7.5005 41.87 0.03 RECOVERY (DIVERSION)RECOVERY SMA-F 7.7502 41.86 0.03 RECOVERY (DIVERSION)RECOVERY SMA-F 8.0001 41.85 0.03 RECOVERY (DIVERSION)RECOVERY SMA-F 8.2501 41.84 0.03 RECOVERY (DIVERSION)RECOVERY SMA-F 8.5000 41.83 0.03 RECOVERY (DIVERSION)RECOVERY SMA-F 8.7506 41.82 0.03 RECOVERY (DIVERSION)RECOVERY SMA-F 9.0002 41.81 0.03 RECOVERY (DIVERSION)RECOVERY SMA-F 9.2504 41.80 0.03 RECOVERY (DIVERSION)RECOVERY SMA-F 9.5003 41.79 0.03 RECOVERY (DIVERSION)RECOVERY SMA-F 9.7502 41.78 0.03 RECOVERY (DIVERSION)RECOVERY SMA-F 10.0000 41.77 0.03 RECOVERY (DIVERSION)RECOVERY SMA-F 10.2501 41.76 0.03 RECOVERY (DIVERSION)RECOVERY SMA-F 10.5006 41.75 0.03 RECOVERY (DIVERSION)RECOVERY SMA-F 10.7501 41.74 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 11.0004 41.74 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 11.2501 41.73 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 11.5002 41.72 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 11.7503 41.71 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 12.0003 41.70 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 12.2506 41.70 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 12.5005 41.69 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 12.7505 41.68 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 13.0002 41.67 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 13.2501 41.66 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 13.5000 41.66 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 13.7500 41.65 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 14.0004 41.64 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 14.2507 41.63 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 14.5001 41.63 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 14.7506 41.62 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 15.0000 41.61 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 15.2502 41.61 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 15.5001 41.60 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 15.7502 41.59 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 16.0003 41.59 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 16.2506 41.58 0.02 RECOVERY (DIVERSION)RECOVERY SMA-F 16.5006 41.57 0.01 RECOVERY (DIVERSION)RECOVERY SMA-F 16.7504 41.57 0.01 RECOVERY (DIVERSION)RECOVERY SMA-F 17.0006 41.56 0.01 RECOVERY (DIVERSION)RECOVERY SMA-F 17.2503 41.55 0.01 RECOVERY (DIVERSION)RECOVERY SMA-F 17.5005 41.55 0.01 RECOVERY (DIVERSION)RECOVERY SMA-F 17.7502 41.54 0.01 343 1D Nodes - Time Series 44 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-F 18.0001 41.54 0.01 RECOVERY (DIVERSION)RECOVERY SMA-F 18.2503 41.53 0.01 RECOVERY (DIVERSION)RECOVERY SMA-F 18.5003 41.53 0.01 RECOVERY (DIVERSION)RECOVERY SMA-F 18.7506 41.52 0.01 RECOVERY (DIVERSION)RECOVERY SMA-F 19.0004 41.52 0.01 RECOVERY (DIVERSION)RECOVERY SMA-F 19.2502 41.51 0.01 RECOVERY (DIVERSION)RECOVERY SMA-F 19.5005 41.51 0.01 RECOVERY (DIVERSION)RECOVERY SMA-F 19.7506 41.50 0.01 RECOVERY (DIVERSION)RECOVERY SMA-F 20.0007 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 20.2503 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 20.5005 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 20.7503 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 21.0009 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 21.2510 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 21.5005 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 21.7501 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 22.0003 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 22.2509 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 22.5006 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 22.7510 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 23.0005 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 23.2506 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 23.5004 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 23.7503 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 24.0011 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 24.2507 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 24.5000 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 24.7504 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 25.0004 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 25.2513 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 25.5010 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 25.7510 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 26.0012 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 26.2501 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 26.5004 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 26.7503 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 27.0012 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 27.2506 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 27.5002 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 27.7513 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 28.0002 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 28.2505 41.50 0.00 REMAINDER OF THIS RECOVERY TABLE HAS BEEN REMOVED TO LIMIT LENGTH OF REPORT SMA-F RECOVERS IN 19.75 HOURS 344 1D Nodes - Time Series 49 C:\Users\marcus.geiger\Desktop\ICPR - WINTER SPRINGS MARKETPLACE\11/12/2020 15:08 Scenario Sim Node Name Relative Time [hrs]Stage [ft]Total Outflow Rate [cfs] RECOVERY (DIVERSION)RECOVERY SMA-F 70.5014 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 70.7510 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 71.0003 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 71.2558 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 71.5045 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 71.7544 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-F 72.0073 41.50 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 0.0000 43.33 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 0.2501 42.35 9.03 RECOVERY (DIVERSION)RECOVERY SMA-G 0.5003 42.00 0.80 RECOVERY (DIVERSION)RECOVERY SMA-G 0.7501 42.00 0.55 RECOVERY (DIVERSION)RECOVERY SMA-G 1.0001 42.00 0.39 RECOVERY (DIVERSION)RECOVERY SMA-G 1.2502 42.00 0.29 RECOVERY (DIVERSION)RECOVERY SMA-G 1.5004 42.00 0.22 RECOVERY (DIVERSION)RECOVERY SMA-G 1.7500 42.00 0.17 RECOVERY (DIVERSION)RECOVERY SMA-G 2.0000 42.00 0.12 RECOVERY (DIVERSION)RECOVERY SMA-G 2.2501 42.00 0.09 RECOVERY (DIVERSION)RECOVERY SMA-G 2.5002 42.00 0.09 RECOVERY (DIVERSION)RECOVERY SMA-G 2.7501 42.00 0.06 RECOVERY (DIVERSION)RECOVERY SMA-G 3.0001 42.00 0.05 RECOVERY (DIVERSION)RECOVERY SMA-G 3.2503 42.00 0.04 RECOVERY (DIVERSION)RECOVERY SMA-G 3.5002 42.00 0.03 RECOVERY (DIVERSION)RECOVERY SMA-G 3.7502 42.00 0.03 RECOVERY (DIVERSION)RECOVERY SMA-G 4.0002 42.00 0.02 RECOVERY (DIVERSION)RECOVERY SMA-G 4.2504 42.00 0.02 RECOVERY (DIVERSION)RECOVERY SMA-G 4.5004 42.00 0.01 RECOVERY (DIVERSION)RECOVERY SMA-G 4.7501 42.00 0.01 RECOVERY (DIVERSION)RECOVERY SMA-G 5.0005 42.00 0.01 RECOVERY (DIVERSION)RECOVERY SMA-G 5.2505 42.00 0.01 RECOVERY (DIVERSION)RECOVERY SMA-G 5.5000 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 5.7500 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 6.0005 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 6.2504 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 6.5005 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 6.7500 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 7.0000 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 7.2504 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 7.5005 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 7.7502 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 8.0001 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 8.2501 42.00 0.00 RECOVERY (DIVERSION)RECOVERY SMA-G 8.5000 42.00 0.00 REMAINDER OF THIS RECOVERY TABLE HAS BEEN REMOVED TO LIMIT LENGTH OF REPORT SMA-G RECOVERS IN UNDER AN HOUR 345 Potable Water System Report for City of Winter Springs, FL Winter Springs Marketplace Potable Water Analysis Winter Springs, FL Prepared by: Kimley-Horn and Associates, Inc. Orlando, Florida July 28, 2020 (Revised September 24, 2020) 346 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx Potable Water System Report for Winter Springs, FL Winter Springs Marketplace Winter Springs, FL Prepared for: EQUINOX DEVELOPMENT Prepared by: Kimley-Horn and Associates, Inc. 189 South Orange Avenue, Suite 1000 Orlando, Florida 32801 CA 00000696 149448010 July 28, 2020 (Revised September 24, 2020) Marcus I. Geiger, P.E. © Kimley-Horn and Associates, Inc. 2020 FL P.E. # 89199 Digitally signed by Marcus I Geiger DN: cn=Marcus I Geiger, c=US, o=KIMLEY- HORN AND ASSOCIATES, ou=A01410D00000172C79918990000F4E7, email=Marcus.Geiger@Kimley-Horn.com Date: 2020.09.25 18:43:33 -04'00' 347 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx TABLE OF CONTENTS 1 PROJECT DESCRIPTION 2 POTABLE WATER DISTRIBUTION SYSTEM 2.1 POTABLE WATER HYDRAULIC ANALYSIS SUMMARY 2.2 POTABLE WATER DEMAND DETERMINATION 2.3 NEEDED FIRE FLOW DETERMINATION 2.4 WATERCAD SCHEMATIC DIAGRAM 2.5 WATERCAD RESULTS 2.6 METER SPECIFICATIONS 348 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx APPENDICES HYDRANT FLOW TEST RESULTS PER WIGINTON FIRE SYSTEMS ................ APPENDIX A 349 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx 1 PROJECT DESCRIPTION Winter Springs Marketplace is a proposed ±10.23 acre commercial retail project. The project will contain six (6) commercial retail buildings with associated parking (±9.11 AC.) and an area dedicated to Future Development (±1.12 AC.) The site is located south of SR-434, west of Tuskawilla Rd. in Winter Springs, FL. 2 POTABLE WATER DISTRIBUTION SYSTEM The proposed potable water system will connect to the existing 12-inch water main located along SR-434. A combined system will be utilized to provide potable water service, as well as fire protection. A Reduced Pressure Zone backflow preventer will be provided at the connection point to the City of Winter Springs Utility System while each of the businesses will be individually metered. 2.1 POTABLE WATER HYDRAULIC ANALYSIS SUMMARY A complete water distribution system analysis has been performed for the proposed Winter Springs Marketplace development. Estimated domestic potable water Average Daily Flows (ADF), Max Daily Flows (MDF), and Peak Hourly Flows (PHF) for the proposed site are shown in Section 2.2. The MDF was determined by multiplying the ADF by a peaking factor of 2.0, while the PHF uses a peaking factor of 4.0. Additional service and fire flow as a placeholder for the Future Development has been implemented into the demands and schematic. Needed Fire Flow (NFF) calculations for buildings within the site were determined per NFPA 1 Uniform Code. The NFF for the future development was designed to provide the required flow rate based on NFPA requirements. Based on City of Winter Springs criteria (Section 23.2.2) no fire flows will be less than 1,250 gpm. The NFF Calculations are summarized in Section 2.3. The domestic water distribution system has been modeled in WaterCAD V8i. The model has been analyzed to ensure adequate flows and pressures are provided within the system during potential worst-case scenarios. Five (5) scenarios were analyzed within the WaterCAD model. Three (3) scenarios are comprised of the MDF plus the required fire flow split between two of the proposed hydrants on the site. The remaining scenarios analyzed were the ADF and PHF. Wiginton Fire Systems has provided a static pressure of 57 PSI and a residual pressure of 64 PSI per a hydrant flow test performed on July 7, 2020. The results of the hydrant flow test, performed by Wiginton Fire Systems, can be found in Appendix A. The residual pressure (57 PSI) was converted to a pressure head of 131.67 ft and was added to the elevation of the tested flow hydrant (44 ft), resulting in a reservoir pressure head of 175.67 ft for both connection points. 350 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx Per City of Winter Springs Utility Manual (Section 3.2.B.iv), the system must provide a normal level of service of 20 PSI. The lowest pressure in the system during Average Daily Flow is 46 PSI. The lowest pressure in the system during Peak Hourly Flow is 45 PSI. During any Fire Flow scenario the potable system must maintain a minimum pressure of 20 PSI at all nodes per Winter Springs Utility Manual criteria (Section 3.2.B.ii). The minimum system pressure measured during any of the three (3) Fire Flow scenarios was 41 PSI (MDF+FF [H4+H5]). The proposed system meets or exceeds all of the Winter Springs Utility Manual criteria (Section 3). Please see the WaterCAD results in Section 2.5 for more details regarding the flows and pressures provided during each scenario. 351 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx 2.2 POTABLE WATER DEMAND DETERMINATION 352 Made By: DCB DATE: 9/24/2020 Checked By: MIG DATE: 9/24/2020 KHA Project Number: GPD GPM (12 HR PERIOD) GPD GPM (12 HR PERIOD) GPD GPM (12 HR PERIOD) Retail C 19,209 0.1 1,921 2.67 3,842 5.34 7,684 10.67 Retail B 10,000 0.1 1,000 1.39 2,000 2.78 4,000 5.56 Retail A 19,000 0.1 1,900 2.64 3,800 5.28 7,600 10.56 OP 1 82 25.0 2,050 2.85 4,100 5.69 8,200 11.39 OP 2 62 25.0 1,550 2.15 3,100 4.31 6,200 8.61 BLDG A 4,280 0.1 428 0.59 856 1.19 1,712 2.38 Future Dev.4,500 0.1 450 0.63 900 1.25 1,800 2.50 TOTAL 9,299 12.92 18,598 25.83 37,196 51.66 Max Daily Flow (MDF) MDF = ADF x 2.0 Peak Hourly Flow (PHF) PHF = ADF x 4.0 Store SF Fast Food Seats Fast Food Seats Store SF Store (Grocery)SF Store SF Store SF Potable Water Demand per Exhibit A of Seminole County Administrative Code and Seminole County Utilities Engineering Manual GPM calculated by dividing GDP by 720 to simulate flow period of 12 hours, rather than 24 hours. Building Building Type Number of Units GPD/Unit ADF MDF PHF 149170016 189 S. Orange Avenue, Suite 1000 Orlando, Florida 32801 Winter Springs Marketplace 353 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis "K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx" 2.3 NEEDED FIRE FLOW DETERMINATION 354 Building Fire Area=19,000 SF Building Type (per NFPA 220) =V(III) Associated Min. Required Fire Flow=2,500 GPM (per Table 18.4.5.1.2 of the NFPA 1 Uniform Fire Code Handbook) Fire Sprinkler - Yes or No=yes Calculated Fire Flow=625 GPM (with 75% fire sprinkler credit, if applicable) Minimum Fire Flow Required (City of Winter Springs) =1,250 GPM Fire Flow Provided= 2,000 GPM 19,000 SF Building September 24, 2020 KHA Job #149170016 Winter Springs Marketplace Retail A Needed Fire Flow (NFF) per NFPA 1 Uniform Fire Code Handbook, 2015 Edition 355 Building Fire Area=10,000 SF Building Type (per NFPA 220) =V(III) Associated Min. Required Fire Flow=1,750 GPM (per Table 18.4.5.1.2 of the NFPA 1 Uniform Fire Code Handbook) Fire Sprinkler - Yes or No=yes Calculated Fire Flow=438 GPM (with 75% fire sprinkler credit, if applicable) Minimum Fire Flow Required (City of Winter Springs) =1,250 GPM Fire Flow Provided= 2,000 GPM 10,000 SF Building September 24, 2020 KHA Job #149170016 Winter Springs Marketplace Retail B Needed Fire Flow (NFF) per NFPA 1 Uniform Fire Code Handbook, 2015 Edition 356 Building Fire Area=19,209 SF Building Type (per NFPA 220) =V(III) Associated Min. Required Fire Flow=2,500 GPM (per Table 18.4.5.1.2 of the NFPA 1 Uniform Fire Code Handbook) Fire Sprinkler - Yes or No=yes Calculated Fire Flow=625 GPM (with 75% fire sprinkler credit, if applicable) Minimum Fire Flow Required (City of Winter Springs) =1,250 GPM Fire Flow Provided= 2,000 GPM 19,209 SF Building September 24, 2020 KHA Job #149170016 Winter Springs Marketplace Retail C Needed Fire Flow (NFF) per NFPA 1 Uniform Fire Code Handbook, 2015 Edition 357 Building Fire Area=4,280 SF Building Type (per NFPA 220) =V(III) Associated Min. Required Fire Flow=1,500 GPM (per Table 18.4.5.1.2 of the NFPA 1 Uniform Fire Code Handbook) Fire Sprinkler - Yes or No=yes Calculated Fire Flow=375 GPM (with 75% fire sprinkler credit, if applicable) Minimum Fire Flow Required (City of Winter Springs) =1,250 GPM Fire Flow Provided= 2,000 GPM 4,280 SF Building September 24, 2020 KHA Job #149170016 Winter Springs Marketplace Bldg A Needed Fire Flow (NFF) per NFPA 1 Uniform Fire Code Handbook, 2015 Edition 358 Building Fire Area=2,325 SF Building Type (per NFPA 220) =V(III) Associated Min. Required Fire Flow=1,500 GPM (per Table 18.4.5.1.2 of the NFPA 1 Uniform Fire Code Handbook) Fire Sprinkler - Yes or No=yes Calculated Fire Flow=375 GPM (with 75% fire sprinkler credit, if applicable) Minimum Fire Flow Required (City of Winter Springs) =1,250 GPM Fire Flow Provided= 2,000 GPM 2,325 SF Building September 24, 2020 KHA Job #149170016 Winter Springs Marketplace Outparcel 1 Needed Fire Flow (NFF) per NFPA 1 Uniform Fire Code Handbook, 2015 Edition 359 Building Fire Area=3,056 SF Building Type (per NFPA 220) =V(III) Associated Min. Required Fire Flow=1,500 GPM (per Table 18.4.5.1.2 of the NFPA 1 Uniform Fire Code Handbook) Fire Sprinkler - Yes or No=yes Calculated Fire Flow=375 GPM (with 75% fire sprinkler credit, if applicable) Minimum Fire Flow Required (City of Winter Springs) =1,250 GPM Fire Flow Provided= 2,000 GPM 3,056 SF Building September 24, 2020 KHA Job #149170016 Winter Springs Marketplace Outparcel 2 Needed Fire Flow (NFF) per NFPA 1 Uniform Fire Code Handbook, 2015 Edition 360 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis "K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx" 2.4 WATERCAD SCHEMATIC DIAGRAM 361 STOP STOP LEGEND WI N T E R S P R I N G S MA R K E T P L A C E WA T E R C A D PO T A B L E S C H E M A T I C NO R T H 362 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis "K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx" 2.5 WATERCAD RESULTS 363 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis "K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx" BUILD-OUT AVERAGE DAILY FLOW (ADF) ANALYSIS 364 Winter Springs Marketplace WaterCAD Tables ADF Pipe Table - Time: 0.00 hours Headloss (ft) Velocity (ft/s) Minor Loss Coefficient (Unified) Flow (gpm) Hazen- Williams C MaterialDiameter (in) Length (Scaled) (ft) Stop Node Start Node Label 0.000.040.05013120.0PVC12.016RPZ-1R-1P-1 0.000.041.33013120.0PVC12.0410J-1RPZ-1P-2 0.000.020.7904120.0PVC10.0209J-2J-1P-3 0.000.031.6704120.0PVC8.0200J-3J-2P-4 0.000.000.3500120.0PVC8.046J-3J-39P-5 0.000.020.7502120.0PVC8.0345J-39J-6P-6 0.000.021.5402120.0PVC8.0236J-6J-7P-7 0.000.010.890-3120.0PVC10.044J-8J-7P-8 0.000.020.350-6120.0PVC10.055J-9J-8P-9 0.000.021.490-6120.0PVC10.063J-1J-9P-10 0.000.002.4700120.0PVC6.021H-1J-10P-11 0.000.020.7903120.0PVC8.075J-10J-1P-12 0.000.020.3503120.0PVC8.042J-11J-10P-13 0.000.000.3501120.0PVC8.036J-12J-11P-14 0.020.221.2802120.0PVC2.076OP-2J-11P-15 0.000.220.8002120.0PVC2.012OP-2OP-2P-16 0.050.240.8001120.0PVC1.090BLDG-AJ-12P-17 0.010.240.8001120.0PVC1.010BLDG-ABLDG-AP-18 0.030.291.2803120.0PVC2.085OP-1J-8P-19 0.010.290.8003120.0PVC2.012OP-1OP-1P-20 0.000.002.7600120.0PVC8.0203J-37J-2P-21 0.000.004.0100120.0PVC6.020H-4J-37P-22 0.000.030.6904120.0PVC8.039J-13J-3P-23 0.020.410.8004120.0PVC2.022J-14J-13P-24 0.000.001.3900120.0PVC6.034H-5J-13P-25 0.060.571.3001120.0PVC1.021RTL-BJ-14P-26 0.040.570.8001120.0PVC1.013RTL-BRTL-BP-27 0.010.270.3003120.0PVC2.041RTL-AJ-14P-28 0.010.271.6003120.0PVC2.022RTL-ARTL-AP-29 0.020.272.0803120.0PVC2.041RTL-CJ-39P-30 0.000.002.4700120.0PVC6.021H-2J-9P-31 0.040.270.8003120.0PVC2.0122RTL-CRTL-CP-31 0.000.002.4700120.0PVC6.0100H-3J-6P-33 0.000.001.9901120.0PVC8.041J-15J-7P-34 0.010.263.2701120.0PVC1.017 B- FUTUR E J-15P-35 0.010.263.2701120.0PVC1.015 B- FUTUR E B- FUTUREP-36 0.000.004.3400120.0PVC6.0232H-6J-15P-37 Page 1 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 365 Winter Springs Marketplace WaterCAD Tables ADF Junction Table - Time: 0.00 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Elevation (ft) Label 47154.85347.00RTL-C 46154.71147.35RTL-B 47154.86347.35RTL-A 47154.93247.00OP-2 47154.85347.00OP-1 49155.15043.00J-37 49155.15043.00J-15 49155.13043.00J-14 49155.15043.00J-13 49155.15043.00J-12 49155.15043.00J-11 49155.15043.00J-10 49155.15043.00J-9 49155.15043.00J-8 49155.15043.00J-7 49155.15043.00J-6 49155.15043.00J-3 49155.15043.00J-2 49155.15043.00J-1 47154.95147.00BLDG-A 47154.97147.00B-FUTURE Page 2 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 366 Winter Springs Marketplace WaterCAD Tables ADF Reservoir Table - Time: 0.00 hours Hydraulic Grade (ft) Flow (Out net) (gpm) Elevation (ft) Label 175.6713175.67R-1 Page 3 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 367 Winter Springs Marketplace WaterCAD Tables ADF GPV Table - Time: 0.00 hours Headloss (ft) Hydraulic Grade (To) (ft) Hydraulic Grade (From) (ft) Flow (gpm) General Purpose Valve Headloss Curve Diameter (Valve) (in) Elevation (ft) Label 0.14154.96155.101Sensus 3/4" MTR0.846.61BLDG-A 0.26154.85155.113Sensus 1" MTR1.046.57OP-1 0.20154.93155.132Sensus 1" MTR1.046.46OP-2 20.52155.15175.6713Watts 10" RPZ10.044.00RPZ-1 0.24154.87155.123Sensus 1" MTR1.045.85RTL-A 0.32154.75155.071Sensus 3/4" MTR0.845.64RTL-B 0.25155.13154.89-3Sensus 1" MTR1.044.00RTL-C Page 4 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 368 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis "K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx" BUILD-OUT PEAK HOURLY FLOW (PHF) ANALYSIS 369 Winter Springs Marketplace WaterCAD Tables PHF Pipe Table - Time: 0.00 hours Headloss (ft) Velocity (ft/s) Minor Loss Coefficient (Unified) Flow (gpm) Hazen- Williams C MaterialDiameter (in) Length (Scaled) (ft) Stop Node Start Node Label 0.000.150.05052120.0PVC12.016RPZ-1R-1P-1 0.010.151.33052120.0PVC12.0410J-1RPZ-1P-2 0.000.070.79017120.0PVC10.0209J-2J-1P-3 0.000.111.67017120.0PVC8.0200J-3J-2P-4 0.000.010.350-1120.0PVC8.046J-3J-39P-5 0.000.060.7509120.0PVC8.0345J-39J-6P-6 0.000.061.5409120.0PVC8.0236J-6J-7P-7 0.000.050.890-12120.0PVC10.044J-8J-7P-8 0.000.100.350-23120.0PVC10.055J-9J-8P-9 0.000.101.490-23120.0PVC10.063J-1J-9P-10 0.000.002.4700120.0PVC6.021H-1J-10P-11 0.000.070.79011120.0PVC8.075J-10J-1P-12 0.000.070.35011120.0PVC8.042J-11J-10P-13 0.000.020.3502120.0PVC8.036J-12J-11P-14 0.220.881.2809120.0PVC2.076OP-2J-11P-15 0.040.880.8009120.0PVC2.012OP-2OP-2P-16 0.670.970.8002120.0PVC1.090BLDG-AJ-12P-17 0.080.970.8002120.0PVC1.010BLDG-ABLDG-AP-18 0.421.161.28011120.0PVC2.085OP-1J-8P-19 0.071.160.80011120.0PVC2.012OP-1OP-1P-20 0.000.002.7600120.0PVC8.0203J-37J-2P-21 0.000.004.0100120.0PVC6.020H-4J-37P-22 0.000.100.69016120.0PVC8.039J-13J-3P-23 0.231.650.80016120.0PVC2.022J-14J-13P-24 0.000.001.3900120.0PVC6.034H-5J-13P-25 0.842.271.3006120.0PVC1.021RTL-BJ-14P-26 0.542.270.8006120.0PVC1.013RTL-BRTL-BP-27 0.171.080.30011120.0PVC2.041RTL-AJ-14P-28 0.111.081.60011120.0PVC2.022RTL-ARTL-AP-29 0.201.092.08011120.0PVC2.041RTL-CJ-39P-30 0.000.002.4700120.0PVC6.021H-2J-9P-31 0.511.090.80011120.0PVC2.0122RTL-CRTL-CP-31 0.000.002.4700120.0PVC6.0100H-3J-6P-33 0.000.021.9903120.0PVC8.041J-15J-7P-34 0.191.023.2703120.0PVC1.017 B- FUTUR E J-15P-35 0.171.023.2703120.0PVC1.015 B- FUTUR E B- FUTUREP-36 0.000.004.3400120.0PVC6.0232H-6J-15P-37 Page 20 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 370 Winter Springs Marketplace WaterCAD Tables PHF Junction Table - Time: 0.00 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Elevation (ft) Label 46152.501147.00RTL-C 45151.18647.35RTL-B 46152.711147.35RTL-A 46153.21947.00OP-2 46152.661147.00OP-1 48154.20043.00J-37 48154.20043.00J-15 48153.97043.00J-14 48154.20043.00J-13 48154.20043.00J-12 48154.20043.00J-11 48154.20043.00J-10 48154.20043.00J-9 48154.20043.00J-8 48154.20043.00J-7 48154.20043.00J-6 48154.20043.00J-3 48154.20043.00J-2 48154.20043.00J-1 46152.90247.00BLDG-A 46153.26347.00B-FUTURE Page 21 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 371 Winter Springs Marketplace WaterCAD Tables PHF Reservoir Table - Time: 0.00 hours Hydraulic Grade (ft) Flow (Out net) (gpm) Elevation (ft) Label 175.6752175.67R-1 Page 22 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 372 Winter Springs Marketplace WaterCAD Tables PHF GPV Table - Time: 0.00 hours Headloss (ft) Hydraulic Grade (To) (ft) Hydraulic Grade (From) (ft) Flow (gpm) General Purpose Valve Headloss Curve Diameter (Valve) (in) Elevation (ft) Label 0.55152.98153.532Sensus 3/4" MTR0.846.61BLDG-A 1.05152.73153.7811Sensus 1" MTR1.046.57OP-1 0.73153.25153.989Sensus 1" MTR1.046.46OP-2 21.46154.21175.6752Watts 10" RPZ10.044.00RPZ-1 0.97152.83153.8011Sensus 1" MTR1.045.85RTL-A 1.41151.72153.136Sensus 3/4" MTR0.845.64RTL-B 0.98153.99153.01-11Sensus 1" MTR1.044.00RTL-C Page 23 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 373 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis "K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx" NEEDED FIRE FLOW (NFF) ANALYSIS MDF+FF (H1+H2) 374 Winter Springs Marketplace WaterCAD Tables MDF+H1+H2 Pipe Table - Time: 0.00 hours Headloss (ft) Velocity (ft/s) Minor Loss Coefficient (Unified) Flow (gpm) Hazen- Williams C MaterialDiameter (in) Length (Scaled) (ft) Stop Node Start Node Label 0.205.750.0502,026120.0PVC12.016RPZ-1R-1P-1 5.145.751.3302,026120.0PVC12.0410J-1RPZ-1P-2 0.050.640.790156120.0PVC10.0209J-2J-1P-3 0.160.991.670156120.0PVC8.0200J-3J-2P-4 0.030.940.350-147120.0PVC8.046J-3J-39P-5 0.210.910.750-142120.0PVC8.0345J-39J-6P-6 0.150.911.540-142120.0PVC8.0236J-6J-7P-7 0.010.580.890141120.0PVC10.044J-8J-7P-8 0.010.550.350135120.0PVC10.055J-9J-8P-9 0.633.531.490-865120.0PVC10.063J-1J-9P-10 6.7711.352.4701,000120.0PVC6.021H-1J-10P-11 2.106.420.7901,005120.0PVC8.075J-10J-1P-12 0.000.040.3506120.0PVC8.042J-11J-10P-13 0.000.010.3501120.0PVC8.036J-12J-11P-14 0.060.441.2804120.0PVC2.076OP-2J-11P-15 0.010.440.8004120.0PVC2.012OP-2OP-2P-16 0.190.490.8001120.0PVC1.090BLDG-AJ-12P-17 0.020.490.8001120.0PVC1.010BLDG-ABLDG-AP-18 0.110.581.2806120.0PVC2.085OP-1J-8P-19 0.020.580.8006120.0PVC2.012OP-1OP-1P-20 0.000.002.7600120.0PVC8.0203J-37J-2P-21 0.000.004.0100120.0PVC6.020H-4J-37P-22 0.000.050.6908120.0PVC8.039J-13J-3P-23 0.060.820.8008120.0PVC2.022J-14J-13P-24 0.000.001.3900120.0PVC6.034H-5J-13P-25 0.231.141.3003120.0PVC1.021RTL-BJ-14P-26 0.151.140.8003120.0PVC1.013RTL-BRTL-BP-27 0.050.540.3005120.0PVC2.041RTL-AJ-14P-28 0.030.541.6005120.0PVC2.022RTL-ARTL-AP-29 0.060.552.0805120.0PVC2.041RTL-CJ-39P-30 6.7311.352.4701,000120.0PVC6.021H-2J-9P-31 0.140.550.8005120.0PVC2.0122RTL-CRTL-CP-31 0.000.002.4700120.0PVC6.0100H-3J-6P-33 0.000.011.9901120.0PVC8.041J-15J-7P-34 0.050.513.2701120.0PVC1.017 B- FUTUR E J-15P-35 0.050.513.2701120.0PVC1.015 B- FUTUR E B- FUTUREP-36 0.000.004.3400120.0PVC6.0232H-6J-15P-37 Page 5 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 375 Winter Springs Marketplace WaterCAD Tables MDF+H1+H2 Junction Table - Time: 0.00 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Elevation (ft) Label 44147.98547.00RTL-C 43147.61347.35RTL-B 44148.07547.35RTL-A 43146.32447.00OP-2 44147.65647.00OP-1 46148.85043.00J-37 46148.29043.00J-15 46148.62043.00J-14 46148.68043.00J-13 45146.79043.00J-12 45146.79043.00J-11 45146.79043.00J-10 46148.27043.00J-9 46148.28043.00J-8 46148.29043.00J-7 46148.44043.00J-6 46148.69043.00J-3 46148.85043.00J-2 46148.90043.00J-1 43146.31147.00BLDG-A 44147.91147.00B-FUTURE Page 6 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 376 Winter Springs Marketplace WaterCAD Tables MDF+H1+H2 Reservoir Table - Time: 0.00 hours Hydraulic Grade (ft) Flow (Out net) (gpm) Elevation (ft) Label 175.672,026175.67R-1 Page 7 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 377 Winter Springs Marketplace WaterCAD Tables MDF+H1+H2 GPV Table - Time: 0.00 hours Headloss (ft) Hydraulic Grade (To) (ft) Hydraulic Grade (From) (ft) Flow (gpm) General Purpose Valve Headloss Curve Diameter (Valve) (in) Elevation (ft) Label 0.27146.33146.611Sensus 3/4" MTR0.846.61BLDG-A 0.49147.67148.166Sensus 1" MTR1.046.57OP-1 0.40146.34146.734Sensus 1" MTR1.046.46OP-2 21.44154.04175.472,026Watts 10" RPZ10.044.00RPZ-1 0.47148.10148.585Sensus 1" MTR1.045.85RTL-A 0.64147.75148.393Sensus 3/4" MTR0.845.64RTL-B 0.48148.60148.12-5Sensus 1" MTR1.044.00RTL-C Page 8 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 378 Winter Springs Marketplace WaterCAD Tables MDF+H1+H2 Hydrant Table - Time: 0.00 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Elevation (ft) Length (Hydrant Lateral) (ft) Label 41140.031,00045.0020H-1 42141.531,00045.0020H-2 45148.44045.0020H-3 45148.85045.0020H-4 45148.68045.0020H-5 45148.29045.0020H-6 Page 9 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 379 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis "K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx" NEEDED FIRE FLOW (NFF) ANALYSIS MDF+FF (H4+H5) 380 Winter Springs Marketplace WaterCAD Tables MDF+H4+H5 Pipe Table - Time: 0.00 hours Headloss (ft) Velocity (ft/s) Minor Loss Coefficient (Unified) Flow (gpm) Hazen- Williams C MaterialDiameter (in) Length (Scaled) (ft) Stop Node Start Node Label 0.205.750.0502,026120.0PVC12.016RPZ-1R-1P-1 5.145.751.3302,026120.0PVC12.0410J-1RPZ-1P-2 3.596.090.7901,492120.0PVC10.0209J-2J-1P-3 1.393.141.670492120.0PVC8.0200J-3J-2P-4 0.353.290.350516120.0PVC8.046J-3J-39P-5 2.323.330.750521120.0PVC8.0345J-39J-6P-6 1.763.331.540521120.0PVC8.0236J-6J-7P-7 0.162.140.890-523120.0PVC10.044J-8J-7P-8 0.152.160.350-528120.0PVC10.055J-9J-8P-9 0.252.161.490-528120.0PVC10.063J-1J-9P-10 0.000.002.4700120.0PVC6.021H-1J-10P-11 0.000.040.7906120.0PVC8.075J-10J-1P-12 0.000.040.3506120.0PVC8.042J-11J-10P-13 0.000.010.3501120.0PVC8.036J-12J-11P-14 0.060.441.2804120.0PVC2.076OP-2J-11P-15 0.010.440.8004120.0PVC2.012OP-2OP-2P-16 0.190.490.8001120.0PVC1.090BLDG-AJ-12P-17 0.020.490.8001120.0PVC1.010BLDG-ABLDG-AP-18 0.110.581.2806120.0PVC2.085OP-1J-8P-19 0.020.580.8006120.0PVC2.012OP-1OP-1P-20 6.056.382.7601,000120.0PVC8.0203J-37J-2P-21 9.7611.354.0101,000120.0PVC6.020H-4J-37P-22 1.296.430.6901,008120.0PVC8.039J-13J-3P-23 0.060.820.8008120.0PVC2.022J-14J-13P-24 5.6911.351.3901,000120.0PVC6.034H-5J-13P-25 0.231.141.3003120.0PVC1.021RTL-BJ-14P-26 0.151.140.8003120.0PVC1.013RTL-BRTL-BP-27 0.050.540.3005120.0PVC2.041RTL-AJ-14P-28 0.030.541.6005120.0PVC2.022RTL-ARTL-AP-29 0.060.552.0805120.0PVC2.041RTL-CJ-39P-30 0.000.002.4700120.0PVC6.021H-2J-9P-31 0.140.550.8005120.0PVC2.0122RTL-CRTL-CP-31 0.000.002.4700120.0PVC6.0100H-3J-6P-33 0.000.011.9901120.0PVC8.041J-15J-7P-34 0.050.513.2701120.0PVC1.017 B- FUTUR E J-15P-35 0.050.513.2701120.0PVC1.015 B- FUTUR E B- FUTUREP-36 0.000.004.3400120.0PVC6.0232H-6J-15P-37 Page 15 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 381 Winter Springs Marketplace WaterCAD Tables MDF+H4+H5 Junction Table - Time: 0.00 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Elevation (ft) Label 42143.59547.00RTL-C 41141.55347.35RTL-B 41142.01547.35RTL-A 44148.43447.00OP-2 44147.88647.00OP-1 42139.26043.00J-37 46148.35043.00J-15 43142.56043.00J-14 43142.63043.00J-13 46148.90043.00J-12 46148.90043.00J-11 46148.90043.00J-10 46148.65043.00J-9 46148.51043.00J-8 46148.35043.00J-7 45146.59043.00J-6 44143.92043.00J-3 44145.31043.00J-2 46148.90043.00J-1 44148.41147.00BLDG-A 44147.96147.00B-FUTURE Page 16 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 382 Winter Springs Marketplace WaterCAD Tables MDF+H4+H5 Reservoir Table - Time: 0.00 hours Hydraulic Grade (ft) Flow (Out net) (gpm) Elevation (ft) Label 175.672,026175.67R-1 Page 17 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 383 Winter Springs Marketplace WaterCAD Tables MDF+H4+H5 GPV Table - Time: 0.00 hours Headloss (ft) Hydraulic Grade (To) (ft) Hydraulic Grade (From) (ft) Flow (gpm) General Purpose Valve Headloss Curve Diameter (Valve) (in) Elevation (ft) Label 0.27148.44148.711Sensus 3/4" MTR0.846.61BLDG-A 0.49147.90148.396Sensus 1" MTR1.046.57OP-1 0.40148.44148.844Sensus 1" MTR1.046.46OP-2 21.44154.04175.472,026Watts 10" RPZ10.044.00RPZ-1 0.47142.05142.525Sensus 1" MTR1.045.85RTL-A 0.64141.70142.343Sensus 3/4" MTR0.845.64RTL-B 0.48144.21143.73-5Sensus 1" MTR1.044.00RTL-C Page 18 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 384 Winter Springs Marketplace WaterCAD Tables MDF+H4+H5 Hydrant Table - Time: 0.00 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Elevation (ft) Length (Hydrant Lateral) (ft) Label 45148.90045.0020H-1 45148.65045.0020H-2 44146.59045.0020H-3 37129.501,00045.0020H-4 40136.941,00045.0020H-5 45148.35045.0020H-6 Page 19 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 385 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis "K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx" NEEDED FIRE FLOW (NFF) ANALYSIS MDF+FF (H3+H6) 386 Winter Springs Marketplace WaterCAD Tables MDF+H3+H6 Pipe Table - Time: 0.00 hours Headloss (ft) Velocity (ft/s) Minor Loss Coefficient (Unified) Flow (gpm) Hazen- Williams C MaterialDiameter (in) Length (Scaled) (ft) Stop Node Start Node Label 0.205.750.0502,026120.0PVC12.016RPZ-1R-1P-1 5.145.751.3302,026120.0PVC12.0410J-1RPZ-1P-2 0.572.270.790557120.0PVC10.0209J-2J-1P-3 1.763.551.670557120.0PVC8.0200J-3J-2P-4 0.393.500.350-549120.0PVC8.046J-3J-39P-5 2.503.470.750-543120.0PVC8.0345J-39J-6P-6 1.382.911.540457120.0PVC8.0236J-6J-7P-7 1.125.960.890-1,458120.0PVC10.044J-8J-7P-8 0.995.980.350-1,464120.0PVC10.055J-9J-8P-9 1.745.981.490-1,464120.0PVC10.063J-1J-9P-10 0.000.002.4700120.0PVC6.021H-1J-10P-11 0.000.040.7906120.0PVC8.075J-10J-1P-12 0.000.040.3506120.0PVC8.042J-11J-10P-13 0.000.010.3501120.0PVC8.036J-12J-11P-14 0.060.441.2804120.0PVC2.076OP-2J-11P-15 0.010.440.8004120.0PVC2.012OP-2OP-2P-16 0.190.490.8001120.0PVC1.090BLDG-AJ-12P-17 0.020.490.8001120.0PVC1.010BLDG-ABLDG-AP-18 0.110.581.2806120.0PVC2.085OP-1J-8P-19 0.020.580.8006120.0PVC2.012OP-1OP-1P-20 0.000.002.7600120.0PVC8.0203J-37J-2P-21 0.000.004.0100120.0PVC6.020H-4J-37P-22 0.000.050.6908120.0PVC8.039J-13J-3P-23 0.060.820.8008120.0PVC2.022J-14J-13P-24 0.000.001.3900120.0PVC6.034H-5J-13P-25 0.231.141.3003120.0PVC1.021RTL-BJ-14P-26 0.151.140.8003120.0PVC1.013RTL-BRTL-BP-27 0.050.540.3005120.0PVC2.041RTL-AJ-14P-28 0.030.541.6005120.0PVC2.022RTL-ARTL-AP-29 0.060.552.0805120.0PVC2.041RTL-CJ-39P-30 0.000.002.4700120.0PVC6.021H-2J-9P-31 0.140.550.8005120.0PVC2.0122RTL-CRTL-CP-31 13.5211.352.4701,000120.0PVC6.0100H-3J-6P-33 2.136.391.9901,001120.0PVC8.041J-15J-7P-34 0.050.513.2701120.0PVC1.017 B- FUTUR E J-15P-35 0.050.513.2701120.0PVC1.015 B- FUTUR E B- FUTUREP-36 28.6711.354.3401,000120.0PVC6.0232H-6J-15P-37 Page 10 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 387 Winter Springs Marketplace WaterCAD Tables MDF+H3+H6 Junction Table - Time: 0.00 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Elevation (ft) Label 43145.51547.00RTL-C 42145.49347.35RTL-B 43145.96547.35RTL-A 44148.43447.00OP-2 43145.54647.00OP-1 46148.33043.00J-37 43142.93043.00J-15 45146.51043.00J-14 45146.57043.00J-13 46148.90043.00J-12 46148.90043.00J-11 46148.90043.00J-10 45147.16043.00J-9 45146.17043.00J-8 44145.06043.00J-7 44143.68043.00J-6 45146.57043.00J-3 46148.33043.00J-2 46148.90043.00J-1 44148.41147.00BLDG-A 41142.54147.00B-FUTURE Page 11 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 388 Winter Springs Marketplace WaterCAD Tables MDF+H3+H6 Reservoir Table - Time: 0.00 hours Hydraulic Grade (ft) Flow (Out net) (gpm) Elevation (ft) Label 175.672,026175.67R-1 Page 12 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 389 Winter Springs Marketplace WaterCAD Tables MDF+H3+H6 GPV Table - Time: 0.00 hours Headloss (ft) Hydraulic Grade (To) (ft) Hydraulic Grade (From) (ft) Flow (gpm) General Purpose Valve Headloss Curve Diameter (Valve) (in) Elevation (ft) Label 0.27148.44148.711Sensus 3/4" MTR0.846.61BLDG-A 0.49145.56146.066Sensus 1" MTR1.046.57OP-1 0.40148.44148.844Sensus 1" MTR1.046.46OP-2 21.44154.04175.472,026Watts 10" RPZ10.044.00RPZ-1 0.47145.99146.475Sensus 1" MTR1.045.85RTL-A 0.64145.64146.283Sensus 3/4" MTR0.845.64RTL-B 0.48146.13145.65-5Sensus 1" MTR1.044.00RTL-C Page 13 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 390 Winter Springs Marketplace WaterCAD Tables MDF+H3+H6 Hydrant Table - Time: 0.00 hours Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Elevation (ft) Length (Hydrant Lateral) (ft) Label 45148.90045.0020H-1 44147.16045.0020H-2 37130.171,00045.0020H-3 45148.33045.0020H-4 44146.57045.0020H-5 30114.261,00045.0020H-6 Page 14 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/24/2020 WaterCAD CONNECT Edition Update 2 [10.02.01.06] Bentley Systems, Inc. Haestad Methods Solution Center Winter Springs Marketplace 12 HOUR - 149170016.wtg 391 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis "K:\ORL_Civil\149170016-Winter Springs Marketplace\UTILITIES\REPORTS\POTABLE\Potable Report Skeleton.docx" 2.6 METER SPECIFICATIONS 392 For Health Hazard Applications ES-909L Job Name ––––––––––––––––––––––––––––––––––––––––––––Contractor –––––––––––––––––––––––––––––––––––––––––––– Job Location ––––––––––––––––––––––––––––––––––––––––––Approval –––––––––––––––––––––––––––––––––––––––––––––– Engineer ––––––––––––––––––––––––––––––––––––––––––––––Contractor’s P.O. No. ––––––––––––––––––––––––––––––––––– Approval –––––––––––––––––––––––––––––––––––––––––––––Representative ––––––––––––––––––––––––––––––––––––––––– 909OSY Series 909 Reduced Pressure Zone Assemblies Sizes: 21⁄2" – 10" (65–250mm) Series 909 Reduced Pressure Zone Assemblies are designed to provide cross- connection control protection of the potable water supply in accordance with national plumbing codes.This series can be utilized in a variety of installations, including health hazard cross-connections in plumbing systems or for contain- ment at the service line entrance.With its exclusive patented relief valve design incorporating the “air-in/water-out” principle, it provides substantially improved relief valve discharge performance during the emergency conditions of com- bined backsiphonage and backpressure with both checks fouled. Features •Replaceable bronze seats •Stainless steel internal parts •No special tools required for servicing •Captured spring check assemblies •Fused epoxy coated & lined checks •Industrial strength sensing hose •Field reversible relief valve • Air-in/water-out relief valve design provides maximum capacity during emergency conditions Available Models Suffix: BB – bronze body (2 1⁄2", 3" only) (64, 76mm) LF – without shutoff valves NRS – non-rising stem resilient seated gate valves OSY - UL/FM outside stem & yoke resilient seated gate valves QT-FDA – FDA epoxy coated quarter-turn ball valves S – cast iron strainer S-FDA – FDA epoxy coated strainer Note:The installation of a drain line is recommended.When installing a drain line, an air gap is necessary. Specifications A Reduced Pressure Zone Assembly shall be installed at each cross-connec- tion to prevent backsiphonage and backpressure backflow of hazardous mate- rials into the potable water supply. The assembly shall consist of a pres- sure differential relief valve located in a zone between two positive seating check valves and captured springs. Backsiphonage protection shall include provision to admit air directly into the reduced pressure zone via a separate channel from the water discharge channel.The assembly shall include two tightly closing shutoff valves before and after the valve and test cocks.The assembly shall meet the requirements of ASSE Std. 1013; AWWA Std. C511-92; CSA B64.5; and UL Classified File No. EX3185. Listed by IAPMO (UPC).Approved by the Foundation for Cross-Connection Control and Hydraulic Research at the University of Southern California.The assembly shall be a Watts Regulator Company Series 909. Relief ValveFirst Check Assembly Second Check Assembly Relief Valve Seat Relief Valve Piston Relief Valve Piston Assembly Wiper Seal Bottom Plug Spring Assembly Pipe Line Center Relief Valve Body Flange IMPORTANT:INQUIRE WITH GOVERNING AUTHORITIES FOR LOCAL INSTALLATION REQUIREMENTS Now Available WattsBox Insulated Enclosures. For more information, send for literature ES-WB. Watts product specifications in U.S. customary units and metric are approximate and are provided for reference only. For precise measurements, please contact Watts Technical Service. Watts reserves the right to change or modify product design, construction, specifications, or materials with- out prior notice and without incurring any obligation to make such changes and modifications on Watts products previously or subsequently sold. 393 Approvals Approved by the Foundation for Cross-Connection Control and Hydraulic Research at the University of Southern California. 2 Materials Check Valve Bodies: FDA epoxy coated cast iron or bronze Seats: bronze Trim: stainless steel Relief Valve Body: 2 1⁄2"-3" (60-80mm) bronze 4"-10" (100-250mm) FDA epoxy coated cast iron Test Cocks: bronze body ball valve Pressure — Temperature Temperature Range: 33°F-110°F (5°C-43°C) continuous, 140°F (60°C) intermittent Maximum Working Pressure: 175psi (12.06 bar) Standards AWWA C511-92 IAPMO PS 31, SBCCI (Standard Plumbing Code) USC manual for Cross-Connection Control, 8th Edition Capacity *Typical maximum flow rate (7.5 feet/sec.) 21⁄2" (65mm) * ∆P 0 25 50 75 100 125 150 175 200 225 250 275 300 gpm 095190 285 380 475 570 665 760 855 950 10451140 lpm 5 7.5 15 fps 1.5 2.3 4.6 mps kPa psi 138 20 103 15 69 10 35 5 3" (80mm) * ∆P 0 50 100 150 200 250 300 350 400 gpm 0 190 380 570 760 950 1140 1330 1520 lpm 5 7.5 15 fps 1.5 2.3 4.6 mps kPa psi 138 20 103 15 69 10 35 5 4" (100mm) * ∆P 0 100 200 300 400 500 600 gpm 0 380 760 1140 1520 1900 2280 lpm 5 7.5 10 15 fps 1.5 2.3 3.0 4.6 mps kPa psi 138 20 103 15 69 10 35 5 6" (150mm) * ∆P 0 200 400 600 800 1000 1200 1400 1600 gpm 0 760 1520 2280 3040 3800 4560 5320 6080 lpm 5 7.5 15 fps 1.5 2.3 4.6 mps kPa psi 138 20 103 15 69 10 35 5 8" (200mm) * ∆P 0 200 400 600 800 1000 1200 1400 1600 1800 2000 gpm 0 760 1520 2280 3040 3800 4560 5320 6080 6840 7600 lpm 5 7.5 10 fps 1.5 2.3 3.0 mps kPa psi 138 20 103 15 69 10 35 5 10" (250mm) * ∆P 0 500 1000 1500 2000 2500 3000 gpm 0 1900 3800 5700 7600 9500 11400 lpm 5 7.5 10 fps 1.5 2.3 3.0 mps kPa psi 138 20 103 15 69 10 35 5 How It Operates The unique relief valve construction incorpo- rates two channels: one for air, one for water.When the relief valve opens, as in the accompanying air-in/water-out diagram, the right-hand channel admits air to the top of the reduced pressure zone, relieving the zone vacuum.The channel on the left then drains the zone to atmosphere.Therefore, if both check valves foul, and simultaneous negative supply and positive backpressure develops, the relief valve uses the air-in/ water-out principle to stop potential backflow. Water Air Out In Patent # 4,241,752 1013 B64.5 394 Strainer Dimensions SIZE (DN) DIMENSIONS WEIGHT M N1† N in. mm in. mm in. mm in. mm lbs. kgs. 21⁄2 65 10 254 10 254 6 1⁄2 165 28 12.7 380101⁄8 257 10 254 7 178 34 15.4 4 100 121⁄8 308 12 305 8 1⁄4 210 60 27 6 150 181⁄2 470 20 508 13 1⁄2 343 133 60 8 200 215⁄8 549 22 3⁄4 578 15 1⁄2 394 247 112 10 250 26 660 28 711 18 1⁄2 470 370 168 † – Dimension required for screen removal 3 *UL, FM approved backflow preventers must include UL/FM approved OSY gate valves. R T Dimensions — Weights A M N1 C (Open) D U DIMENSIONS WEIGHT Iron Ordering Series/Sizes Body Code A B C Model No. in. mm in. mm in. mm lbs kgs 909AG-F 0881378 1 1⁄4" – 3" 009/909 11⁄4" – 2" 009 M1 4 3⁄8 111 6 3⁄4 171 2 51 3.25 1.47 2" 009 M2 909AG-K 0881385 4" – 6" 909 6 3⁄8 162 9 5⁄8 244 3 76 6.25 2.83 8" – 10" 909 M1 909AG-M 0881387 8" – 10" 909 7 3⁄8 187 11 1⁄4 286 4 102 15.50 7.03 B C A SIZE (DN) DIMENSIONS WEIGHT Cclearance for check AA1(OSY)*(NRS) D L U R R (QT) T NRS OSY QT in. mm in. mm in. mm in. mm in. mm in. mm in. mm in. mm in. mm in. mm in. mm lbs. kgs. lbs. kgs. lbs. kgs. 21⁄2 65 41 1⁄4 1048 20 5⁄8 524 16 3⁄8 416 9 3⁄8 238 5 1⁄4 133 26 1⁄8 663 11 279 4 102 16 406 9 1⁄16 230 195 88.4 198 89.8 182 82.6 380421⁄4 1073 21 1⁄4 540 18 7⁄8 479 10 1⁄4 260 5 1⁄4 133 26 1⁄8 663 11 279 5 127 16 406 9 1⁄16 230 225 102 230 104 190 86 4 100 55 1⁄8 1400 27 5⁄8 702 22 3⁄4 578 12 3⁄16 310 6 152 37 940 14 356 6 152 19 3⁄4 502 14 3⁄8 365 455 206 470 213 352 160 6 150 65 1⁄2 1664 32 3⁄4 832 30 1⁄8 765 16 406 6 152 44 1⁄2 1130 16 406 11 279 26 660 14 3⁄8 365 718 326 798 362 762 346 8 200 78 1⁄2 2000 39 3⁄8 1000 37 3⁄4 959 19 15⁄16 506 9 3⁄4 248 55 1⁄4 1403 21 533 111⁄4 286 11 1⁄4 286 19 1⁄4 489 1350 612 1456 660 2286 1037 10 250 93 5⁄8 2378 46 7⁄8 1190 45 3⁄4 1162 23 13⁄16 605 9 3⁄4 248 67 3⁄8 1711 21 533 121⁄2 318 12 1⁄2 318 21 533 2160 980 2230 1011 3716 1685 For flange size backflow preventers installed vertically (flow down), a fabricated air gap is recommended. NOTE: Relief valve section is reversible, therefore, can be on either side and is furnished standardly as shown. Air Gap Dimensions When installing a drain line on Series 909 backflow preventers that are installed hori- zontally, use 909 AG series air gaps. Watts G-4000 Series Ball Valves Send for F-G4000 N A1 L OUTLET Quarter-turn (QT) Valve 395 For additional information, visit our website at: www.watts.com ES-909L 0704 © Watts Regulator Company, 2007 USA:815 Chestnut St., No. Andover, MA 01845-6098; www.watts.com Canada:5435 North Service Rd., Burlington, ONT. L7L 5H7; www.wattscanada.ca Backflow Prevention Products 396 PD-846-R1 Page 1 of 2 Displacement Type Magnetic Drive Cold Water Meters 5/8" (DN 15mm), 3/4" (DN 20mm) and 1" (DN 25mm) Sizes SR ® Water Meters Applications: Measurement of cold water where flow is only in one direction; in residential, commercial and industrial services. Conformance To Standards: Sensus Sealed Register ® Water Meters comply with ANSI/AWWA Standard C700, latest revision. Each meter is tested to insure compliance. Construction: Sensus SR Water Meters consist of three basic components: maincase; measuring chamber; and permanently, hermetically-sealed register. Maincases are of bronze with exter- nally-threaded spuds. Measuring chambers are of Rocksyn ® , a corrosion-resistant thermoplastic material. Bronze measuring chambers are available as an option. Maincase bottom plates are available in bronze or, if frost protec- tion is desired, in cast iron or synthetic polymer. Simplicity of design and precise machining of components allows interchange- ability of parts among like-size meters to provide ease of mainte- nance. The register, measuring chamber and strainer can be removed without removing the maincase from the installation. Sealed Register: Permanently, hermetically sealed; proven mag- netic drive design; with integral tamper-proof locking device. Guaranteed for 25 years. The standard register includes a straight- reading, odometer-type totalization display; a 360° test circle with center sweep hand; and a low flow (leak) detector. Gears are self- lubricating, molded plastic for long life and minimum friction. The hermetic sealing of the register eliminates dirt and moisture, tam- pering, and lens fogging problems. No change gears are required for accuracy calibration. Encoded- type remote reading systems are available for all SR Water Meters. (See back of sheet for additional information.) Tamperproof Features: Removing the register to obtain free water is prevented by a locking system inside the meter. Removing the register requires a special tool that is available only to water utilities. Magnetic Drive: The unique design of the direct magnetic drive is a positive, reliable, dependable drive coupling, proven in millions of SR Water Meters. Operation: Water flows through the meter’s strainer and into the measuring chamber where it operates the piston. The piston, which moves freely, oscillates around a central hub, guided by the rubber-coated division plate. A drive magnet, incorporated in the piston, rotates around the out- side of the hermetically sealed register well and magnetically drives the “follower” magnet sealed within the well. The “follower” magnet drives a crank connected to the register gear train, which translates the number of piston oscillations into volume totalization units displayed on the register face. Maintenance: Sensus Sealed Register ® Water Meters are engi- neered to provide long-term value and virtually maintenance-free operation because of their design simplicity and interchangeability of modules. Sensus SR ® Water Meters are easy to repair, even without removing the maincase from the installation. As an alter- nate to repair by the utility, Sensus offers various maintenance pro- grams which provide factory reconditioning of the maincase and replacement of components at low fixed prices. Connections: Tailpieces/Unions for installing the meters on a vari- ety of pipe types and sizes are available as an option. Guarantee: Sensus SR ® Water Meters are backed by “The Sensus Guarantee.” Ask your Sensus representative for details, or see Bulletin G-500. Description Specifications SERVICE Measurement of cold water with flow in one direction only. NORMAL OPERATING FLOW RANGE ➀ 5/8" (DN 15mm) size: 1 to 20 gal/min. (0.25 to 4.5 m 3 h) 3/4" (DN 20mm) size: 2 to 30 gal/min. (0.45 to 7.0 m 3 h) 1" (DN 25mm) size: 3 to 50 gal/min. (0.7 to 11.0 m 3 h) ACCURACY 100% ± 1.5% of actual thruput LOW FLOW REGISTRATION 5/8" (DN 15mm) size: 95% at 1/4 gal/min. (0.96 m 3 h) 3/4" (DN 20mm) size: 95% at 1/2 gal/min. (0.10 m 3 h) 1" (DN 25mm) size: 95% at 3/4 gal/min. (0.15 m 3 h) MAXIMUM PRESSURE LOSS 5/8" (DN 15mm) size: 10.8 psi at 20 gal/min. (0.7 bar at 4.5 m 3 h) 3/4" (DN 20mm) size: 11.0 psi at 30 gal/min. (0.8 bar at 7.0 m 3 h) 1" (DN 25mm) size: 10.9 psi at 50 gal/min. (0.8 bar at 11.0 m 3 h) MAXIMUM OPERATING PRESSURE 150 psi (10.0 bar) MEASUREMENT ELEMENT Oscillating piston REGISTER Straight reading, hermetically sealed magnetic drive. Remote reading unit optional. REGISTRATION 5/8", 3/4", 1": 10 gallons, 1 cubic foot, 0.01 m 3 or 0.1 m 3 /sweep hand revolution. 5/8", 3/4", 1": odometer wheels (10,000,000 gallons, 1,000,000 cubic feet or 100,000 m 3 ) METER CONNECTIONS ➁ 5/8" (DN 15mm) size: 3/4" (26.44mm) threads 5/8" x 3/4" (DN 15mm x 33mm) size: 1" (33.25) threads 3/4" (DN 20mm) size: 1" (33.25mm) threads 3/4" x 1" (DN 20mm x 42mm) size: 1-1/4" (41.91mm) threads 1" x 1-1/4" (DN 25mm x 48mm) size: 1-1/2" (47.75mm) threads (All threads are straight pipe, external type, conforming to ANSI B1.20.1, or ISO R228, if specified.) MATERIALS ➂ Maincase—Bronze Measuring chamber—Rocksyn—standard Bronze—optional Bottom plate—Bronze, cast iron or synthetic polymer Magnets—Alnico Trim—Stainless Steel Casing bolts—Stainless Steel Strainer—Thermoplastic 5/8" SR (DN 15mm) 3/4" SR (DN 20mm) 1" SR (DN 25mm) ➀ Maximum rates listed are for intermittent flow only. Maximum continuous flow rates as specified by AWWA are: 5/8" (DN 15mm)—10 gal/min (2.3 m 3 h) 3/4" (DN 20mm)—15 gal/min (3.4 m 3 h) 1" (DN 25mm)—25 gal/min (5.7 m 3 h) ➁ Unless otherwise noted, 5/8" size and 5/8" x 3/4" characteristics are identical. 5/8" x 3/4" designates 5/8" with 3/4" connection thread. Metric designation is the normal bore x the outside diameter. ➂ Synthetic polymer maincase bottom plate available on 5/8" meter only. 397 PD-846-R1 All Sensus AMR systems work with the same absolute encoder Electronic Communications Registers (ECR), enabling the utility to mix and match or easily move from one system to another without changing registers for each. The TouchRead Automated Meter Reading and Billing System — is a multipurpose encoder remote system suitable for indoor and/or outdoor use. The ECR Register uses a wired connection between the meter and an outside remote for inside set meters—or a pitlid mounted module, enabling underground meters to be read automati- cally without opening the meter box or vault. All wired connections and terminals of the TouchRead PitLid (TR/PL) modules and registers are fully sealed at the factory using a special process to ensure protection from water infiltration. The connection terminals of ECR/WP registers are also factory sealed. Meters equipped for TouchRead System reading can be read with a visual reading device, stand alone AutoGun, and/or reading gun with an AutoRead HandHeld Device. For more information on TouchRead System equipment refer to bulletins AMR-TR, AMR-401, AMR-403, AMR-312 and EXSUMHH. PhonRead AMR —is a reliable telephone based call-in system that does not require batteries for operation. It also does note require equipment to be installed at telephone company facilities. PhonRead Meter Interface Units (MIU) automatically call "in" to the utility office for transferring meter reading data from the meter site to a PC. PhonRead is a transparent AMR system that does not interfere with customers’ telephone service. For more information refer to bulletins AMR-PR and AMR-302. RadioRead AMR —uses superior Direct Sequence Spread Spec- trum modulation to provide reliable, safe and virtually interference free radio-based transmission of reading data from underground or inside-set meters that are equipped with Meter Transceiver Units (MXU). A choice of meter reading options is available. A radio frequency hand-held device (RF-HHD) can be used by a meter reader on foot. The RF-HHD can also be used to collect readings from TouchRead equipped meters, or for manual meter reading entries. A more powerful Vehicle Transceiver Unit (VXU) can be used in any car or truck to read meters while on the move. (A dedicated meter reading vehicle is not required.) For more information refer to bulletins AMR-RR, AMR-301 and AMR-303, and AMR-401. MultiRead Port Expanders —can provide the capability to connect multiple ECR equipped meters to a single PhonRead MIU or RadioRead MXU to save the utility time and money for installations such as apartment complexes and shopping centers. Refer to bulletin AMR-305, AMR-306 and AMR-308. Remote Reading Systems For use with all sizes of Sensus Water Meters AUTHORIZED SENSUS DISTRIBUTOR P.O. Box 487 • 450 N. Gallatin Avenue Uniontown, PA 15401 1-800-METER-IT • 1-800-638-3748 Fax: Direct to Factory Local: 724-439-7729 • Toll Free: 1-800-888-2403 www.sensus.com (select "North America Water") Email: h2oinfo@sensus.com Page 2 of 2 Dimensions and Net Weights ➀ With Rocksyn measuring chamber. Metric Size A B C Width Net Weight ➀ 5/8" (DN 15mm) 7-1/2" (190mm) 4-9/16" (115mm) 2-1/8" (55mm) 4-5/8" (120mm) 5 lb. 12 oz. (2.6 kg) 5/8" x 3/4" (DN 15mm x 33mm) 7-1/2" (190mm) 4-9/16" (115mm) 2-1/8" (55mm) 4-5/8" (120mm) 5 lb. 15 oz. (2.7 kg) 3/4" (DN 20mm) 9" (230mm) 5-1/8" (130mm) 2-9/32" (60mm) 5-1/4" (135mm) 8 lb. (3.6 kg) 3/4" short (DN 20mm) 7-1/2" (190mm) 5-1/8" (130mm) 2-9/32" (60mm) 5-1/4" (135mm) 8 lb. (3.6 kg) 1" (DN 25mm) 10-3/4" (275mm) 5-3/4" (145mm) 2-5/8" (70mm) 6-13/16" (175mm) 12 lb. (5.5 kg) 5/8" (DN 15mm) Dials Shown Bottom PlateBottom Liner Magnetic Coupling Piston Roller Piston Sealed Register Retainer Nut Strainer Division Plate Direction of Flow A C B , , . , ., . 398 SR Water Meters PD-760 Page 1 of 1 Typical Performance Curves 5/8" and 5/8" x 3/4" SR Meter UA-5619 3/4" SR Meter 7-1/2" Laying Length UA-5831 3/4" and 3/4" x 1" SR Meter UA-5830 1" and 1" x 1-1/4" SR Meter UA-5832 1-1/2" SR Meter UA-5674 2" SR Meter UA-5673 ACCURACY CURVE HEAD LOSS CURVE 16 14 12 10 8 6 4 2 1.0 .8 .6 .4 .2 101 100 99 98 97 96 95 94 AWWA LIMIT AW W A M A X I M U M C A P A C I T Y U.S. GAL/MIN IMP. GAL/MIN CU. FT/MIN CU. M/HR* *SAME AS kL/HR 5 10 15 20 5 10 15 0.5 1 2 1 2 3 4 HE A D L O S S PS I BA R RATE OF FLOW AC C U R A C Y - P E R C E N T 0.5 ACCURACY CURVE HEAD LOSS CURVE 16 14 12 10 8 6 4 2 1.0 .8 .6 .4 .2 101 100 99 98 97 96 95 94 AWWA LIMIT AW W A M A X I M U M C A P A C I T Y U.S. GAL/MIN IMP. GAL/MIN CU. FT/MIN CU. M/HR* *SAME AS kL/HR 5 10 15 20 25 30 35 5 10 15 20 25 30 0.5 1 2 3 4 0.5 1 2 3 4 5 6 7 8 HE A D L O S S AC C U R A C Y - P E R C E N T PS I BA R RATE OF FLOW ACCURACY CURVE HEAD LOSS CURVE 16 14 12 10 8 6 4 2 1.0 .8 .6 .4 .2 101 100 99 98 97 96 95 94 AWWA LIMIT AW W A M A X I M U M C A P A C I T Y U.S. GAL/MIN IMP. GAL/MIN CU. FT/MIN CU. M/HR* *SAME AS kL/HR 5 10 15 20 25 30 35 5 10 15 20 25 30 0.5 1 2 3 4 0.5 1 2 3 4 5 6 7 8 HE A D L O S S AC C U R A C Y - P E R C E N T PS I BA R RATE OF FLOW ACCURACY CURVE HEAD LOSS CURVE 16 14 12 10 8 6 4 2 1.0 .8 .6 .4 .2 101 100 99 98 97 96 95 94 AWWA LIMIT AW W A M A X I M U M C A P A C I T Y U.S. GAL/MIN IMP. GAL/MIN CU. FT/MIN CU. M/HR* *SAME AS kL/HR 5 10 15 20 25 30 35 40 45 50 5 10 15 20 25 30 35 40 45 0.5 1 2 3 4 5 6 7 0.5 1 2 3 4 5 6 7 8 9 10 11 12 HE A D L O S S AC C U R A C Y - P E R C E N T PS I BA R RATE OF FLOW ACCURACY CURVE HEAD LOSS CURVE 16 14 12 10 8 6 4 2 1.0 .8 .6 .4 .2 101 100 99 98 97 96 95 94 AWWA LIMIT AW W A M A X I M U M C A P A C I T Y U.S. GAL/MIN IMP. GAL/MIN CU. FT/MIN CU. M/HR* *SAME AS kL/HR 5 10 20 30 40 50 60 70 80 90 100 5 10 20 30 40 50 60 70 80 90 1 2 4 6 8 10 12 14 1 2 4 6 8 10 12 14 16 18 20 22 24 HE A D L O S S AC C U R A C Y - P E R C E N T RATE OF FLOW PS I BA R ACCURACY CURVE HEAD LOSS CURVE 16 14 12 10 8 6 4 2 1.0 .8 .6 .4 .2 101 100 99 98 97 96 95 94 AWWA LIMIT AW W A M A X I M U M C A P A C I T Y U.S. GAL/MIN IMP. GAL/MIN CU. FT/MIN CU. M/HR* *SAME AS kL/HR 10 20 40 60 80 100 120 140 160 10 20 40 60 80 100 120 140 2 4 6 8 10 12 14 16 18 20 22 24 5 10 15 20 25 30 35 40 HE A D L O S S AC C U R A C Y - P E R C E N T pd_760.fm Page 11 Thursday, June 24, 2004 3:43 PM 399 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis APPENDICES HYDRANT FLOW TEST RESULTS WIGINTON FIRE SYSTEMS ......................... APPENDIX A 400 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis APPENDIX A HYDRANT FLOW TEST RESULTS PER WIGINTON FIRE SYSTEMS 401 From: Nick E. Guerrina <neg@Wiginton.net> Sent: Thursday, July 9, 2020 1:51 PM To: Baker, Danny Cc: Geiger, Marcus Subject: RE: Winter Springs Marketplace Hydrant Flow Test Attachments: Hydrant Flow Location results.pdf Categories: External Hey Danny see attached as requested. Please keep me updated with the project. I would like the opportunity to try to estimate it. Also please reach out if the architect is looking for a fire protection drawing for the building permit. Thank you, Nick E. Guerrina | Contract Sales Representative Wiginton Fire Systems - Orlando, FL 699 Aero Lane, Sanford, FL 32771 tel: 407-585-3200,292 dir: 407-585-3292 cell: 407-639-7800 neg@wiginton.net 100% EMPLOYEE OWNED | www.wiginton.net ********** NOTICE ************ Have you seen our Customer Portal? To get registered click the following link https://customer.wiginton.net From: Baker, Danny [mailto:Danny.Baker@kimley-horn.com] Sent: Monday, July 6, 2020 12:21 PM To: Nick E. Guerrina <neg@Wiginton.net> Cc: Geiger, Marcus <Marcus.Geiger@kimley-horn.com> Subject: RE: Winter Springs Marketplace Hydrant Flow Test Nick, Yes, 9:00 AM works well for me, thank you. I’ll be there tomorrow at 9:00 AM. My cell phone number is 561-354-8543. If you want to give me call tomorrow morning to let me know which hydrants you want to start on or if you want to let me know via email, either works. Thank you. Danny Baker, E.I. Kimley-Horn | 189 S. Orange Avenue, Suite 1000, Orlando, FL 32801 Direct: 407 815 3574 Connect with us: Twitter | LinkedIn | Facebook | Instagram | Kimley-Horn.com 402 Cherokee Village Trail Pawnee Trail S R 4 3 4 Tu s k a w i l l a R d (Hydrant #2) Test 69 Static 58 red (Hydrant #1) Flow 1130 GPM (Hydrant #4) TEST Hyd. 64 static 57 Red. (Hydrant #3) Flow 1190 GPM Site Boundary Had to chage test and flow hyd. due to water distribution Test completed 7/7/20 @ 10:10 am 403 2815 Directors Row, Suite 500, Orlando, FL 32809 • T: 407-859-8378 • F: 407-859-9599 • www.ecslimited.com ECS Carolinas, LLP • ECS Florida, LLC • ECS Midwest, LLC • ECS Mid-Atlantic, LLC • ECS Southeast, LLC • ECS Texas, LLP August 4, 2020 Ms. Kirsten Davis Equinox Development 630 S. Maitland Avenue Suite 100 Maitland, Florida 32751 ECS Project No. 55:3210 SUBJECT: Listed Wildlife Species Survey ± 10.25 - Acre Winter Springs Property Winter Springs, Seminole County, Florida Dear Ms. Davis: As requested, ECS Florida, LLC (ECS) is pleased to present the following Listed Wildlife Species Survey for the ± 10.25 - Acre Winter Springs Property located in Winter Springs, Seminole County, Florida. Work was provided by our sub-consultant, Thomson Environmental Consulting (Thomson). We have attached Thomson’s report. Thank you for this opportunity to offer our services. Please call the undersigned with questions or comments at (407) 859-8378. Respectfully submitted, ECS FLORIDA, LLC Ivona Minossora Environmental Group Manager James (Cliff) Hendrickson, P.G. Florida Professional Geologist 2226 Environmental Principal Attachment: Thomson’s Listed Wildlife Species Survey 404 2324 Leu Road ORLANDO, FLORIDA 32803 407.374.3681 tel 407.405.8725 cell Page 1 of 5 October 22, 2018 Ivona Minossora ECS Florida, LLC 2815 Directors Row, Suite 500 Orlando, Florida 32809 RE: Listed Wildlife Species Survey ±10.25-Acre Winter Springs Property Winter Springs, Seminole County, Florida Thomson Project No. 18-650 Ms. Minossora: Thomson Environmental Consulting, LLC (Thomson) completed a Listed Wildlife Species Survey of the ±10.25-Acre Winter Springs Property (the property) generally located in the southwest corner of the intersection of State Road 434 and Tuskawilla Road. The field portion of the survey was conducted on October 9, 2018. The purpose of the field visit was to evaluate the subject property for the occurrence and/or potential for occurrence of protected wildlife species (and their habitat). The following report (and referenced exhibits) describes relevant ecological conditions observed on the site during the field investigation and the results of documented literature regarding the presence of protected wildlife species and/or habit on the site and its relevant surroundings. SITE DESCRIPTION AND LOCATION The property is generally located in the southwest corner of the intersection of State Road 434 and Tuskawilla Road in Winter Springs, Seminole County, Florida. The property measures ±10.25 acres using the Seminole County Geographic Information System (GIS) coverages, but only ±9.9 acres according to the Seminole County Property Appraiser (SCPA). Per the SCPA, the property comprises 4 legal parcels identified as follows: SCPA PID 36-20-30-502-0000-0070 (±2.82 acres) SCPA PID 36-20-30-502-0000-0080 (±3.03 acres) SCPA PID 26-20-30-5AR-0A00-008F (±0.26 acre) SCPA PID 36-20-30-502-0000-0090 (±3.79 acres) 405 2324 Leu Road ORLANDO, FLORIDA 32803 407.374.3681 tel 407.405.8725 cell Page 2 of 5 Figure 1 is a location map showing the entirety of the property, including internal named streets. Figure 2 is a true-color rectified aerial (circa 2017) of the property and its immediate surroundings. Figure 3 is a topographic quadrangle map showing the topographic relief on the property and in the local region surrounding the site. SOILS Soils were identified using the Natural Resource Conservation Service’s Soil Survey of Seminole County, Florida. The following soil units and descriptions were mapped by the soil survey on the property: Myakka and EauGallie Fine Sands (Map Unit 20) – This soil represented approximately 2.66 acres of the property. The soils in this map unit are nearly level and poorly drained. These soils are on broad plains on the flatwoods. The slopes are dominantly less than 2 percent. During most years, the soils in this map unit have a seasonal high water table within 12 inches of the surface for 1 month to 4 months. The permeability of Myakka soil is rapid in the surface and subsurface layers and substratum and moderate or moderately rapid in the subsoil. The permeability of EauGallie soil is rapid in the surface and subsurface layers, moderate or moderately rapid in the sandy part of the subsoil, and moderately slow in the loamy part of the subsoil. Paola-St. Lucie Sands, 0 to 5 percent slopes (Map Unit 24) – This soil represented approximately 6.33 acres of the property. The soils in this map unit are nearly level to gently sloping and excessively drained. These soils are on upland ridges. The slopes are 0 to 5 percent. The soils in this map unit have a seasonal high water table at a depth of 80 inches or more. Tavares-Millhopper Fine Sands, 0 to 5 percent slopes (Map Unit 31) – This soil represented approximately 1.26 acres of the property. The soils in this map unit are nearly level to gently sloping and moderately well drained. These soils are on low ridges and knolls on the uplands. The slopes are nearly smooth to slightly convex. The soils in this map unit have a seasonal high water table at a depth of 36 to 60 inches for 2 to 6 months. Figure 4 shows the property and soils as mapped by the Soil Survey. Soils observed during the site visit seemed to generally match those as described in the Soil Survey. No indications of hydric soils were observed. 406 2324 Leu Road ORLANDO, FLORIDA 32803 407.374.3681 tel 407.405.8725 cell Page 3 of 5 VEGETATIVE COMMUNITIES AND LAND USES Prior to the field visit, Geographic Information System (GIS) data from the St. Johns River Water Management District (SJRWMD) was reviewed to identify documented vegetative communities and land uses on the property. These site conditions are documented using the Florida Land Use, Cover and Forms Classification System (FLUCCS, Florida Department of Transportation, 1999). FLUCCS classifications for the land covers and uses (as adapted from SJRWMD coverages) on the property are as follows: Commercial and Services - Abandoned (FLUCFCS code 0140) – This classification represented approximately 1.24 acres of the property. It is the eastern portion of the property that was formerly a Pinch a Penny pool supply store accessible from both Tuskawilla Road and SR 434. Hardwood-Conifer Mixed (FLUCFCS code 434) – This classification represented approximately 9.01 acres and the majority of the property. This upland, undeveloped area was dominated by slash and sand pine, with a dense subcanopy of xeric oaks in the central portion of the property. Figure 5 is a FLUCFCS map that depicts the land cover classification described above. PROTECTED WILDLIFE SPECIES SURVEY Protected wildlife species are defined as those listed as Threatened, Endangered, or Species of Special Concern by the U.S. Fish and Wildlife Service (USFWS) and/or the Florida Fish and Wildlife Conservation Commission (FWC). The survey consisted of both a search of documented literature and a field reconnaissance. Documented Literature Search Prior to the field investigation, documented literature resources were consulted regarding known occurrences of protected wildlife species on or in the vicinity of the project site. These included the FWC’s Bald Eagle (Haliaeetus leucocephalus) Nest Locator (https://public.myfwc.com/FWRI/EagleNests/nestlocator.aspx) and Waterbird Colony Locator (http://atoll.floridamarine.org/waterBirds/) online locator sites. A query of both databases (from the center of the site extending outward a radius of one mile) revealed no documented occurrences of waterbird colonies within 1 mile of the property. The closest documented bald eagle nest (Nest ID SE087) was documented approximately 2,250 feet east of the property, which is well outside of any applicable buffer zones. 407 2324 Leu Road ORLANDO, FLORIDA 32803 407.374.3681 tel 407.405.8725 cell Page 4 of 5 The NRCS Web Soil Survey (https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx) was used to identify soils suitable for the burrowing needs of gopher tortoises (Gopherus polyphemus, state-Threatened). The areas identified as Paola-St. Lucie Sands and Tavares-Millhopper Complex were rated as “Highly Suited” soils for gopher tortoises, while the area identified as Myakka and EauGallie Fine Sands are rated as “Less Suited”. The property was mapped within the USFWS Consultation Area for the following federally -listed species: Audubon’s Crested Caracara (Polyborus plancus audubonii, Threatened), Red-Cockaded Woodpecker (Picoides borealis, Endangered), Florida Scrub-Jay (Aphelocoma coerulescens, Threatened), the Everglades Snail Kite (Rostrhamus sociabilis plumbeus, Endangered), and the Florida Wood Stork (Mycteria americana, Endangered). Field Reconnaissance and Observations A protected wildlife species survey and habitat assessment was conducted over the entire property on October 9, 2018. Protected wildlife species are defined as those listed as Threatened, Endangered, or Species of Special Concern by the U.S. Fish and Wildlife Service (USFWS) and/or the Florida Fish and Wildlife Conservation Commission (FWC). No indication of bald eagle foraging was observed. No nests or juveniles were observed on the property. A survey for gopher tortoises and/or occupied habitat was conducted over 100% of the suitable soils on the property by Mr. Joel Thomson of Thomson Environmental Consulting, LLC (an Authori zed Agent for surveying by FWC). The results of the survey yielded no potentially-occupied gopher tortoise burrows, and no indication of gopher tortoise presence. Based on the quality of habitat, it is recommended that an additional survey of the property be performed within 90 days of intended construction, per the FWC ’s guidelines. The presence of some scrub oaks on the property often represents potential habitat for the Florida Scrub-Jay. The habitat was determined to be too overgrown to represent viable habitat, likely the result of fire exclusion and other factors related to the surrounding development. No indications of Florida Scrub-Jays was observed during the survey. No other protected wildlife species concerns were observed during the course of the field survey. The numerous species with Consultation Areas covering the property have unique, individualized habitat needs that are not offered on the property due to developed nature of much of the property and the lack of natural habitat. 408 2324 Leu Road ORLANDO, FLORIDA 32803 407.374.3681 tel 407.405.8725 cell Page 5 of 5 LIMITATIONS OF THIS REPORT It is important to note that the conclusions of this repo rt are necessarily based on the conditions observed on the day of the field investigation, as well as our scientific judgment of the site’s potential to support protected species (based on each species’ optimal habitat requirements). Due to this “snapshot” view of the site, the results presented in this report may not accurately reflect changing site conditions and/or wildlife species’ temporal and spatial movements. Thomson appreciates the opportunity to provide these services to you. If there are questions regarding this report, or a need for further information, please contact the undersigned at your convenience. Respectfully, Thomson Environmental Consulting, LLC Joel A. Thomson President 409 General Location Figure 1 L o c a t i o n M a p kj ¢ TEL 407.405.8725 FAX 407.792.5692 3428 PELICAN LANE ORLANDO, FLORIDA 32803 WWW.THOMSONENV.COM 0 1,000500 1" = 1,000' SeminoleCounty Winter Springs Property Section 1, Township 21 S, Range 30 E and Section 6, Township 21 S, Range 31 E Thomson Project No. 18-650October 2018 Winter Springs, Seminole County, Florida Property Boundary Basemap LayerStreetMaps USA courtesy of ESRIProperty BoundaryAdapted from data courtesy of the Seminole County Property Appraiser 410 General Location Figure 2 A e r i a l P h o t o g r a ph kj ¢ TEL 407.405.8725 FAX 407.792.5692 3428 PELICAN LANE ORLANDO, FLORIDA 32803 WWW.THOMSONENV.COM 0 15075 1" = 150' SeminoleCounty Winter Springs Property Section 1, Township 21 S, Range 30 E and Section 6, Township 21 S, Range 31 E Thomson Project No. 18-650October 2018 Winter Springs, Seminole County, Florida Property Boundary Aerial PhotographNatural Color Digital Orthophotoquad (DOQ) Courtesy of the Florida Department of Transportation's (FDOT) Aerial Photo LookupSystem (APLUS); Fly Date circa 2017Property BoundaryAdapted from data courtesy of the Seminole County Property Appraiser 411 General Location Figure 3 T o p o g r a p h i c M a p kj ¢ TEL 407.405.8725 FAX 407.792.5692 3428 PELICAN LANE ORLANDO, FLORIDA 32803 WWW.THOMSONENV.COM 0 1,000500 1" = 1,000' SeminoleCounty Winter Springs Property Section 1, Township 21 S, Range 30 E and Section 6, Township 21 S, Range 31 E Thomson Project No. 18-650October 2018 Winter Springs, Seminole County, Florida Project Boundar y Topographic MapUSGS 7.5-minute series quad map "Casselberry, FL" courtesy of the Flor ida Land andBoundary Information System (LABINS)Property BoundaryAdapted from data courtesy of the Seminole County Property Appraiser 412 General Location Figure 4 S o i ls M a p kj ¢ TEL 407.405.8725 FAX 407.792.5692 3428 PELICAN LANE O RLANDO, FLORIDA 32 803 WWW.THOMSONENV.COM 0 15075 1" = 150' 24 20 31 31 SeminoleCounty Winter Springs Property Section 1, Township 21 S, Range 30 E and Section 6, Township 21 S, Range 31 E Thomson Project No. 18-650October 2018 Winter Springs, Seminole County, Florida Property Boundary Soil Map Unit Soil Map Unit Soil Classificatio n202431 Myakka a nd EauGa llie Fin e SandsPaola-St. Lucie San d, 0 to 5 % Slope sTavares-Millho pper Fin e Sand, 0 to 5% Slo pes Aerial PhotographNatural Color Digital Orthophotoquad (DOQ) Courtesy of the Florida Department of Transportation's (FDOT) AerialPhoto Lookup System (APLUS); Fly Date circa 2017Property BoundaryAdapted from data courtesy of the Seminole County Property AppraiserSoil Map DataObtained from Florida Geographic Data Library (FGDL) as adapted from the Natural Resource ConservationService's Soil Survey of Seminole County, FloridaHydric (%)Based on drainage characteristics and potential mapped inclusions of other soil types from Hydric Soils of FloridaHandbook, 3 rd Edition, where 100 denotes an area that is always hydric and 0 denotes an area that is always non-hydric (i.e. upland) Hydric (%) No (30)NoNo Acre age 2.6 66.3 31.2 6 413 General Location 0 15075 1" = 150' kj ¢ TEL 407.405.8725 FAX 407.792.5692 3428 PELICAN LANE ORLANDO, FLORIDA 32803 WWW.THOMSONENV.COM Figure 5 FLUCCS Map 434 0140 SeminoleCounty Winter Springs Property Section 1, Township 21 S, Range 30 E and Section 6, Township 21 S, Range 31 E Thomson Project No. 18-650October 2018 Winter Springs, Seminole County, Florida 434 Project Boundary FLUCCS Boundaries FLUCFC SCode FLUCC S C lassification 0140434 Comm ercial and Services (Abandoned)Hard wood-Conifer M ixed Aerial PhotographNatural Color Digital Orthophotoquad (DOQ) Courtesy of the Florida Department of Transportation's (FDOT) Aerial PhotoLookup System (APLUS); Fly Date circa 2017Property BoundaryAdapted from data courtesy of the Seminole County Property AppraiserFLUCFCS DataFlorida Land Use, Cover and Forms Classification System (FLUCCS, FDOT, 1999) data obtained through fieldreconnaissance by Thomson Environmental Consulting, LLC Acres 1.249.01 414 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 1 of 6 The Community Development Director reserves the right to determine whether this application is complete and accurate. An incomplete application will not be processed and will be returned to the applicant. The application shall be reviewed per Chapter 20 – Zoning Sec. 20-34. Applications shall be reviewed for sufficiency (completeness) within thirty (30) calendar days per FL Statue 166.033. All applicants shall be afforded minimal due process as required by law, including the right to receive notice, be heard, present evidence, cross-examine witnesses, and be represented by a duly authorized representative. Applicants are further advised that a Waiver is quasi-judicial in nature. Therefore, APPLICANT ACKNOWLEDGES and AGREES, by signing below, that he or she: • May be sworn-in as a witness in order to provide testimony to the City Commission; • Shall be subject to cross-examination by party intervenors (if requested); and • Shall be required to qualify expert witnesses, as appropriate. Applicants are encouraged to familiarize themselves with Chapter 2 – Administration Sec. 2-30 of the Winter Springs City Code relating to Quasi-Judicial Rules and Procedures of the City Commission. All Waiver recommendations shall be based from the required information/documentation provided, the Winter Springs Code of Ordinances, and the Winter Springs Comprehensive Plan (to the extent applicable). The City Commission (CC) shall render all final decisions regarding Waivers and may impose reasonable conditions on any approved Waiver to the extent deemed necessary and relevant to ensure compliance with applicable criteria and other applicable provisions of the Winter Springs Code of Ordinances and the Winter Springs Comprehensive Plan. All formal decisions shall be based on competent substantial evidence and the applicable criteria as set forth in Chapter 20, Zoning. Applicants are advised that if, they decide to appeal any decisions made at the meetings or hearings with respect to any matter considered at the meetings or hearings, they will need a record of the proceedings and, for such purposes, they will need to insure that a verbatim record of the proceedings is made, at their cost, which includes the testimony and evidence upon which the appeal is to be based, per Florida Statute 286.0105. A Waiver which may be granted by the City Commission shall expire two (2) years after the effective date of such approval by the City Commission, unless a building permit based upon and incorporating the Waiver, is issued by the City within said time period. Upon written request of the property owner, the City Commission may extend the expiration date, without public hearing, an additional six (6) months, provided the property owner demonstrates good cause for the extension In addition, if the aforementioned building permit is timely issued, and the building permit subsequently expires and the subject development project is abandoned or discontinued for a period of six months, the Waiver shall be deemed expired and null and void, per Chapter 20 – Sec.20-36. 415 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 2 of 6 REQUIRED INFORMATION Applicant(s): Date: Mailing address: Email: Phone Number: Property Owner(s): Mailing Address: Email: Phone Number: Project Name: Property Address: Parcel ID(s): Parcel Size: Existing Use: All waiver requests shall be written in the following format: A waiver is requested from Winter Springs City Code 'X' to allow 'Y' in lieu of 'Z'. After the request, the applicant shall provide a justification for each waiver request. List Waiver(s)(provide additional sheets if necessary): Demonstrate that the applicable term or condition clearly creates an illogical, impossible, impractical, or patently unreasonable result related to the proposed property and development? Tuscawilla Property Investors, LLC 630 South Maitland Avenue, Suite 1000, Maitland FL 32751 RStahl@equinox-development.com (407) 628-0077 Wawa At Winter Springs Marketplace Northwest corner of FL-434 & Tuskawilla Rd 36-20-30-502-0000-0090 1.21 Acres Commercial Tuscawilla Property Investors, LLC 630 South Maitland Avenue, Suite 1000, Maitland FL 32751 (407) 628-0077 5/13/2025 See attached cover letter. See attached cover letter. RStahl@equinox-development.com 416 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 3 of 6 Demonstrate that the proposed development plan is in substantial compliance with Chapter 20 of the City’s Code of Ordinances and in compliance with the Comprehensive Plan? Will the proposed development plan significantly enhance the real property? Will the proposed development plan serve the public health, safety, and welfare of the City of Winter Springs? Will the waiver diminish property values in or alter the essential character of the surrounding neighborhood? Is the waiver request the minimum waiver that will eliminate or reduce the illogical, impossible, impractical, or patently unreasonable result caused by the applicable term or condition under Chapter 20 – Zoning? See attached cover letter. See attached cover letter. See attached cover letter. See attached cover letter. See attached cover letter. 417 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 4 of 6 Is the proposed development plan compatible and harmonious with the surrounding neighborhood? List all witnesses that the applicant intends to present to the City Commission to provide testimony: Describe with specificity any evidence which the applicant intends to present to the City Commission, including oral factual testimony, maps, photographs, records or reports and/or expert testimony: Attach all documentary evidence which the applicant intends to present to the city commission to the back of this application. The Applicant has a continuing duty to update the list of witnesses, description of evidence, and documentary evidence throughout the application process. Additional witnesses or evidence will not be admitted at the city commission hearing if not submitted at least seven (7) days prior to such hearing See attached cover letter. Photos ( if needed) Ryan Stahl, Cory Sitler, and Jonathan Martin 418 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver 01/2024 Page 5 of 6 REQUIRED DOCUMENTATION ___ A complete Application and Fee ___ A general description of the relief sought under this division ___ A brief explanation, with applicable supporting competent substantial evidence and documents, as to why the application satisfies the relevant criteria set forth in this division ___ A Legal Description accompanied by a certified survey or the portion of the map maintained by the Seminole County Property Appraiser reflecting the boundaries of the subject property (To scale). ___ An Excel mailing list with the names and addresses of each property owner within 500 ft. of each property line, along with the HOA Associations within 1/2 mile of each property line. ___ For all new commercial development and new residential subdivisions of ten (10) or more lots or existing commercial buildings being altered by 50 percent or greater of the original floor plan or seating capacity and requiring a modified site plan, or development agreements process under section 20-28.1 of the City Code, or as otherwise deemed applicable by the city to relevantly and competently examine an application for compliance with the city code and the affect and impact the proposed use will have on neighborhood and surrounding properties, applicants shall be required to submit with the following additional information referenced in Chapter 20 – Zoning Sec.20.29 Applications (7) – (11). x x x x x 419 Northwest 42 0 ECS Florida, LLC Preliminary Geotechnical Engineering Report Tuskawilla Retail Development 170 Tuskawilla Road Winter Springs, Seminole County, Florida ECS Project Number 24:6366 November 15, 2018 Revised December 15, 2020 421 422 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 1 TABLE OF CONTENTS EXECUTIVE SUMMARY ............................................................................................................... 3 1.0 INTRODUCTION .................................................................................................................... 5 1.1 General ................................................................................................................................... 5 1.2 Scope of Services .................................................................................................................... 5 1.3 Authorization .......................................................................................................................... 6 2.0 PROJECT INFORMATION ....................................................................................................... 7 2.1 Project Location...................................................................................................................... 7 2.2 Past Site History/Uses ............................................................................................................ 7 2.3 Current Site Conditions .......................................................................................................... 7 2.4 Proposed Construction ........................................................................................................... 7 3.0 FIELD EXPLORATION ............................................................................................................. 9 3.1 Field Exploration Program ...................................................................................................... 9 3.1.1 Test Borings .................................................................................................................. 9 3.2 Regional/Site Geology .......................................................................................................... 10 3.3 Karst Geology ....................................................................................................................... 10 3.4 Soil Survey Mapping ............................................................................................................. 11 3.5 Subsurface Characterization ................................................................................................ 12 3.6 Groundwater Observations .................................................................................................. 13 4.0 LABORATORY TESTING PROGRAM ...................................................................................... 15 4.1 Visual Classification .............................................................................................................. 15 4.2 Index Testing ........................................................................................................................ 15 5.0 DESIGN RECOMMENDATIONS ............................................................................................ 16 5.1 Building Design ..................................................................................................................... 16 5.2 Foundations .......................................................................................................................... 16 5.3 Stormwater Management System Design Parameters ........................................................ 17 5.4 Pavement Design Considerations ......................................................................................... 19 6.0 SITE CONSTRUCTION RECOMMENDATIONS ........................................................................ 21 6.1 Subgrade Preparation .......................................................................................................... 21 6.1.1 Stripping and Subgrade Preparation .......................................................................... 21 6.1.2 Proofrolling ................................................................................................................. 21 6.2 Earthwork Operations .......................................................................................................... 22 6.2.1 Structural Fill Materials............................................................................................... 22 6.3 Utility Installations ............................................................................................................... 23 6.4 General Construction Considerations .................................................................................. 24 6.5 Construction Observation and Testing ................................................................................. 24 7.0 CLOSING ............................................................................................................................. 25 423 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 2 APPENDICES Appendix A – Diagrams • Site Location Diagram • Boring Location Diagram Appendix B – Field Operations • Reference Notes for Boring Logs • Boring Logs (B-1 through B-19) • Cross Section A-A’ • Cross Section B-B’ • Cross Section C-C’ Appendix C – Laboratory Testing • Laboratory Testing Results Summary 424 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 3 EXECUTIVE SUMMARY The following paragraphs provide a brief discussion of our findings and recommendations. Please refer to the complete report for more detailed discussion. ECS Florida, LLC (ECS) has completed the subsurface exploration for the proposed Tuskawilla Retail Development (approximately 9.95 acres in size) located at 170 Tuskawilla Road in Winter Springs, Seminole County, Florida. The project information summarized below is based exclusively on the information made available to us by your group at the time of this report. Our findings, conclusions and recommendations are summarized below. PROJECT INFORMATION: • Site Location : 170 Tuskawilla Road in Winter Springs, Seminole County, Florida • Building Scope: Four (4) one-story retail structures & two (2) out parcel buildings • Building Type: Concrete Masonry Unit (CMU) and steel framed structures. • Assumed Loads: Max. Column loads = 80 kips, Max. wall loads = 5 klf • Earthwork: Estimated fills of up to 3 feet and cuts up to 10 feet (pond area) • SWM Facility: Two (2) dry ponds, one (1) wet pond and five (5) exfiltration systems SUBSURFACE CONDITIONS: • Field Exploration: 19 SPT borings drilled within the subject property limits to the depths ranging between 10 feet and 20 feet below the existing ground surface. • Site Conditions: Heavily wooded except in the north eastern corner of the property, where there is an existing structure with associated parking area. • Probable Fill: Not encountered • Natural Soils: SAND (SP), and SAND WITH SILT (SP-SM) • Refusal Materials: Not encountered within the depths of borings • Groundwater: Encountered between 3.5 feet and 5.5 feet below the ground surface at the boring locations, seasonal high water table is anticipated to be between 2.5 feet and 5 feet below the existing grades. GEOTECHNICAL & CONSTRUCTABILITY CONSIDERATIONS • Wet fill soils: We anticipate soils excavated from the proposed pond area will be used for structural fill across the site for grading purposes. Due to a higher groundwater table, soils anticipated to be used as structural fill are expected to be wet. Wet soils will require a drying period prior to being compacted for structural fill. Due to the granular nature of the material encountered; however, we anticipate that the soils should dry relatively quickly if spread during hot/dry conditions. • High groundwater table: High groundwater was observed across the site and will need to be considered with respect to the dewatering of utility excavations. 425 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 4 • Existing Structure: An existing structure was noted within the eastern portion of the site. The existing structure and its associated subsurface foundations and utilities should be removed prior to the placement of structural fill or foundations for the proposed building areas. PRELIMINARY DESIGN & CONSTRUCTION RECOMMENDATIONS: • Shallow foundations: Max. Net Allow. Bearing Pressure = 3,000 psf Min. Exterior (Unheated) Embedment = 18 inches Min. Interior (Heated) Embedment = Minimum 24 inches Slab Subgrade Modulus: = 100 pci Based on the information provided to us, it should be noted that the recommendations made in our report are preliminary in nature. Therefore, a final geotechnical exploration report meeting regulatory standards may be necessary in future for final design recommendations. The recommendations made in our report are based on the loading assumptions noted above. A final site development plan has not been provided to us. Once the final site plan is developed along with the proposed grading information, we recommend that our office be contacted to review these items and propose a final geotechnical scope of exploration. Final recommendations regarding the bearing capacity, settlements, and foundation design must be made after completion of a final geotechnical exploration program. This summary should not be considered apart from the entire text of the report with all the qualifications and considerations mentioned herein. Details of our conclusions and recommendations are discussed in the report text. 426 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 5 1.0 INTRODUCTION 1.1 GENERAL The purpose of this study was to provide geotechnical information for the design of structure foundations and construction consideration and recommendations for the proposed Tuskawilla Retail Development. This report includes preliminary recommendations regarding the new buildings, pavements, stormwater management area, and associated utilities. This report contains the results of our subsurface explorations and laboratory testing programs, site characterization, engineering analyses, and recommendations for the design and construction of the proposed development. The recommendations developed for this report are based on project information supplied by Equinox Development Properties, Inc. 1.2 SCOPE OF SERVICES In order to explore the subsurface soil conditions and to determine the depth and character of soils on this site, a total of nineteen (19) soil test borings were performed within the proposed area of the development. A Conceptual Sketch dated August 8, 2018 of the proposed development prepared by Kimley-Horn and Associates, Inc. was provided prior to the field exploration and a revised Conceptual Sketch dated October 30, 2018 was provided after the field exploration had been completed. Additionally, this report has been revised based on an updated Overall Site Plan dated November 3, 2020 prepared by Marcus Gieger with Kimley-Horn. The Boundary and Topographic Survey dated October 15, 2018 prepared by Shannon Surveying, Inc. was also provided at the time of writing this report. Conclusions and recommendations contained in this report are based upon these soil borings, a site reconnaissance, laboratory test results of boring samples, and provided plans. This preliminary report discusses our exploratory and testing procedures, presents our findings and evaluations and includes the following: • A brief review and description of our field and laboratory test procedures and the results of testing conducted. • A review of surface topographical features and site conditions. • A review of area and site geologic conditions. • A review of subsurface soil stratigraphy with pertinent available physical properties. • Copies of our soil test boring logs. • Preliminary recommendations for site preparation and construction of compacted fills, including an evaluation of on-site soils for use as compacted fills and delineation of potentially unsuitable soils and/or soils exhibiting excessive moisture at the time of sampling. • Evaluation and recommendations relative to groundwater control. • Preliminary foundation recommendations for the proposed retail buildings. • Preliminary recommendations for pavement design. • Stormwater management design parameters for the ten (10) proposed stormwater management facilities anticipated within the property. 427 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 6 The recommendations contained herein were developed from the data obtained in the soil test borings, which indicate subsurface conditions at these specific locations at the time of exploration. Soil conditions may vary between the borings. If during the co urse of construction variations appear evident; the Geotechnical Engineer should be informed so that the conditions can be addressed. 1.3 AUTHORIZATION Our services were provided in accordance with our Proposal No. 24:12884-GP dated August 17, 2018 and as authorized by you on September 22, 2018, and includes the Terms and Conditions of Service outlined with our Proposal/Contract between ECS Florida, LLC and Equinox Development Properties, Inc. 428 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 7 2.0 PROJECT INFORMATION 2.1 PROJECT LOCATION The subject site is located to the southwest of the intersection between Tuskawilla Road and State Road 434, more specifically at 170 Tuskawilla Road in Winter Springs, Seminole County, Florida. The subject property (approximately 9.95 acres in size) is pentagonal in shape, generally bounded to the north by State Road 434, to the east by Tuskawilla Road, to the south by a vacant property and to the west by a residential community. A Conceptual Sketch is included below and within Appendix A of this report. Figure 2.1.1 – Approximate Site Location 2.2 PAST SITE HISTORY/USES A review of available aerial imagery dated back to 1980 and our knowledge of the site, we understand that the site is primarily heavily wooded with a retail building located within the north eastern corner of the proposed area of development which appears to have been built in either the 1980s or 1990s. 2.3 CURRENT SITE CONDITIONS Based on our site reconnaissance and review of the topographic data, provided by you from Shannon Surveying Inc., dated October 15, 2018, the site is sloping from the south downward to primarily the northwestern portion of the proposed development with existing ground surface elevations varying approximately between EL. +46 feet-datum and EL. +42.5 feet-datum. A boring location survey was not performed as a part of our scope. 2.4 PROPOSED CONSTRUCTION Our understanding of the proposed construction is based on information provided by Equinox Development Properties, Inc and the Overall Site Plan dated November 3, 2020 prepared by Marcus Gieger with Kimley-Horn. Based on our understanding of the project, the proposed 429 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 8 construction would likely consist of multiple structures including, four (4) one-story retail buildings (approximately between 4,280 and 19,209 square feet, respectively) two (2) out parcel building (approximately 2,325 and 3,056 square feet). Site features are to include a stormwater , one (1) wet pond, two (2) dry retention pond areas within the southern portion of the site, and the associated paved parking areas with five (5) underground exfiltration systems within the northern portion of the property, driveway lanes, and utilities. We would anticipate based on current site grading as well surrounding grading for adjacent commercial properties that the proposed structures may be supported on conventional shallow foundations bearing at an assumed elevation of EL. +42 feet-datum on natural soils. We assumed that finished floor elevation of the proposed structures would be approximately at EL. +44 feet- datum. Based on the existing and proposed grades, we expect maximum fills for the stru ctures to be on the order of 3 feet given the current conceptual drawings for the development. We understand structural loads for the retail structures will be up to approximately 80 kips for column loading, and we have assumed continuous wall loading up to about 5 kips per linear foot. 430 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 9 3.0 FIELD EXPLORATION 3.1 FIELD EXPLORATION PROGRAM The field exploration was planned with the objective of providing an assessment of the site, characterizing the project site in general geotechnical and geological terms and to evaluate subsequent field and laboratory data to assist in the determination of geotechnical recommendations. 3.1.1 Test Borings Prior to performing the subsurface exploration, underground utilities were located through the Sunshine State One-Call system. The soil test borings were located in the field by an ECS representative utilizing a hand held GPS unit as reference. The Boring Location Diagram in the Appendix A indicates the approximate location of the borings. The soil test borings were completed with the following drilling and sampling equipment: • ATV drill rig • Mud Rotary drilling utilizing 3 ¼ inch hollow-stem augers • Manual hammer • Conventional split-spoon soil sampler Representative soil samples were obtained by means of the split-barrel sampling procedure in accordance with ASTM Specification D 1586. In this procedure, a two-inch O.D., split-spoon sampler is driven into the soil a distance of 18 inches by a 140-pound hammer falling 30 inches. The number of blows required to drive the sampler through the final 12-inch interval, after initial setting of 6 inches, is termed the Standard Penetration Test (SPT) N-value and is indicated for each sample on the boring logs (attached in Appendix B). The SPT values can be used as a qualitative indication of the in-place relative density of cohesionless soils, and as a relative indication of consistency in cohesive soils. This indication is qualitative, since many factors can significantly affect the standard penetration resistance value and prevent a direct correlation between drill crews, drill rigs, drilling procedures, and hammer-rod-sampler assemblies. A field log of the soil encountered at each boring was maintained by the drilling crew. After recovery, each geotechnical sample was removed from the sampler and visually classified by the driller. Representative portions of each sample were then sealed in containers and transported to our laboratory in Orlando, Florida for further visual examination and laboratory testing. After completion of the drilling operations, the boreholes were backfilled with auger cuttings. Please note that ground surface elevations noted on our boring logs were interpolated from the Boundary and Topographic Survey dated October 15, 2018 prepared by Shannon Surveying, Inc.; however, we recommend that the boring locations are surveyed for elevations to extend the usefulness of the subsurface information obtained. 431 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 10 3.2 REGIONAL/SITE GEOLOGY Based on the Geologic Map of Florida, Central Florida geologic conditions can generally be described in terms of three basic sedimentary layers. The near-surface layer is primarily composed of sands containing varying amounts of silt and clay fines that are underlain by a layer of clay, clayey sand, locally referred to as the “Hawthorn Group” which is underlain by phosphate, and limestone. The thickness of these strata varies throughout Central Florida. In general, the surficial sands typically extend to depths of 40 feet to 70 feet below the ground surface, while the “Hawthorn Group” ranges from nearly absent in some locations to thicknesses greater than 100 feet. The limestone formation may be several thousand feet thick. The groundwater hydrogeology of Central Florida can be described in terms of the nature and relationship of the three basic geologic strata. The near surface and upper stratum are fairly permeable and comprise the water table (unconfined) aquifer. The deep limestone formation of the Floridian aquifer is highly permeable due to the presence of large interconnected channels and cavities throughout the rock. The Floridian aquifer is the primary source of drinking water in Central Florida. These two permeable strata are separated by the relatively low permeability clays in the “Hawthorn Group.” The amount of groundwater flow between the two aquifer systems is dependent on the thickness and consistency of the “Hawthorn Group” clay confining beds which, as previously stated, varies widely throughout Central Florida. The following Figure 3.2.1 shows the regional geologic map. Figure 3.2.1 Regional Geologic Map (Geologic Map of Florida, 2001) 3.3 KARST GEOLOGY Areas within Central Florida are known to have karst geology. Karst terrain is characterized by voids, soil domes, soil raveling, interrupted drainage, disappearing streams, and topographical Approx. Site Location 432 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 11 features such as sinkholes and closed depressions. These features are the result of the dissolution of soluble bedrock such as limestone by groundwater and/or the infiltration of surface water. As water enters fractures, bedding planes, and other bedrock discontinuities within soluble bedrock, it slowly dissolves the rock and enlarges the discontinuities. Over geologic time, this results in the formation of solution channels or underground passages and ravines which may develop into surficial manifestations such as sinkholes and closed depressions. The dissolution of bedrock is generally a very slow process. However, soil may be eroded or raveled into the enlarged bedrock fractures, creating soil domes. Eventually, soil in these features can be lost through groundwater movement, resulting in surface depressions and potential sudden ground subsidence. The soils derived from and overlying the carbonate bedrock are typically a clayey and silty soil with varying amounts of sand and rock fragments. The bedrock within the general geographic region is characterized by jointed and faulted soluble carbonate lithologies interbedded with non- carbonate lithologies. These carbonate formations are generally moderately to highly solution prone. The degree of weathering or solutioning is often controlled by lithological variations and structural orientations. Where structural discontinuities intersect or in areas which are highly fractured, solutioning is intensified creating low areas and seams that are typically filled with residual clayey soils. Conversely, more competent, high areas represent slightly- to non-fractured lithologies that are often coarser grained and only slightly solution prone. The underlying carbonate formations of the project geographic area are susceptible to Karst- related sinkhole development. Contributing characteristics and factors controlling the development include subsurface structural deformation, joint sets, and thick carbonate bedding within the area. Due to the shallow nature of the exploration performed, the borings did not reveal overt signs of soils associated with karst activity or carbonate rocks. 3.4 SOIL SURVEY MAPPING Based on the Soil Survey for Seminole County, Florida by the US Department of Agriculture (USDA) Soil Conservation Service the predominant predevelopment soil type(s) at the site is identified and a summary of characteristics of this soil series is included below in Table 3.4.1. Table 3.4.1 Soil Survey Soil Type Constituents Drainage Class Water Table Depth 20—Myakka and EauGallie Fine sand Poorly drained 0.5 to 1.5 feet 24—Paola-St. Lucie sands, 0 to 5 percent slopes Sand Excessively drained - 31—Tavares-Millhopper complex, 0 to 5 percent slopes Fine sand and sandy loam Moderately well drained 3.5 to 6 feet Soil mapping of the site vicinity showing soil numbers (20, 24, and 31) are presented in Figure 3.4.1 below. 433 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 12 Figure 3.4.1 Site Soil Survey 3.5 SUBSURFACE CHARACTERIZATION The site subsurface conditions were evaluated with 19 SPT borings advanced to the depths ranging between 10 feet and 20 feet below the existing ground surface at the approximate locations shown on the Boring Location Diagram in Appendix A. The quantity of borings, boring locations, and drilling depths were developed by ECS prior to performing subsurface exploration based on the type and location of the proposed development from the Kimley-Horn Conceptual Sketch dated August 8, 2018. The subsurface exploration at each boring location indicated generally SAND (SP) and SAND WITH SIL (SP-SM) from existing grade to the maximum termination of the borings (20 feet below existing grade). The soil auger was able to reach the termination depth at each of the borings. SPT N-values ranged from 5 to 19 blows per foot (bpf). The loose soils encountered were primarily observed within the upper 10 feet of the subsurface profiles The subsurface conditions at each boring are summarized in Table 3.5.1. The subsurface conditions presented in Table 3.5.1 and shown on the Boring Logs should be considered approximate, based on interpretation of the exploration data using normally accepted geotechnical engineering judgments. It should be noted that transitions between different soil strata are typically less distinct than what is shown on the exploration records. Subsurface conditions between the actual boring locations will vary. N 24 31 20 434 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 13 Table 3.5.1 Subsurface Stratigraphy Approximate Depth Range (ft) Approximate Elev. Range (ft) (1) Stratum Description Ranges of SPT(2) N-values (bpf) 0 – 20(3) +45.5 to +22.5 I SAND (SP), SAND WITH SILT (SP-SM) 5 to 19 Notes: (1) Please note elevations at the boring locations were estimated based upon the Boundary and Topographic Survey dated October 15, 2018 prepared by Shannon Surveying, Inc. and should be considered approximate. (2) Standard Penetration Test. (3) Maximum Termination Depth. 3.6 GROUNDWATER OBSERVATIONS Groundwater levels were measured in our borings as noted on the soil boring logs in Appendix B. The groundwater table was measured approximately between 3.5 feet and 5.5 feet below the existing grades at the boring locations within the drilling depths at the time of our exploration. No further groundwater measurements were made subsequent to drilling operations. Variations in the long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, construction activities, and other factors. The groundwater will fluctuate seasonally depending upon local rainfall. The rainy season in Central Florida is normally between June and September. Based upon our site specific field data, our review of the USDA Soils Survey of Seminole County, the topography of the area, the expected regional hydrogeology and our experience in the area, we estimate the seasonal high groundwater levels likely to be encountered approximately between 2.5 feet and 5 feet below existing grades at the boring locations. Please refer to the individual boring logs presented in Appendix B for boring specific groundwater levels. Variations in the location of the long-term groundwater level may occur as a result of changes in precipitation, evaporation, surface water runoff, and other factors not apparent at the time of this exploration. The summary of groundwater conditions within the boring locations are provided below in Table 3.6.1. 435 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 14 Table 3.6.1 Summary of Groundwater Conditions Boring ID Approximate Ground Surface Elevation (ft- datum) * Encountered Ground Water Table Depth (ft) Encountered Groundwater Table Elevation (ft-datum) Estimated Seasonal High Ground Water Table Depth (ft) Estimated Seasonal High Ground Water Elevation (ft- datum) B-1 44 4.5 39.5 3.5 40.5 B-2 44 5 39 4 40 B-3 43.5 3.5 40 2.5 41 B-4 44.5 4.5 40 3.5 41 B-5 45 5.5 39.5 4.5 40.5 B-6 45.5 5 40.5 4 41.5 B-7 42.5 4 38.5 3 39.5 B-8 43 4.5 38.5 3.5 39.5 B-9 45 5.5 39.5 5 40 B-10 45.5 5.5 40 5 40.5 B-11 45 5.5 39.5 4.5 40.5 B-12 44 5.5 38.5 4.5 39.5 B-13 44.5 4 40.5 3 41.5 B-14 45 5 40 4 41 B-15 45 5 40 4 41 B-16 45 5 40 4 41 B-17 43.5 4.5 39 3.5 39.5 B-18 44.5 4.5 40 4 40.5 B-19 45 4 41 3.5 41.5 Note: * Elevations at the boring locations were estimated using the Boundary and Topographic Survey dated October 15, 2018 prepared by Shannon Surveying, Inc. 436 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 15 4.0 LABORATORY TESTING PROGRAM The laboratory testing performed by ECS for this project consisted of selected tests performed on samples obtained during our field exploration operations. The following paragraphs briefly discuss the results of the completed laboratory testing program. 4.1 VISUAL CLASSIFICATION Each soil sample from the test borings was visually classified on the basis of texture and plasticity in accordance with the Unified Soil Classification System (USCS) and ASTM D 2488 (Description and Identification of Soils-Visual/Manual Procedures). After classification, the various soil types were grouped into the major zones noted on the boring logs in Appendix B. The group symbols for each soil type are indicated in parentheses following the soil descriptions on the boring logs. The stratification lines designating the interfaces between earth materials on the boring logs are approximate; in situ, the transitions may be gradual. The soil samples from our current exploration will be retained in our laboratory for a period of two months after the subsurface exploration program is completed, after which they will be discarded unless other instructions are received as to their disposition. 4.2 INDEX TESTING The index testing performed by ECS for this project consisted of selected tests performed on samples obtained during our field exploration operations. Index property tests were performed on representative soil samples obtained from the test borings in order to aid in classifying soils according to the Unified Soil Classification System (USCS) and to quantify and correlate engineering properties. The index testing program included natural moisture content tests (ASTM D 2216) and percent passing the No. 200 sieve (ASTM D 6913). The results of the index testing results conducted are included in Appendix C of this report. 437 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 16 5.0 PRELIMINARY DESIGN RECOMMENDATIONS The following sections provide preliminary recommendations for foundation design, pavements and the stormwater management facilities. Loose soils and shallow groundwater condition are likely to be encountered near-surface. The existing building, associated asphalt pavement and utilities within the eastern portion of the property will need to be removed prior to proposed development. Based on our subsurface exploration, the proposed site is feasible given the preliminary recommendations provided within this report. Details associated with the preliminary geotechnical recommendations are provided below. 5.1 BUILDING DESIGN Based upon information provided at the time this report was prepared, the site is feasible for the proposed development from a geotechnical perspective. It is our professional opinion that subsurface conditions are not likely to significantly impact the construction of the proposed development. However, a temporary dewatering program during the installation of the foundations may be necessary based upon the final grades especially during the rainy season given the shallow estimated seasonal high groundwater level. As previously noted, the site appears to consist of an existing structure within the eastern portion of the property. Uncontrolled fill soils which could contain construction debris and organics from in-place or placed topsoil grubbing operations, while not encountered during this exploration, may be present within the depths of excavation. Special attention should be taken to observe such conditions, if encountered during the foundation excavations. If uncontrolled fill soils are observed, we recommend test pits be performed within the vicinity of the foundation during a final geotechnical exploration in order to access the potential extents and depths of these materials. All asphalt pavement, structural and site components (foundation, slabs, and utilities) of the existing facility located within the proposed building pad or canopy areas should be removed prior to construction; however, the existing limerock may remain in place if determined to be suitable based upon the design criteria, laboratory testing and satisfactory proofroll testing as determined by the Geotechnical Engineer of Record. 5.2 FOUNDATIONS We anticipate that the proposed structures for this site can be supported on a shallow foundations after adequate site preparation procedures. Upon successful completion of the recommended site preparation procedure, the anticipated structures would be able to be supported on shallow foundations sized to exert a maximum allowable soil bearing pressure of 3,000 pounds per square foot (psf). The estimate of maximum allowable bearing pressure is based on assumed column and wall foundation loads of 80 kips and 5 kips per linear foot, respectively bearing at an elevation of approximately EL. +42 feet-datum on natural or controlled, compacted fill soils. If loads are higher than assumed, ECS should be contacted to review the foundation recommendations. Based on the Conceptual Sketch dated October 30, 2018 prepared by Kimley-Horn and existing site grades, we assumed the final finished floor elevation of the proposed structure to be approximately at EL. +44 feet-datum. The estimate of allowable bearing pressure may be refined based on more 438 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 17 precise estimates of loads (provided by the structural engineer) and proposed site grades. The foundations should be designed based on the maximum load which could be imposed by all loading conditions. All shallow foundations should be embedded at least 18 inches below lowest adjacent grade. Further, we recommend minimum foundation widths of 18 and 24 inches of strip and square footings, respectively, even though the maximum allowable soil bearing pressure may not be developed in all cases. Post-construction settlements of the structure will be influenced by several interrelated factors, including: (1) strength and compressibility characteristics of the subsurface; (2) footing size, bearing level, applied loads, and resulting bearing pressures beneath the foundations; and (3) site preparation and earthwork construction techniques used by the contractor. Our settlement estimates for the structure are based on the use of the earthwork construction techniques as recommended in Section 6.2 of this report. Any deviation from these recommendations could result in an increase in the estimated post-construction settlements of the structure. Assuming the site preparation procedure as outlined is followed; we estimate that total post construction settlements of the structure are likely to be 1 inch or less. If the recommended earthwork construction techniques outlined in this report are followed, differential settlements of 0.75 inch or less should be anticipated. The above settlement estimates are based on the assumed maximum structural loads, recommended maximum allowable bearing pressure, and the field data. 5.3 STORMWATER MANAGEMENT SYSTEM DESIGN PARAMETERS It is our understanding that the proposed development is likely to include a proposed three (3) stormwater dry retention pond areas within the southern portion of the proposed development and seven (7) exfiltration systems within the northern portion of the site. Based on the laboratory test results obtained from the borings performed around the underground exfiltration systems areas (B-2 through B-6, B-8, B-9, B-11, B-12, B-14 and B-16), two (2) dry pond areas (B-1, B-7, and B-13) and wet pond area (B-18 and B-19), the upper stratum is classified predominantly as Fine SAND (SP) and Fine SAND with SILT (SP-SM) to the maximum termination of depth of borings (20 feet below existing grades). The groundwater table was encountered between approximately 4 feet to 5.5 feet below the existing grades at the boring locations within the drilling depths at the time of our exploration, and therefore the seasonal high groundwater level is estimated to between approximately between 3 feet to 5 feet below existing grades. Table 5.3.1 outlines the recommended design parameters for the proposed stormwater dry pond area within the southern portion of the property. 439 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 18 Table 5.3.1 Dry Stormwater System Design Subsurface Input Design Parameters Stormwater System ID Boring ID Average Seasonal High Ground Water Table Elevation (ft- datum)* Average Base of Aquifer Elevation (ft-datum) * Fillable Porosity Average Horizontal Saturated Hydraulic Conductivity of Mobilized Surficial Aquifer, Kh (ft/day) Average Vertical Unsaturated Hydraulic Conductivity of Mobilized Surficial Aquifer, Kv (ft/day) SMA-A.1 B-1 & B-7 40.0 34.0 0.25 51** 17** SMA-A.2 B-13 41.5 35.0 0.25 SMA-C B-8, B-11, B-14, B-16 40.5 32.6 0.25 51** 17** SMA-D B-9 & B-12 39.8 29.5 0.25 51** 17** SMA-E B-6 & B-9 40.8 29.2 0.25 51** 17** SMA-F B-3 41 22.5 0.25 51** 17** SMA-G B-2, B-3, B-5, B-6 & B-8 40.5 27.9 0.25 55 37 51** 17** Notes: : * Elevations at the boring locations were estimated using the available Boundary and Topographic Survey dated October 15, 2018 prepared by Shannon Surveying, Inc., and therefore these elevations should be considered approximate to the closest half foot. ** Average Horizontal Saturated Hydraulic Conductivity of Mobilized Surficial Aquifer (Kh) and Average Vertical Unsaturated Hydraulic Conductivity of Mobilized Surficial Aquifer (Kv) factored values selected by Kimley Horn for recovery analysis.. Table 5.5.1 Stormwater System Design Parameters Stormwater System ID Boring ID Average Seasonal High Ground Water Table Elevation (ft-datum)* Average Wet Season Groundwat er Table Elevation (ft-datum) * Average Normal Seasonal Low Ground Water Table Elevation (ft-datum) * Average Horizontal Saturated Hydraulic Conductivity of Mobilized Surficial Aquifer, Kh (ft/day) Average Vertical Unsaturated Hydraulic Conductivity of Mobilized Surficial Aquifer, Kv (ft/day) SMA-B B-18 & B-19 41.0 40.5 39.5 51 34 Notes: : * Elevations at the boring locations were estimated using the available Boundary and Topographic Survey dated October 15, 2018 prepared by Shannon Surveying, Inc., and therefore these elevations should be considered approximate to the closest half foot. Please note that the hydraulic conductivity values presented in table above do not incorporate any factors of safety, except as otherwise noted. Appropriate factors of safety will have to be applied during design and drawdown analysis. Moreover, please note that parameters presented in the table above are based on assumptions made to ground surface elevations noted on our boring logs are approximately based on the Boundary and Topographic Survey dated October 15, 2018 prepared by Shannon Surveying, Inc. our surface elevations with one-foot contour intervals; therefore, should be considered approximate to the closest half foot. We recommend that boring location survey be performed by a professional surveyor to extend the usefulness of the subsurface information obtained. 440 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 19 ECS can perform a baseflow/groundwater seepage analysis once the stormwater pond configurations have been established. The stormwater pond bottom and side slopes should be stabilized according to applicable Water Management district and local municipality guidelines. 5.4 PAVEMENT DESIGN CONSIDERATIONS As discussed in the aforementioned Design Considerations Section 5.0, the subsurface conditions are suitable for the proposed pavement design. General Recommendations: Our scope of services did not include extensive sampling and Limerock Bearing Ratio (LBR) testing of existing subgrade or potential sources of imported fill for the specific purpose of a detailed pavement analysis. Instead, we have assumed pavement- related design parameters that are considered to be typical for the area soil types and roadway type as per the “FDOT Standards & Specifications”. The recommended pavement thicknesses presented in this report section are considered typical and minimum for the assumed parameters in the general site area. We understand that budgetary considerations sometimes warrant thinner pavement sections than those presented. However, the client, the owner, and the project designers should be aware that thinner pavement sections may result in increased maintenance costs and lower than anticipated pavement life. We recommend the following pavement sectio n designs included in Table 5.6.1 below. Table 5.4.1 Pavement Sections Asphalt Concrete Component Standard Heavy Standard Heavy Stabilized Subgrade 12” 12” 12” 12” Base Course 6” 8” N/A N/A Surface Course 1.5” 2” 5” 6” All pavement subgrades should be prepared in accordance with the recommendations presented in the section entitled Earthwork Operations. In areas where Portland cement concrete pavement is planned, the concrete should be placed upon a minimum of 12 inches of compacted, free draining material and compacted to 98 percent of the Modified Proctor maximum dry density (ASTM D1557). In areas where asphaltic concrete pavements are used, we suggest stabilizing the subgrade materials to a minimum Florida Bearing Value (FBV) of 75 pounds per square inch (psi). As an alternate for the FBV, materials can have a LBR of 40 percent. All stabilized subgrade materials should be compacted to 98 percent of the Modified Proctor (ASTM D -1557) maximum dry density and meet specification requirements for Type B or Type C Stabilized Subgrade by the Florida Department of Transportation (FDOT). The stabilized subgrade may consist of imported material or a blend of on-site soils and imported materials. If a blend is proposed, we recommend that the contractor performs a mix design to find the optimum mix proportions. 441 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 20 Base Course: Based on the groundwater conditions encountered at the subject property, it is our professional opinion that crushed concrete or limerock are likely to be the economical and feasible base course options for this project. Limerock should follow a minimum LBR of 100 percent and should be mined from an FDOT approved source. Place limerock in maximum six-inch lifts and compact each lift to a minimum density of 95 percent of the Modified Proctor maximum dry density (ASTM D-1557). Crushed concrete should follow the FDOT specification for material qualifications and placement. Place crushed concrete base in maximum 6-inch lifts and compact to a minimum density of 95 percent of the Modified Proctor (ASTM D-1557) maximum dry density according to their specification. Perform compliance testing for the base course to a depth of one foot at a frequency of one test per 5,000 square feet, or at a minimum of two test locations, whichever is greater. Effects of Groundwater: One of the most critical influences on the pavement performance in Central Florida is the relationship between the pavement subgrade and the seasonal high groundwater level. Roadways and parking areas that have not considered these effects typically exhibit signs of deterioration due to degradation of the base and the base/surface course bond. Regardless of the type of base selected, we recommend that the seasonal high groundwater (SHGWT) and the bottom of the base course be separated by at least 12 inches for crushed concrete and 18 inches for limerock. Please note that a higher separation criterion between SHGWT and bottom of the base course may be required based on reviewing agency indication. Landscape Drains and Curbing: If needed, where landscaped sections are located adjacent to parking lots or driveways, we recommend that drains be installed around these landscaped sections to protect the asphalt pavement from excess rainfall and over irrigation. Migration of irrigation water from the landscape areas to the interface between the asphalt and the base usually occurs unless landscape drains are installed. This migration often causes separation of the wearing surface from the base and subsequent rippling and pavement deterioration. The underdrains or strip drains should be routed to a positive outfall at the pavement area catch basins. It is recommended that curbing around landscaped sections adjacent to parking lots and driveways be constructed with full-depth curb sections. Using extended curb sections which lie directly on top of the final asphalt level, or eliminating curbing entirely, can allow migration of irrigation water from the landscaped areas to the interface between the asphalt and the base. This migration often causes separation of the wearing surface from the base and subsequent rippling and pavement deterioration. 442 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 21 6.0 SITE CONSTRUCTION RECOMMENDATIONS 6.1 SUBGRADE PREPARATION 6.1.1 Stripping and Subgrade Preparation The subgrade preparation should consist of stripping vegetation, rootmat, topsoil, any existing fill materials and any other soft or unsuitable materials from the 10-feet expanded building limit and 5-feet expanded pavement limits. Stripping limits should be extended an additional 1 foot for each foot of fill required at the structure's exterior edge. These activities should include removing soft and/or wet soils or otherwise unsuitable surface materials. It should be anticipated that existing subgrade materials from the site will be loose and wet. A contingency should be included in the budget for isolated undercutting during proofroll operations. In the building areas, the depth of the soft wet soil, if encountered, should be removed to stable soil and replaced with approved structural fill. If the depth of unsuitable material is identified to be deeper than 3 feet below design subgrade in foundation or pavement areas, then alternative pavement subgrade stabilization may be considered. This could consist of excavating down a maximum of 3 feet below the pavement s ubgrade elevation, placing geogrid (such as Mirafi BXG-11 or approved equivalent), and then placing granular material over the grid to the design subgrade elevation. The actual depth of the undercut and/or remedial approach will vary depending on the conditions and should be evaluated at the time of construction. The contractor should have a dewatering plan prepared in order to control high groundwater conditions observed on site. The amount and frequency of precipitation may also affect the groundwater conditions. The contractor should make provisions to keep excavations dry during construction to maintain the integrity of the exposed soils and help reduce the potential for otherwise unnecessary remedial work. Erosion and sedimentation shall be controlled in accordance with Best Management Practices and current state, local, and NPDES requirements. At the appropriate time, we would be pleased to provide a proposal for construction materials testing and NPDES related services. 6.1.2 Proofrolling Following the stripping operations and prior to the placement of structural fills or structural elements, the exposed subgrade soils should be observed by a geotechnical engineer or their approved representative. Proofrolling using a loaded dump truck, having an axle weight of at least 10 tons, may be used at this time to aid in identifying localized soft or unsuitable materials that should be removed. Any soft or unsuitable material encountered during proofrolling should be removed to a stable subgrade and replaced with an approved backfill compacted to the criteria given below. Due to the loose soils encountered within this exploration a representative of the Geotechnical Engineer of Record is recommended to be on-site during the proofroll of the building pad areas to confirm the suitability of the natural soils prior to the placement of structural fill or foundations. The natural soils within the building pad areas should be densified with a 20 ton smooth drum roller that should traverse the pads in a perpendicular (orthogonal) pattern using 443 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 22 the maximum vibratory setting prior to commencing proofroll operations and subsequent structural fill placement. 6.2 EARTHWORK OPERATIONS 6.2.1 Structural Fill Materials After subgrade preparation and observation has been completed and a stable subgrade exists, fill placement may begin. Structural fill materials should not be placed on soils which have been recently subjected to precipitation. Wet soils should be removed prior to the placement of engineered fill, granular sub-base materials, foundation/slab concrete, or paving materials. Materials used as structural fill for shallow fill areas should consist of approved material classified as SP, SP-SM, SM, SC or more granular, which are free of debris, particles larger than 3 inches in diameter (4-inches for trench/utility backfill), organic inclusions, cinders, ash, or excess moisture. It should be noted that the soils observed within the proposed dry pond area would be considered suitable for use as structural fill; however, due to the nature of the high groundwater table there should be consideration with respect to a time allowance for these soils to dry prior to compactive effort being applied. Due to the coarse, granular nature of the soils, we would expect the soils to dry relatively quickly during periods of no precipitation. Prior to placement of structural fill, representative bulk samples (about 50 pounds) of on-site and off-site borrow should be submitted to ECS for laboratory testing, which will include natural moisture content, grain-size distribution, and moisture-density relationships for compaction. Import materials should be tested prior to being hauled to the site to determine if they meet project specifications. The structural fill, consisting of suitable on-site soils or off-site granular borrow material, or a mixture thereof, should be placed in essentially horizontal lifts with a maximum loose thickness of 8 inches and moisture conditioned to within +3 percentage points of the optimum moisture content. Structural fill should be placed and compacted to a minimum compaction of 95% of the maximum dry density in accordance with the Modified Proctor method (ASTM D1557). Each lift of compacted engineered fill should be tested by a representative of the geotechnical engineer prior to placement of subsequent lifts. Compaction testing should be performed at the rate of at least 1 test per 2,500 square feet for each lift of fill within the building pad and at the rate of at least 1 test per 5,000 square feet for each lift of fill outside of the building pad, with a minimum of 3 tests per lift of fill within the building footprint. The elevation and location of the tests should be accurately identified at the time of fill placement. Areas which fail to achieve the required degree of compaction should be recompacted and retested until minimum compaction is achieved. Failing test areas may require adjustments in moisture content or other suitabl e remedial activities in order to achieve the required compaction. The expanded limits of the proposed construction areas should be well defined, including the limits of the fill zones for buildings, pavements, and slopes, etc., at the time of fill placement. Grade controls should be maintained throughout the filling operations. Compaction equipment suitable to the soil type being compacted should be used to compact the subgrades and fill materials. Sheepsfoot compaction equipment should be suitable for the fine- 444 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 23 grained soils (Clays and Silts). A vibratory steel drum roller should be used for compaction of coarse-grained soils (Sands) as well as for sealing compacted surfaces. In confined areas such as utility trenches, portable compaction equipment and thin lifts of 3 to 4 inches may be required to achieve specified degrees of compaction. At the end of each work day, all fill areas should be graded to facilitate drainage of any precipitation and the surface should be sealed by use of a smooth-drum roller to limit infiltration of surface water. During placement and compaction of new fill at the beginning of each workday, the contractor may need to scarify existing subgrades to a depth on the order of 4 inches so that a weak plane will not be formed between the new fill and the existing subgrade soils. Positive site drainage should be maintained during earthwork operations in an effort to maintain the integrity of the site surface soil. When wet, the site soils may degrade quickly with disturbance from contractor operations and will be extremely difficult to stabilize for fill placement. Consequently, the contractor should be prepared to implement aggressive mechanical or chemical drying, depending upon the actual site conditions. We strongly recommend that mass grading for the project be performed during the drier summer months to help facilitate favorable moisture conditions for the site soils. If water must be added to raise the moisture content of the soil, it should be uniformly applied and thoroughly mixed into the soil. In addition to maintaining proper site drainage for the purpose of maintaining the integrity of the site soils, care must be taken to control the surface water flow due to the inherent risks associated with risk for sinkhole development as previously discussed. 6.3 UTILITY INSTALLATIONS Utility Subgrades and Excavation: The soils encountered in our exploration are expected to be generally suitable for support of utility pipes to include an underground storage tank (UST). The pipe subgrade, especially where existing fill was encountered, should be observed and probed for stability by the testing agency to evaluate the suitability of the materials encountered. Any loose or unsuitable materials encountered at the utility pipe subgrade elevation should be removed and replaced with suitable compacted structural fill or pipe bedding material. Based upon the type of soils and high groundwater table encountered on site, the contractor will need to consider installing trench boxes during deep utility and UST excavations. Utility Backfilling: The granular bedding material should be at least 4 inches thick, but not less than that specified by the project drawings and specifications. Fill placed for support of the utilities, as well as backfill over the utilities, should satisfy the requirements for structural fill given in this report. Compacted backfill should be free of topsoil, roots, ice, or any other material designated as unsuitable. The backfill should be moisture conditioned, placed, and compacted in accordance with the recommendations of this report. Where the utility and UST will be located below water, the contractor should be aware of potential buoyancy and tie down the pipes or UST structure. In addition, soil backfill will not be able to be compacted. In this case, backfill can consist of FDOT 57 stone to approximately 1 foot over the water level, a fabric separator placed, followed by compacted fill to design subgrade. Utility Excavation Dewatering: Groundwater will likely be encountered for UST and utility excavations. Depending on the amount of controlled fill and the depth of the utility, pumping from the excavations may not be enough for the installation of the utility and UST. Well points 445 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 24 would need to be considered if localized dewatering equipment such as sump pumps are unable to control water during the installation of the utilities and UST. It is expected that removal of perched water which seeps into excavations could be accomplished by pu mping from sumps excavated in the trench bottom and which are backfilled with FDOT Size No. 57 Stone or open graded bedding material. Should water conditions beyond the capability of sump pumping be encountered, the contractor should submit a Dewatering Plan in accordance with project specifications. 6.4 GENERAL CONSTRUCTION CONSIDERATIONS Site Drainage and Surface Water Control: Adequate temporary and permanent control of surface water runoff will be required in order to allow site access, grading and construction to proceed. Standing water or ice should be removed from the completed building pad and pavement subgrades as soon as practical after each precipitation event without damaging the subgrade throughout the construction period. This may include the use of temporary under-drains, sump pits and pumps, plowing, or other means. In addition, the building pad and pavement subgrades should be maintained on a regular basis to grade out any ruts or low points where water may accumulate, and to aerate and/or re-compact any areas disturbed by weather or construction activities. The responsibility for this maintenance role should be clearly defined in the contract documents. Subgrade Protection: Measures should also be taken to limit site disturbance, especially from rubber-tired heavy construction equipment, and to control and remove surface water from development areas, including structural and pavement areas. It would be advisable to designate a haul road and construction staging area to limit the areas of disturbance and to prevent construction traffic from excessively degrading sensitive subgrade soils and existing pavement areas. Haul roads and construction staging areas could be covered with excess depths of aggregate to protect those subgrades. The aggregate can later be removed and used in pavement areas. Excavation Safety: Cuts or excavations associated with utility excavations may require forming or bracing, slope flattening, or other physical measures to control sloughing and/or prevent slope failures. Contractors should be familiar with applicable OSHA codes to ensure that adequate protection of the excavations and trench walls is provided. Erosion Control: Install soil erosion and sedimentation control devices, as well as temporary stormwater management facilities, as specified by Site/Civil Engineer. Maintain positive drainage conditions throughout construction, avoiding unnecessary ponding of stormwater in excavations or low areas of the site. Seal-roll exposed soil or subgrade surfaces prior to rain events, and promptly remove any standing water immediately afterwards. 6.5 CONSTRUCTION OBSERVATION AND TESTING Regardless of the thoroughness of a geotechnical engineering study, there is always a possibility that subsurface conditions between test borings may be different from those encountered at the test boring locations, that conditions are not as anticipated by the designers, or that the demolition or construction process has altered the subsurface conditions. Therefore, geotechnical engineering construction observation should be performed under the supervision of a qualified 446 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 Page 25 Geotechnical Engineer who is familiar with the intent of the recommendations presented in this report. Such observation services are recommended to evaluate whether the conditions anticipated in the design actually exist, or whether the recommendations presented in the report should be modified where necessary. 7.0 CLOSING The report has been prepared for the exclusive use of Equinox Development Properties Inc., and their design team. ECS has prepared this report of findings, evaluations, and recommendations to guide geotechnical-related design and construction aspects of the project. The description of the proposed project is based on information provided to ECS by Equinox Development Properties Inc. If any of this information is inaccurate, either due to our interpretation of the documents provided or site or design changes that may occur later, ECS should be contacted immediately in order that we can review the report in light of the changes and provide additional or alternate recommendations as may be required to reflect the proposed construction. We recommend that ECS be allowed to review the project’s plans and specifications pertaining to our work so that we may ascertain consistency of those plans/specifications with the intent of the geotechnical report. Field observations, monitoring, and quality assurance testing during earthwork and foundation installation are an extension of and integral to the geotechnical design recommendation. We recommend that the owner retain these quality assurance services and that ECS be allowed to continue our involvement throughout these critical phases of construction to provide general consultation as issues arise. ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in this report. The scope of this investigation was limited to the evaluation of the load -carrying capabilities and load stability of the soils and bedrock. Oil, hazardous waste, radioactivity, irritants, pollutants, radon or other dangerous substances and conditions were not the subject of this study. Their presence and/or absence are not implied, inferred or suggested by this report or results of this study. 447 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 APPENDIX A – Diagrams Site Location Diagram Boring Location Diagram 448 Site Service Layer Credits: Esri, HERE, Garmin, © OpenStreetMap contributors ² EQUINOX DEVEL OPMENT PROPERTIES, INC. TU SKAWI LLA RETAIL DEVELOPMENT 170 TU SKAWILLA ROAD, WINTER SPRINGS, FL Site Line Location Diagram 0 2,0001,000 Feet 11/8/2018 ENGINEER SCALE 6366 1 O F 1 PROJECT NO. SHEET DATE JPH 1 " = 100 0 ' 449 B-1 B-7 B-1 B-7 B-2B-2 B-12 B-17 B-6 B-11B-8 B-16 B-12 B-17 B-6 B-11B-8 B-16 B-4 B-9 B-15 B-5 B-10 B-14 B-3 B-4 B-9 B-15 B-5 B-10 B-14 B-3 B-13B-13 B-19 B-18 B-19 B-18 B B' C C' A A' 12/11/2020 Service La yer Cr edits: Esr i, HE RE, G armin, (c) OpenStreetMap contributors ² ENGINEER SCALE 24:6 366 1 OF 1 PROJ ECT NO. SHEET DATE JP H EQUINOX DEVELOP MENT PROPERT IES, INC.170 TUSKAWILLA RD, W IN T ER SPRINGS, FL Borin g Loc ation Diagram TUSK AWILLA RETAILDEVELOPMENT 0 20 0100Feet AS NOTED 450 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 APPENDIX B – Field Operations Reference Notes for Boring Logs Boring Logs (B-1 through B-19) Cross Section A-A’ Cross Section B-B’ Cross Section C-C’ 451 Reference Notes for Boring Logs (03-22-2017) © 2017 ECS Corporate Services, LLC. All Rights Reserved COHESIVE SILTS & CLAYS UNCONFINED COMPRESSIVE STRENGTH, QP 4 SPT5 (BPF) CONSISTENCY7 (COHESIVE) <0.25 <3 Very Soft 0.25 - <0.50 3 - 4 Soft 0.50 - <1.00 5 - 8 Firm 1.00 - <2.00 9 - 15 Stiff 2.00 - <4.00 16 - 30 Very Stiff 4.00 - 8.00 31 - 50 Hard >8.00 >50 Very Hard GRAVELS, SANDS & NON-COHESIVE SILTS SPT5 DENSITY <5 Very Loose 5 - 10 Loose 11 - 30 Medium Dense 31 - 50 Dense >50 Very Dense REFERENCE NOTES FOR BORING LOGS 1Classifications and symbols per ASTM D 2488-09 (Visual-Manual Procedure) unless noted otherwise. 2To be consistent with general practice, “POORLY GRADED” has been removed from GP, GP-GM, GP-GC, SP, SP-SM, SP-SC soil types on the boring logs. 3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)]. 4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf). 5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler required to drive the sampler 12 inches (ASTM D 1586). “N-value” is another term for “blow count” and is expressed in blows per foot (bpf). 6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally employed. 7Minor deviation from ASTM D 2488-09 Note 16. 8Percentages are estimated to the nearest 5% per ASTM D 2488-09. RELATIVE AMOUNT7 COARSE GRAINED (%)8 FINE GRAINED (%)8 Trace <5 <5 Dual Symbol (ex: SW-SM) 10 10 With 15 - 20 15 - 25 Adjective (ex: “Silty”) >25 >30 WATER LEVELS6 WL Water Level (WS)(WD) (WS) While Sampling (WD) While Drilling SHW Seasonal High WT ACR After Casing Removal SWT Stabilized Water Table DCI Dry Cave-In WCI Wet Cave-In DRILLING SAMPLING SYMBOLS & ABBREVIATIONS SS Split Spoon Sampler PM Pressuremeter Test ST Shelby Tube Sampler RD Rock Bit Drilling WS Wash Sample RC Rock Core, NX, BX, AX BS Bulk Sample of Cuttings REC Rock Sample Recovery % PA Power Auger (no sample) RQD Rock Quality Designation % HSA Hollow Stem Auger PARTICLE SIZE IDENTIFICATION DESIGNATION PARTICLE SIZES Boulders 12 inches (300 mm) or larger Cobbles 3 inches to 12 inches (75 mm to 300 mm) Gravel: Coarse ¾ inch to 3 inches (19 mm to 75 mm) Fine 4.75 mm to 19 mm (No. 4 sieve to ¾ inch) Sand: Coarse 2.00 mm to 4.75 mm (No. 10 to No. 4 sieve) Medium 0.425 mm to 2.00 mm (No. 40 to No. 10 sieve) Fine 0.074 mm to 0.425 mm (No. 200 to No. 40 sieve) Silt & Clay (“Fines”) <0.074 mm (smaller than a No. 200 sieve) MATERIAL1,2 ASPHALT CONCRETE GRAVEL TOPSOIL VOID BRICK AGGREGATE BASE COURSE FILL3 MAN-PLACED SOILS GW WELL-GRADED GRAVEL gravel-sand mixtures, little or no fines GP POORLY-GRADED GRAVEL gravel-sand mixtures, little or no fines GM SILTY GRAVEL gravel-sand-silt mixtures GC CLAYEY GRAVEL gravel-sand-clay mixtures SW WELL-GRADED SAND gravelly sand, little or no fines SP POORLY-GRADED SAND gravelly sand, little or no fines SM SILTY SAND sand-silt mixtures SC CLAYEY SAND sand-clay mixtures ML SILT non-plastic to medium plasticity MH ELASTIC SILT high plasticity CL LEAN CLAY low to medium plasticity CH FAT CLAY high plasticity OL ORGANIC SILT or CLAY non-plastic to low plasticity OH ORGANIC SILT or CLAY high plasticity PT PEAT highly organic soils 452 0 5 10 15 20 25 30 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 24 24 24 24 24 18 18 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, dark brown, wet, loose to medium dense (SP) SAND, light gray, wet, medium dense END OF BORING @ 20' 3 2 4 4 4 3 4 4 5 4 6 5 6 5 7 9 7 8 7 7 7 7 7 6 7 9 6 7 10 12 15 14 16 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-4 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 4.5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)3.5'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT44' 1 OF 1 453 0 5 10 15 20 25 30 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 24 24 24 24 24 18 18 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, dark brown, wet, loose to medium dense (SP) SAND, light gray, wet, medium dense END OF BORING @ 20' 2 2 3 5 4 5 4 4 3 5 4 6 6 5 7 7 6 8 7 8 6 7 9 8 7 8 5 9 9 12 15 16 15 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-9 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)4'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT44' 1 OF 1 454 0 5 10 15 20 25 30 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 24 24 24 24 24 18 18 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, dark brown, wet, loose to medium dense (SP) SAND, light gray, wet, medium dense END OF BORING @ 20' 3 5 4 4 3 4 5 4 5 5 4 6 7 8 7 7 5 7 8 9 6 7 9 8 8 10 9 9 9 15 15 16 18 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-15 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 3.5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)2.5'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT43.5' 1 OF 1 455 0 5 10 15 20 25 30 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 24 24 24 24 24 18 18 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, dark brown, wet, medium dense (SP) SAND, light gray, wet, medium dense END OF BORING @ 20' 4 3 5 4 5 4 5 5 4 6 5 7 5 8 7 8 7 7 8 8 6 7 10 6 8 8 8 9 11 15 15 17 16 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-5 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 4.5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)3.5'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT44.5' 1 OF 1 456 0 5 10 15 20 25 30 45 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 24 24 24 24 24 18 18 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, dark brown, wet, medium dense (SP) SAND, light gray, wet, medium dense END OF BORING @ 20' 3 4 3 3 2 4 5 5 4 5 7 8 6 7 6 7 8 7 6 8 6 7 7 5 7 8 7 9 12 13 13 14 15 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-10 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)4.5'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT45' 1 OF 1 457 0 5 10 15 20 25 30 45 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 24 24 24 24 24 18 18 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, dark brown, wet, loose to medium dense (SP) SAND, light gray, wet, medium dense END OF BORING @ 20' 3 2 3 3 4 3 3 5 4 4 5 7 6 7 8 7 6 6 5 8 7 7 9 6 7 10 5 6 9 15 11 16 17 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-14 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)4'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT45.5' 1 OF 1 458 0 5 10 15 20 25 30 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 24 24 24 24 24 18 18 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, brown, wet, medium dense (SP) SAND, light gray, wet, medium dense END OF BORING @ 20' 2 3 2 2 5 4 4 6 5 6 5 7 6 7 5 8 6 8 7 7 6 5 7 5 8 7 5 8 11 22.4 12 15 12 15 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-3 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 4'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)3'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT42.5' 1 OF 1 459 0 5 10 15 20 25 30 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 24 24 24 24 24 18 18 Topsoil Thickness [3.00"] (SP) SAND, gray to light gray, moist, loose (SP-SM) SAND WITH SILT, brown, wet, medium dense (SP) SAND, light gray, wet, medium dense END OF BORING @ 20' 4 3 4 4 5 4 5 5 4 6 5 7 6 8 7 8 9 9 8 7 5 8 9 7 8 8 7 97.8 11 15 17 17 16 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-2 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 4.5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)3.5'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT43' 1 OF 1 460 0 5 10 15 20 25 30 45 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 24 24 24 24 24 18 18 Topsoil Thickness [3.00"] (SP) SAND, gray to light gray, moist, loose (SP-SM) SAND WITH SILT, brown, wet, medium dense (SP) SAND, gray, wet, medium dense END OF BORING @ 20' 3 2 3 3 4 3 4 5 4 6 5 7 6 8 9 8 9 9 10 9 6 7 9 8 8 8 5 7 11 17 19 16 23.2 16 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-19 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)5'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT45' 1 OF 1 461 0 5 10 15 20 25 30 45 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 24 24 24 24 24 18 18 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, brown, wet, medium dense to loose (SP) SAND, light gray, wet, medium dense END OF BORING @ 20' 3 4 5 4 4 5 5 4 6 5 7 7 8 7 5 6 5 5 4 5 5 7 10 6 6 7 9 10 12 12 23.4 9 17 13 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-18 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)5'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT45.5' 1 OF 1 462 0 5 10 15 20 25 30 45 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 SS SS SS SS SS 24 24 24 24 24 24 24 24 24 24 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, brown, wet, medium dense END OF BORING @ 10' 4 4 3 5 2 4 3 4 4 6 5 7 6 8 7 9 6 8 7 10 7 7 2.1 11 15 15 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-12 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)4.5'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT45' 1 OF 1 463 0 5 10 15 20 25 30 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 SS SS SS SS SS 24 24 24 24 24 24 24 24 24 24 Asphalt Thickness [2.00"] Limerock Thickness [5.00"] (SP) SAND, brown, moist, loose to medium dense (SP-SM) SAND WITH SILT, brown, moist to wet, loose END OF BORING @ 10' 4 4 5 4 4 6 5 6 5 5 5 7 4 4 4 5 5 4 4 6 9 11 10 13.8 8 8 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-17 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)4.5'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT44' 1 OF 1 464 0 5 10 15 20 25 30 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 SS SS SS SS SS 24 24 24 24 24 24 24 24 24 24 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, brown, wet, medium dense (SP) SAND, light gray, wet, loose END OF BORING @ 10' 3 2 4 3 6 5 5 7 5 5 6 5 7 7 8 7 6 5 4 7 6 10 11 15 9 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-6 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 4'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)3'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT44.5' 1 OF 1 465 0 5 10 15 20 25 30 45 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 SS SS SS SS SS 24 24 24 24 24 24 24 24 24 24 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, dark brown, wet, medium dense (SP) SAND, light gray, wet, medium dense END OF BORING @ 10' 4 3 2 3 4 4 4 3 5 7 6 7 6 5 7 7 6 8 7 8 5 8 13 12 22.1 15 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-11 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)4'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT45' 1 OF 1 466 0 5 10 15 20 25 30 45 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 SS SS SS SS SS 24 24 24 24 24 24 24 24 24 24 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, dark brown, wet, loose (SP) SAND, light gray, wet, medium dense to loose END OF BORING @ 10' 4 3 3 4 5 5 3 5 4 5 5 4 6 8 7 7 5 4 5 7 6 8 10 15 9 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-8 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)4'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT45' 1 OF 1 467 0 5 10 15 20 25 30 45 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 SS SS SS SS SS 24 24 24 24 24 24 24 24 24 24 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, dark brown, wet, loose to medium dense END OF BORING @ 10' 2 5 4 3 3 5 4 6 6 5 5 5 6 5 9 7 8 7 9 9 9 9 10 14 16 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-16 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)4'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT45' 1 OF 1 468 0 5 10 15 20 25 30 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 SS SS SS SS SS 24 24 24 24 24 24 24 24 24 24 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, dark brown, wet, loose to medium dense END OF BORING @ 10' 4 3 3 4 3 2 4 3 4 4 5 4 5 7 6 7 6 5 7 7 6 6 9 13 12 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-1 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 4.5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)3.5'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT43.5' 1 OF 1 469 0 5 10 15 20 25 30 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 SS SS SS SS SS 24 24 24 24 24 24 24 24 24 24 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, dark brown, wet, medium dense END OF BORING @ 10' 4 5 4 4 3 5 4 6 5 7 6 7 4 7 6 7 5 8 7 7 9 9 13 13 15 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-7 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 4.5'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)4'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT44.5' 1 OF 1 470 0 5 10 15 20 25 30 45 40 35 30 25 20 15 S-1 S-2 S-3 S-4 S-5 SS SS SS SS SS 24 24 24 24 24 24 24 24 24 24 Topsoil Thickness [3.00"] (SP) SAND, light gray, moist, loose (SP-SM) SAND WITH SILT, dark brown, wet, medium dense END OF BORING @ 10' 3 3 2 4 5 4 5 5 4 6 5 7 6 8 7 7 6 9 7 9 5 9 11 15 16 CLIENT Equinox Development Properties, Inc. Job #: 24:6366 BORING # B-13 SHEET PROJECT NAME Tuskawilla Retail Development GEO ARCHITECT-ENGINEER Kimley Horn SITE LOCATION 170 Tuskawilla Road, Winter Springs, Seminole County, FL NORTHING EASTING STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 4'WS WD BORING STARTED 10/08/18 CAVE IN DEPTH WL(SHW)3.5'WL(ACR)BORING COMPLETED 10/08/18 HAMMER TYPE Manual WL RIG ATV FOREMAN Gary DRILLING METHOD Mud RotaryDRILLING METHOD Mud Rotary DE P T H ( F T ) SA M P L E N O . SA M P L E T Y P E SA M P L E D I S T . ( I N ) RE C O V E R Y ( I N ) SURFACE ELEVATION DESCRIPTION OF MATERIAL WA T E R L E V E L S EL E V A T I O N ( F T ) BL O W S / 6 " 10 20 30 40 50+ 20%40%60%80%100% 1 2 3 4 5+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT45' 1 OF 1 471 B-1 6 6 9 13 12 END OF BORING @ 10' SP SP-SM B-2 7 9 11 15 17 17 16 END OF BORING @ 20' SP SP-SM SP B-3 5 8 11 12 15 12 15 END OF BORING @ 20' SP SP-SM SP B-4 6 7 10 12 15 14 16 END OF BORING @ 20' SP SP-SM SP 44 40 36 32 28 24 20 El e v a t i o n i n F e e t 44 40 36 32 28 24 20 El e v a t i o n i n F e e t 100 200 300 400 500 Subsurface Soil Profile Cross Section A-A NOTES: 1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. 2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). Tuskawilla Retail Development GEO Equinox Development Properties, Inc. 170 Tuskawilla Rd, Winter Springs, Seminole County, FL PROJECT NO.:6366 DATE:11/14/2018 VERTICAL SCALE:1"=4' 472 B-9 5 9 9 12 15 16 15 END OF BORING @ 20' SP SP-SM SP B-12 7 7 11 15 15 END OF BORING @ 10' SP SP-SM B-15 9 9 9 15 15 16 18 END OF BORING @ 20' SP SP-SM SP B-16 9 9 10 14 16 END OF BORING @ 10' SP SP-SM B-19 5 7 11 17 19 16 16 END OF BORING @ 20' SP SP-SM SP B-18 9 10 12 12 9 17 13 END OF BORING @ 20' SP SP-SM SP 48 44 40 36 32 28 24 El e v a t i o n i n F e e t 48 44 40 36 32 28 24 El e v a t i o n i n F e e t 100 200 300 400 500 Subsurface Soil Profile Cross Section B-B NOTES: 1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. 2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). Tuskawilla Retail Development GEO Equinox Development Properties, Inc. 170 Tuskawilla Rd, Winter Springs, Seminole County, FL PROJECT NO.:6366 DATE:11/14/2018 VERTICAL SCALE:1"=4' 473 B-5 8 9 11 15 15 17 16 END OF BORING @ 20' SP SP-SM SP B-7 9 9 13 13 15 END OF BORING @ 10' SP SP-SM B-10 7 9 12 13 13 14 15 END OF BORING @ 20' SP SP-SM SP B-13 5 9 11 15 16 END OF BORING @ 10' SP SP-SM B-14 5 6 9 15 11 16 17 END OF BORING @ 20' SP SP-SM SP 48 44 40 36 32 28 24 El e v a t i o n i n F e e t 48 44 40 36 32 28 24 El e v a t i o n i n F e e t 0 25 50 75 100 125 150 175 200 225 250 275 300 325 Subsurface Soil Profile Cross Section C-C NOTES: 1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. 2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). Tuskawilla Retail Development GEO Equinox Development Properties, Inc. 170 Tuskawilla Rd, Winter Springs, Seminole County, FL PROJECT NO.:6366 DATE:11/14/2018 VERTICAL SCALE:1"=4' 474 Tuskawilla Retail Development Revised December 15, 2020 ECS Project No. 24:6366 APPENDIX C – Laboratory Testing Laboratory Testing Results Summary 475 B-3 S-3 4.00 - 6.00 22.4 SP-SM 5.8 B-2 S-2 2.00 - 4.00 7.8 SP 2.7 B-19 S-6 13.50 - 15.00 23.2 SP 1.7 B-18 S-4 6.00 - 8.00 23.4 SP-SM 5.1 B-12 S-2 2.00 - 4.00 2.1 SP 0.7 B-17 S-3 4.00 - 6.00 13.8 SP-SM 8.9 B-11 S-4 6.00 - 8.00 22.1 SP 0.9 Laboratory Testing Summary Notes:1. ASTM D 2216, 2. ASTM D 2487, 3. ASTM D 4318, 4. ASTM D 1140, 5. See test reports for test method, 6. See test reports for test method Definitions:MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 2974) Project No.24:6366 Project Name: Tuskawilla Retail Development GEO PM:DAS PE:JPH Printed On:Tuesday, November 13, 2018 Sample Source Sample Number Depth (feet) MC1 (%) Soil Type2 LL Atterberg Limits3 PL PI Percent Passing No. 200 Sieve4 Maximum Density (pcf) Moisture - Density (Corr.)5 Optimum Moisture (%) CBR Value6 Other Page 1 of 1 Kv = 34 ft/day Kh = 55 ft/day Kv = 37 ft/day Kh = 51 ft/day 476 Wawa Winter Springs Traffic Impact Analysis Winter Springs, FL December 2024 477 Wawa Winter Springs Traffic Impact Analysis Winter Springs, FL Prepared by: Kimley-Horn and Associates, Inc. December 2024 ©Kimley-Horn and Associates, Inc. 2024 K:\ORL_Civil\149170026-Winter Springs Wawa\TPTO\02_Documentation\TIA\Wawa Winter Springs TIA_2024.12.11_v2.docx Emanuelle D Rodriguez Digitally signed by Emanuelle D Rodriguez DN: CN=Emanuelle D Rodriguez, dnQualifier=A01410C00000193411684510002EF49, O=KIMLEY-HORN AND ASSOCIATES INC, C=US Date: 2024.12.13 14:52:05-05'00' 478 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. i Table of C ontents 1.0 INTRODUCTION........................................................................................................................... 5 1.1 Study Area ................................................................................................................................ 5 2.0 EXISTING CONDITIONS ANALYSIS – YEAR 2024 ..................................................................... 7 2.1 Existing Traffic Counts ............................................................................................................... 7 2.2 Existing Intersection Conditions ................................................................................................. 7 3.0 BACKGROUND CONDITIONS ANALYSIS – YEAR 2026 ............................................................ 9 3.1 Background Traffic .................................................................................................................... 9 3.2 Background Intersection Analysis .............................................................................................. 9 4.0 DEVELOPMENT TRAFFIC ......................................................................................................... 11 4.1 Trip Generation........................................................................................................................ 11 4.2 Trip Distribution ....................................................................................................................... 13 4.3 Trip Assignment....................................................................................................................... 13 5.0 BUILDOUT CONDITIONS ANALYSIS – YEAR 2026 .................................................................. 17 5.1 Buildout Traffic ........................................................................................................................ 17 5.2 Buildout Intersection Analysis .................................................................................................. 17 5.3 Turn Lane Analysis .................................................................................................................. 21 6.0 ROADWAY SEGMENT ANALYSIS ............................................................................................ 22 7.0 CONCLUSION ............................................................................................................................ 24 479 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. ii Figures Figure 1: Project Location Map & Study Area Intersections ..................................................................... 6 Figure 2: Project Trip Distribution .......................................................................................................... 14 Figure 3: Project Trip Assignment ......................................................................................................... 15 Figure 4: Intersection Volumes – AM Peak Hour ................................................................................... 19 Figure 5: Intersection Volumes – PM Peak Hour ................................................................................... 20 480 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. iii T ables Table 1: Existing Intersection Conditions ................................................................................................. 8 Table 2: Background Intersection Conditions ......................................................................................... 10 Table 3: Trip Generation Summary........................................................................................................ 12 Table 4: Buildout Intersection Conditions ............................................................................................... 18 Table 5: Roadway Segment Analysis .................................................................................................... 23 481 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. iv Appendices Appendix A: TIA Methodology Statement Appendix B: Site Plan Appendix C: Turning Movement Counts Appendix D: FDOT’s Florida Traffic Online (FTO) Data Appendix E: Turning Movement Volume Worksheets Appendix F: Synchro Outputs Appendix G: AADT Historical Trend Appendix H: ITE Land Use Codes Appendix I: CFRPMv7 Model Plot Appendix J: Seminole County Roadway Concurrency Information 482 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 5 1.0 INTRODUCTION Kimley-Horn has been retained to analyze and document the traffic impacts associated with developing a Wawa convenience store with a gas station in the City of Winter Springs, Florida. The methodology for this Traffic Impact Analysis (TIA) is provided in Appendix A. The project site is currently vacant and will consist of 12 vehicle fueling positions (VFP) and a ±4,736 square foot convenience store within the existing shopping plaza located at the southwest corner of SR 434 & Tuskawilla Road. The existing shopping plaza consists of various land uses, such as a bank, health club, medical office, fast-casual restaurant, discount store, and supermarket. The gas station will utilize the shopping plaza’s access points off of SR 434 and Tuskawilla Road, as shown in the site plan in Appendix B. 1.1 STUDY AREA As stated in the methodology, included in Appendix A, the study area will include all signalized intersections and major unsignalized intersections within a 1/4-mile radius from the perimeter of the site were evaluated as part of the traffic study, as well as the proposed project driveways: • SR 434 & Tuskawilla Road • SR 434 & Roberts Family Lane • SR 434 & Project Driveway • Tuskawilla Road & Project Driveway Per Seminole County traffic study requirements, all roadway segments with projects trips within a 1-mile radius from the perimeter of the site were evaluated as part of the traffic study: • #296 – SR 434 from Spring Ave to Tuskawilla Rd • #297 – SR 434 from Tuskawilla Rd to SR 419 • #326 – Tuskawilla Rd from SR 434 to Trotwood Blvd 483 N NOT TO SCALE Aerial imagery provided by: 2November 2024 LEGEND Project Location 1/4-Mile Study Area Study Segment Study Intersections Project Driveways # # 3 Figure 1: Project Location Map Winter Springs Wawa | Winter Springs, FL 4 2 1 © 2024 Kimley-Horn and Associates, Inc. 1530 Cornerstone Boulevard, Suite 200A, Daytona Beach, FL 32117 Phone: (386) 271-0282 434 434 484 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 7 2.0 EXISTING CONDITIONS ANALYSIS – YEAR 2024 2 .1 EXISTING TRAFFIC COUNTS Turning movement counts (TMCs) were collected on Thursday, November 14, 2024, at the study intersections. Data was collected during the AM Peak Period (7:00 AM to 9:00 AM) and PM Peak Period (4:00 PM to 6:00 PM) and is provided in Appendix C. The counts were adjusted using the seasonal factor (SF) from FDOT’s Florida Traffic Online (FTO) publication. SF data is provided in Appendix D. Turning movement volume development worksheets, including adjusted existing (2024) turning movement volumes for all intersections, are provided in Appendix E. 2 .2 EXISTING INTERSECTION CONDITIONS Intersection operational analyses were performed for existing (2024) conditions in the AM and PM peak hours using procedures outlined in the Highway Capacity Manual 7th Edition with Synchro (v12) software. Intersection level of service (LOS), maximum volume to capacity (v/c) ratios, delay, and queue for existing conditions are provided in Table 1. Synchro outputs are provided in Appendix F. As shown in the table below, all of the study area intersection approaches operate with an acceptable overall level of service (LOS) and v/c ratio less than one (1.0), with the exception of the following: #1 SR 434 Tuskawilla Road • Northbound Approach – LOS F and V/C > 1.0 (PM) • Southbound Approach – LOS F (PM) • Overall LOS F (PM) Other movements are shown to experience high delays, as depicted in the table. 485 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 8 Table 1: Existing Intersection Conditions LOS Delay V/C Queue LOS Delay V/C Queue EBL F 107.9 0.79 3 F 161.0 0.98 11 EBT D 44.4 0.64 17 D 44.8 0.74 28 EBR B 18.7 0.43 16 C 25.6 0.61 30 WBL F 114.9 0.90 10 F 115.2 0.91 15 WBT D 39.1 0.65 19 D 43.9 0.76 31 WBR D 38.9 0.65 20 D 43.7 0.76 32 NBL E 74.4 0.84 14 F 234.8 1.34 38 NBT -0.0 0.00 0 -0.0 0.00 0 NBR E 73.9 0.77 13 F 199.6 1.23 34 SBL E 78.0 0.30 2 E 72.4 0.49 8 SBT -0.0 0.00 0 -0.0 0.00 0 SBR F 107.6 0.86 8 F 107.4 0.90 16 NB D 39.0 --F 223.5 -- SB D 49.3 --F 95.1 -- EB E 74.3 --D 45.6 -- WB F 99.9 --D 52.4 -- Intersection D 53.9 --F 93.4 -- EBL C 16.8 0.13 0 C 20.3 0.24 1 EBT -------- EBR -------- WBL B 13.5 0.13 0 C 19.5 0.29 1 WBT -------- WBR -------- NBR B 14.9 0.05 0 C 20.0 0.16 1 NB B 14.9 --C 20.0 -- EB -0.5 ---0.8 -- WB -0.5 ---1.0 -- Intersection -0.6 ---1.1 -- EBR B 11.4 0.10 0.3 B 14 0.26 1 NBT -------- SBT -------- SBR -------- NB -0 ---0 -- SB -0 ---0 -- EB B 11.42 --B 14.03 -- Intersection -0.4 ---0.9 -- EBR -------- NBT -------- SBT -------- SBR C 18.7 0.08 0.3 D 26.6 0.31 1.2 NB C 18.73 --D 26.61 -- SB -0 ---0 -- EB -0 ---0 -- Intersection -0.3 ---1 -- Control Type Existing (2024) AM Peak Hour Existing (2024) PM Peak Hour 4 SR 434 & Project Driveway Unsignalized (TWSC) IntersectionInt. # 1 Tuskawilla & SR 434 2 Roberts Family Ln & SR 434 3 Tuskawilla Rd & Project Driveway Unsignalized (TWSC) Unsignalized (TWSC) Signalized Movement/Approa ch/Intersection 486 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 9 3.0 BACKGROUND CONDITIONS ANALYSIS – YEAR 2026 3 .1 BACKGROUND TRAFFIC Traffic conditions were evaluated for Year 2026 background conditions without the impact of project trips on the roadway network. Background volumes at study area intersections were derived by applying a 2% annual growth to existing turning movement volumes. The historical annual growth rate was calculated for SR 434 and Tuskawilla Road and it indicated a growth rate less than 2%. Historical trend sheets are included in Appendix G. Background growth and intersection volumes are shown in the intersection turning movement volume development worksheets provided in Appendix E. 3 .2 BACKGROUND INTERSECTION ANALYSIS Intersection operational analyses were performed for Year 2024 background conditions in the AM and PM peak hours using procedures outlined in the Highway Capacity Manual 7th Edition with Synchro (v11) software. Intersection level of service (LOS) and maximum volume to capacity (v/c) ratios for the background conditions are provided in Table 2. Synchro outputs are provided in Appendix F. As shown in the tables below, the study area intersection movements operate with acceptable overall LOS and v/c ratio less than one (1.0), with the exception of the existing deficiencies and the following background deficiencies: #1 SR 434 Tuskawilla Road • Eastbound Left movement – V/C > 1.0 (PM) • Southbound Approach – LOS F (AM) 487 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 10 Table 2: Background Intersection Conditions LOS Delay V/C Queue LOS Delay V/C Queue EBL F 109.4 0.79 6 F 172.4 1.02 12 EBT D 47.6 0.68 25 D 46.7 0.78 29 EBR B 19.7 0.45 24 C 26.8 0.63 32 WBL F 116.1 0.91 16 F 126.0 0.95 16 WBT D 42.2 0.69 29 D 46.5 0.79 33 WBR D 42.0 0.69 30 D 46.3 0.80 34 NBL E 74.4 0.85 21 F 258.0 1.39 41 NBT -0.0 0.00 0 -0.0 0.00 0 NBR E 73.8 0.77 19 F 217.5 1.27 36 SBL E 77.5 0.31 4 E 72.0 0.50 8 SBT -0.0 0.00 0 -0.0 0.00 0 SBR F 109.0 0.87 13 F 109.0 0.91 17 NB E 74.2 --F 245.0 -- SB F 100.8 --F 96.1 -- EB D 41.5 --D 47.8 -- WB D 52.1 --E 56.0 -- Intersection E 55.8 --F 100.5 -- EBL C 17.8 0.14 1 C 22.0 0.26 1 EBT -------- EBR -------- WBL B 14.0 0.14 1 C 21.1 0.32 1 WBT -------- WBR -------- NBR C 15.4 0.06 0 C 21.1 0.18 1 NB C 15.4 --C 21.1 -- EB -0.5 ---0.9 -- WB -0.5 ---1.0 -- Intersection -0.6 ---1.2 -- EBR B 11.6 0.10 0.3 B 14.5 0.28 1.1 NBT -------- SBT -------- SBR -------- NB -0 ---0 -- SB -0 ---0 -- EB B 11.6 --B 14.5 -- Intersection -0.4 --0.9 -- EBR -------- NBT -------- SBT -------- SBR C 19.5 0.09 0.3 D 28.9 0.34 1.4 NB C 19.5 --D 28.9 -- SB -0 ---0 -- EB -0 ---0 -- Intersection -0.3 ---1.1 -- Control Type Background (2026) AM Peak Hour Background (2026) PM Peak Hour 4 SR 434 & Project Driveway Unsignalized (TWSC) IntersectionInt. # 1 Tuskawilla & SR 434 2 Roberts Family Ln & SR 434 3 Tuskawilla Rd & Project Driveway Unsignalized (TWSC) Unsignalized (TWSC) Signalized Movement/Approa ch/Intersection 488 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 11 4.0 DEVELOPMENT TRAFFIC The proposed development consists of 12 vehicle fueling positions (VFP) and a ±4,736 square foot convenience store within the existing shopping plaza. Buildout of the project is anticipated in 2026. The latest industry standards were referenced to evaluate the new external trips to be generated by the site at buildout. The latest adopted regional travel demand model was used to forecast the distribution of trips throughout the study area. 4 .1 TRIP GENERATION Trip generation rates for the proposed development were calculated using the 11th Edition of the Institute of Transportation Engineers’ (ITE) Trip Generation Manual. Land Use Code (LUC) 945 – Convenience Store / Gas Station (4-5.5k) was used for the proposed development. Relevant excerpts from the ITE Trip Generation Manual are included in Appendix H. The project is anticipated to generate 693 daily new external trips, 73 net new external trips during the AM peak hour (37 in, 36 out), and 60 new external trips during the PM peak hour (31 in, 29 out). Table 3 provides the daily, AM peak hour, and PM peak hour trip generation summary for the proposed development. 489 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 12 Table 3: Trip Generation Summary Total Convenience Store/ Gas Station - GFA (4-5.5k)12 VFP 257.13 3,086 50%1,543 50%1,543 3,086 310 2,776 2,083 693 Total Convenience Store/ Gas Station - GFA (4-5.5k)12 VFP 27.04 324 50%162 50%162 324 33 291 218 73 Total Convenience Store/ Gas Station - GFA (4-5.5k)12 VFP 22.76 273 50%137 50%136 273 27 246 186 60 Notes:1. Vehicle trip rates and directional splits per ITE Trip Generation Manual, 11th Edition 16 16 Net External Trips New External Trips Size Units Trip Rate1 Total Generated Trips In1 Out1 945 1,543 1,543 Internal Capture =10.0%155 155 LUC1 Daily 1,388 1,388 Pass by Trips 3 =75.0%of external retail trips 1,042 1,041 945 Total Generated Trips 162 162 Internal Capture =10.0% AM P e a k H o u r Land Use LUC1 Size Units Trip Rate1 Da i l y Land Use In1 Out1 AM Peak Hour New External Trips 346 347 Net External Trips 146 145 Pass by Trips 3 =75.0%of external retail trips 109 109 In1 Out1 37 36 PM P e a k H o u r Land Use LUC1 Size Units Trip Rate1 PM Peak Hour 945 Total Generated Trips 137 136 Internal Capture =10.0%13 14 Net External Trips 124 122 Pass by Trips 3 =76.0%of external retail trips 93 93 New External Trips 31 29 2. A 10% internal capture to account for the +/- 60K SF of shopping plaza. 3. Land Use Code 945 pass-by rates obtained from ITE Trip Generation Manual, 11th Edition Appendices. 490 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 13 4 .2 TRIP DISTRIBUTION Projected traffic demand of project trips on study roadways was derived with the use of the latest adopted regional travel demand model. Land use data for the project was entered into a new traffic analysis zone (TAZ) within the Central Florida Regional Planning Model (CFRPM v7) model set and situated within the existing roadway network. The model was used to assign trips for all trip purposes between allocated origin and destination pairs using project buildout year model data. Trip distribution for the project was extracted from the completed model assignment and reviewed for logic. The resulting model plot showing percent of daily project distribution is provided in Appendix I. Daily model project distribution was referenced to manually assign project distribution at study area intersections and driveways in general accordance with model output. Figure 2 shows the intersection movement project distribution generated by the proposed industrial development within the study area. 4 .3 TRIP ASSIGNMENT Project trip distribution percentages were used to assign anticipated project trips to the study area roadways and intersections. Figure 3 shows the anticipated AM and PM peak hour project movements at the study area intersections generated by the proposed industrial development and Figure 4 shows the pass-by trips. 491 N NOT TO SCALE LEGEND Study Intersections Project Driveways Percent DistributionXX% Percent Trips IN (Pass-by %) Percent Trips OUT (Pass-by %) # # 35% (50%) 30% (50%) 5% 45 % ( 2 5 % ) 14© 2024 Kimley-Horn and Associates, Inc. 1530 Cornerstone Boulevard, Suite 200A, Daytona Beach, FL 32117 Phone: (386) 271-0282 December 2024 Figure 2: Project Trip Distribution Tu s k a w i l l a R d 1 30% 434 2 3 15 % 15 % 30 % 5% Winter Springs Wawa | Winter Springs, FL (1 2 % ) (1 2 % ) 4 492 N NOT TO SCALE LEGEND Study Intersections Project Driveways Percent DistributionXX% Project Trips IN (Pass-by Trips) Project Trips OUT (Pass-by Trips) # # 35% 30% 5% 16 ( 1 4 ) 15© 2024 Kimley-Horn and Associates, Inc. 1530 Cornerstone Boulevard, Suite 200A, Daytona Beach, FL 32117 Phone: (386) 271-0282 Figure 3: Project Trip Assignment Tu s k a w i l l a R d 1 30% 434 2 3 4 5 ( 5 ) 6 ( 5 ) 11 ( 9 ) 2 ( 1 ) Winter Springs Wawa | Winter Springs, FL December 2024 TRIP GENERATION (Pass-by Trips) PM 31 (93) IN 29 (93) OUT AM 37 (109) IN 36 (109) OUT 493 N NOT TO SCALE LEGEND Study Intersections Project Driveways Percent DistributionXX% Project Trips IN (Pass-by Trips) Project Trips OUT (Pass-by Trips) # # 50% 50% 28 ( 2 4 ) 16© 2024 Kimley-Horn and Associates, Inc. 1530 Cornerstone Boulevard, Suite 200A, Daytona Beach, FL 32117 Phone: (386) 271-0282 Figure 4: Project Pass-by Trip Assignment Tu s k a w i l l a R d 1 434 2 3 4 Winter Springs Wawa | Winter Springs, FL 13 ( 1 1 ) 13 ( 1 1 ) December 2024 TRIP GENERATION (Pass-by Trips) PM 31 (93) IN 29 (93) OUT AM 37 (109) IN 36 (109) OUT 494 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 17 5.0 BUILDOUT CONDITIONS ANALYSIS – YEAR 2026 5 .1 BUILDOUT TRAFFIC Future traffic conditions for the proposed development were evaluated for Year 2026 buildout conditions. Buildout volumes were developed by adding anticipated project trips to Year 2026 background volumes. A determination of the impact of project traffic on the study intersections was made. Intersection turning movement volume development worksheets for all intersections are provided in Appendix E. 5 .2 BUILDOUT INTERSECTION ANALYSIS Intersection operational analyses were performed for Year 2026 buildout conditions in the AM and PM peak hours using procedures outlined in the Highway Capacity Manual 7th Edition with Synchro (v12) software. A summary of intersection level of service (LOS) and maximum volume to capacity (v/c) ratios for the buildout conditions are provided in Table 4. Synchro outputs are provided in Appendix F. Figures 5 and 6 display total intersection volume counts for the buildout year of 2023 in the AM and PM peak hours, respectively. As shown in the tables below, all intersection movements are anticipated to operate similarly to background conditions. Traffic signal timing adjustments were implemented to SR 434 & Tuskawilla Road to mitigate project traffic impact. No new deficiencies were identified as a result of project traffic. 495 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 18 Table 4: Buildout Intersection Conditions LOS Delay V/C Queue LOS Delay V/C Queue EBL F 220.3 1.15 14 F 122.5 0.92 14 EBT D 50.3 0.72 26 D 51.7 0.82 31 EBR C 20.5 0.46 24 C 27.4 0.64 33 WBL F 154.9 1.05 21 F 122.6 0.96 18 WBT D 45.9 0.71 29 E 55.9 0.85 35 WBR D 45.7 0.71 30 E 55.6 0.85 36 NBL E 74.5 0.86 22 F 212.4 1.29 38 NBT -0.0 0.00 0 -0.0 0.00 0 NBR E 71.8 0.75 19 F 166.5 1.15 33 SBL E 77.3 0.30 4 E 76.1 0.56 8 SBT -0.0 0.00 0 -0.0 0.00 0 SBR F 109.4 0.87 13 F 145.8 1.02 19 NB E 73.7 --F 197.9 -- SB F 101.1 --F 121.5 -- EB D 54.5 --D 50.0 -- WB E 63.5 --E 65.2 -- Intersection E 64.4 --F 94.6 -- EBL C 17.2 0.13 1 C 21.2 0.26 1 EBT -------- EBR -------- WBL C 15.1 0.22 1 C 23.8 0.41 2 WBT -------- WBR -------- NBR C 17.2 0.19 1 C 24.6 0.32 1 NB C 17.2 --C 24.6 -- EB -0.5 ---0.8 -- WB -0.8 ---1.5 -- Intersection -1.0 ---1.7 -- EBR B 12.2 0.15 0.5 C 15.6 0.33 1.4 NBT -------- SBT -------- SBR -------- NB -0 ---0 -- SB -0 ---0 -- EB B 12.2 --C 15.6 -- Intersection 0.6 --1.1 -- EBR -------- NBT -------- SBT -------- SBR D 26.4 0.39 1.8 E 45.5 0.64 3.9 NB D 26.4 --E 45.5 -- SB -0 ---0 -- EB -0 ---0 -- Intersection -1.5 ---3.0 -- Buildout (2026) AMControl Type Buildout (2026) PM 4 SR 434 & Project Driveway Unsignalized (TWSC) IntersectionInt. # 1 Tuskawilla & SR 434 2 Roberts Family Ln & SR 434 3 Tuskawilla Rd & Project Driveway Unsignalized (TWSC) Unsignalized (TWSC) Signalized Movement/Approa ch/Intersection 496 N NOT TO SCALE Aerial imagery provided by: 19© 2024 Kimley-Horn and Associates, Inc. 1530 Cornerstone Boulevard, Suite 200A, Daytona Beach, FL 32117 Phone: (386) 271-0282 December 2024 Figure 5: Intersection Volumes – AM Peak Hour TU S K A W I L L A R D SR 434 59 4 + ( 2 4 ) + [ 6 ] + { 1 3 } = 6 3 7 93 + ( 4 ) + [ 0 ] + { 0 } = 9 7 17 0 + ( 7 ) + [ 0 ] + { 0 } = 1 7 7 41+(2)+[2]+{0}=45 873+(35)+[11]+{0}=919 408+(16)+[0]+{0}=424 43 = { 0 } + [ 0 ] + ( 2 ) + 4 1 97 = { 0 } + [ 2 ] + ( 4 ) + 9 1 49 = { 0 } + [ 0 ] + ( 2 ) + 4 7 23={0}+[0]+(1)+22 1066={-28}+[2]+(42)+1050 201={28}+[9]+(6)+158 PROJECT DRIVEWAY 3 PR O J E C T D R I V E W A Y 4 RO B E R T S FA M . LN TU S K A W I L L A RD SR 434SR 434 LEGEND Project Location Study Intersection Project Driveway AM Buildout (2026) Volumes Existing + (Background Growth)+[Project Traffic]+{Pass-by} = Buildout Total Traffic 1 2 18 + ( 1 ) + [ 4 ] + { 4 1 } = 6 4 37+(1)+[0]+{0}=38 1301+(52)+[11]+{-27}=1337 9+(0)+[2]+{27}=38 22={0}+[0]+(1)+21 1664={-55}+[13]+(66)+1640 71={13}+[2]+(2)+54 88 4 + ( 3 5 ) + [ 1 1 ] + { 1 3 } = 9 4 3 16 + ( 1 ) + [ 0 ] + { 0 } = 1 7 55+(2)+[10]+{13}=80 21 + ( 1 ) + [ 2 2 ] + { 5 5 } = 9 9 1457+(58)+[4]+{-13}=1506 25+(1)+[17]+{41}=84 60 = { 2 8 } + [ 1 6 ] + ( 1 ) + 1 5 68 8 = { 0 } + [ 0 ] + ( 2 6 ) + 6 6 2 Winter Springs Wawa | Winter Springs, FL 3 4 2 1 434 434Tuskawilla Rd 497 N NOT TO SCALE Aerial imagery provided by: 20© 2024 Kimley-Horn and Associates, Inc. 1530 Cornerstone Boulevard, Suite 200A, Daytona Beach, FL 32117 Phone: (386) 271-0282 December 2024 Figure 6: Intersection Volumes – PM Peak Hour TU S K A W I L L A R D SR 434 73 1 + ( 2 9 ) + [ 5 ] + { 1 1 } = 7 7 6 21 0 + ( 8 ) + [ 0 ] + { 0 } = 2 1 8 13 7 + ( 5 ) + [ 0 ] + { 0 } = 1 4 2 68+(3)+[1]+{0}=72 1083+(43)+[9]+{0}=1135 552+(22)+[0]+{0}=574 36 = { 0 } + [ 0 ] + ( 1 ) + 3 5 16 4 = { 0 } + [ 1 ] + ( 6 ) + 1 5 7 10 7 = { 0 } + [ 0 ] + ( 4 ) + 1 0 3 37={0}+[0]+(1)+36 1230={-24}+[1]+(48)+1205 208={24}+[8]+(7)+169 PROJECT DRIVEWAY 3 PR O J E C T D R I V E W A Y 4 RO B E R T S F A M . L N TU S K A W I L L A R D SR 434SR 434 LEGEND Project Location Study Intersection Project Driveway AM Buildout (2026) Volumes Existing + (Background Growth)+[Project Traffic]+{Pass-by} = Buildout Total Traffic 1 2 46 + ( 2 ) + [ 3 ] + { 3 5 } = 8 6 68+(3)+[0]+{0}=71 1723+(69)+[9]+{-23}=1778 35+(1)+[2]+{23}=61 72={0}+[0]+(3)+69 1856={-47}+[10]+(73)+1820 98={11}+[1]+(3)+83 10 7 5 + ( 4 3 ) + [ 9 ] + { 1 1 } = 1 1 3 8 23 + ( 1 ) + [ 0 ] + { 0 } = 2 4 128+(5)+[9]+{11}=153 67 + ( 3 ) + [ 1 7 ] + { 4 7 } = 1 3 4 1673+(67)+[3]+{-11}=1732 104+(4)+[14]+{35}=157 10 4 = { 2 4 } + [ 1 4 ] + ( 3 ) + 6 3 84 0 = { 0 } + [ 0 ] + ( 3 2 ) + 8 0 8 Winter Springs Wawa | Winter Springs, FL 3 4 2 1 434 434Tuskawilla Rd 498 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 21 5 .3 TURN LANE ANALYSIS Per the Seminole County Public Works Engineering Manual, section 1.3.1, right turn lanes should be provided on 2-lane roads for developments generating greater than 3,000 daily trips and on 4- or 6-lane roads for developments generating greater than 4,000 daily trips. None of the project driveways are anticipated to exceed the 4,000 average daily trips, and therefore, right turn lanes are not warranted or recommended. Additionally, most of the impacted turn lanes at the study intersection are built to their maximum extent or with minimal space to extend it further, which will provide an additional two vehicle queues. Therefore, no turn lane extensions are recommended due to limited room for turn lane extension. 499 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 22 6.0 ROADWAY SEGMENT ANALYSIS A roadway segment analysis was performed for segments located within a one-mile radius of the proposed development to determine existing, background, and buildout conditions. The following roadway segments were analyzed: • S.R. 434 from S.R. 419 to Tuskawilla Road • S.R. 434 from Tuskawilla Road to Springs Ave • Tuskawilla Road from S.R. 434 to Trotwood Boulevard Existing and vested trip data were referenced from Seminole County’s latest Roadway Concurrency Information dated March 27th, 2020, included in Appendix J. This data was used to analyze the roadway segments listed above and is summarized in Table 5. As shown in the table, the analysis identifies no existing, background, or buildout capacity deficiencies. 500 Wawa Winter Springs │ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 23 Table 5: Roadway Segment Analysis Spring Ave to Tuskawilla Rd 296 F 48,000 293 28,677 No 0.60 C 2%29,835 No 0.62 C 30%208 30,043 No 0.63 C Tuskawilla Rd to SR 419 297 F 48,000 0 37,812 No 0.79 D 2%39,340 No 0.82 D 35%243 39,582 No 0.82 D Tuskawilla Rd SR 434 to Trotwood Blvd 326 F 42,560 8 22,099 No 0.52 B 2%22,992 No 0.54 B 30%208 23,200 No 0.55 B Notes: 1. From Seminole County Roadway Concurrency Information dated 12/22/2022 2. LOS Volume Thresholds from Seminole County Vision Comprehensive Plan as Amended through March 26, 2024 3. Assigned using the determined daily net external trips of 693 vehicles Existing (2024)Background (2026)Buildout (2026) Roadway Segment Station # [1] LOS Std. [2] Rdwy Link Capacity [1] Committed Trips [1] Existing AADT [1] Existing Deficiency Buildout LOS [2] Daily Project Trips [3] Buildout AADT Buildout Deficiency V/C Ratio SR 434 Back- ground LOS [2] Project Dist. %V/C Ratio Existing LOS [2] Annual Growth Rate Back- ground AADT Back- ground Deficiency V/C Ratio 501 Wawa Winter Springs│ Traffic Impact Analysis December 2024 │ Kimley-Horn and Associates, Inc. 24 7.0 CONCLUSION This traffic impact analysis was performed to analyze the traffic impacts associated with the development of a 12 VFP Wawa gas station with a 4,736 square foot convenience store within the existing shopping plaza located at the southwest corner of SR 434 & Tuskawilla Road in the City of Winter Springs, Florida. No new access points were proposed as part of this development. The site will have access via the existing connections on Tuskawilla Rod and SR 434. Based on ITE trip rates, the proposed development is anticipated to generate 693 daily new external trips, 73 net new external trips during the AM peak hour (37 in, 36 out), and 60 new external trips during the PM peak hour (31 in, 29 out). An operational analysis for existing, background, and buildout conditions was performed at the study area intersections and project driveways. Under existing background and buildout conditions, all intersections operate at an acceptable LOS and with a v/c ratio less than one (1.0), except some movements and approaches at the intersection of SR 434 and Tuskawilla Road. This intersection is mainly built to its maximum extent with limited room for additional capacity improvements. Signal timing adjustments are recommended to maintain pre-project (background) conditions at the intersection. However, some movements will continue to operate with high delays and/or over their capacity. A roadway segment analysis was performed to assess the impact of the project on the surrounding roadway network capacity. The roadway segments operate at an acceptable LOS and do not exceed capacity in the existing, background, and buildout conditions. No roadway or intersection deficiencies were identified as a result of project impact. 502 APPENDIX A TIA Methodology Statement 503 Winter Springs Wawa TIA Methodology, Page 1 kimley-horn.com 1530 Cornerstone Blvd, Suite 200A, Daytona Beach, FL 385 271 0273 MEMORANDUM To: Terrilyn Rolle Community Development Director City of Winter Springs, FL Arturo J. Perez, MSCE, P.E. Professional Engineer ‐ Transportation Seminole County Public Works Department – Engineering Division From: Emanuelle D Rodriguez Muñiz, P.E., IMSA1 Kimley-Horn and Associates, Inc. Date: November 27, 2024 Subject: Winter Springs Wawa TIA Methodology Winter Springs, FL PURPOSE The following memorandum is a Traffic Impact Analysis (TIA) methodology for the above- referenced project in the City of Winter Springs, FL. The forthcoming TIA will generally conform to the methodology herein and the policies and guidelines as established by Seminole County Public Works Department – Engineering Division (March 2023). PROJECT DESCRIPTION The proposed project consists of a 12-vehicle fueling positions (VFP) Wawa gas station with a 4,736-square-foot convenience store within the existing shopping plaza. The site is located on the southwest corner of Tuskawilla Road and SR 434. Access to the site will be available through the existing driveways on SR 434 and Tuskawilla Road, as shown in the conceptual site plan provided in Attachment A. Figure 1 shows the project location, study area, and its access points. 504 N NOT TO SCALE Aerial imagery provided by: 2November 2024 LEGEND Project Location 1/4-Mile Study Area Study Segment Study Intersections Project Driveways # # 3 Figure 1: Project Location Map Winter Springs Wawa | Winter Springs, FL 4 2 1 © 2024 Kimley-Horn and Associates, Inc. 1530 Cornerstone Boulevard, Suite 200A, Daytona Beach, FL 32117 Phone: (386) 271-0282 434 505 Winter Springs Wawa TIA Methodology, Page 3 kimley-horn.com 1530 Cornerstone Blvd, Suite 200A, Daytona Beach, FL 385 271 0273 EXISTING CONDITIONS (OPERATIONAL ANALYSIS) AM (7:00 AM - 9:00 AM) and PM (4:00 PM - 6:00 PM) peak period turning movement counts (TMC) data will be collected at the study area intersections. The data will be adjusted using the respective seasonal factor from FDOT’s Florida Traffic Online database. Intersection capacity analyses will be performed for existing AM and PM peak hour conditions using the operational analysis procedures outlined in the Highway Capacity Manual 7th Edition. Specifically, Synchro (v12) software will be used to evaluate existing operational conditions at study area intersections and driveways by reporting volume-to-capacity (v/c) ratios, delay, and queue length demands. TRIP GENERATION Trip generation for the proposed development was calculated per procedures published in the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 11th Edition. The following land use codes (LUC) were used to estimate the trips generated by the proposed development: • LUC 945 – Convenience Store/Gas Station (4 - 5.5K) Given the location of the proposed gas station, surrounded by various commercial restaurant land uses and a drive-in bank within the same site, a 10% internal capture was assumed. The pass-by rates were obtained from the Trip Generation Manual, 11th Edition appendices. Table 1 provides Daily, AM, and PM peak-hour trip generation summaries for the proposed development at buildout. The project is anticipated to generate 693 new daily trips, 73 new AM peak-hour trips (37 inbound and 36 outbound), and 60 new PM peak-hour trips (31 inbound and 29 outbound) at the project driveways. 506 Winter Springs Wawa TIA Methodology, Page 4 kimley-horn.com 1530 Cornerstone Blvd, Suite 200A, Daytona Beach, FL 385 271 0273 Table 1: Trip Generation Total Convenience Store/ Gas Station - GFA (4-5.5k)12 VFP 257.13 3,086 50%1,543 50%1,543 3,086 310 2,776 2,083 693 Total Convenience Store/ Gas Station - GFA (4-5.5k)12 VFP 27.04 324 50%162 50%162 324 33 291 218 73 Total Convenience Store/ Gas Station - GFA (4-5.5k)12 VFP 22.76 273 50%137 50%136 273 27 246 186 60 Notes:1. Vehicle trip rates and directional splits per ITE Trip Generation Manual, 11th Edition New External Trips 31 29 2. A 10% internal capture to account for the +/- 57K SF of shopping plaza. 3. Land Use Code 945 pass-by rates obtained from ITE Trip Generation Manual, 11th Edition Appendices. Net External Trips 124 122 Pass by Trips 3 =76.0%of external retail trips 93 93 In1 Out1 37 36 PM P e a k H o u r Land Use LUC1 Size Units Trip Rate1 PM Peak Hour 945 Total Generated Trips 137 136 Internal Capture =10.0%13 14 146 145 Pass by Trips 3 =75.0%of external retail trips 109 109 Da i l y Land Use In1 Out1 AM Peak Hour New External Trips 346 347 Net External Trips 945 Total Generated Trips 162 162 Internal Capture =10.0% AM P e a k H o u r Land Use LUC1 Size Units Trip Rate1 1,388 1,388 Pass by Trips 3 =75.0%of external retail trips 1,042 1,041 In1 Out1 945 1,543 1,543 Internal Capture =10.0%155 155 LUC1 Daily 16 16 Net External Trips New External Trips Size Units Trip Rate1 Total Generated Trips 507 Winter Springs Wawa TIA Methodology, Page 5 kimley-horn.com 1530 Cornerstone Blvd, Suite 200A, Daytona Beach, FL 385 271 0273 TRIP DISTRIBUTION AND TRIP ASSIGNMENT Projected traffic demand of project trips on study roadways was derived with use of the latest adopted regional travel demand model. Land use data for the project was entered into a new traffic analysis zone (TAZ) within the Central Florida Regional Planning Model (CFRPM v7) model set and situated within the existing roadway network to appropriately represent project access. The select zone model distribution for the project was reviewed for logic. The proposed trip distribution, shown in Figure 2, will be used to assign external project traffic to the study area intersections and driveway. The model output plot showing percent of daily trip distribution is provided in Attachment B. STUDY AREA A roadway segment analysis will be performed for segments within a 1-mile radius of the project site. Forecasted project traffic will be assigned per the project distribution shown in Attachment B. Existing and vested trip data will be referenced from Seminole County’s most recent roadway concurrency information. The standard Seminole County “K” factor will be used to convert daily committed trip information to peak hour volumes. The “D” factor will be obtained from the turning movement volumes. The following roadway segments are included in the analysis: • #296 – SR 434 from Spring Ave to Tuskawilla Rd • #297 – SR 434 from Tuskawilla Rd to SR 419 • #326 – Tuskawilla Rd from SR 434 to Trotwood Blvd Per Seminole County traffic study requirements, all signalized intersections and major unsignalized intersections within a 1/4-mile radius from the perimeter of the site will be evaluated as part of the traffic study, as well as the proposed project driveways. The following intersections will be analyzed in the TIA: • SR 434 & Tuskawilla Road • SR 434 & Roberts Family Lane • SR 434 & Project Driveway • Tuskawilla Road & Project Driveway 508 N NOT TO SCALE LEGEND Study Intersections Project Driveways Percent DistributionXX% Percent Trips IN Percent Trips OUT # # 35% 30% 5% 45 % 6© 2024 Kimley-Horn and Associates, Inc. 1530 Cornerstone Boulevard, Suite 200A, Daytona Beach, FL 32117 Phone: (386) 271-0282 November 2024Figure 2: Project Trip Distribution Tu s k a w i l l a R d 1 30% 434 2 3 4 15 % 15% 30% 5% Winter Springs Wawa | Winter Springs, FL 509 Winter Springs Wawa TIA Methodology, Page 7 kimley-horn.com 1530 Cornerstone Blvd, Suite 200A, Daytona Beach, FL 385 271 0273 BACKGROUND & BUILDOUT CONDITIONS (OPERATIONAL ANALYSIS) Existing volumes will be grown no less than two percent (2%) per year to develop Year 2025 background traffic. Buildout traffic volumes will be determined by combining background (2025) volumes with project traffic volumes. Project trips will be assigned to the roadway network in accordance with the project trip distribution. Intersection capacity analyses will be performed for background (2025) and buildout (2025) AM and PM peak hour conditions using the operational analysis procedures outlined in the Highway Capacity Manual 7th Edition. Specifically, Synchro (v12) software will be used to evaluate background and buildout operational conditions at study area intersections and the project driveway by reporting volume-to-capacity (v/c) ratios, delay, and queue length demands. SEGMENT ANALYSIS A daily and PM peak hour roadway segment analysis will be performed for the segments located within a 1-mile radius of the proposed retail development. The analysis will include existing, background, and buildout scenarios. Volumes for the background scenario will be determined by applying a minimum 2% annual growth rate to existing (2024) volumes to obtain future (2026) volumes. Volumes for the buildout scenario will be determined by adding project trips to background volumes. Relevant data will be referenced from Seminole County’s Summary of Roadway Concurrency Information. The analysis will identify any existing, background or buildout deficiencies along the study area roadway segments. TURN LANE ANALYSIS The need for turn lanes at the proposed driveways will be assessed per Seminole County’s Transportation Standards in the Public Works Engineering Manual on County facilities and per FDOT and/or NCHRP guidance on non-County facilities. REPORT All analysis and findings will be documented in a report to be provided to the City of Winter Springs and Seminole County for review. If necessary, mitigating measures for any operational deficiencies identified due to project traffic impact will be recommended in the TIA. K:\ORL_Civil\149170026-Winter Springs Wawa\TPTO\02_Documentation\Methodology\Winter Springs Wawa TIA Methodology_2024.11.24.docx 510 APPENDIX B Site Plan 511 512 APPENDIX C Turning Movement Counts 513 Site Code: 24-130385-001 Date: 11/14/2024 Weather: Sunny City: Winter Springs County: Seminole Count Times: 07:00 - 09:00 16:00 - 18:00 Control: Signalized E/ W S t r e e t : SR 4 3 6 / S R 4 3 4 / S R 4 1 9 / E F l o r i d a 4 3 4 Sp e e d : 45 / 5 0 M P H N/S Street: Tuskawilla Rd Speed: 25/45 MPH 514 Site Code: 24-130385-002 Date: 11/14/2024 Weather: Sunny City: Winter Springs County: Seminole Count Times: 07:00 - 09:00 16:00 - 18:00 Control: 2-Way Stop(NB/SB) E/ W S t r e e t : SR 4 3 6 / S R 4 3 4 / S R 4 1 9 / E F l o r i d a 4 3 4 Sp e e d : 45 / 5 0 M P H N/S Street: Roberts Family Ln/Cliff Rose Dr Speed: N/A 515 Site Code: 24-130385-003 Date: 11/14/2024 Weather: Sunny City: Winter Springs County: Seminole Count Times: 07:00 - 09:00 16:00 - 18:00 Control: 2-Way Stop(EB/WB) E/ W S t r e e t : 18 0 S h o p p i n g C e n t e r D w y / M o b i l D w y Sp e e d : N/ A N/S Street: Tuskawilla Rd Speed: 25/45 MPH 516 Site Code: 24-130385-004 Date: 11/14/2024 Weather: Sunny City: Winter Springs County: Seminole Count Times: 07:00 - 09:00 16:00 - 18:00 Control: 1-Way Stop(NB) E/ W S t r e e t : SR 4 3 6 / S R 4 3 4 / S R 4 1 9 / E F l o r i d a 4 3 4 Sp e e d : 45 / 5 0 M P H N/S Street: 1179 Shopping Center Dwy Speed: N/A 517 Prepared by National Data & Surveying Services ID:24-130385-001 Day: City:Winter Springs Date: AM 40 88 46 0 AM NOON 0 0 0 0 NOON PM 34 152 100 0 PM AM NOON PM PM NOON AM 0 0 0 0 0 35 0 21 0 1170 0 1019 11 0 34 0 0 164 0 153 40 0 66 0 TEV 3504 0 4390 0 1 0 10 848 0 1051 0 PHF 0.96 0.98 396 0 536 0 0 0 0 0 AM NOON PM PM NOON AM PM 0 710 204 133 PM NOON 0 0 0 0 NOON AM 0 577 90 165 AM Pedestrians (Crosswalks) Cars (PM)HT (PM) 0 637 NORTHBOUND Tuskawilla Rd Cars (NOON)HT (NOON) NONE 1285 0 1069 Cars (AM)852 HT (AM) SR 4 3 6 / S R 4 3 4 / S R 4 1 9 / E F l o r i d a 4 3 4 EA S T B O U N D WE S T B O U N D SR 4 3 6 / S R 4 3 4 / S R 4 1 9 / E F l o r i d a 4 3 4 1647 0 1948 CONTROL Signalized 0 NONE 05:00 PM - 06:00 PM 305 Tuskawilla Rd & SR 436/SR 434/SR419/E Florida 434 Peak Hour Turning Movement Count Tuskawilla Rd Thursday SOUTHBOUND 11/14/2024 4:00 PM - 06:00 PMPE A K H O U R S 07:30 AM - 08:30 AM 151 7:00 AM - 09:00 AM CO U N T P E R I O D S NOONAM PM PM AM AM NOON PM PM NOON AM AM NOON PM NOON NO O N PM AM NO O N AM PM NO O N AM PMNO O N PM AM 300 100 0 0 0 000 100 301 800300 0 52 13 17 0 0 0 0 1133 0 0 00 0 0 0 0 0 000 0 37 39 35 1 1 0 1 226 35 1118 163533 1034 66 34 15 2 10 0 13 2 20 3 67 7 0 0 00 0 0 0 0 0 000 21 982 150387 813 39 39 88 45 16 3 8857 1 518 LOCATION:Tuskawilla Rd & SR 436/SR 434/SR419/E Florida 434 PROJECT ID: CITY/STATE:Winter Springs, FL DATE: 0 0 0 0 0 0 0 0 Stopped Buses Buses 4 4 0 4 4 28 4 Bicycles 0 4 0 0 8 0 0 0 4Pedestrians00 44 0 1480445216 4044 Heavy Trucks 8 4 4 4 932 456 20 200 11006012060060All Vehicles 684 8 108 200 0 R*Left Thru Rgt U 32 12 R*U R*Left Thru Rgt U TotalFlowratesLeftThruRgtUR*Left Thru Rgt Peak 15-Min Northbound Southbound Eastbound Westbound 877251132243175144140118:45 AM 137 31 29 0 218 9 1 833 5 2 877 1 53172040 2627 8:30 AM 122 30 29 0 233 114 2 32 27572070148:15 AM 146 171018201110 22 36 0 236 8 2 866 6 3 917 232 106 3 50152290 3 3 858 3474 8:00 AM 121 18 38 0 175 82 5 32 26811169015 34936 39 240 4301505208 7:45 AM 171 27 41 0 94 1 3408 7:30 AM 139 23 50 0 13 1 39 251 10 1506200106 2 863 3504 872 3414 7:15 AM 124 19 7 0 20 32 29 213 12 1091781014 821 Thru Rgt URgtUR*Left Thru Rgt 7:00 AM 137 90 14 0 30 48 6 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count Tuskawilla Rd Tuskawilla Rd SR 436/SR 434/SR419/E Florida 434SR 436/SR 434/SR419/E Florida 434 TotalUR*Left Thru R*U R*Left 9 3 6 2 2 1 0 35 37 1 0 1 0 0 1 0 0 0 0 1 0 0 1 0 1 1 1 647 832 1.9 1.2 0 0 0 2 0 3.6 577 90 165 1.0 2.2 1.2 1295 396 163 1059 3.5 2.3 848 0.96 1019 4.1 3.6 2.22.5 0.0 1.8 24-130385-001 Thu, Nov 14, 2024 174 162 Peak-Hour: 07:30 AM - 08:30 AM 1.1 2.0 1636 51 21 1203 2.7 2.0 Peak 15-Minute: 08:15 AM - 08:30 AM 40 88 46 0.0 3.3Peak Hour Factor 519 LOCATION:Tuskawilla Rd & SR 436/SR 434/SR419/E Florida 434 PROJECT ID: CITY/STATE:Winter Springs, FL DATE: 0 0 0 0 0 0 0 0 Stopped Buses Buses 0 0 4 0 0 8 52 Bicycles 0 4 0 0 0 0 0 16 4Pedestrians032 64 0 160000284 4872 Heavy Trucks 52 4 4 0 1092 604 48 196 125212417644080All Vehicles 804 4 228 172 0 R*Left Thru Rgt U 48 4 R*U R*Left Thru Rgt U TotalFlowratesLeftThruRgtUR*Left Thru Rgt Peak 15-Min Northbound Southbound Eastbound Westbound 1089273151738271223580175:45 PM 168 57 32 0 296 7 0 1099 10 0 1089 12 43224460 3310 5:30 PM 181 44 35 0 263 123 12 34 2902541110175:15 PM 201 218820257132 50 43 0 313 6 1 1080 12 0 1122 258 130 3 49313290 4 1 1058 4359 5:00 PM 160 53 23 0 222 123 16 47 31830517015 439012 38 324 43111012215 4:45 PM 156 52 16 0 124 10 4135 4:30 PM 147 50 25 0 17 4 38 326 6 110018239128 3 1011 4271 829 3884 4:15 PM 114 19 28 0 16 39 36 220 3 0071829914 986 Thru Rgt URgtUR*Left Thru Rgt 4:00 PM 131 24 27 0 34 48 4 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count Tuskawilla Rd Tuskawilla Rd SR 436/SR 434/SR419/E Florida 434SR 436/SR 434/SR419/E Florida 434 TotalUR*Left Thru R*U R*Left 3 1 33 1 1 0 0 17 52 0 0 0 1 1 0 1 0 0 0 1 0 3 3 0 0 0 0 853 1047 0.5 3.3 3 8 0 0 0 1.4 710 204 133 4.6 0.5 0.8 1687 536 165 1284 1.2 0.6 1051 0.98 1170 1.6 4.4 0.00.0 0.0 0.6 24-130385-001 Thu, Nov 14, 2024 286 339 Peak-Hour: 05:00 PM - 06:00 PM 0.0 0.3 1914 100 35 1370 4.4 0.0 Peak 15-Minute: 05:15 PM - 05:30 PM 34 152 100 0.0 3.9Peak Hour Factor 520 Prepared by National Data & Surveying Services ID:24-130385-002 Day: City:Winter Springs Date: AM 10 0 0 0 AM NOON 0 0 0 0 NOON PM 43 0 0 0 PM AM NOON PM PM NOON AM 0 0 0 0 0 67 0 20 0 1767 0 1592 5 0 4 0 0 81 0 52 36 0 66 0 TEV 3008 0 3795 0 15 0 4 1263 0 1673 0 PHF 0.94 0.99 9 0 34 0 0 0 0 0 AM NOON PM PM NOON AM PM 0 0 0 45 PM NOON 0 0 0 0 NOON AM 0 0 0 17 AM 0 NONE 05:00 PM - 06:00 PM 133 Roberts Family Ln/Cliff Rose Dr & SR 436/SR 434/SR419/E Florida 434 Peak Hour Turning Movement Count Roberts Family Ln/Cliff Rose Dr Thursday SOUTHBOUND 11/14/2024 4:00 PM - 06:00 PMPE A K H O U R S 07:30 AM - 08:30 AM 56 7:00 AM - 09:00 AM CO U N T P E R I O D S NONE 1733 0 1284 Cars (AM)115 HT (AM) SR 4 3 6 / S R 4 3 4 / S R 4 1 9 / E F l o r i d a 4 3 4 EA S T B O U N D WE S T B O U N D SR 4 3 6 / S R 4 3 4 / S R 4 1 9 / E F l o r i d a 4 3 4 1607 0 1814 CONTROL 2-Way Stop(NB/SB) Pedestrians (Crosswalks) Cars (PM)HT (PM) 0 61 NORTHBOUND Roberts Family Ln/Cliff Rose Dr Cars (NOON)HT (NOON) NOONAM PM PM AM AM NOON PM PM NOON AM AM NOON PM NOON NO O N PM AM NO O N AM PM NO O N AM PMNO O N PM AM 000 001 1 0 2 002 000 001 000001 0 85 00 22 0 0 0 0 000 0 0 00 0 0 0 0 0 000 1 41 00 43 0 0 0 0 000 67 1682 8134 1651 66 43 0 0 4500 0 0 00 0 0 0 0 0 000 19 1551 529 1220 36 10 0 0 1700 521 LOCATION:Roberts Family Ln/Cliff Rose Dr & SR 436/SR 434/SR419/E Florida 434 PROJECT ID: CITY/STATE:Winter Springs, FL DATE: 0 0 4 0 0 0 0 0 24-130385-002 Thu, Nov 14, 2024 10 61 Peak-Hour: 07:30 AM - 08:30 AM 0.0 1.8 1602 41 20 1668 2.6 2.4 Peak 15-Minute: 08:15 AM - 08:30 AM 10 0 0 5.0 2.5Peak Hour Factor 1263 0.94 1592 3.4 2.6 0.00.0 0.0 0.0 3.3 0 0 17 0.0 0.0 0.0 1313 9 56 1280 3.4 0.0 0 1 0 0 2 0 65 17 0.0 0.0 1 0 0 0 0 1 0 0 0 2 2 0 0 0 1 1 43 41 0 0 0 0 0 0 0 0 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count Roberts Family Ln/Cliff Rose Dr Roberts Family Ln/Cliff Rose DrSR 436/SR 434/SR419/E Florida 434SR 436/SR 434/SR419/E Florida 434 TotalUR*Left Thru R*U R*Left 7:00 AM 0 0 10 0 0 0 1 Thru Rgt URgtUR*Left Thru Rgt 671 2868 7:15 AM 0 0 2 0 0 0 11 359 7 00727141 708 2917 7:30 AM 0 0 4 0 0 1 7 361 5 30083183 1 736 3008 7:45 AM 0 0 6 0 2 1 21 402 30205295 11 2 753 2970 8:00 AM 0 0 4 0 272 3 2 12 43500307 293118 0 3 0 338 4 0 720 2 1 799 340 3 1 110010 2211 8:30 AM 0 0 0 0 356 1 1 8 417004068:15 AM 0 141253563 0 2 0 309 7 3 698 9 0 714 1 110030 71438240232810030108:45 AM 0 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R*Left Thru Rgt U TotalFlowratesLeftThruRgtUR*Left Thru Rgt 0 24 0 R*Left Thru Rgt U 44 8 3432 Heavy Trucks 0 0 0 0 1424 12 8 84 17400016072All Vehicles 0 0 44 4 116000680 8 24 Bicycles 0 0 0 0 0 0 0 4 4Pedestrians124 8 0 0 0 0 Stopped Buses Buses 522 LOCATION:Roberts Family Ln/Cliff Rose Dr & SR 436/SR 434/SR419/E Florida 434 PROJECT ID: CITY/STATE:Winter Springs, FL DATE: 0 0 0 0 0 0 0 0 24-130385-002 Thu, Nov 14, 2024 43 137 Peak-Hour: 05:00 PM - 06:00 PM 0.0 0.0 1810 70 67 1930 4.7 0.0 Peak 15-Minute: 05:15 PM - 05:30 PM 43 0 0 0.0 4.4Peak Hour Factor 1673 0.99 1767 1.3 4.8 0.00.0 0.0 0.0 1.3 0 0 45 0.0 0.0 0.0 1777 34 96 1718 1.2 0.0 0 0 0 0 0 0 130 45 0.0 0.0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 22 85 0 0 0 0 0 0 0 0 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count Roberts Family Ln/Cliff Rose Dr Roberts Family Ln/Cliff Rose DrSR 436/SR 434/SR419/E Florida 434SR 436/SR 434/SR419/E Florida 434 TotalUR*Left Thru R*U R*Left 4:00 PM 0 0 12 0 0 0 14 Thru Rgt URgtUR*Left Thru Rgt 703 3365 4:15 PM 0 0 3 0 0 0 16 326 20 101529162 878 3616 4:30 PM 0 0 9 0 0 0 12 434 10 4100223767 4 900 3702 4:45 PM 0 0 13 0 9 3 18 456 10015015361 18 4 884 3757 5:00 PM 0 0 8 0 341 2 1 20 459006020 379515 0 13 0 451 14 1 954 11 5 964 426 7 1 2000110 2841 5:30 PM 0 0 11 0 416 8 0 19 46500120155:15 PM 0 18771440710 0 13 0 455 22 5 955 20 4 922 1 1700130 92242492253960070225:45 PM 0 Peak 15-Min Northbound Southbound Eastbound Westbound R*U R*Left Thru Rgt U TotalFlowratesLeftThruRgtUR*Left Thru Rgt 0 52 0 R*Left Thru Rgt U 88 20 4012 Heavy Trucks 0 0 0 0 1704 40 8 100 18600052088All Vehicles 0 0 112 0 148000360 0 4 Bicycles 0 0 0 0 0 0 0 0 0Pedestrians40 0 0 0 0 0 Stopped Buses Buses 523 Prepared by National Data & Surveying Services ID:24-130385-003 Day: City:Winter Springs Date: AM 15 643 0 0 AM NOON 0 0 0 0 NOON PM 61 784 0 0 PM AM NOON PM PM NOON AM 0 0 0 0 0 2 0 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TEV 1594 0 2037 0 0 0 0 0 0 0 0 PHF 0.90 0.98 53 0 124 0 0 0 0 0 AM NOON PM PM NOON AM PM 0 0 1044 22 PM NOON 0 0 0 0 NOON AM 0 0 858 16 AM Pedestrians (Crosswalks) Cars (PM)HT (PM) 0 696 NORTHBOUND Tuskawilla Rd Cars (NOON)HT (NOON) NONE 22 0 16 Cars (AM)908 HT (AM) 18 0 S h o p p i n g C e n t e r D w y / M o b i l D w y EA S T B O U N D WE S T B O U N D 18 0 S h o p p i n g C e n t e r D w y / M o b i l D w y 15 0 61 CONTROL 2-Way Stop(EB/WB) 0 NONE 05:00 PM - 06:00 PM 1046 Tuskawilla Rd & 180 Shopping Center Dwy/Mobil Dwy Peak Hour Turning Movement Count Tuskawilla Rd Thursday SOUTHBOUND 11/14/2024 4:00 PM - 06:00 PMPE A K H O U R S 07:00 AM - 08:00 AM 867 7:00 AM - 09:00 AM CO U N T P E R I O D S NOONAM PM PM AM AM NOON PM PM NOON AM AM NOON PM NOON NO O N PM AM NO O N AM PM NO O N AM PMNO O N PM AM 100 002 0 0 0 000 1011 101 000000 0 0 00 0 0 0 4 0 1350 0 0 00 0 0 0 0 0 000 1 0 00 0 0 0 20 0 070 2 0 0124 0 0 61 78 0 0 2110 0 9 0 0 0 00 0 0 0 0 0 000 8 0 053 0 0 15 62 3 0 1685 1 0 524 LOCATION:Tuskawilla Rd & 180 Shopping Center Dwy/Mobil Dwy PROJECT ID: CITY/STATE:Winter Springs, FL DATE: 0 0 0 0 0 0 0 0 Stopped Buses Buses 0 0 0 0 0 12 52 Bicycles 0 8 0 0 4 0 0 8 44Pedestrians00 0 4 44280000 1836 Heavy Trucks 0 12 0 0 0 60 0 0 007402000All Vehicles 0 0 968 32 0 R*Left Thru Rgt U 16 0 R*U R*Left Thru Rgt U TotalFlowratesLeftThruRgtUR*Left Thru Rgt Peak 15-Min Northbound Southbound Eastbound Westbound 40501200001919008:45 AM 0 188 3 0 0 1 0 354 2 0 405 0 0017850 1142 8:30 AM 0 160 1 0 0 6 0 0 001633008:15 AM 0 759009 207 1 0 0 2 0 369 3 0 383 0 10 0 0017080 4 0 378 1484 8:00 AM 0 176 3 0 0 14 0 0 00127400 15110 0 0 31575000 7:45 AM 0 227 2 0 13 0 1519 7:30 AM 0 233 8 0 0 0 0 0 1 0300015 0 419 1549 444 1594 7:15 AM 0 156 4 0 0 174 0 0 1 0000110 353 Thru Rgt URgtUR*Left Thru Rgt 7:00 AM 0 242 2 0 0 185 3 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count Tuskawilla Rd Tuskawilla Rd 180 Shopping Center Dwy/Mobil Dwy180 Shopping Center Dwy/Mobil Dwy TotalUR*Left Thru R*U R*Left 0 0 0 7 0 0 1 0 0 0 20 0 2 11 0 0 0 0 0 2 0 0 1 0 0 0 0 696 874 2.9 0.8 0 0 0 2 0 0.0 0 858 16 0.0 0.8 0.0 53 53 0 16 0.0 0.0 0 0.90 0 0.0 0.0 0.00.0 3.1 0.0 24-130385-003 Thu, Nov 14, 2024 658 867 Peak-Hour: 07:00 AM - 08:00 AM 3.0 0.9 15 0 9 9 0.0 0.0 Peak 15-Minute: 07:00 AM - 07:15 AM 15 643 0 11.1 11.1Peak Hour Factor 525 LOCATION:Tuskawilla Rd & 180 Shopping Center Dwy/Mobil Dwy PROJECT ID: CITY/STATE:Winter Springs, FL DATE: 0 0 0 0 0 0 0 0 Stopped Buses Buses 0 4 0 0 0 16 8 Bicycles 4 4 0 0 4 0 0 4 4Pedestrians00 0 0 7280000 2220 Heavy Trucks 0 60 4 0 0 144 0 0 007967600All Vehicles 0 0 1160 40 0 R*Left Thru Rgt U 4 0 R*U R*Left Thru Rgt U TotalFlowratesLeftThruRgtUR*Left Thru Rgt Peak 15-Min Northbound Southbound Eastbound Westbound 514036000019919005:45 PM 0 254 5 0 0 0 0 521 1 0 514 0 00198190 1551 5:30 PM 0 260 10 0 0 26 0 0 0018810005:15 PM 0 10350034 290 2 0 0 1 0 486 0 0 516 0 28 0 00199130 0 0 484 2007 5:00 PM 0 240 5 0 0 37 0 0 002061400 20370 0 0 21849000 4:45 PM 0 222 5 0 27 0 1826 4:30 PM 0 220 6 0 0 0 0 0 0 0900033 0 448 1934 387 1727 4:15 PM 0 164 5 0 0 197 0 0 2 0000250 408 Thru Rgt URgtUR*Left Thru Rgt 4:00 PM 0 174 4 0 0 174 8 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count Tuskawilla Rd Tuskawilla Rd 180 Shopping Center Dwy/Mobil Dwy180 Shopping Center Dwy/Mobil Dwy TotalUR*Left Thru R*U R*Left 0 0 0 35 1 0 0 0 0 0 4 0 0 1 1 0 0 0 1 1 0 1 1 0 0 0 0 908 1066 0.4 3.4 0 0 0 1 0 4.5 0 1044 22 0.0 3.4 4.5 124 124 0 22 0.0 0.0 0 0.98 0 0.0 0.0 0.00.0 0.5 0.0 24-130385-003 Thu, Nov 14, 2024 845 1046 Peak-Hour: 05:00 PM - 06:00 PM 0.5 3.3 61 0 2 2 0.0 0.0 Peak 15-Minute: 05:30 PM - 05:45 PM 61 784 0 0.0 0.0Peak Hour Factor 526 Prepared by National Data & Surveying Services ID:24-130385-004 Day: City:Winter Springs Date: AM 0 0 0 0 AM NOON 0 0 0 0 NOON PM 0 0 0 0 PM AM NOON PM PM NOON AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TEV 1459 0 1790 0 0 0 0 1415 0 1624 0 PHF 0.92 0.96 24 0 101 0 0 0 0 0 AM NOON PM PM NOON AM PM 0 0 0 65 PM NOON 0 0 0 0 NOON AM 0 0 0 20 AM Pedestrians (Crosswalks) Cars (PM)HT (PM) 0 24 NORTHBOUND 1179 Shopping Center Dwy Cars (NOON)HT (NOON) NONE 1689 0 1435 Cars (AM)101 HT (AM) SR 4 3 6 / S R 4 3 4 / S R 4 1 9 / E F l o r i d a 4 3 4 EA S T B O U N D WE S T B O U N D SR 4 3 6 / S R 4 3 4 / S R 4 1 9 / E F l o r i d a 4 3 4 0 0 0 CONTROL 1-Way Stop(NB) 0 NONE 05:00 PM - 06:00 PM 0 1179 Shopping Center Dwy & SR 436/SR 434/SR419/E Florida 434 Peak Hour Turning Movement Count 1179 Shopping Center Dwy Thursday SOUTHBOUND 11/14/2024 4:00 PM - 06:00 PMPE A K H O U R S 08:00 AM - 09:00 AM 0 7:00 AM - 09:00 AM CO U N T P E R I O D S NOONAM PM PM AM AM NOON PM PM NOON AM AM NOON PM NOON NO O N PM AM NO O N AM PM NO O N AM PMNO O N PM AM 000 000 1 0 1 000 000 000 000000 0 0 00 20 0 0 0 0 000 0 0 00 0 0 0 0 0 000 0 0 03 48 0 0 0 0 000 0 0 0101 1604 0 0 0 0 6500 0 0 00 0 0 0 0 0 000 0 0 021 1367 0 0 0 0 2000 527 LOCATION:1179 Shopping Center Dwy & SR 436/SR 434/SR419/E Florida 434 PROJECT ID: CITY/STATE:Winter Springs, FL DATE: 0 0 0 0 0 0 0 0 Stopped Buses Buses 4 0 0 0 0 4 4 Bicycles 0 0 0 0 0 0 0 0 0Pedestrians40 0 0 800006812 1600 Heavy Trucks 0 0 0 0 1528 44 0 0 000000All Vehicles 0 0 0 28 0 R*Left Thru Rgt U 0 0 R*U R*Left Thru Rgt U TotalFlowratesLeftThruRgtUR*Left Thru Rgt Peak 15-Min Northbound Southbound Eastbound Westbound 3953826000000008:45 AM 0 0 7 0 0 0 0 349 0 0 395 0 00000 1109 8:30 AM 0 0 4 0 356 4 0 0 0000008:15 AM 0 744033411 0 5 0 0 0 0 350 0 0 365 343 3 0 00000 0 0 285 1349 8:00 AM 0 0 4 0 276 6 0 0 000000 14590 0 0 00000303 7:45 AM 0 0 3 0 3 0 1262 7:30 AM 0 0 5 0 0 0 0 0 0 00003103 0 311 1311 290 1202 7:15 AM 0 0 3 0 0 0 0 0 0 00027860 316 Thru Rgt URgtUR*Left Thru Rgt 7:00 AM 0 0 6 0 0 0 0 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count 1179 Shopping Center Dwy 1179 Shopping Center Dwy SR 436/SR 434/SR419/E Florida 434SR 436/SR 434/SR419/E Florida 434 TotalUR*Left Thru R*U R*Left 3 0 0 0 0 0 0 48 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 2 0 24 20 12.5 0.0 0 0 0 0 0 3.3 0 0 20 0.0 0.0 0.0 1439 24 0 1435 3.5 12.5 1415 0.92 0 3.4 0.0 0.00.0 0.0 0.0 24-130385-004 Thu, Nov 14, 2024 0 0 Peak-Hour: 08:00 AM - 09:00 AM 0.0 0.0 0 0 0 0 0.0 0.0 Peak 15-Minute: 08:45 AM - 09:00 AM 0 0 0 0.0 0.0Peak Hour Factor 528 LOCATION:1179 Shopping Center Dwy & SR 436/SR 434/SR419/E Florida 434 PROJECT ID: CITY/STATE:Winter Springs, FL DATE: 0 0 0 0 0 0 0 0 Stopped Buses Buses 0 0 0 0 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0Pedestrians40 0 0 28000280 1900 Heavy Trucks 0 0 0 0 1688 124 0 0 000000All Vehicles 0 0 0 88 0 R*Left Thru Rgt U 0 0 R*U R*Left Thru Rgt U TotalFlowratesLeftThruRgtUR*Left Thru Rgt Peak 15-Min Northbound Southbound Eastbound Westbound 46542221000000005:45 PM 0 0 22 0 0 0 0 433 0 0 465 0 00000 1348 5:30 PM 0 0 20 0 407 31 0 0 0000005:15 PM 0 898038627 0 12 0 0 0 0 442 0 0 450 409 22 0 00000 0 0 385 1710 5:00 PM 0 0 11 0 342 16 0 0 000000 17900 0 0 00000351 4:45 PM 0 0 27 0 24 0 1613 4:30 PM 0 0 14 0 0 0 0 0 0 000036222 0 389 1666 331 1502 4:15 PM 0 0 13 0 0 0 0 0 0 000300130 397 Thru Rgt URgtUR*Left Thru Rgt 4:00 PM 0 0 18 0 0 0 0 Hourly Total Period Northbound Southbound Eastbound Westbound Beginning At Left Thru Rgt 15-Min Count 1179 Shopping Center Dwy 1179 Shopping Center Dwy SR 436/SR 434/SR419/E Florida 434SR 436/SR 434/SR419/E Florida 434 TotalUR*Left Thru R*U R*Left 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 101 65 0.0 0.0 0 0 0 0 0 1.2 0 0 65 0.0 0.0 0.0 1725 101 0 1689 1.2 0.0 1624 0.96 0 1.2 0.0 0.00.0 0.0 0.0 24-130385-004 Thu, Nov 14, 2024 0 0 Peak-Hour: 05:00 PM - 06:00 PM 0.0 0.0 0 0 0 0 0.0 0.0 Peak 15-Minute: 05:45 PM - 06:00 PM 0 0 0 0.0 0.0Peak Hour Factor 529 APPENDIX D FDOT’s Florida Traffic Online (FTO ) Data 530 2023 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 7700 SEMINOLE COUNTYWIDE MOCF: 0.97 WEEK DATES SF PSCF ================================================================================ 1 01/01/2023 - 01/07/2023 1.05 1.08 2 01/08/2023 - 01/14/2023 1.04 1.07 3 01/15/2023 - 01/21/2023 1.02 1.05 4 01/22/2023 - 01/28/2023 1.01 1.04 5 01/29/2023 - 02/04/2023 0.99 1.02 6 02/05/2023 - 02/11/2023 0.98 1.01 * 7 02/12/2023 - 02/18/2023 0.96 0.99 * 8 02/19/2023 - 02/25/2023 0.96 0.99 * 9 02/26/2023 - 03/04/2023 0.96 0.99 *10 03/05/2023 - 03/11/2023 0.95 0.98 *11 03/12/2023 - 03/18/2023 0.95 0.98 *12 03/19/2023 - 03/25/2023 0.96 0.99 *13 03/26/2023 - 04/01/2023 0.97 1.00 *14 04/02/2023 - 04/08/2023 0.97 1.00 *15 04/09/2023 - 04/15/2023 0.98 1.01 *16 04/16/2023 - 04/22/2023 0.98 1.01 *17 04/23/2023 - 04/29/2023 0.98 1.01 *18 04/30/2023 - 05/06/2023 0.97 1.00 *19 05/07/2023 - 05/13/2023 0.97 1.00 20 05/14/2023 - 05/20/2023 0.97 1.00 21 05/21/2023 - 05/27/2023 0.98 1.01 22 05/28/2023 - 06/03/2023 0.99 1.02 23 06/04/2023 - 06/10/2023 1.00 1.03 24 06/11/2023 - 06/17/2023 1.01 1.04 25 06/18/2023 - 06/24/2023 1.01 1.04 26 06/25/2023 - 07/01/2023 1.02 1.05 27 07/02/2023 - 07/08/2023 1.02 1.05 28 07/09/2023 - 07/15/2023 1.02 1.05 29 07/16/2023 - 07/22/2023 1.02 1.05 30 07/23/2023 - 07/29/2023 1.03 1.06 31 07/30/2023 - 08/05/2023 1.03 1.06 32 08/06/2023 - 08/12/2023 1.04 1.07 33 08/13/2023 - 08/19/2023 1.04 1.07 34 08/20/2023 - 08/26/2023 1.04 1.07 35 08/27/2023 - 09/02/2023 1.04 1.07 36 09/03/2023 - 09/09/2023 1.03 1.06 37 09/10/2023 - 09/16/2023 1.03 1.06 38 09/17/2023 - 09/23/2023 1.02 1.05 39 09/24/2023 - 09/30/2023 1.01 1.04 40 10/01/2023 - 10/07/2023 1.01 1.04 41 10/08/2023 - 10/14/2023 1.00 1.03 42 10/15/2023 - 10/21/2023 0.99 1.02 43 10/22/2023 - 10/28/2023 1.00 1.03 44 10/29/2023 - 11/04/2023 1.01 1.04 45 11/05/2023 - 11/11/2023 1.02 1.05 46 11/12/2023 - 11/18/2023 1.03 1.06 47 11/19/2023 - 11/25/2023 1.04 1.07 48 11/26/2023 - 12/02/2023 1.04 1.07 49 12/03/2023 - 12/09/2023 1.05 1.08 50 12/10/2023 - 12/16/2023 1.05 1.08 51 12/17/2023 - 12/23/2023 1.04 1.07 52 12/24/2023 - 12/30/2023 1.03 1.06 53 12/31/2023 - 12/31/2023 1.02 1.05 * PEAK SEASON 09-MAR-2024 18:41:41 830UPD 5_7700_PKSEASON.TXT 531 APPENDIX E Turning Movement Volume Worksheets 532 Existing Year:2024 TMC Year:2024 Intersection #:1 Opening Year:2026 Major Street:E/W Design Year: Minor Street:N/S Seasonal Factor:1.03 Buildout Year Growth Rate:2.00%IN =37 OUT = 36 PHF:0.96 Design Year Growth Rate:AM Peak Hour Pass-by Trips:IN =109 OUT = 109 7:30 AM - 8:30 AM U L T R U L T R U L T R U L T R TMC (2024)0 577 90 165 0 46 88 40 11 40 848 396 10 153 1,019 21 Seasonal Factor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Heavy Vehicle (%)0%1%2%1%0%2%0%3%0%3%4%2%0%2%4%0% Peak Hour Factor 0.00 0.84 0.83 0.83 0.00 0.77 0.73 0.67 0.55 0.67 0.91 0.87 0.83 0.77 0.93 0.66 Existing (2024)0 594 93 170 0 47 91 41 11 41 873 408 10 158 1,050 22 Growth Factor (Linear)1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Background (2026)0 618 97 177 0 49 95 43 11 43 908 424 10 164 1,092 23 Project Assignment Ingress 15%15%5%25%5% Egress 35%5%30% Project Trips 5 6 0 0 0 0 2 0 13 2 11 0 0 9 2 0 Pass-By Trips?Yes Yes Yes Yes Project Assignment Ingress 25%-25% Egress 12%38% Pass-By Trips 0 13 0 0 0 0 0 0 41 0 0 0 0 28 -28 0 Buildout (2026)5 637 97 177 0 49 97 43 65 45 919 424 10 201 1,066 23 IN =31 OUT = 29 PHF:0.98 PM Peak Hour Pass-by Trips:IN =93 OUT = 93 5:00 PM - 6:00 PM U L T R U L T R U L T R U L T R TMC (2024)0 710 204 133 0 100 152 34 34 66 1,051 536 1 164 1,170 35 Seasonal Factor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Heavy Vehicle (%)0%5%0%1%0%0%0%0%0%0%2%1%0%1%4%0% Peak Hour Factor 0.00 0.88 0.89 0.77 0.00 0.81 0.86 0.77 0.71 0.83 0.96 0.89 0.25 0.84 0.93 0.73 Existing (2024)0 731 210 137 0 103 157 35 35 68 1,083 552 1 169 1,205 36 Growth Factor (Linear)1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Background (2026)0 760 218 142 0 107 163 36 36 71 1,126 574 1 176 1,253 37 Project Assignment Ingress 15%15%5%25%5% Egress 35%5%30% Project Trips 5 5 0 0 0 0 1 0 10 1 9 0 0 8 1 0 Pass-By Trips?Yes Yes Yes Yes Project Assignment Ingress 25%-25% Egress 12%38% Pass-By Trips 0 11 0 0 0 0 0 0 35 0 0 0 0 24 -24 0 Buildout (2026)5 776 218 142 0 107 164 36 81 72 1,135 574 1 208 1,230 37 SR 434 Intersection Development Worksheet Weekday PM Peak Hour Tuskawilla Rd Northbound Southbound Eastbound Westbound Tuskawilla Rd SR 434 Weekday AM Peak Hour AM Peak Hour Trips: Tuskawilla Rd SR 434 Northbound Southbound Eastbound Westbound PM Peak Hour Trips: 533 Existing Year:2024 TMC Year:2024 Intersection #:2 Opening Year:2026 Major Street:E/W Design Year: Minor Street:N/S Seasonal Factor:1.03 Buildout Year Growth Rate:2.00%IN =37 OUT = 36 PHF:0.94 Design Year Growth Rate:AM Peak Hour Pass-by Trips:IN =109 OUT = 109 7:30 AM - 8:30 AM U L T R U L T R U L T R U L T R TMC (2024)0 0 0 17 0 0 0 10 5 36 1,263 9 4 52 1,592 20 Seasonal Factor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Heavy Vehicle (%)0%0%0%0%0%0%0%0%0%0%3%0%0%0%3%0% Peak Hour Factor 0.00 0.00 0.00 0.71 0.00 0.00 0.00 0.63 0.63 0.50 0.89 0.75 0.50 0.62 0.91 0.45 Existing (2024)0 0 0 18 0 0 0 10 5 37 1,301 9 4 54 1,640 21 Growth Factor (Linear)1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Background (2026)0 0 0 19 0 0 0 10 5 38 1,353 9 4 56 1,706 22 Project Assignment Ingress 30%5%15%5% Egress 10%35% Project Trips 0 0 0 4 0 0 0 0 0 0 11 2 6 2 13 0 Pass-By Trips?Yes Yes Yes Yes Yes Yes Project Assignment Ingress -25%25%13%12%-50% Egress 38% Pass-By Trips 0 0 0 41 0 0 0 0 0 0 -27 27 14 13 -55 0 Buildout (2026)0 0 0 64 0 0 0 10 5 38 1,337 38 24 71 1,664 22 IN =31 OUT = 29 PHF:0.99 PM Peak Hour Pass-by Trips:IN =93 OUT = 93 5:00 PM - 6:00 PM U L T R U L T R U L T R U L T R TMC (2024)0 0 0 45 0 0 0 4 4 66 1,673 34 15 81 1,767 67 Seasonal Factor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Heavy Vehicle (%)0%0%0%0%0%0%0%0%0%0%0%0%0%0%5%0% Peak Hour Factor 0.00 0.00 0.00 0.87 0.00 0.00 0.00 0.33 0.50 0.75 0.98 0.85 0.75 0.81 0.95 0.76 Existing (2024)0 0 0 46 0 0 0 4 4 68 1,723 35 15 83 1,820 69 Growth Factor (Linear)1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Background (2026)0 0 0 48 0 0 0 4 4 71 1,792 36 16 86 1,893 72 Project Assignment Ingress 30%5%15%5% Egress 10%35% Project Trips 0 0 0 3 0 0 0 0 0 0 9 2 5 1 10 0 Pass-By Trips?Yes Yes Yes Yes Yes Yes Project Assignment Ingress -25%25%13%12%-50% Egress 38% Pass-By Trips 0 0 0 35 0 0 0 0 0 0 -23 23 12 11 -47 0 Buildout (2026)0 0 0 86 0 0 0 4 4 71 1,778 61 33 98 1,856 72 Intersection Development Worksheet SR 434 Roberts Family Ln AM Peak Hour Trips: Weekday AM Peak Hour Roberts Family Ln SR 434 Northbound Southbound Eastbound Westbound PM Peak Hour Trips: Weekday PM Peak Hour Roberts Family Ln SR 434 Northbound Southbound Eastbound Westbound 534 Existing Year:2024 TMC Year:2024 Intersection #:3 Opening Year:2026 Major Street:E/W Design Year: Minor Street:N/S Seasonal Factor:1.03 Buildout Year Growth Rate:2.00%IN =37 OUT = 36 PHF:0.90 Design Year Growth Rate:AM Peak Hour Pass-by Trips:IN =109 OUT = 109 7:00 Am - 8:00 AM U L T R U L T R U L T R U L T R TMC (2024)0 0 858 16 0 0 643 15 0 0 0 53 0 0 0 9 Seasonal Factor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Heavy Vehicle (%)0%0%1%0%0%0%3%0%0%0%0%0%0%0%0%11% Peak Hour Factor 0.00 0.00 0.89 0.50 0.00 0.00 0.87 0.75 0.00 0.00 0.00 0.88 0.00 0.00 0.00 0.56 Existing (2024)0 0 884 16 0 0 662 15 0 0 0 55 0 0 0 9 Growth Factor (Linear)1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Background (2026)0 0 919 17 0 0 688 16 0 0 0 57 0 0 0 9 Project Assignment Ingress 30%45% Egress 30% Project Trips 0 0 11 0 0 0 0 16 0 0 0 10 0 0 0 0 Pass-By Trips?Yes Yes Yes Project Assignment Ingress 25% Egress 12%12% Pass-By Trips 0 0 13 0 0 0 0 28 0 0 0 13 0 0 0 0 Buildout (2026)0 0 943 17 0 0 688 60 0 0 0 80 0 0 0 9 IN =31 OUT = 29 PHF:0.98 PM Peak Hour Pass-by Trips:IN =93 OUT = 93 5:00 PM - 6:00 PM U L T R U L T R U L T R U L T R TMC (2024)0 0 1,044 22 0 0 784 61 0 0 0 124 0 0 0 2 Seasonal Factor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Heavy Vehicle (%)0%0%3%0%0%0%1%0%0%0%0%0%0%0%0%0% Peak Hour Factor 0.00 0.00 0.90 0.55 0.00 0.00 0.98 0.80 0.00 0.00 0.00 0.86 0.00 0.00 0.00 0.50 Existing (2024)0 0 1,075 23 0 0 808 63 0 0 0 128 0 0 0 2 Growth Factor (Linear)1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Background (2026)0 0 1,118 24 0 0 840 66 0 0 0 133 0 0 0 2 Project Assignment Ingress 30%45% Egress 30% Project Trips 0 0 9 0 0 0 0 14 0 0 0 9 0 0 0 0 Pass-By Trips?Yes Yes Yes Project Assignment Ingress 25% Egress 12%12% Pass-By Trips 0 0 11 0 0 0 0 24 0 0 0 11 0 0 0 0 Buildout (2026)0 0 1,138 24 0 0 840 104 0 0 0 153 0 0 0 2 Intersection Development Worksheet Tuskawilla Rd Project Driveway AM Peak Hour Trips: Weekday AM Peak Hour Project Driveway Tuskawilla Rd Northbound Southbound Eastbound Westbound PM Peak Hour Trips: Weekday PM Peak Hour Project Driveway Tuskawilla Rd Northbound Southbound Eastbound Westbound 535 Existing Year:2024 TMC Year:2024 Intersection #:4 Opening Year:2026 Major Street:E/W Design Year: Minor Street:N/S Seasonal Factor:1.03 Buildout Year Growth Rate:2.00%IN =37 OUT = 36 PHF:0.92 Design Year Growth Rate:AM Peak Hour Pass-by Trips:IN =109 OUT = 109 8:00 Am - 9:00 AM U L T R U L T R U L T R U L T R TMC (2024)0 0 0 20 0 0 0 0 0 0 1,415 24 0 0 0 0 Seasonal Factor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Heavy Vehicle (%)0%0%0%0%0%0%0%0%0%0%3%13%0%0%0%0% Peak Hour Factor 0.00 0.00 0.00 0.71 0.00 0.00 0.00 0.00 0.00 0.00 0.93 0.55 0.00 0.00 0.00 0.00 Existing (2024)0 0 0 21 0 0 0 0 0 0 1,457 25 0 0 0 0 Growth Factor (Linear)1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Background (2026)0 0 0 22 0 0 0 0 0 0 1,515 26 0 0 0 0 Project Assignment Ingress 45%20% Egress 60%10%35% Project Trips 0 0 0 22 0 0 0 0 0 0 4 17 0 0 21 0 Pass-By Trips?Yes Yes Yes Project Assignment Ingress -50%38% Egress 50%38% Pass-By Trips 0 0 0 55 0 0 0 0 0 0 -13 41 0 0 0 0 Buildout (2026)0 0 0 99 0 0 0 0 0 0 1,506 84 0 0 21 0 IN =31 OUT = 29 PHF:0.96 PM Peak Hour Pass-by Trips:IN =93 OUT = 93 5:00 PM - 6:00 PM U L T R U L T R U L T R U L T R TMC (2024)0 0 0 65 0 0 0 0 0 0 1,624 101 0 0 0 0 Seasonal Factor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Heavy Vehicle (%)0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0% Peak Hour Factor 0.00 0.00 0.00 0.74 0.00 0.00 0.00 0.00 0.00 0.00 0.96 0.81 0.00 0.00 0.00 0.00 Existing (2024)0 0 0 67 0 0 0 0 0 0 1,673 104 0 0 0 0 Growth Factor (Linear)1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Background (2026)0 0 0 70 0 0 0 0 0 0 1,740 108 0 0 0 0 Project Assignment Ingress 45%20% Egress 60%10%35% Project Trips 0 0 0 17 0 0 0 0 0 0 3 14 0 0 16 0 Pass-By Trips?Yes Yes Yes Project Assignment Ingress -50%38% Egress 50%38% Pass-By Trips 0 0 0 47 0 0 0 0 0 0 -11 35 0 0 0 0 Buildout (2026)0 0 0 134 0 0 0 0 0 0 1,732 157 0 0 16 0 Intersection Development Worksheet SR 434 Project Driveway AM Peak Hour Trips: Weekday AM Peak Hour Project Driveway SR 434 Northbound Southbound Eastbound Westbound PM Peak Hour Trips: Weekday PM Peak Hour Project Driveway SR 434 Northbound Southbound Eastbound Westbound 536 APPENDIX F Synchro Outputs 537 Timings Existing 1: Tuskawilla Rd & SR 434 Timing Plan: AM Peak Hour 01_Existing AM Wawa Winter Springs 10:11 am 12/11/2024 Existing Synchro 12 Report Kimley-Horn Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)52 873 408 168 1050 594 93 47 91 Future Volume (vph)52 873 408 168 1050 594 93 47 91 Turn Type Prot NA pt+ov Prot NA Split NA Split NA Protected Phases 5 2 2 8 1 6 8 8 4 4 Permitted Phases Detector Phase 5 2 2 8 1 6 8 8 4 4 Switch Phase Minimum Initial (s)6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 Minimum Split (s)13.8 22.8 13.8 22.8 14.9 14.9 13.3 13.3 Total Split (s)18.0 66.0 29.0 77.0 57.0 57.0 28.0 28.0 Total Split (%)10.0% 36.7%16.1% 42.8% 31.7% 31.7% 15.6% 15.6% Yellow Time (s)4.9 4.9 4.9 4.9 4.8 4.8 3.4 3.4 All-Red Time (s)2.9 2.9 2.9 2.9 4.1 4.1 3.9 3.9 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.8 7.8 7.8 7.8 8.9 8.9 7.3 7.3 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Intersection Summary Cycle Length: 180 Actuated Cycle Length: 180 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: Tuskawilla Rd & SR 434 538 HCM 7th Signalized Intersection Summary Existing 1: Tuskawilla Rd & SR 434 Timing Plan: AM Peak Hour 01_Existing AM Wawa Winter Springs 10:11 am 12/11/2024 Existing Synchro 12 Report Kimley-Horn Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)52 873 408 168 1050 22 594 93 170 47 91 41 Future Volume (veh/h)52 873 408 168 1050 22 594 93 170 47 91 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1826 1870 1870 1841 1870 1870 1870 1870 1870 1870 1856 Adj Flow Rate, veh/h 54 909 425 175 1094 23 619 97 177 49 95 43 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %3 5 2 2 4 2 2 2 2 2 2 3 Cap, veh/h 68 1427 989 194 1686 35 735 126 230 161 110 50 Arrive On Green 0.04 0.41 0.41 0.11 0.48 0.48 0.21 0.21 0.21 0.09 0.09 0.09 Sat Flow, veh/h 1767 3469 1585 1781 3503 74 3456 593 1082 1781 1219 552 Grp Volume(v), veh/h 54 909 425 175 546 571 619 0 274 49 0 138 Grp Sat Flow(s),veh/h/ln 1767 1735 1585 1781 1749 1827 1728 0 1676 1781 0 1771 Q Serve(g_s), s 5.5 37.6 24.8 17.5 42.4 42.4 30.9 0.0 27.7 4.6 0.0 13.8 Cycle Q Clear(g_c), s 5.5 37.6 24.8 17.5 42.4 42.4 30.9 0.0 27.7 4.6 0.0 13.8 Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.65 1.00 0.31 Lane Grp Cap(c), veh/h 68 1427 989 194 842 880 735 0 357 161 0 160 V/C Ratio(X)0.79 0.64 0.43 0.90 0.65 0.65 0.84 0.00 0.77 0.30 0.00 0.86 Avail Cap(c_a), veh/h 100 1427 989 210 842 880 923 0 448 205 0 204 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 85.8 42.3 17.4 79.3 35.2 35.2 67.9 0.0 66.7 76.5 0.0 80.7 Incr Delay (d2), s/veh 22.2 2.2 1.4 35.6 3.9 3.7 6.5 0.0 7.3 1.5 0.0 26.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 16.8 15.8 10.0 19.2 20.0 14.4 0.0 12.7 2.2 0.0 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 107.9 44.4 18.7 114.9 39.1 38.9 74.4 0.0 73.9 78.0 0.0 107.6 LnGrp LOS F D B F D D E E E F Approach Vol, veh/h 1388 1292 893 187 Approach Delay, s/veh 39.0 49.3 74.3 99.9 Approach LOS D D E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 27.4 81.9 23.6 14.8 94.4 47.2 Change Period (Y+Rc), s 7.8 7.8 7.3 7.8 7.8 8.9 Max Green Setting (Gmax), s 21.2 58.2 20.7 10.2 69.2 48.1 Max Q Clear Time (g_c+I1), s 19.5 39.6 15.8 7.5 44.4 32.9 Green Ext Time (p_c), s 0.1 10.6 0.5 0.0 11.6 5.4 Intersection Summary HCM 7th Control Delay, s/veh 53.9 HCM 7th LOS D 539 HCM 7th TWSC Existing 2: Roberts Family Ln & SR 434 Timing Plan: AM Peak Hour 01_Existing AM Wawa Winter Springs 10:11 am 12/11/2024 Existing Synchro 12 Report Kimley-Horn Page 3 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 1301 9 58 1640 21 0 0 18 0 0 10 Future Vol, veh/h 42 1301 9 58 1640 21 0 0 18 0 0 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 345 -------0 --- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 3 2 2 3 2 2 2 2 2 2 2 Mvmt Flow 45 1384 10 62 1745 22 0 0 19 0 0 11 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 1767 0 0 1394 0 0 --697 Stage 1 --------- Stage 2 --------- Critical Hdwy 4.14 --4.14 ----6.94 Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 --------- Follow-up Hdwy 2.22 --2.22 ----3.32 Pot Cap-1 Maneuver 349 --487 --0 0 384 Stage 1 ------0 0 - Stage 2 ------0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver 349 --487 ---0 384 Mov Cap-2 Maneuver -------0 - Stage 1 -------0 - Stage 2 -------0 - Approach EB WB NB HCM Control Delay, s/v 0.52 0.45 14.88 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR Capacity (veh/h)384 349 --487 -- HCM Lane V/C Ratio 0.05 0.128 --0.127 -- HCM Control Delay (s/veh)14.9 16.8 --13.5 -- HCM Lane LOS B C --B -- HCM 95th %tile Q(veh)0.2 0.4 --0.4 -- 540 HCM 7th TWSC Existing 3: Tuskawilla Rd & Project Driveway Timing Plan: AM Peak Hour 01_Existing AM Wawa Winter Springs 10:11 am 12/11/2024 Existing Synchro 12 Report Kimley-Horn Page 4 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 55 0 884 662 15 Future Vol, veh/h 0 55 0 884 662 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %2 2 2 2 3 2 Mvmt Flow 0 61 0 982 736 17 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -376 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.32 ---- Pot Cap-1 Maneuver 0 621 0 --- Stage 1 0 -0 --- Stage 2 0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver -621 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v11.42 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)-621 -- HCM Lane V/C Ratio -0.098 -- HCM Control Delay (s/veh)-11.4 -- HCM Lane LOS -B -- HCM 95th %tile Q(veh)-0.3 -- 541 HCM 7th TWSC Existing 4: Project Driveway & SR 434 Timing Plan: AM Peak Hour 01_Existing AM Wawa Winter Springs 10:11 am 12/11/2024 Existing Synchro 12 Report Kimley-Horn Page 5 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1457 25 0 0 0 0 0 21 0 0 0 Future Vol, veh/h 0 1457 25 0 0 0 0 0 21 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 50 -150 50 ----0 --- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 3 13 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1584 27 0 0 0 0 0 23 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All -0 0 --0 --792 Stage 1 --------- Stage 2 --------- Critical Hdwy --------7.14 Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 --------- Follow-up Hdwy --------3.92 Pot Cap-1 Maneuver 0 --0 -0 0 0 285 Stage 1 0 --0 -0 0 0 - Stage 2 0 --0 -0 0 0 - Platoon blocked, %--- Mov Cap-1 Maneuver -------0 285 Mov Cap-2 Maneuver -------0 - Stage 1 -------0 - Stage 2 -------0 - Approach EB WB NB HCM Control Delay, s/v 0 0 18.73 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)285 --- HCM Lane V/C Ratio 0.08 --- HCM Control Delay (s/veh)18.7 --- HCM Lane LOS C --- HCM 95th %tile Q(veh)0.3 --- 542 Timings Existing 1: Tuskawilla Rd & SR 434 Timing Plan: PM Peak Hour 02_Existing PM Wawa Winter Springs 10:15 am 12/11/2024 Existing Synchro 12 Report Kimley-Horn Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)103 1083 552 170 1205 731 210 103 157 Future Volume (vph)103 1083 552 170 1205 731 210 103 157 Turn Type Prot NA pt+ov Prot NA Split NA Split NA Protected Phases 5 2 2 8 1 6 8 8 4 4 Permitted Phases Detector Phase 5 2 2 8 1 6 8 8 4 4 Switch Phase Minimum Initial (s)6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 Minimum Split (s)13.8 22.8 13.8 22.8 14.9 14.9 13.3 13.3 Total Split (s)18.0 78.0 26.0 86.0 37.0 37.0 29.0 29.0 Total Split (%)10.6% 45.9%15.3% 50.6% 21.8% 21.8% 17.1% 17.1% Yellow Time (s)4.9 4.9 4.9 4.9 4.8 4.8 3.4 3.4 All-Red Time (s)2.9 2.9 2.9 2.9 4.1 4.1 3.9 3.9 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.8 7.8 7.8 7.8 8.9 8.9 7.3 7.3 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Intersection Summary Cycle Length: 170 Actuated Cycle Length: 170 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 1: Tuskawilla Rd & SR 434 543 HCM 7th Signalized Intersection Summary Existing 1: Tuskawilla Rd & SR 434 Timing Plan: PM Peak Hour 02_Existing PM Wawa Winter Springs 10:15 am 12/11/2024 Existing Synchro 12 Report Kimley-Horn Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)103 1083 552 170 1205 36 731 210 137 103 157 35 Future Volume (veh/h)103 1083 552 170 1205 36 731 210 137 103 157 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1841 1870 1826 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 105 1105 563 173 1230 37 746 214 140 105 160 36 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %2 2 2 2 4 2 5 2 2 2 2 2 Cap, veh/h 107 1494 928 191 1620 49 558 174 114 214 178 40 Arrive On Green 0.06 0.42 0.42 0.11 0.47 0.47 0.17 0.17 0.17 0.12 0.12 0.12 Sat Flow, veh/h 1781 3554 1585 1781 3466 104 3374 1056 691 1781 1478 333 Grp Volume(v), veh/h 105 1105 563 173 620 647 746 0 354 105 0 196 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1749 1822 1687 0 1746 1781 0 1811 Q Serve(g_s), s 10.0 44.5 38.8 16.3 49.8 49.8 28.1 0.0 28.1 9.4 0.0 18.2 Cycle Q Clear(g_c), s 10.0 44.5 38.8 16.3 49.8 49.8 28.1 0.0 28.1 9.4 0.0 18.2 Prop In Lane 1.00 1.00 1.00 0.06 1.00 0.40 1.00 0.18 Lane Grp Cap(c), veh/h 107 1494 928 191 817 851 558 0 289 214 0 218 V/C Ratio(X)0.98 0.74 0.61 0.91 0.76 0.76 1.34 0.00 1.23 0.49 0.00 0.90 Avail Cap(c_a), veh/h 107 1494 928 191 817 851 558 0 289 227 0 231 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 79.8 41.5 22.6 75.1 37.4 37.4 70.9 0.0 71.0 69.9 0.0 73.8 Incr Delay (d2), s/veh 81.2 3.3 2.9 40.2 6.5 6.3 163.9 0.0 128.7 2.5 0.0 33.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 20.3 22.1 9.7 22.9 23.8 24.9 0.0 22.9 4.5 0.0 10.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 161.0 44.8 25.6 115.2 43.9 43.7 234.8 0.0 199.6 72.4 0.0 107.4 LnGrp LOS F D C F D D F F E F Approach Vol, veh/h 1773 1440 1100 301 Approach Delay, s/veh 45.6 52.4 223.5 95.1 Approach LOS D D F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 26.0 79.2 27.8 18.0 87.2 37.0 Change Period (Y+Rc), s 7.8 7.8 7.3 7.8 7.8 8.9 Max Green Setting (Gmax), s 18.2 70.2 21.7 10.2 78.2 28.1 Max Q Clear Time (g_c+I1), s 18.3 46.5 20.2 12.0 51.8 30.1 Green Ext Time (p_c), s 0.0 15.4 0.3 0.0 14.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 93.4 HCM 7th LOS F 544 HCM 7th TWSC Existing 2: Roberts Family Ln & SR 434 Timing Plan: PM Peak Hour 02_Existing PM Wawa Winter Springs 10:15 am 12/11/2024 Existing Synchro 12 Report Kimley-Horn Page 3 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 72 1723 35 98 1820 69 0 0 46 0 0 4 Future Vol, veh/h 72 1723 35 98 1820 69 0 0 46 0 0 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 345 -------0 --- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 99 99 99 99 99 99 99 99 99 99 99 99 Heavy Vehicles, %2 2 2 2 5 2 2 2 2 2 2 2 Mvmt Flow 73 1740 35 99 1838 70 0 0 46 0 0 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 1908 0 0 1776 0 0 --888 Stage 1 --------- Stage 2 --------- Critical Hdwy 4.14 --4.14 ----6.94 Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 --------- Follow-up Hdwy 2.22 --2.22 ----3.32 Pot Cap-1 Maneuver 307 --346 --0 0 287 Stage 1 ------0 0 - Stage 2 ------0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver 307 --346 ---0 287 Mov Cap-2 Maneuver -------0 - Stage 1 -------0 - Stage 2 -------0 - Approach EB WB NB HCM Control Delay, s/v 0.8 0.96 19.96 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR Capacity (veh/h)287 307 --346 -- HCM Lane V/C Ratio 0.162 0.237 --0.286 -- HCM Control Delay (s/veh)20 20.3 --19.5 -- HCM Lane LOS C C --C -- HCM 95th %tile Q(veh)0.6 0.9 --1.2 -- 545 HCM 7th TWSC Existing 3: Tuskawilla Rd & Project Driveway Timing Plan: PM Peak Hour 02_Existing PM Wawa Winter Springs 10:15 am 12/11/2024 Existing Synchro 12 Report Kimley-Horn Page 4 Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 128 0 1075 808 63 Future Vol, veh/h 0 128 0 1075 808 63 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 139 0 1168 878 68 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -473 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.32 ---- Pot Cap-1 Maneuver 0 537 0 --- Stage 1 0 -0 --- Stage 2 0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver -537 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v14.03 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)-537 -- HCM Lane V/C Ratio -0.259 -- HCM Control Delay (s/veh)-14 -- HCM Lane LOS -B -- HCM 95th %tile Q(veh)-1 -- 546 HCM 7th TWSC Existing 4: Project Driveway & SR 434 Timing Plan: PM Peak Hour 02_Existing PM Wawa Winter Springs 10:15 am 12/11/2024 Existing Synchro 12 Report Kimley-Horn Page 5 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1673 104 0 0 0 0 0 67 0 0 0 Future Vol, veh/h 0 1673 104 0 0 0 0 0 67 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 50 -150 50 ----0 --- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1818 113 0 0 0 0 0 73 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All -0 0 --0 --909 Stage 1 --------- Stage 2 --------- Critical Hdwy --------7.14 Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 --------- Follow-up Hdwy --------3.92 Pot Cap-1 Maneuver 0 --0 -0 0 0 238 Stage 1 0 --0 -0 0 0 - Stage 2 0 --0 -0 0 0 - Platoon blocked, %--- Mov Cap-1 Maneuver -------0 238 Mov Cap-2 Maneuver -------0 - Stage 1 -------0 - Stage 2 -------0 - Approach EB WB NB HCM Control Delay, s/v 0 0 26.61 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)238 --- HCM Lane V/C Ratio 0.306 --- HCM Control Delay (s/veh)26.6 --- HCM Lane LOS D --- HCM 95th %tile Q(veh)1.2 --- 547 Timings Background 1: Tuskawilla Rd & SR 434 Timing Plan: AM Peak Hour 03_Background AM Wawa Winter Springs 11:00 am 12/11/2024 Background Synchro 12 Report Kimley-Horn Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)54 908 424 174 1092 618 97 49 95 Future Volume (vph)54 908 424 174 1092 618 97 49 95 Turn Type Prot NA pt+ov Prot NA Split NA Split NA Protected Phases 5 2 2 8 1 6 8 8 4 4 Permitted Phases Detector Phase 5 2 2 8 1 6 8 8 4 4 Switch Phase Minimum Initial (s)6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 Minimum Split (s)13.8 22.8 13.8 22.8 14.9 14.9 13.3 13.3 Total Split (s)18.0 66.0 29.0 77.0 57.0 57.0 28.0 28.0 Total Split (%)10.0% 36.7%16.1% 42.8% 31.7% 31.7% 15.6% 15.6% Yellow Time (s)4.9 4.9 4.9 4.9 4.8 4.8 3.4 3.4 All-Red Time (s)2.9 2.9 2.9 2.9 4.1 4.1 3.9 3.9 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.8 7.8 7.8 7.8 8.9 8.9 7.3 7.3 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Intersection Summary Cycle Length: 180 Actuated Cycle Length: 180 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 1: Tuskawilla Rd & SR 434 548 HCM 7th Signalized Intersection Summary Background 1: Tuskawilla Rd & SR 434 Timing Plan: AM Peak Hour 03_Background AM Wawa Winter Springs 11:00 am 12/11/2024 Background Synchro 12 Report Kimley-Horn Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)54 908 424 174 1092 23 618 97 177 49 95 43 Future Volume (veh/h)54 908 424 174 1092 23 618 97 177 49 95 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1826 1870 1870 1841 1870 1870 1870 1870 1870 1870 1856 Adj Flow Rate, veh/h 56 946 442 181 1138 24 644 101 184 51 99 45 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %3 5 2 2 4 2 2 2 2 2 2 3 Cap, veh/h 71 1381 979 199 1646 35 759 130 238 167 114 52 Arrive On Green 0.04 0.40 0.40 0.11 0.47 0.47 0.22 0.22 0.22 0.09 0.09 0.09 Sat Flow, veh/h 1767 3469 1585 1781 3502 74 3456 594 1082 1781 1217 553 Grp Volume(v), veh/h 56 946 442 181 568 594 644 0 285 51 0 144 Grp Sat Flow(s),veh/h/ln 1767 1735 1585 1781 1749 1827 1728 0 1676 1781 0 1771 Q Serve(g_s), s 5.7 40.6 26.6 18.1 45.9 45.9 32.2 0.0 28.8 4.8 0.0 14.4 Cycle Q Clear(g_c), s 5.7 40.6 26.6 18.1 45.9 45.9 32.2 0.0 28.8 4.8 0.0 14.4 Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.65 1.00 0.31 Lane Grp Cap(c), veh/h 71 1381 979 199 822 859 759 0 368 167 0 166 V/C Ratio(X)0.79 0.68 0.45 0.91 0.69 0.69 0.85 0.00 0.77 0.31 0.00 0.87 Avail Cap(c_a), veh/h 100 1381 979 210 822 859 923 0 448 205 0 204 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 85.7 44.8 18.2 79.0 37.5 37.5 67.4 0.0 66.0 76.1 0.0 80.5 Incr Delay (d2), s/veh 23.8 2.8 1.5 37.0 4.7 4.6 7.0 0.0 7.8 1.5 0.0 28.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 18.2 17.1 10.4 21.0 21.9 15.0 0.0 13.2 2.3 0.0 8.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 109.4 47.6 19.7 116.1 42.2 42.0 74.4 0.0 73.8 77.5 0.0 109.0 LnGrp LOS F D B F D D E E E F Approach Vol, veh/h 1444 1343 929 195 Approach Delay, s/veh 41.5 52.1 74.2 100.8 Approach LOS D D E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 27.9 79.5 24.2 15.0 92.4 48.4 Change Period (Y+Rc), s 7.8 7.8 7.3 7.8 7.8 8.9 Max Green Setting (Gmax), s 21.2 58.2 20.7 10.2 69.2 48.1 Max Q Clear Time (g_c+I1), s 20.1 42.6 16.4 7.7 47.9 34.2 Green Ext Time (p_c), s 0.1 9.8 0.4 0.0 11.1 5.4 Intersection Summary HCM 7th Control Delay, s/veh 55.8 HCM 7th LOS E 549 HCM 7th TWSC Background 2: Roberts Family Ln & SR 434 Timing Plan: AM Peak Hour 03_Background AM Wawa Winter Springs 11:00 am 12/11/2024 Background Synchro 12 Report Kimley-Horn Page 3 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 43 1353 9 60 1706 22 0 0 19 0 0 10 Future Vol, veh/h 43 1353 9 60 1706 22 0 0 19 0 0 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 345 -------0 --- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 3 2 2 3 2 2 2 2 2 2 2 Mvmt Flow 46 1439 10 64 1815 23 0 0 20 0 0 11 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 1838 0 0 1449 0 0 --724 Stage 1 --------- Stage 2 --------- Critical Hdwy 4.14 --4.14 ----6.94 Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 --------- Follow-up Hdwy 2.22 --2.22 ----3.32 Pot Cap-1 Maneuver 327 --463 --0 0 368 Stage 1 ------0 0 - Stage 2 ------0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver 327 --463 ---0 368 Mov Cap-2 Maneuver -------0 - Stage 1 -------0 - Stage 2 -------0 - Approach EB WB NB HCM Control Delay, s/v 0.54 0.47 15.36 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR Capacity (veh/h)368 327 --463 -- HCM Lane V/C Ratio 0.055 0.14 --0.138 -- HCM Control Delay (s/veh)15.4 17.8 --14 -- HCM Lane LOS C C --B -- HCM 95th %tile Q(veh)0.2 0.5 --0.5 -- 550 HCM 7th TWSC Background 3: Tuskawilla Rd & Project Driveway Timing Plan: AM Peak Hour 03_Background AM Wawa Winter Springs 11:00 am 12/11/2024 Background Synchro 12 Report Kimley-Horn Page 4 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 57 0 919 688 16 Future Vol, veh/h 0 57 0 919 688 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %2 2 2 2 3 2 Mvmt Flow 0 63 0 1021 764 18 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -391 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.32 ---- Pot Cap-1 Maneuver 0 608 0 --- Stage 1 0 -0 --- Stage 2 0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver -608 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v11.61 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)-608 -- HCM Lane V/C Ratio -0.104 -- HCM Control Delay (s/veh)-11.6 -- HCM Lane LOS -B -- HCM 95th %tile Q(veh)-0.3 -- 551 HCM 7th TWSC Background 4: Project Driveway & SR 434 Timing Plan: AM Peak Hour 03_Background AM Wawa Winter Springs 11:00 am 12/11/2024 Background Synchro 12 Report Kimley-Horn Page 5 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1515 26 0 0 0 0 0 22 0 0 0 Future Vol, veh/h 0 1515 26 0 0 0 0 0 22 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 50 -150 50 ----0 --- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 3 13 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1647 28 0 0 0 0 0 24 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All -0 0 --0 --823 Stage 1 --------- Stage 2 --------- Critical Hdwy --------7.14 Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 --------- Follow-up Hdwy --------3.92 Pot Cap-1 Maneuver 0 --0 -0 0 0 272 Stage 1 0 --0 -0 0 0 - Stage 2 0 --0 -0 0 0 - Platoon blocked, %--- Mov Cap-1 Maneuver -------0 272 Mov Cap-2 Maneuver -------0 - Stage 1 -------0 - Stage 2 -------0 - Approach EB WB NB HCM Control Delay, s/v 0 0 19.53 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)272 --- HCM Lane V/C Ratio 0.088 --- HCM Control Delay (s/veh)19.5 --- HCM Lane LOS C --- HCM 95th %tile Q(veh)0.3 --- 552 Timings Background 1: Tuskawilla Rd & SR 434 Timing Plan: PM Peak Hour 04_Backround PM Wawa Winter Springs 11:00 am 12/11/2024 Background Synchro 12 Report Kimley-Horn Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)107 1126 574 177 1253 760 218 107 163 Future Volume (vph)107 1126 574 177 1253 760 218 107 163 Turn Type Prot NA pt+ov Prot NA Split NA Split NA Protected Phases 5 2 2 8 1 6 8 8 4 4 Permitted Phases Detector Phase 5 2 2 8 1 6 8 8 4 4 Switch Phase Minimum Initial (s)6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 Minimum Split (s)13.8 22.8 13.8 22.8 14.9 14.9 13.3 13.3 Total Split (s)18.0 78.0 26.0 86.0 37.0 37.0 29.0 29.0 Total Split (%)10.6% 45.9%15.3% 50.6% 21.8% 21.8% 17.1% 17.1% Yellow Time (s)4.9 4.9 4.9 4.9 4.8 4.8 3.4 3.4 All-Red Time (s)2.9 2.9 2.9 2.9 4.1 4.1 3.9 3.9 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.8 7.8 7.8 7.8 8.9 8.9 7.3 7.3 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Intersection Summary Cycle Length: 170 Actuated Cycle Length: 170 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Splits and Phases: 1: Tuskawilla Rd & SR 434 553 HCM 7th Signalized Intersection Summary Background 1: Tuskawilla Rd & SR 434 Timing Plan: PM Peak Hour 04_Backround PM Wawa Winter Springs 11:00 am 12/11/2024 Background Synchro 12 Report Kimley-Horn Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)107 1126 574 177 1253 37 760 218 142 107 163 36 Future Volume (veh/h)107 1126 574 177 1253 37 760 218 142 107 163 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1841 1870 1826 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 109 1149 586 181 1279 38 776 222 145 109 166 37 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %2 2 2 2 4 2 5 2 2 2 2 2 Cap, veh/h 107 1482 923 191 1610 48 558 175 114 220 183 41 Arrive On Green 0.06 0.42 0.42 0.11 0.46 0.46 0.17 0.17 0.17 0.12 0.12 0.12 Sat Flow, veh/h 1781 3554 1585 1781 3468 103 3374 1056 690 1781 1481 330 Grp Volume(v), veh/h 109 1149 586 181 645 672 776 0 367 109 0 203 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1749 1822 1687 0 1746 1781 0 1811 Q Serve(g_s), s 10.2 47.3 41.6 17.2 53.2 53.3 28.1 0.0 28.1 9.7 0.0 18.8 Cycle Q Clear(g_c), s 10.2 47.3 41.6 17.2 53.2 53.3 28.1 0.0 28.1 9.7 0.0 18.8 Prop In Lane 1.00 1.00 1.00 0.06 1.00 0.40 1.00 0.18 Lane Grp Cap(c), veh/h 107 1482 923 191 812 846 558 0 289 220 0 224 V/C Ratio(X)1.02 0.78 0.63 0.95 0.79 0.80 1.39 0.00 1.27 0.50 0.00 0.91 Avail Cap(c_a), veh/h 107 1482 923 191 812 846 558 0 289 227 0 231 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 79.9 42.7 23.5 75.4 38.7 38.7 70.9 0.0 71.0 69.6 0.0 73.5 Incr Delay (d2), s/veh 92.5 4.0 3.3 50.5 7.9 7.6 187.0 0.0 146.5 2.4 0.0 35.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 21.7 23.8 10.6 24.7 25.7 26.7 0.0 24.4 4.6 0.0 11.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 172.4 46.7 26.8 126.0 46.5 46.3 258.0 0.0 217.5 72.0 0.0 109.0 LnGrp LOS F D C F D D F F E F Approach Vol, veh/h 1844 1498 1143 312 Approach Delay, s/veh 47.8 56.0 245.0 96.1 Approach LOS D E F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 26.0 78.7 28.3 18.0 86.7 37.0 Change Period (Y+Rc), s 7.8 7.8 7.3 7.8 7.8 8.9 Max Green Setting (Gmax), s 18.2 70.2 21.7 10.2 78.2 28.1 Max Q Clear Time (g_c+I1), s 19.2 49.3 20.8 12.2 55.3 30.1 Green Ext Time (p_c), s 0.0 14.6 0.2 0.0 13.4 0.0 Intersection Summary HCM 7th Control Delay, s/veh 100.5 HCM 7th LOS F 554 HCM 7th TWSC Background 2: Roberts Family Ln & SR 434 Timing Plan: PM Peak Hour 04_Backround PM Wawa Winter Springs 11:00 am 12/11/2024 Background Synchro 12 Report Kimley-Horn Page 3 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 75 1792 36 102 1893 72 0 0 48 0 0 4 Future Vol, veh/h 75 1792 36 102 1893 72 0 0 48 0 0 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 345 -------0 --- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 99 99 99 99 99 99 99 99 99 99 99 99 Heavy Vehicles, %2 2 2 2 5 2 2 2 2 2 2 2 Mvmt Flow 76 1810 36 103 1912 73 0 0 48 0 0 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 1985 0 0 1846 0 0 --923 Stage 1 --------- Stage 2 --------- Critical Hdwy 4.14 --4.14 ----6.94 Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 --------- Follow-up Hdwy 2.22 --2.22 ----3.32 Pot Cap-1 Maneuver 287 --325 --0 0 272 Stage 1 ------0 0 - Stage 2 ------0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver 287 --325 ---0 272 Mov Cap-2 Maneuver -------0 - Stage 1 -------0 - Stage 2 -------0 - Approach EB WB NB HCM Control Delay, s/v 0.87 1.04 21.11 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR Capacity (veh/h)272 287 --325 -- HCM Lane V/C Ratio 0.178 0.264 --0.317 -- HCM Control Delay (s/veh)21.1 22 --21.1 -- HCM Lane LOS C C --C -- HCM 95th %tile Q(veh)0.6 1 --1.3 -- 555 HCM 7th TWSC Background 3: Tuskawilla Rd & Project Driveway Timing Plan: PM Peak Hour 04_Backround PM Wawa Winter Springs 11:00 am 12/11/2024 Background Synchro 12 Report Kimley-Horn Page 4 Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 133 0 1118 840 66 Future Vol, veh/h 0 133 0 1118 840 66 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 145 0 1215 913 72 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -492 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.32 ---- Pot Cap-1 Maneuver 0 522 0 --- Stage 1 0 -0 --- Stage 2 0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver -522 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v14.51 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)-522 -- HCM Lane V/C Ratio -0.277 -- HCM Control Delay (s/veh)-14.5 -- HCM Lane LOS -B -- HCM 95th %tile Q(veh)-1.1 -- 556 HCM 7th TWSC Background 4: Project Driveway & SR 434 Timing Plan: PM Peak Hour 04_Backround PM Wawa Winter Springs 11:00 am 12/11/2024 Background Synchro 12 Report Kimley-Horn Page 5 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1740 108 0 0 0 0 0 70 0 0 0 Future Vol, veh/h 0 1740 108 0 0 0 0 0 70 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 50 -150 50 ----0 --- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1891 117 0 0 0 0 0 76 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All -0 0 --0 --946 Stage 1 --------- Stage 2 --------- Critical Hdwy --------7.14 Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 --------- Follow-up Hdwy --------3.92 Pot Cap-1 Maneuver 0 --0 -0 0 0 225 Stage 1 0 --0 -0 0 0 - Stage 2 0 --0 -0 0 0 - Platoon blocked, %--- Mov Cap-1 Maneuver -------0 225 Mov Cap-2 Maneuver -------0 - Stage 1 -------0 - Stage 2 -------0 - Approach EB WB NB HCM Control Delay, s/v 0 0 28.89 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)225 --- HCM Lane V/C Ratio 0.337 --- HCM Control Delay (s/veh)28.9 --- HCM Lane LOS D --- HCM 95th %tile Q(veh)1.4 --- 557 Timings Buildout 1: Tuskawilla Rd & SR 434 Timing Plan: AM Peak Hour 05_Buildout AM Wawa Winter Springs 11:03 am 12/11/2024 Buildout Synchro 12 Report Kimley-Horn Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)110 919 424 211 1066 642 97 49 97 Future Volume (vph)110 919 424 211 1066 642 97 49 97 Turn Type Prot NA pt+ov Prot NA Split NA Split NA Protected Phases 5 2 2 8 1 6 8 8 4 4 Permitted Phases Detector Phase 5 2 2 8 1 6 8 8 4 4 Switch Phase Minimum Initial (s)6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 Minimum Split (s)13.8 22.8 13.8 22.8 14.9 14.9 13.3 13.3 Total Split (s)18.0 66.0 29.0 77.0 57.0 57.0 28.0 28.0 Total Split (%)10.0% 36.7%16.1% 42.8% 31.7% 31.7% 15.6% 15.6% Yellow Time (s)4.9 4.9 4.9 4.9 4.8 4.8 3.4 3.4 All-Red Time (s)2.9 2.9 2.9 2.9 4.1 4.1 3.9 3.9 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.8 7.8 7.8 7.8 8.9 8.9 7.3 7.3 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Intersection Summary Cycle Length: 180 Actuated Cycle Length: 180 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 1: Tuskawilla Rd & SR 434 558 HCM 7th Signalized Intersection Summary Buildout 1: Tuskawilla Rd & SR 434 Timing Plan: AM Peak Hour 05_Buildout AM Wawa Winter Springs 11:03 am 12/11/2024 Buildout Synchro 12 Report Kimley-Horn Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)110 919 424 211 1066 23 642 97 177 49 97 43 Future Volume (veh/h)110 919 424 211 1066 23 642 97 177 49 97 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1826 1870 1870 1841 1870 1870 1870 1870 1870 1870 1856 Adj Flow Rate, veh/h 115 957 442 220 1110 24 669 101 184 51 101 45 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %3 5 2 2 4 2 2 2 2 2 2 3 Cap, veh/h 100 1336 968 210 1561 34 780 134 244 169 116 52 Arrive On Green 0.06 0.38 0.38 0.12 0.45 0.45 0.23 0.23 0.23 0.09 0.09 0.09 Sat Flow, veh/h 1767 3469 1585 1781 3500 76 3456 594 1082 1781 1226 546 Grp Volume(v), veh/h 115 957 442 220 555 579 669 0 285 51 0 146 Grp Sat Flow(s),veh/h/ln 1767 1735 1585 1781 1749 1827 1728 0 1676 1781 0 1772 Q Serve(g_s), s 10.2 42.2 27.1 21.2 46.3 46.3 33.5 0.0 28.6 4.8 0.0 14.6 Cycle Q Clear(g_c), s 10.2 42.2 27.1 21.2 46.3 46.3 33.5 0.0 28.6 4.8 0.0 14.6 Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.65 1.00 0.31 Lane Grp Cap(c), veh/h 100 1336 968 210 780 815 780 0 378 169 0 168 V/C Ratio(X)1.15 0.72 0.46 1.05 0.71 0.71 0.86 0.00 0.75 0.30 0.00 0.87 Avail Cap(c_a), veh/h 100 1336 968 210 780 815 923 0 448 205 0 204 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 84.9 47.0 18.9 79.4 40.4 40.4 66.9 0.0 65.0 75.9 0.0 80.4 Incr Delay (d2), s/veh 135.4 3.3 1.6 75.5 5.4 5.2 7.7 0.0 6.8 1.4 0.0 29.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.5 19.0 17.5 14.2 21.3 22.3 15.7 0.0 13.0 2.3 0.0 8.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 220.3 50.3 20.5 154.9 45.9 45.7 74.5 0.0 71.8 77.3 0.0 109.4 LnGrp LOS F D C F D D E E E F Approach Vol, veh/h 1514 1354 954 197 Approach Delay, s/veh 54.5 63.5 73.7 101.1 Approach LOS D E E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 29.0 77.1 24.4 18.0 88.1 49.5 Change Period (Y+Rc), s 7.8 7.8 7.3 7.8 7.8 8.9 Max Green Setting (Gmax), s 21.2 58.2 20.7 10.2 69.2 48.1 Max Q Clear Time (g_c+I1), s 23.2 44.2 16.6 12.2 48.3 35.5 Green Ext Time (p_c), s 0.0 9.1 0.4 0.0 10.7 5.2 Intersection Summary HCM 7th Control Delay, s/veh 64.4 HCM 7th LOS E 559 HCM 7th TWSC Buildout 2: Roberts Family Ln & SR 434 Timing Plan: AM Peak Hour 05_Buildout AM Wawa Winter Springs 11:03 am 12/11/2024 Buildout Synchro 12 Report Kimley-Horn Page 3 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 43 1337 38 95 1664 22 0 0 64 0 0 10 Future Vol, veh/h 43 1337 38 95 1664 22 0 0 64 0 0 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 345 -------0 --- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 3 2 2 3 2 2 2 2 2 2 2 Mvmt Flow 46 1422 40 101 1770 23 0 0 68 0 0 11 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 1794 0 0 1463 0 0 --731 Stage 1 --------- Stage 2 --------- Critical Hdwy 4.14 --4.14 ----6.94 Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 --------- Follow-up Hdwy 2.22 --2.22 ----3.32 Pot Cap-1 Maneuver 341 --458 --0 0 364 Stage 1 ------0 0 - Stage 2 ------0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver 341 --458 ---0 364 Mov Cap-2 Maneuver -------0 - Stage 1 -------0 - Stage 2 -------0 - Approach EB WB NB HCM Control Delay, s/v 0.52 0.8 17.15 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR Capacity (veh/h)364 341 --458 -- HCM Lane V/C Ratio 0.187 0.134 --0.221 -- HCM Control Delay (s/veh)17.2 17.2 --15.1 -- HCM Lane LOS C C --C -- HCM 95th %tile Q(veh)0.7 0.5 --0.8 -- 560 HCM 7th TWSC Buildout 3: Tuskawilla Rd & Project Driveway Timing Plan: AM Peak Hour 05_Buildout AM Wawa Winter Springs 11:03 am 12/11/2024 Buildout Synchro 12 Report Kimley-Horn Page 4 Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 80 0 943 688 60 Future Vol, veh/h 0 80 0 943 688 60 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %2 2 2 2 3 2 Mvmt Flow 0 89 0 1048 764 67 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -416 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.32 ---- Pot Cap-1 Maneuver 0 586 0 --- Stage 1 0 -0 --- Stage 2 0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver -586 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v12.24 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)-586 -- HCM Lane V/C Ratio -0.152 -- HCM Control Delay (s/veh)-12.2 -- HCM Lane LOS -B -- HCM 95th %tile Q(veh)-0.5 -- 561 HCM 7th TWSC Buildout 4: Project Driveway & SR 434 Timing Plan: AM Peak Hour 05_Buildout AM Wawa Winter Springs 11:03 am 12/11/2024 Buildout Synchro 12 Report Kimley-Horn Page 5 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1506 84 0 21 0 0 0 99 0 0 0 Future Vol, veh/h 0 1506 84 0 21 0 0 0 99 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 50 -150 50 ----0 --- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 3 13 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1637 91 0 23 0 0 0 108 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All -0 0 --0 --818 Stage 1 --------- Stage 2 --------- Critical Hdwy --------7.14 Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 --------- Follow-up Hdwy --------3.92 Pot Cap-1 Maneuver 0 --0 -0 0 0 274 Stage 1 0 --0 -0 0 0 - Stage 2 0 --0 -0 0 0 - Platoon blocked, %--- Mov Cap-1 Maneuver -------0 274 Mov Cap-2 Maneuver -------0 - Stage 1 -------0 - Stage 2 -------0 - Approach EB WB NB HCM Control Delay, s/v 0 0 26.42 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)274 --- HCM Lane V/C Ratio 0.393 --- HCM Control Delay (s/veh)26.4 --- HCM Lane LOS D --- HCM 95th %tile Q(veh)1.8 --- 562 Timings Buildout 1: Tuskawilla Rd & SR 434 Timing Plan: PM Peak Hour 06_Buildout PM Wawa Winter Springs 11:06 am 12/11/2024 Buildout Synchro 12 Report Kimley-Horn Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)153 1135 574 209 1230 781 218 107 164 Future Volume (vph)153 1135 574 209 1230 781 218 107 164 Turn Type Prot NA pt+ov Prot NA Split NA Split NA Protected Phases 5 2 2 8 1 6 8 8 4 4 Permitted Phases Detector Phase 5 2 2 8 1 6 8 8 4 4 Switch Phase Minimum Initial (s)6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 Minimum Split (s)13.8 22.8 13.8 22.8 14.9 14.9 13.3 13.3 Total Split (s)24.0 75.0 29.0 80.0 40.0 40.0 26.0 26.0 Total Split (%)14.1% 44.1%17.1% 47.1% 23.5% 23.5% 15.3% 15.3% Yellow Time (s)4.9 4.9 4.9 4.9 4.8 4.8 3.4 3.4 All-Red Time (s)2.9 2.9 2.9 2.9 4.1 4.1 3.9 3.9 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.8 7.8 7.8 7.8 8.9 8.9 7.3 7.3 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Intersection Summary Cycle Length: 170 Actuated Cycle Length: 170 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Description: signal timing improvements Splits and Phases: 1: Tuskawilla Rd & SR 434 563 HCM 7th Signalized Intersection Summary Buildout 1: Tuskawilla Rd & SR 434 Timing Plan: PM Peak Hour 06_Buildout PM Wawa Winter Springs 11:06 am 12/11/2024 Buildout Synchro 12 Report Kimley-Horn Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)153 1135 574 209 1230 37 781 218 142 107 164 36 Future Volume (veh/h)153 1135 574 209 1230 37 781 218 142 107 164 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1841 1870 1826 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 156 1158 586 213 1255 38 797 222 145 109 167 37 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %2 2 2 2 4 2 5 2 2 2 2 2 Cap, veh/h 170 1405 917 222 1472 45 617 193 126 196 163 36 Arrive On Green 0.10 0.40 0.40 0.12 0.42 0.42 0.18 0.18 0.18 0.11 0.11 0.11 Sat Flow, veh/h 1781 3554 1585 1781 3466 105 3374 1056 690 1781 1483 329 Grp Volume(v), veh/h 156 1158 586 213 633 660 797 0 367 109 0 204 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1749 1822 1687 0 1746 1781 0 1811 Q Serve(g_s), s 14.8 49.7 42.1 20.2 55.5 55.6 31.1 0.0 31.1 9.9 0.0 18.7 Cycle Q Clear(g_c), s 14.8 49.7 42.1 20.2 55.5 55.6 31.1 0.0 31.1 9.9 0.0 18.7 Prop In Lane 1.00 1.00 1.00 0.06 1.00 0.40 1.00 0.18 Lane Grp Cap(c), veh/h 170 1405 917 222 743 774 617 0 319 196 0 199 V/C Ratio(X)0.92 0.82 0.64 0.96 0.85 0.85 1.29 0.00 1.15 0.56 0.00 1.02 Avail Cap(c_a), veh/h 170 1405 917 222 743 774 617 0 319 196 0 199 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 76.2 46.1 24.0 74.0 44.1 44.1 69.4 0.0 69.5 71.7 0.0 75.7 Incr Delay (d2), s/veh 46.3 5.6 3.4 48.7 11.9 11.5 143.0 0.0 97.0 4.3 0.0 70.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 23.1 24.7 12.3 26.5 27.6 25.7 0.0 22.6 4.8 0.0 12.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 122.5 51.7 27.4 122.6 55.9 55.6 212.4 0.0 166.5 76.1 0.0 145.8 LnGrp LOS F D C F E E F F E F Approach Vol, veh/h 1900 1506 1164 313 Approach Delay, s/veh 50.0 65.2 197.9 121.5 Approach LOS D E F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 29.0 75.0 26.0 24.0 80.0 40.0 Change Period (Y+Rc), s 7.8 7.8 7.3 7.8 7.8 8.9 Max Green Setting (Gmax), s 21.2 67.2 18.7 16.2 72.2 31.1 Max Q Clear Time (g_c+I1), s 22.2 51.7 20.7 16.8 57.6 33.1 Green Ext Time (p_c), s 0.0 11.7 0.0 0.0 9.6 0.0 Intersection Summary HCM 7th Control Delay, s/veh 94.6 HCM 7th LOS F 564 HCM 7th TWSC Buildout 2: Roberts Family Ln & SR 434 Timing Plan: PM Peak Hour 06_Buildout PM Wawa Winter Springs 11:06 am 12/11/2024 Buildout Synchro 12 Report Kimley-Horn Page 3 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 75 1778 61 131 1856 72 0 0 86 0 0 4 Future Vol, veh/h 75 1778 61 131 1856 72 0 0 86 0 0 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 345 -------0 --- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 99 99 99 99 99 99 99 99 99 99 99 99 Heavy Vehicles, %2 2 2 2 5 2 2 2 2 2 2 2 Mvmt Flow 76 1796 62 132 1875 73 0 0 87 0 0 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 1947 0 0 1858 0 0 --929 Stage 1 --------- Stage 2 --------- Critical Hdwy 4.14 --4.14 ----6.94 Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 --------- Follow-up Hdwy 2.22 --2.22 ----3.32 Pot Cap-1 Maneuver 297 --322 --0 0 269 Stage 1 ------0 0 - Stage 2 ------0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver 297 --322 ---0 269 Mov Cap-2 Maneuver -------0 - Stage 1 -------0 - Stage 2 -------0 - Approach EB WB NB HCM Control Delay, s/v 0.83 1.51 24.6 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR Capacity (veh/h)269 297 --322 -- HCM Lane V/C Ratio 0.322 0.255 --0.411 -- HCM Control Delay (s/veh)24.6 21.2 --23.8 -- HCM Lane LOS C C --C -- HCM 95th %tile Q(veh)1.3 1 --1.9 -- 565 HCM 7th TWSC Buildout 3: Tuskawilla Rd & Project Driveway Timing Plan: PM Peak Hour 06_Buildout PM Wawa Winter Springs 11:06 am 12/11/2024 Buildout Synchro 12 Report Kimley-Horn Page 4 Intersection Int Delay, s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 153 0 1138 840 104 Future Vol, veh/h 0 153 0 1138 840 104 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 166 0 1237 913 113 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -513 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.32 ---- Pot Cap-1 Maneuver 0 506 0 --- Stage 1 0 -0 --- Stage 2 0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver -506 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v15.55 0 0 HCM LOS C Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)-506 -- HCM Lane V/C Ratio -0.329 -- HCM Control Delay (s/veh)-15.6 -- HCM Lane LOS -C -- HCM 95th %tile Q(veh)-1.4 -- 566 HCM 7th TWSC Buildout 4: Project Driveway & SR 434 Timing Plan: PM Peak Hour 06_Buildout PM Wawa Winter Springs 11:06 am 12/11/2024 Buildout Synchro 12 Report Kimley-Horn Page 5 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1732 157 0 16 0 0 0 134 0 0 0 Future Vol, veh/h 0 1732 157 0 16 0 0 0 134 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 50 -150 50 ----0 --- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1883 171 0 17 0 0 0 146 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All -0 0 --0 --941 Stage 1 --------- Stage 2 --------- Critical Hdwy --------7.14 Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 --------- Follow-up Hdwy --------3.92 Pot Cap-1 Maneuver 0 --0 -0 0 0 227 Stage 1 0 --0 -0 0 0 - Stage 2 0 --0 -0 0 0 - Platoon blocked, %--- Mov Cap-1 Maneuver -------0 227 Mov Cap-2 Maneuver -------0 - Stage 1 -------0 - Stage 2 -------0 - Approach EB WB NB HCM Control Delay, s/v 0 0 45.51 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)227 --- HCM Lane V/C Ratio 0.642 --- HCM Control Delay (s/veh)45.5 --- HCM Lane LOS E --- HCM 95th %tile Q(veh)3.9 --- 567 APPENDIX G AADT Historical Trend 568 FM # Location 1 Year Count*Trend 2019 35,000 34,020 2020 34,000 34,940 2021 34,000 35,860 2022 37,000 36,780 2023 38,500 37,700 2026 N/A 40,460 2036 N/A 49,660 920 2046 N/A 58,860 74.96% 2.70% 2.44% 12/5/2024Printed: Linear Growth Option *Axle-Adjusted Trend Annual Historic Growth Rate: Trend Growth Rate (2023 to Design Year) Annual Trend Increase: Trend R-squared:FSUTMS Forecasts/Trends 2036 Interim Year Trend 2046 Design Year Trend Traffic (ADT/AADT) 2026 Opening Year Trend Roadway: Station #:771002 Traffic Trends - V2023 -- ON SR-434, 0.464 MI. E OF SR-419 (UCLP) NW County:Seminole (77) 0 10000 20000 30000 40000 50000 60000 70000 2019 2024 2029 2034 2039 2044 Av e r a g e D a i l y T r a f f i c ( V e h i c l e s / D a y ) Year Observed Count Fitted Curve 569 FM # Location 1 Year Count*Trend 2019 35,000 34,060 2020 34,000 34,930 2021 34,000 35,830 2022 37,000 36,750 2023 38,500 37,690 2026 N/A 40,660 2036 N/A 52,350 2046 N/A 67,410 75.07% 2.56% 2.56% 12/5/2024Printed: Exponential Growth Option *Axle-Adjusted Compounded Annual Historic Growth Rate: Compounded Growth Rate (2023 to Design Year) Trend R-squared:FSUTMS Forecasts/Trends 2036 Interim Year Trend 2046 Design Year Trend Traffic (ADT/AADT) 2026 Opening Year Trend Roadway: Station #:771002 Traffic Trends - V2023 -- ON SR-434, 0.464 MI. E OF SR-419 (UCLP) NW County:Seminole (77) 0 10000 20000 30000 40000 50000 60000 70000 80000 2019 2024 2029 2034 2039 2044 Av e r a g e D a i l y T r a f f i c ( V e h i c l e s / D a y ) Year Observed Count Fitted Curve 570 FM # Location 1 Year Count*Trend 2019 35,000 34,020 2020 34,000 35,350 2021 34,000 36,130 2022 37,000 36,690 2023 38,500 37,120 2026 N/A 38,020 2036 N/A 39,580 2046 N/A 40,430 53.02% 2.20% 0.37% 12/5/2024Printed: Decaying Exponential Growth Option *Axle-Adjusted Compounded Annual Historic Growth Rate: Compounded Growth Rate (2023 to Design Year) Trend R-squared:FSUTMS Forecasts/Trends 2036 Interim Year Trend 2046 Design Year Trend Traffic (ADT/AADT) 2026 Opening Year Trend Roadway: Station #:771002 -- ON SR-434, 0.464 MI. E OF SR-419 (UCLP) NW County:Seminole (77) Traffic Trends - V2023 0 5000 10000 15000 20000 25000 30000 35000 40000 45000 2019 2024 2029 2034 2039 2044 Av e r a g e D a i l y T r a f f i c ( V e h i c l e s / D a y ) Year Observed Count Fitted Curve 571 FM # Location 1 Year Count*3 Yr Avg 2019 35,000 35,000 2020 34,000 34,300 2021 34,000 35,000 2022 37,000 36,500 2023 38,500 38,500 0.00% 0.00% 0.00% 12/5/2024 Actual AADT vs 3 Year Average *Axle-Adjusted Printed: Trend R-squared: Compounded Annual Historic Growth Rate: Compounded Growth Rate ( to Design Year): Traffic (ADT/AADT) Station #:771002 Roadway: -- ON SR-434, 0.464 MI. E OF SR-419 (UCLP) NW County:Seminole (77) Traffic Trends - V2023 31000 32000 33000 34000 35000 36000 37000 38000 39000 2019 2020 2021 2022 2023 Av e r a g e D a i l y T r a f f i c ( V e h i c l e s / D a y ) Year Observed Count 3 Year Average 572 FM # Location 1 Year Count*Trend 2019 27,500 27,740 2020 26,500 27,150 2021 27,500 26,560 2022 26,500 25,970 2023 25,000 25,380 2026 N/A 23,610 2036 N/A 17,710 590 2046 N/A 11,810 90.37% -2.13% -2.32% 12/5/2024Printed: Linear Growth Option *Axle-Adjusted Trend Annual Historic Growth Rate: Trend Growth Rate (2023 to Design Year) Annual Trend Decrease: Trend R-squared:FSUTMS Forecasts/Trends 2036 Interim Year Trend 2046 Design Year Trend Traffic (ADT/AADT) 2026 Opening Year Trend Roadway: Station #:770278 Traffic Trends - V2023 -- ON SR-434, 0.618 MI. E OF TUSKAWILA RD (UVL)County:Seminole (77) 0 5000 10000 15000 20000 25000 30000 2019 2024 2029 2034 2039 2044 Av e r a g e D a i l y T r a f f i c ( V e h i c l e s / D a y ) Year Observed Count Fitted Curve 573 FM # Location 1 Year Count*Trend 2019 27,500 27,760 2020 26,500 27,150 2021 27,500 26,550 2022 26,500 25,960 2023 25,000 25,380 2026 N/A 23,730 2036 N/A 18,960 2046 N/A 15,150 89.55% -2.22% -2.22% 12/5/2024Printed: Exponential Growth Option *Axle-Adjusted Compounded Annual Historic Growth Rate: Compounded Growth Rate (2023 to Design Year) Trend R-squared:FSUTMS Forecasts/Trends 2036 Interim Year Trend 2046 Design Year Trend Traffic (ADT/AADT) 2026 Opening Year Trend Roadway: Station #:770278 Traffic Trends - V2023 -- ON SR-434, 0.618 MI. E OF TUSKAWILA RD (UVL)County:Seminole (77) 0 5000 10000 15000 20000 25000 30000 2019 2024 2029 2034 2039 2044 Av e r a g e D a i l y T r a f f i c ( V e h i c l e s / D a y ) Year Observed Count Fitted Curve 574 FM # Location 1 Year Count*Trend 2019 27,500 27,840 2020 26,500 26,910 2021 27,500 26,370 2022 26,500 25,990 2023 25,000 25,690 2026 N/A 25,060 2036 N/A 23,970 2046 N/A 23,380 75.24% -1.99% -0.41% 12/5/2024Printed: Decaying Exponential Growth Option *Axle-Adjusted Compounded Annual Historic Growth Rate: Compounded Growth Rate (2023 to Design Year) Trend R-squared:FSUTMS Forecasts/Trends 2036 Interim Year Trend 2046 Design Year Trend Traffic (ADT/AADT) 2026 Opening Year Trend Roadway: Station #:770278 -- ON SR-434, 0.618 MI. E OF TUSKAWILA RD (UVL)County:Seminole (77) Traffic Trends - V2023 0 5000 10000 15000 20000 25000 30000 2019 2024 2029 2034 2039 2044 Av e r a g e D a i l y T r a f f i c ( V e h i c l e s / D a y ) Year Observed Count Fitted Curve 575 FM # Location 1 Year Count*3 Yr Avg 2019 27,500 27,500 2020 26,500 27,200 2021 27,500 26,800 2022 26,500 26,300 2023 25,000 25,000 0.00% 0.00% 0.00% 12/5/2024 Actual AADT vs 3 Year Average *Axle-Adjusted Printed: Trend R-squared: Compounded Annual Historic Growth Rate: Compounded Growth Rate ( to Design Year): Traffic (ADT/AADT) Station #:770278 Roadway: -- ON SR-434, 0.618 MI. E OF TUSKAWILA RD (UVL)County:Seminole (77) Traffic Trends - V2023 23500 24000 24500 25000 25500 26000 26500 27000 27500 28000 2019 2020 2021 2022 2023 Av e r a g e D a i l y T r a f f i c ( V e h i c l e s / D a y ) Year Observed Count 3 Year Average 576 FM # Location 1 Year Count*Trend 2019 34,500 33,840 2020 33,500 34,190 2021 34,000 34,540 2022 33,500 34,890 2023 36,000 35,240 2026 N/A 36,290 2036 N/A 39,790 350 2046 N/A 43,290 39.11% 1.03% 0.99% 12/5/2024Printed: Linear Growth Option *Axle-Adjusted Trend Annual Historic Growth Rate: Trend Growth Rate (2023 to Design Year) Annual Trend Increase: Trend R-squared:FSUTMS Forecasts/Trends 2036 Interim Year Trend 2046 Design Year Trend Traffic (ADT/AADT) 2026 Opening Year Trend Roadway: Station #:778065 Traffic Trends - V2023 -- TUSKAWILLA RD, N OF SR-426/ALOMA AVE - OFF SYSTEM County:Seminole (77) 0 5000 10000 15000 20000 25000 30000 35000 40000 45000 50000 2019 2024 2029 2034 2039 2044 Av e r a g e D a i l y T r a f f i c ( V e h i c l e s / D a y ) Year Observed Count Fitted Curve 577 FM # Location 1 Year Count*Trend 2019 34,500 33,850 2020 33,500 34,190 2021 34,000 34,530 2022 33,500 34,880 2023 36,000 35,230 2026 N/A 36,300 2036 N/A 40,100 2046 N/A 44,310 38.68% 1.00% 1.00% 12/5/2024Printed: Exponential Growth Option *Axle-Adjusted Compounded Annual Historic Growth Rate: Compounded Growth Rate (2023 to Design Year) Trend R-squared:FSUTMS Forecasts/Trends 2036 Interim Year Trend 2046 Design Year Trend Traffic (ADT/AADT) 2026 Opening Year Trend Roadway: Station #:778065 Traffic Trends - V2023 -- TUSKAWILLA RD, N OF SR-426/ALOMA AVE - OFF SYSTEM County:Seminole (77) 0 5000 10000 15000 20000 25000 30000 35000 40000 45000 50000 2019 2024 2029 2034 2039 2044 Av e r a g e D a i l y T r a f f i c ( V e h i c l e s / D a y ) Year Observed Count Fitted Curve 578 FM # Location 1 Year Count*Trend 2019 34,500 33,950 2020 33,500 34,380 2021 34,000 34,630 2022 33,500 34,800 2023 36,000 34,940 2026 N/A 35,230 2036 N/A 35,730 2046 N/A 36,010 19.65% 0.72% 0.13% 12/5/2024Printed: Decaying Exponential Growth Option *Axle-Adjusted Compounded Annual Historic Growth Rate: Compounded Growth Rate (2023 to Design Year) Trend R-squared:FSUTMS Forecasts/Trends 2036 Interim Year Trend 2046 Design Year Trend Traffic (ADT/AADT) 2026 Opening Year Trend Roadway: Station #:778065 -- TUSKAWILLA RD, N OF SR-426/ALOMA AVE - OFF SYSTEM County:Seminole (77) Traffic Trends - V2023 0 5000 10000 15000 20000 25000 30000 35000 40000 2019 2024 2029 2034 2039 2044 Av e r a g e D a i l y T r a f f i c ( V e h i c l e s / D a y ) Year Observed Count Fitted Curve 579 FM # Location 1 Year Count*3 Yr Avg 2019 34,500 34,500 2020 33,500 34,000 2021 34,000 33,700 2022 33,500 34,500 2023 36,000 36,000 0.00% 0.00% 0.00% 12/5/2024 Actual AADT vs 3 Year Average *Axle-Adjusted Printed: Trend R-squared: Compounded Annual Historic Growth Rate: Compounded Growth Rate ( to Design Year): Traffic (ADT/AADT) Station #:778065 Roadway: -- TUSKAWILLA RD, N OF SR-426/ALOMA AVE - OFF SYSTEM County:Seminole (77) Traffic Trends - V2023 32000 32500 33000 33500 34000 34500 35000 35500 36000 36500 2019 2020 2021 2022 2023 Av e r a g e D a i l y T r a f f i c ( V e h i c l e s / D a y ) Year Observed Count 3 Year Average 580 Type R Square Annual Growth Rate Linear 39.11%1.03% Exponential 38.68%1.00% Decaying Exponential 19.65%0.72% Linear 90.37%-2.13% Exponential 89.55%-2.22% Decaying Exponential 75.24%-1.99% Linear 74.96%2.70% Exponential 75.07%2.56% Decaying Exponential 53.02%2.20% #771002 ON SR-434, 0.464 MI. E OF SR-419 (UCLP) NW 2019 to 2023 #770278 ON SR-434, 0.618 MI. E OF TUSKAWILA RD (UVL)2019 to 2023 #778065 TUSKAWILLA RD, N OF SR-426/ALOMA AVE - OFF SYSTEM2019 to 2023 Historical Trends Analysis Historic Trend Analysis FDOT Site Location Years of Historical AADT 581 APPENDIX H ITE Land Use Code 582 Land Use: 945 Convenience Store/Gas Station Description A convenience store/gas station is a facility with a co-located convenience store and gas station. The convenience store sells grocery and other everyday items that a person may need or want as a matter of convenience. The gas station sells automotive fuels such as gasoline and diesel. A convenience store/gas station is typically located along a major thoroughfare to optimize motorist convenience. Extended hours of operation (with many open 24 hours, 7 days a week) are common at these facilities. The convenience store product mix typically includes pre-packaged grocery items, beverages, dairy products, snack foods, confectionary, tobacco products, over-the-counter drugs, and toiletries. A convenience store may sell alcohol, often limited to beer and wine. Coffee and pre- made sandwiches are also commonly sold at a convenience store. Made-to-order food orders are sometimes offered. Some stores offer limited seating. The sites in this land use include both self-pump and attendant-pumped fueling positions and both pre-pay and post-pay operations. Convenience store (Land Use 851), gasoline/service station (Land Use 944), and truck stop (Land Use 950) are related uses. Land Use Subcategory Multiple subcategories were added to this land use to allow for multi-variable evaluation of sites with single-variable data plots. All study sites are assigned to one of three subcategories, based on the number of vehicle fueling positions (VFP) at the site: between 2 and 8 VFP, between 9 and 15 VFP, and between 16 and 24 VFP. For each VFP range subcategory, data plots are presented with GFA as the independent variable for all time periods and trip types for which data are available. The use of both GFA and VFP (as the independent variable and land use subcategory, respectively) provides a significant improvement in the reliability of a trip generation estimate when compared to the single-variable data plots in prior editions of Trip Generation Manual. Further, the study sites were also assigned to one of three other subcategories, based on the gross floor area (GFA) of the convenience store at the site: between 2,000 and 4,000 square feet, between 4,000 and 5,500 square feet, and between 5,500 and 10,000 square feet. For each GFA subcategory range, data plots are presented with VFP as the independent variable for all time periods and trip types for which data are available. The use of both VFP and GFA (as the independent variable and land use subcategory, respectively) provides a significant improvement in the reliability of a trip generation estimate when compared to the single-variable data plots in prior editions of Trip Generation Manual. 864 Trip Generation Manual 11th Edition • Volume 5 583 When analyzing the convenience store/gas station land use with each combination of GFA and VFP values as described above, the two sets of data plots will produce two estimates of site- generated trips. Both values can be considered when determining a site trip generation estimate. Data plots are also provided for three additional independent variables: AM peak hour traffic on adjacent street, PM peak hour traffic on adjacent street, and employees. These independent variables are intended to be analyzed as single independent variables and do not have sub- categories associated with them. Within the data plots and within the ITETripGen web app, these plots are found under the land use subcategory “none.” Additional Data ITE recognizes there are existing convenience store/gas station sites throughout North America that are larger than the sites presented in the data plots. However, the ITE database does not include any site with more than 24 VFP or any site with gross floor area greater than 10,000 square feet. Submission of trip generation data for larger sites is encouraged. The technical appendices provide supporting information on time-of-day distributions for this land use. The appendices can be accessed through either the ITETripGen web app or the trip generation resource page on the ITE website (https://www.ite.org/technical-resources/topics/trip- and-parking-generation/). The sites were surveyed in the 1980s, the 1990s, the 2000s, and the 2010s in Alberta (CAN), Arkansas, California, Connecticut, Delaware, Florida, Indiana, Iowa, Kentucky, Maryland, Massachusetts, Minnesota, Nevada, New Hampshire, New Jersey, Pennsylvania, Rhode Island, South Dakota, Texas, Utah, Vermont, Washington, and Wisconsin. Source Numbers 221, 245, 274, 288, 300, 340, 350, 351, 352, 355, 359, 385, 440, 617, 718, 810, 813, 844, 850, 853, 864, 865, 867, 869, 882, 883, 888, 904, 926, 927, 936, 938, 954, 960, 962, 977, 1004, 1024, 1025, 1027, 1052 865General Urban/Suburban and Rural (Land Uses 800–999) 584 Convenience Store/Gas Station -GFA (4-5.5k)(945) Vehicle Trip Ends vs:Vehicle Fueling Positions On a:Weekday Setting/Location:General Urban/Suburban Number of Studies:5 Avg.Num.of Vehicle Fueling Positions:14 Directional Distribution:50%entering,50%exiting Vehicle Trip Generation per Vehicle Fueling Position Average Rate Range of Rates Standard Deviation 257.13 193.00 -324.17 57.53 Data Plot and Equation 0 10 20 300 1000 2000 3000 4000 5000 Average RateStudySite Fitted Curve Equation:Not Given R²=*** X =Number of Vehicle Fueling Positions T = T r i p s E n d s 872 Trip Generation Manual 11th Edition • Volume 5 585 Convenience Store/Gas Station -GFA (4-5.5k)(945) Vehicle Trip Ends vs:Vehicle Fueling Positions On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location:General Urban/Suburban Number of Studies:18 Avg.Num.of Vehicle Fueling Positions:13 Directional Distribution:50%entering,50%exiting Vehicle Trip Generation per Vehicle Fueling Position Average Rate Range of Rates Standard Deviation 27.04 7.78 -44.38 9.88 Data Plot and Equation 0 10 20 300 200 400 600 800 Average RateStudySite Fitted Curve Equation:Not Given R²=*** X =Number of Vehicle Fueling Positions T = T r i p s E n d s 873General Urban/Suburban and Rural (Land Uses 800–999) 586 Convenience Store/Gas Station -GFA (4-5.5k)(945) Vehicle Trip Ends vs:Vehicle Fueling Positions On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location:General Urban/Suburban Number of Studies:23 Avg.Num.of Vehicle Fueling Positions:14 Directional Distribution:50%entering,50%exiting Vehicle Trip Generation per Vehicle Fueling Position Average Rate Range of Rates Standard Deviation 22.76 9.78 -37.50 8.49 Data Plot and Equation 0 10 20 300 200 400 600 Average RateStudySite Fitted Curve Equation:Not Given R²=*** X =Number of Vehicle Fueling Positions T = T r i p s E n d s 874 Trip Generation Manual 11th Edition • Volume 5 587 APPENDIX I CFRPMv7 Model Plot 588 30 35 5 30 589 APPENDIX J Semino le County Roadway Concurrency Information 590 Summary of Roadway Concurrency Information Thursday, December 22, 2022 Page 87 of 146 This information has been provided by Tony Nelson, P.E. at Seminole County Engineering and is current information as of the above referenced date. Traffic Counter ID Roadway Name From To __________________________________________________________________________________________________________________ Net Available Capacity -1617 __________________________________________________________________________________________________________________ 294 SR 434 DeLeon St E-W Expressway Current Traffic Count 23955 Roadway Link Capacity 18270 Committed Trips 293 Net Available Capacity -5978 __________________________________________________________________________________________________________________ 295 SR 434 E-W Expressway Springs Ave Current Traffic Count 27563 Roadway Link Capacity 48000 Committed Trips 0 Net Available Capacity 20437 __________________________________________________________________________________________________________________ 296 SR 434 Springs Ave Tuskawilla Rd Current Traffic Count 27610 Roadway Link Capacity 48000 Committed Trips 293 Net Available Capacity 20097 __________________________________________________________________________________________________________________ 591 Summary of Roadway Concurrency Information Thursday, December 22, 2022 Page 88 of 146 This information has been provided by Tony Nelson, P.E. at Seminole County Engineering and is current information as of the above referenced date. Traffic Counter ID Roadway Name From To __________________________________________________________________________________________________________________ 297 SR 434 Tuskawilla Rd SR 419 Current Traffic Count 36344 Roadway Link Capacity 48000 Committed Trips 0 Net Available Capacity 11656 __________________________________________________________________________________________________________________ 298 SR 434 SR 419 Belle Ave Current Traffic Count 24671 Roadway Link Capacity 48000 Committed Trips 0 Net Available Capacity 23329 __________________________________________________________________________________________________________________ 299 SR 434 Belle Ave US 17-92 Current Traffic Count 33165 Roadway Link Capacity 48000 Committed Trips 0 Net Available Capacity 14835 __________________________________________________________________________________________________________________ 300 SR 434 US 17-92 CR 427 Current Traffic Count 23146 592 Summary of Roadway Concurrency Information Thursday, December 22, 2022 Page 96 of 146 This information has been provided by Tony Nelson, P.E. at Seminole County Engineering and is current information as of the above referenced date. Traffic Counter ID Roadway Name From To __________________________________________________________________________________________________________________ Net Available Capacity 15958 __________________________________________________________________________________________________________________ 325 TRIPLET LAKE US 17-92 N. Triplet Lake Dr Current Traffic Count 2483 Roadway Link Capacity 19360 Committed Trips 0 Net Available Capacity 16877 __________________________________________________________________________________________________________________ 326 TUSKAWILLA RD SR 434 Trotwood Blvd Current Traffic Count 21241 Roadway Link Capacity 42560 Committed Trips 0 Net Available Capacity 21319 __________________________________________________________________________________________________________________ 327 TUSKAWILLA RD Trotwood Blvd Winter Springs Blvd Current Traffic Count 20748 Roadway Link Capacity 42560 Committed Trips 8 Net Available Capacity 21804 __________________________________________________________________________________________________________________ 593 PUBLIC HEARINGS AGENDA ITEM 401 PLANNING AND ZONING BOARD/LOCAL PLANNING AGENCY AGENDA | SEPTEMBER 11, 2025 REGULAR MEETING TITLE Winter Springs Marketplace Additional Parking – Site/Final Engineering and Development Agreement. SUMMARY The development site consists of undeveloped land that is currently part of the Winter Springs Marketplace development. The applicant is proposing to modify the existing parking area and stormwater pond by proposing 10 additional parking spaces for the adjacent Wawa development. The existing site was permitted under the Winter Springs Marketplace (2021-00002152). This site plan was submitted simultaneously with the Wawa at Winter Springs Marketplace Site Plan (FEDP-2025-0016). FUNDING SOURCE RECOMMENDATION Staff recommends that the Planning & Zoning Board recommend approval of the Site/Final Engineering and Development Agreement, subject to the following conditions of approval: 1. Execution of the Development Agreement. 2. Construction on the site shall not begin until the stormwater permit from St. Johns River Water Management District is approved. 3. All grass on the Property shall be Bahia grass. No St. Augustine grass or grass types with low drought tolerance shall be permitted. 594 TITLE Winter Springs Marketplace Additional Parking – Site/Final Engineering and Development Agreement. SUMMARY The Community Development Department requests that the Planning & Zoning Board hold a Public Hearing to consider Site/Final Engineering and Development Agreement regarding the applicant’s request to add parking and make changes to Robert Family Lane in the Town Center District, T5 Transect. General Information Applicant Tuskawilla Property Investors, LLC Property Owner(s) WINTER SPRINGS NET, LLC Location 180 Tuskawilla Rd Tract Size 1.22 Acres Parcel ID Number 36-20-30-502-0000-0090 Zoning Designation Town Center District, T-5 Transect FLUM Designation Town Center District Adjacent Land Use North: State Road 419/434 East: Tuskawilla Rd South: Winter Springs Marketplace West: Winter Springs Marketplace Height Not applicable Setbacks Front: 25 ft, minimum, 50 ft. maximum Rear: 15 ft. minimum Side: 5 ft. minimum, 100 ft. maximum Development Standards Lot Coverage 100% Development Permits Not applicable Development Agreement Pending PUBLIC HEARINGS AGENDA ITEM PLANNING & ZONING BOARD THURSDAY, SEPTEMBER 11, 2025 REGULAR MEETING 595 P U B L I C H E A R I N G S A G E N D A I T E M | T H U R S D A Y , S E P T E M B E R 1 1 , 2 0 2 5 , | P A G E 2 O F 8 Code Enforcement Not applicable City Liens Not applicable Background Data: The development site consists of undeveloped land that is currently part of the Winter Springs Marketplace development. The applicant is proposing to modify the existing parking area and stormwater pond by proposing 10 additional parking spaces for the adjacent Wawa development. The existing site was permitted under the Winter Springs Marketplace (2021-00002152). This site plan was submitted simultaneously with the Wawa at Winter Springs Marketplace Site Plan (FEDP- 2025-0016). Public Notices: Notices were mailed to all owners of real property adjacent to and within approximately five-hundred (500) feet of the subject property and all Homeowner’s Associations on file with the City of Winter on July 29, 2025. A Community Workshop was held on June 30, 2025 at 7:00 PM at The Foundry Church. There were no objections raised at the Community Workshop regarding the proposed development. Please see (Figure “1”) Community Workshop Flyer and (Figure “2”) Community Workshop Attendance. Analysis of Final Engineering Plans (Sec. 20-33.1) Criteria: The criteria for Final Engineering Plans are provided and analyzed below: (a) Site and final engineering plans and the subdivision of land shall also be subject to the technical requirements set forth in Chapter 9 of the City Code. It is the intent of this section to apply to applications for site and final engineering plans and to any subdivision of land requiring a plat, if applicable, and does not include review and approval of a lot split application. Please see the discussion below regarding technical requirements of Chapter 9. The Final Engineering Plans have been reviewed by the City’s contract engineer, who concluded that the Plans satisfy the technical requirements. provided the conditions of approval set forth below are met. (b) Except in situations involving one (1) single-family home, the Planning and Zoning Board shall be required to review all site and final engineering plan and subdivision of land applications and make a written recommendation to the city commission. Such recommendation shall include the reasons for the board's recommendation and show the board has considered the applicable criteria set forth in this section. 596 P U B L I C H E A R I N G S A G E N D A I T E M | T H U R S D A Y , S E P T E M B E R 1 1 , 2 0 2 5 , | P A G E 3 OF 8 (c) Upon receipt of the planning and zoning board's recommendation, the city commission shall make a final decision on the application. If the city commission determines that the planning and zoning board has not made a recommendation on an application within a reasonable period of time, the city commission may, at its discretion, consider an application without the planning and zoning board's recommendation. Except in situations involving one (1) single-family home, all site and final engineering plan and subdivision recommendations and final decisions shall be based on whether the site and final engineering plan and subdivision of land complies with all the technical requirements set forth in chapter 9 of the City Code and the following criteria to the extent applicable: (1) Whether the applicant has demonstrated the site and final engineering plan and subdivision of land, including its proposed density, height, scale and intensity, hours of operation, building and lighting design, setbacks, buffers, noise, refuse, odor, particulates, smoke, fumes and other emissions, parking and traffic - generating characteristics, number of persons anticipated using, residing or working under the plan, and other off-site impacts, is compatible and harmonious with adjacent land uses, and will not adversely impact land use activities in the immediate vicinity. Analysis: Subject to the Conditions of Approval, Staff finds that the proposed Development is compatible and harmonious with adjacent land uses and will not adversely impact land use activities in the immediate vicinity. (2) Whether the applicant has demonstrated the size and shape of the site, the proposed access and internal circulation, and the design enhancements to be adequate to accommodate the proposed density, scale and intensity of the site and final engineering plan requested. The site shall be of sufficient size to accommodate design amenities such as screening, buffers, landscaping, open space, off-street parking, safe and convenient automobile, bicycle, and pedestrian mobility at the site, and other similar site plan improvements needed to mitigate against potential adverse impacts of the proposed use. Analysis: Staff finds that the Applicant has demonstrated that the size and shape of the site, the proposed access and internal circulation, and the design enhancements to be adequate to accommodate the proposed density, scale, and intensity of the site and final engineering plan requested for the reasons described above. (3) Whether the proposed site and final engineering plan and subdivision of land will have an adverse impact on the local economy, including governmental fiscal impact, employment, and property values. Analysis: Staff finds that the proposed site and final engineering plan and subdivision of land will not have an adverse impact on the local economy, including governmental fiscal impact, employment, and property values. 597 P U B L I C H E A R I N G S A G E N D A I T E M | T H U R S D A Y , S E P T E M B E R 1 1 , 2 0 2 5 , | P A G E 4 OF 8 (4) Whether the proposed site and final engineering plan and subdivision of land will have an adverse impact on the natural environment, including air, water, and noise pollution, vegetation and wildlife, open space, noxious and desirable vegetation, and flood hazards. Analysis: Staff finds that the proposed site and final engineering plan will not have an adverse impact on the natural environment, including air, water, and noise pollution, vegetation and wildlife, open space, noxious and desirable vegetation, and flood hazards. The project is located outside of the special flood hazard area. Adequate stormwater detention will be provided for the project both on-site and through the stormwater system for the Winter Springs Marketplace development, of which this development is a part. Please see Figure “3“, Site Plan. An Environmental Site Assessment was provided for the site that dates from 2020. As the property has since been developed, additional studies have not been conducted. Please see Figure “5“, Environmental Report. (5) Whether the proposed site and final engineering plan and subdivision of land will have an adverse impact on historic, scenic, and cultural resources, including views and vistas, and loss or degradation of cultural and historic resources. Analysis: The proposed site and final engineering plan will have no impact on historical resources. No additional scenic or cultural resources. Including scenic views or vistas, will be impacted by this site and final engineering plan. (6) Whether the proposed site and final engineering plan and subdivision of land will have an adverse impact on public services, including water, sewer, stormwater and surface water management, police, fire, parks and recreation, streets, public transportation, marina and waterways, and bicycle and pedestrian facilities. Analysis: City Staff have reviewed this project from a planning and engineering perspective. Staff did not find any adverse impact on any of the public services listed above. (7) Whether the site and final engineering plan and subdivision of land, and related traffic report and plan provided by the applicant, details safe and efficient means of ingress and egress into and out of the neighborhood and adequately addresses the impact of projected traffic on the immediate neighborhood, traffic circulation pattern for the neighborhood, and traffic flow through immediate intersections and arterials. Analysis: Transportation questions were not considered with this site plan as they were not relevant to the addition of the ten parking spaces and changes to the stormwater pond. (8) Whether the proposed site and final engineering plan and subdivision of land will have an adverse impact on housing and social conditions, including variety of housing unit types and prices, and neighborhood quality. 598 P U B L I C H E A R I N G S A G E N D A I T E M | T H U R S D A Y , S E P T E M B E R 1 1 , 2 0 2 5 , | P A G E 5 O F 8 Analysis: As a commercial project, the proposed site and final engineering plan will not have an adverse impact on the variety of housing unit types and prices. As for neighborhood quality, subject to the Conditions of Approval, the proposed site and final engineering plan development will not have an adverse impact on neighborhood quality. See Figure “3”, Winter Springs Marketplace Final Engineering and Development Plan. (9) Whether the proposed site and final engineering plan and subdivision of land avoids significant adverse odor, emission, noise, glare, and vibration impacts on adjacent and surrounding lands regarding refuse collection, service delivery, parking and loading, signs, lighting, and other site elements. Analysis: Staff finds that proposed site and final engineering plan avoids significant adverse odor, emissions, noise, glare and vibration impacts on adjacent and surrounding lands regarding refuse collection, service delivery, parking and loading, signs, lighting, and other site elements. (10) Whether the applicant has provided an acceptable security plan for the proposed establishment to be located on the site and final engineering plan and subdivision of land that addresses the safety and security needs of the establishment and its users and employees and minimizes impacts on the neighborhood, if applicable. Analysis: A security plan is not applicable to the addition of parking spaces and changes to a stormwater pond. (11) Whether the applicant has provided on the site and final engineering plan and subdivision of land an acceptable plan for the mass delivery of merchandise for new large footprint buildings (greater than twenty thousand (20,000) square feet) including the hours of operation for delivery trucks to come into and exit the property and surrounding neighborhood, if applicable. Analysis: Not applicable. The project does not involve a large footprint building. (12) Whether the applicant has demonstrated that the site and final engineering plan and subdivision of land have been designed to incorporate mitigative techniques and plans needed to prevent adverse impacts addressed in the criteria stated herein or to adjacent and surrounding uses and properties. Analysis: Staff finds that subject to the Conditions of Approval, the site and final engineering plans have been designed to incorporate mitigative techniques and plans needed to prevent the adverse impacts mentioned in the criteria on adjacent and surrounding uses and properties. (13) If the proposed conditional use is a residential use, whether the elementary, middle and high schools (K—12) that will be initially assigned to the residential project by the school district at the time the city commission considers final 599 P U B L I C H E A R I N G S A G E N D A I T E M | T H U R S D A Y , S E P T E M B E R 1 1 , 2 0 2 5 , | P A G E 6 OF 8 approval of the conditional use have both sufficient capacity, are in close proximity to the project so as to make each of the assigned schools accessible and convenient (e.g., walking distance, travel time, private and public transportation, and quality of route environment) to the majority of the school population that will be drawn from the project, and promote and support the integration of future residents of the project into the existing city of Winter Springs community in a sustainable manner. Analysis: Not applicable. This is not a residential development. (14) Whether the applicant has agreed to execute a binding development agreement required by city to incorporate the terms and conditions of approval deemed necessary by the city commission including, but not limited to, any mitigative techniques and plans required by City Code. Analysis: The applicant has agreed to and is working on a binding development agreement with the City addressing terms and conditions deemed necessary by the City Commission. Water and Sewer: Not applicable for this project as water and sewer are not required. Stormwater: The applicant included a Drainage and Grading plan as part of the Final Engineering/Site Plan (Figure “3”). Staff have reviewed and approved the information necessary from this development. However, the applicant will also need to receive approval from the St Johns River Water Management District and this approval is included as part of the Conditions of Approval. Transportation: Not applicable for this project. A Traffic Impact Analysis was included with FEDP- 2025-0016 for Wawa. Parking: The Town Center does not have minimum required parking standards, however, the applicant provided documentation (Figure “4”) that it would provide an additional ten (“10”) parking spaces to meet the needs of the Marketplace. Reports: The Final Engineering submittal is required to include the following reports or updates of previously prepared reports for the same property. Reports August 4, 2020 Environmental Report (Figure “5”) December 15, 2020 Geotechnical Report (Figure “6”) December 6, 2024 Parking Analysis (Figure “4”) 600 P U B L I C H E A R I N G S A G E N D A I T E M | T H U R S D A Y , S E P T E M B E R 1 1 , 2 0 2 5 , | P A G E 7 O F 8 Procedural History: May 6, 2025 Pre-Application Meeting June 30, 2025 Community Workshop August 7, 2025 Planning & Zoning Board | Recommendation on Site/Final Engineering Plan and Development Agreement. August 25, 2025 City Commission | Hearing on Final Engineering Site/Final Engineering Plan and Development Agreement. Applicable Law, Public Policy, and Events: Florida Statutes 163.2511-163.3246: Growth Policy; County and Municipal Planning; Land Development Regulation (Provides that land development regulations for municipal planning be consistent with the Comprehensive Plan). Home Rule Powers Code of Ordinances City of Winter Springs. Section 20-1. Definitions. Fiscal Impact: A Fiscal Impact Statement was not required for this part of the development. Development Agreement: The Applicant is currently working with the City Attorney on the Development Agreement for the project. The Development Agreement shall be executed prior to any work on the project covered within this document. STAFF RECOMMENDATION Staff recommends that the Planning & Zoning Board recommend approval of the Site/Final Engineering and Development Agreement, subject to the following conditions of approval: 1. Execution of the Development Agreement. 2. Construction on the site shall not begin until the stormwater permit from St. Johns River Water Management District is approved. 3. All grass on the Property shall be Bahia grass. No St. Augustine grass or grass types with low drought tolerance shall be permitted. 601 P U B L I C H E A R I N G S A G E N D A I T E M | T H U R S D A Y , S E P T E M B E R 1 1 , 2 0 2 5 , | P A G E 8 O F 8 Attachments: Figure “1” – Community Workshop Flyer Figure “2” – Community Workshop Attendance Sheet Figure “3” – Site Plan Figure “4“ – Parking Study Figure “5 “ – Environmental Report Figure “6” – Geotechnical Report Figure “7” – Site Plan Application 602 THIRD MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 1 of 11 THIS INSTRUMENT WAS PREPARED BY AND SHOULD BE RETURNED TO: Anthony A. Garganese City Attorney of Winter Springs Garganese, Weiss, D'Agresta & Salzman, P.A. 111 N. Orange Avenue, Suite 2000 Orlando, FL 32802 (407) 425-9566 THIRD MODIFICATION TO DEVELOPMENT AND PROPERTY DIVISION AGREEMENT (Winter Springs Marketplace – Additional Parking and Modifications to Robert Family Lane) THIS THIRD MODIFICATION TO DEVELOPMENT AND PROPERTY DIVISION AGREEMENT (“Third Modification”) is made and executed this ______ day of _________________, 2025, by and between the CITY OF WINTER SPRINGS, a Florida Municipal Corporation (“City”), whose address is 1126 East S.R. 434, Winter Springs, Florida 32708, and THISTLEWOOD WINTER SPRINGS, LLC, a Florida Limited Liability Company, whose address is 677 King Street, 3rd Floor, Charleston, SC 29403 and WINTER SPRINGS NET, LLC, a Florida Limited Liability Company, whose address is 6525 3rd Street, Suite 409, Rockledge, Florida 32955 (collectively “Owners”). WITNESSETH: WHEREAS, Owners’ predecessor in interest, Tuscawilla Property Investors, LLC, and the City entered into and executed that certain Development and Property Division Agreement for Winter Springs Marketplace, dated March 8, 2021, and recorded in the Official Records of Seminole County at Book 9887, Pages 718-751 (the “Development Agreement”) as well as that certain First Modification to the Development and Property Division Agreement for Winter Springs Marketplace, dated January 30, 2023, and recorded in the Official Records of Seminole County at Book 10397, Pages 628-643 (the “First Modification”), and that certain Second Modification to the Development and Property Division Agreement for Winter Springs Marketplace, dated __________, and recorded in the Official Records of Seminole County at Book _________, Pages _____________ (the “Second Modification”); and WHEREAS, the Development Agreement governs the development of the Winter Springs Marketplace shopping center, consisting of both the Property and Trust Property, as legally described and defined therein, the Trust Property having been conveyed to Tuscawilla Property FOR RECORDING DEPARTMENT USE ONLY 603 THIRD MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 2 of 11 Investors subsequent to the execution and recordation of the Development Agreement, and the Trust Property being more particularly described in Exhibit “D” of the Development Agreement ; and WHEREAS, the Property and Trust Property have been subdivided and are no longer entirely owned by Tuscawilla Property Investors, LLC; and WHEREAS, as described in the Second Modification, Tuscawilla Property Investors, LLC, desires to construct a Wawa neighborhood convenience store with gas pumps on the Resulting Trust Property Parcel #2, as more particularly described in Exhibit “G” of the Second Modification; and WHEREAS, Tuscawilla Property Investors, LLC, as authorized by the Owners, further desires to modify the existing parking area of the Winter Springs Marketplace development by adding an additional 10 parking spaces which will be available to service the proposed Wawa development located upon the Resulting Trust Property Parcel #2, and by remodeling a portion of Roberts Family Lane which services the Property and Trust Property, as more particularly described and depicted on Exhibit “J,” attached hereto and incorporated herein by this reference (hereinafter the “Parking and Access Improvements”); and WHEREAS, the Parking and Access Improvements are located on a portion of the Property within the Winter Springs Marketplace now owned by the Owners; and WHEREAS, Section 20-29(c) of the City Code requires that all site plans shall be binding on the use of the subject property; and WHEREAS, this Third Modification shall be recorded against a portion of the Property described herein so that the terms and conditions of approval shall run with the land; and NOW THEREFORE, in consideration of the mutual promises and covenants contained herein, the parties mutually agree as follows: 1.0 Recitals. The foregoing recitals are true and correct and are hereby incorporated herein by this reference. 2.0 Authority. This Third Modification is entered into pursuant to the Florida Municipal Home Rule Powers Act. 3.0 The Project Area. The real property that is the subject of this Third Modification is legally described in EXHIBIT “I,” attached hereto and fully incorporated herein by this reference for convenience (the “Improvements Project Area”). 4.0 Project Description and Requirements; Phasing. Tuscawilla Property Investors has constructed Phases I and II of the Winter Springs Marketplace shopping center on the Property, as well as supporting infrastructure, stormwater pond, parking lots, and landscaping. Owners intend to construct certain improvements, consisting of ten (10) additional parking spaces in the 604 THIRD MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 3 of 11 Improvements Project Area and certain improvements to Roberts Family Lane, as depicted in Exhibit “J.” (Hereinafter, all project description and requirements and references to the “Parking and Access Improvements” shall refer to the additional parking spaces and the associated improvements to Roberts Family Lane). Owners shall construct the Parking and Access Improvements in a manner consistent with the approved Final Engineering/Site Plans that are on file with the City with the following file numbers and consistent with the requirements contained in this Third Modification: File Nos: FEDP-2025-0017. FINAL ENGINEERING/SITE PLAN. The overall Final Engineering/Site Plan for the Parking and Access Improvements is attached hereto as EXHIBIT “J” for convenience and incorporated herein by this reference. 5.0 Conditions of Approval. Specific conditions of approval for the above-referenced Final Engineering Plans include the following, which are also addressed in the staff report for the Final Engineering/Site Plans: a. All grass areas in the Improvements Project Area shall use Bahia grass. No St. Augustine grass or any grass type with low drought tolerance shall be permitted. b. Construction of the Parking and Access Improvements shall not commence until appropriate permitting has been obtained from the St. Johns River Water Management District, to the extent required. 6.0 Termination of Approval as to Parking and Access Improvements. In the event the Owners or their authorized agents fail to obtain the building permit and substantially commence construction of the Parking and Access Improvements within two (2) years of the Effective Date of this Third Modification, then the City shall have the right to terminate and/or void the approvals set forth herein and require the Owners to reapply to the City. The Owners may apply to the City Commission for an extension of this deadline, which may be granted upon good cause shown. 7.0 Representations of the Parties. The City and Owners hereby each represent and warrant to the other that it has the power and authority to execute, deliver and perform the terms and provisions of this Third Modification and has taken all necessary action to authorize the execution, delivery and performance of this Third Modification. The Owners further agrees and make the following representations and warranties to the City: A. The Owners are lawfully seized of the Improvements Project Area property in fee simple and has full and lawful authority to execute this Third Modification and bind the Improvements Project Area property as set forth herein. 605 THIRD MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 4 of 11 This Third Modification will, when duly executed and delivered by the City and Owners, constitute a legal, valid and binding obligation enforceable against the parties hereto. Upon recording of this Third Modification in the Public Records of Seminole County, Florida, the Third Modification shall be a binding obligation upon the Improvements Project Area property in accordance with the terms and conditions of this Agreement. Owners represent that it has voluntarily and willfully executed this Third Modification for purposes of binding himself and the Project Area property to the terms and conditions set forth in this Third Modification. 8.0 Successors and Assigns. This Third Modification shall automatically be binding upon and shall inure to the benefit of the City and Owners and their respective successors and assigns. The terms and conditions of this Third Modification similarly shall be binding upon the Improvements Project Area property, and shall run with title to the same upon being duly recorded against the Improvements Project Area property by the City. 9.0 Effective Date. This Third Modification shall become effective upon approval by the City Commission and execution by all parties hereto. 10.0 Recordation. Upon full execution by the Parties, this Third Modification shall be recorded in the Public Records of Seminole County, Florida by the City and shall be binding upon the Improvements Project Area property and all future owners thereof. 11.0 Effect of Modification. All other terms and conditions of the Development Agreement, First Modification, and Second Modification not in conflict with this Third Modification, shall remain in full force and effect. IN WITNESS WHEREOF, the parties have hereunto set their hands and seal on the date first above written. CITY OF WINTER SPRINGS By: Kevin McCann, Mayor ATTEST: By: Christian Gowan, City Clerk Date: _______________________________ CITY SEAL APPROVED AS TO FORM AND LEGALITY For the use and reliance of the City of Winter Springs, Florida only. 606 THIRD MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 5 of 11 Date: By: Anthony A. Garganese, City Attorney for the City of Winter Springs, Florida STATE OF FLORIDA COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me by means of (___) physical presence or (___) online notarization, this ______ day of ___________, 2025, by Kevin McCann, Mayor of the City of Winter Springs, Florida, a Florida municipal corporation, on behalf of the corporation, who is personally known to me or produced ___________________ _______________ as identification. (NOTARY SEAL) (Notary Public Signature) (Print Name) Notary Public, State of Commission No.: My Commission Expires: ________________ Signed, sealed and delivered in the presence of the following witnesses: Signature of Witness Printed Name of Witness Signature of Witness Printed Name of Witness WINTER SPRINGS NET, LLC By: Print Name:______________________________ Date: _______________ STATE OF COUNTY OF The foregoing instrument was acknowledged before me by means of (___) physical presence or (___) online notarization, this ______ day of ___________, 2025, by _______________, the Manager of Winter Springs Net, LLC, a limited liability company, on 607 THIRD MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 6 of 11 behalf of the company, who is personally known to me or produced ___________________ _______________ as identification. (NOTARY SEAL) (Notary Public Signature) (Print Name) Notary Public, State of Commission No.: My Commission Expires: Signed, sealed and delivered in the presence of the following witnesses: Signature of Witness Printed Name of Witness Signature of Witness Printed Name of Witness THISTLEWOOD WINTER SPRINGS, LLC By: Print Name:______________________________ Date: _______________ STATE OF COUNTY OF The foregoing instrument was acknowledged before me by means of (___) physical presence or (___) online notarization, this ______ day of ___________, 2025, by _______________, the Manager of Thistlewood Winter Springs, LLC, a limited liability company, on behalf of the company, who is personally known to me or produced ___________________ _______________ as identification. (NOTARY SEAL) (Notary Public Signature) (Print Name) Notary Public, State of Commission No.: My Commission Expires: OWNERS ARE HEREBY ADVISED THAT SHOULD OWNERS FAIL TO FULLY EXECUTE, AND DELIVER TO THE CITY, THIS AGREEMENT WITHIN THIRTY (30) 608 THIRD MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 7 of 11 DAYS FROM THE DATE THAT THE CITY COMMISSION APPROVES THIS AGREEMENT, THIS AGREEMENT, AND THE DEVELOPMENT PERMIT APPROVALS REFERENCED HEREUNDER, SHALL AUTOMATICALLY BE DEEMED NULL AND VOID. 609 THIRD MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 8 of 11 EXHIBIT I LEGAL DESCRIPTION OF IMPROVEMENTS PROJECT AREA Lots 1, 3, and Tract C of the Winter Springs Marketplace plat, recorded in the Plat Book of Seminole County, Book 88, Page 5. 610 THIRD MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 9 of 11 EXHIBIT J OVERALL SITE PLAN FOR PARKING AND ACCESS IMPROVEMENTS 611 THIRD MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 10 of 11 JOINDER AND CONSENT For and in consideration of the mutual covenants, terms, and conditions and restrictions contained herein, together with other good and valuable consideration, the receipt and sufficiency of which is hereby acknowledged, One Florida Bank, a Florida banking corporation, as holder of that certain Mortgage, Security Agreement, Financing statement and Assignment of Rents which is recorded in Official Records Book 10107, Page 1 of the Public Records of Seminole County, Florida, as affected by that certain Cross-Default and Cross-Collateralization Agreement recorded in Official Records Book 10108, Page 57, that certain Assignment of Rents, Leases, Profits and Contracts recorded in Official Records Book 10107, Page 20, and that certain UCC-1 Financing Statement recorded in Official Records Book 10147, Page 359; and that certain Mortgage, Security Agreement, Financing statement and Assignment of Rents which is recorded in Official Records Book 9757, Page 1364, as affected by that certain Cross-Default and Cross-Collateralization Agreement recorded in Official Records Book 10108, Page 57, that certain Assignment of Rents, Leases, Profits and Contracts recorded in Official Records Book 9757. Page 1386, and that certain UCC-1 Financing Statement recorded in Official Records Book 9757, Page 1396, all of the Public Records of Seminole County, Florida (collectively, the “Mortgage”) hereby joins in and consents to the foregoing Third Modification to the Development and Property Division Agreement by and between the City of Winter Springs, a Florida municipal corporation, and Tuscawilla Property Investors, LLC, a Florida limited liability company, and further acknowledges and agrees that its Mortgage shall be subordinated to such Third Modification to the Development and Property Division Agreement and the obligations contained therein. Dated this _______ day of ______, 2025. 612 THIRD MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 11 of 11 Signed and sealed in the presence of: Print Name: Address: ____________________________ Print Name: By: ___________________________________ Name: Title : Address: ______________________________ STATE OF COUNTY OF The foregoing instrument was acknowledged before me by means of (___) physical presence or (___) online notarization, this ______ day of ___________, 2025, by __________, the _____________ of _____________________, a _______________, on behalf of the company, who is personally known to me or produced ___________________ _______________ as identification. (NOTARY SEAL) (Notary Public Signature) (Print Name) Notary Public, State of Commission No.: My Commission Expires: 613 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Site Plan Review 01/2024 Page 1 of 3 The Community Development Director reserves the right to determine whether this application is complete and accurate. An incomplete application will not be processed and will be returned to the applicant. The application shall be reviewed per Florida Statue 419.001. Applications shall be reviewed for sufficiency (completeness) within thirty (30) calendar days per FL Statue 166.033. By submitting this application, you hereby grant temporary right of entry for City officials to enter upon the subject property for purposes of evaluating this application. Site Plan Type Type of Development: Residential Non-Residential Preliminary Review Final Review Combined Preliminary/Final Resubmittal Recorded Plat Project Name: Date: Applicant/Agent Information Applicant(s): Mailing Address: Email: Phone Number: Person Who Will Upload Plans: Email: Phone#: Property Owner(s) Name (If Applicant is not the Property Owner) Name: Email: Phone #: Mailing Address: Phone Number: Site Information Project Address: Parcel ID(s): Parcel Size: Existing Use: Proposed Use: Zoning District: Future Land Use: X Cory Sitler 407-536-4440cory.sitler@kimley-horn.com Northwest corner of FL-434 & Tuskawilla Rd 36-20-30-502-0000-0090 1.21 Acres Commerical Commerical T-5 Urban Ceneter Commerical Wawa At Winter Springs Marketplace Tuscawilla Property Investors, LLC RStahl@equinox-development.com 630 South Maitland Avenue, Suite 1000, Maitland FL 32751 (407) 628-0077 X 5/13/2025 Commercial Commercial Commercial Winter Springs Marketplace - Additional Parking 0.12 614 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Site Plan Review 01/2024 Page 2 of 3 Is the property located in the Town Center District? _____Yes _____No Is the property within the S.R. 434 Corridor Overlay District? _____Yes _____No Is the property located in the Greeneway Interchange Zoning District? _____Yes _____No The Planning and Zoning Board/Local Planning Agency shall review Site Plan Applications and make a written recommendation to the City Commission. The City Commission shall render all final decisions regarding Preliminary and Final Engineering Plans and may impose reasonable conditions on any approved plans to the extent deemed necessary and relevant to ensure compliance with applicable criteria and other applicable provisions of the City Code and Comprehensive Plan. All formal decisions shall be based upon the applicable criteria as set forth in the City’s Code of Ordinances Chapter 9, Land Development and Chapter 20, Zoning. Applicants are advised, that if they decide to appeal any decisions made at the meetings or hearings, with respect to any matter considered at the meetings or hearings, they will need a record of the proceedings and, for such purposes, they will need to ensure that a verbatim record of the proceedings is made, at their cost, which includes the testimony and evidence upon which the appeal is to be based, per 286.0105, Florida Statutes. Application Fees Fees are as reflected on the Fee Schedule plus actual costs incurred for advertising or notification, and reimbursement for technical, and/or professional services which may be required in connection with the review, inspection, or approval of any development (based on accounting submitted by the City Consultant), payable prior to approval of the pertinent stage of development. X X X 615 61 6 COMMUNITY WORKSHOP Date: June 30, 2025 @ 6:00 P.M. Location: The Foundry Church – Classroom 5 1491 E. State Road 434, Winter Springs, FL 32708 Community Workshop to consider Final Engineering Site Plans, Aesthetic Review and Conditional Use in order to construct a 4,736 sq. ft. gas station/convenience store in the Winter Springs Marketplace within the Town Center District on the subject site. Project: Wawa gas station/convenient store Location: SW corner of Tuskawilla Road and E. State Road 434 Parcel ID: 36-20-30-502-0000-0090 Acreage: ± 1.22-acre project Zoning: Town Center District (T5) Future Land Use: Town Center (TC) Applicant/Presenter: Ryan Stahl, Scott Kearney, Kimley-Horn Associates 617 61 8 PREPARED BY AERIAL PHOTOGRAPH N.T.S. NORTH NORTH WI N T E R S P R I N G S M A R K E T P L A C E - AD D I T I O N A L P A R K I N G K- H P R O J E C T # 1 4 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 CITY OF WINTER SPRINGS, FL JULY 2025 WINTER SPRINGS MARKETPLACE- ADDITIONAL PARKING OWNER/DEVELOPER TUSCAWILLA PROPERTY INVESTORS LLC. 630 S. MAITLAND AVE., SUITE 100 MAITLAND, FL 32751 CONTACT: RYAN STAHL PHONE: (407) 628-0077 EMAIL: Rstahl@equinox-development.com ENGINEER KIMLEY HORN AND ASSOCIATES, INC. 200 S. ORANGE AVE., SUITE 600 ORLANDO, FL 32801 CONTACT: CORY SITLER, P.E. PHONE: (407) 427-1612 EMAIL: cory.sitler@kimley-horn.com PARCEL 1: LOT 7, JOE E. JOHNSTON'S SURVEY, RECORDED IN DEED BOOK 147, PAGE 221, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, AND ALSO BEING THAT PART OF THE UNPLATTED PART OF BLOCK B OF D. R. MITCHELL‘S SURVEY OF THE LEVY GRANT, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 1, PAGE 5, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, DESCRIBED AS FOLLOWS: BEGINNING AT A POINT 186 FEET NORTH 38 DEGREES 45 MINUTES WEST OF THE MOST EASTERLY CORNER OF THAT PART OF SAID BLOCK B LYING SOUTHWEST OF THE SANFORD-OVIEDO ROAD AND RUNNING NORTH 38 DEGREES 45 MINUTES WEST, 200 FEET ALONG THE WESTERLY LINE OF THE SANFORD-OVIEDO; THENCE SOUTH 51 DEGREES 15 MINUTES WEST 650.30 FEET; THENCE SOUTH 22 DEGREES 15 MINUTES EAST 208.8 FEET; THENCE NORTH 51 DEGREES 15 MINUTES EAST 710.14 FEET TO THE POINT OF BEGINNING; LESS AND EXCEPT THAT PART TAKEN FOR ROAD RIGHT OF WAY BY THE ORDER OF TAKING RECORDED IN OFFICIAL RECORDS BOOK 2803, PAGE 1023, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. PARCEL 2: THAT PART OF THE UNPLATTED PART OF BLOCK B OF D. R. MITCHELL'S SURVEY OF THE LEVY GRANT, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 1, PAGE 5, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, DESCRIBED AS FOLLOWS: BEGINNING AT A POINT 186 FEET NORTH 38 DEGREES 45 MINUTES WEST OF THE MOST EASTERLY CORNER OF THAT PART OF SAID BLOCK B LYING SOUTHWEST OF THE SANFORD-OVIEDO HIGHWAY AND RUNNING NORTH 38 DEGREES 45 MINUTES WEST 200 FEET ALONG THE WESTERLY LINE OF THE SANFORD-OVIEDO HIGHWAY; THENCE SOUTH 51 DEGREES 15 MINUTES WEST 710.14 FEET; THENCE SOUTH 22 DEGREES 15 MINUTES EAST 208 FEET; THENCE NORTH 51 DEGREES 15 MINUTES EAST 770 FEET TO THE POINT OF BEGINNING; LESS AND EXCEPT THAT PART TAKEN FOR ROAD RIGHT OF WAY BY THE ORDER OF TAKING RECORDED IN OFFICIAL RECORDS BOOK 2831, PAGE 1024, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. PARCEL 3: THAT PART OF THE UNPLATTED PART OF BLOCK B OF D. R. MITCHELL'S SURVEY OF THE LEVY GRANT, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 1, PAGE 5, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, DESCRIBED AS FOLLOWS: BEGINNING AT THE MOST EASTERLY CORNER OF THAT PART OF SAID BLOCK B LYING SOUTHWESTERLY OF THE SANFORD-OVIEDO HIGHWAY AND RUNNING NORTH 38 DEGREES 43 MINUTES 16 SECONDS WEST 186.0 FEET ALONG THE WESTERLY LINE OF THE RIGHT OF WAY OF THE SANFORD-OVIEDO HIGHWAY; THENCE SOUTH 51 DEGREES 15 MINUTES WEST 770.0 FEET; THENCE SOUTH 22 DEGREES 15 MINUTES EAST, 13.5 FEET TO THE SOUTHWEST CORNER OF THE UNPLATTED PART OF BLOCK B; THENCE EAST ALONG THE NORTH LINE OF TUSKAWILLA, A DISTANCE OF 497.0 FEET; THENCE NORTH 30 DEGREES EAST 420.0 FEET TO THE POINT OF BEGINNING; ALSO DESCRIBED AS LOT 9, ACCORDING TO JOE E. JOHNSTON'S SURVEY AS RECORDED IN DEED BOOK 147, PAGE 221, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. TOGETHER WITH THE WEST HALF OF THE VACATED STREET ADJACENT ON THE EAST AS SET FORTH IN RESOLUTION RECORDED IN OFFICIAL RECORDS BOOK 2972, PAGE 373, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA; LESS AND EXCEPT ROAD RIGHTS OF WAY AS SET FORTH IN ORDER OF TAKING RECORDED IN OFFICIAL RECORDS BOOK 2831, PAGE 1024, AND WARRANTY DEED TO SEMINOLE COUNTY, FLORIDA, RECORDED IN OFFICIAL RECORDS BOOK 8377, PAGE 27, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. PARCEL 4: THAT PART OF LOT 8 BLOCK A, D. R. MITCHELL'S SURVEY OF THE LEVY GRANT, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 1, PAGE 5, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, LYING WESTERLY FROM THE WESTERLY FIFTY FEET FROM THE CENTER LINE OF TUSKAWILLA ROAD; TOGETHER WITH THE EAST HALF OF THE VACATED STREET ADJACENT ON THE WEST AS SET FORTH IN RESOLUTION RECORDED IN OFFICIAL RECORDS BOOK 2972, PAGE 373, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA; LESS AND EXCEPT ROAD RIGHTS OF WAY AS SET FORTH IN WARRANTY DEED TO COUNTY OF SEMINOLE RECORDED IN OFFICIAL RECORDS BOOK 1571, PAGE 707; ORDER OF TAKING RECORDED IN OFFICIAL RECORDS BOOK 2831, PAGE 1024; AND WARRANTY DEED TO SEMINOLE COUNTY, FLORIDA, RECORDED IN OFFICIAL RECORDS BOOK 8377, PAGE 27, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. LANDSCAPE ARCHITECT KIMLEY HORN AND ASSOCIATES, INC. 200 S. ORANGE AVE., SUITE 600 ORLANDO, FL 32801 CONTACT: SCOTT MINGONET, PLA, AICP PHONE: (407) 898-1511 EMAIL: scott.mingonet@kimley-horn.com SURVEYOR IRELAND & ASSOCIATES SURVEYING, INC 800 CURRENCY CIRCLE, SUITE 1020 LAKE MARY, FL 32746 CONTACT: PATRICK IRELAND, P.L.S. PHONE: (407) 678-3366 EMAIL: shannosurv@aol.com FOR LEGAL DESCRIPTION LOCATION MAP N.T.S. SECTION 09, TOWNSHIP 22S, RANGE 26E NORTH PROJECT TEAM PROJECT LOCATION PARCEL #01-21-30-5VK-0C00-0000SEMINOLE COUNTY, CITY OF WINTER SPRINGS, FL P R O F E S SIONA L E N G INEER« «« C O R Y N. SITLER No. 89984 STATE OF F LO R I D A L I C E NS E SHEET INDEX SHEET NUMBER SHEET TITLE C0.0 COVER SHEET C1.0 GENERAL NOTES C1.1 GENERAL NOTES C2.0 EROSION CONTROL DETAILS C2.1 SWPPP NOTES C3.0 OVERALL EXISTING CONDITIONS AND DEMOLITION PLAN C3.1 EXISTING CONDITIONS AND DEMOLITION PLAN C3.2 EXISTING CONDITIONS AND DEMOLITION PLAN C4.0 OVERALL SITE PLAN C4.1 SITE PLAN C4.2 SITE PLAN C5.0 OVERALL PAVING GRADING & DRAINAGE C5.1 PAVING GRADING & DRAINAGE PLAN C5.2 PAVING GRADING & DRAINAGE PLAN C6.0 CONSTRUCTION DETAILS L1.00 LANDSCAPE PLAN L1.51 LANDSCAPE SPECIFICATIONS L1.50 LANDSCAPE DETAILS PROJECT LOCATION SITE CIVIL SITE CONSTRUCTION PLANS 61 9 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 Pl o t t e d B y : Bu s b y , M a r y S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : GE N E R A L N O T E S Ju l y 1 8 , 2 0 2 5 0 8 : 4 9 : 4 5 a m K: \ O R L _ C i v i l \ 1 4 9 1 7 0 0 2 6 - W i n t e r S p r i n g s W a w a \ C A D D \ C O N S T \ P l a n S h e e t s - A d d P a r k i n g \ C 1 . 0 G E N E R A L N O T E S . d w g AD L JC B CN S GENERAL STORM DRAINAGE SYSTEM TREES AND VEGETATION DEMOLITION SAFETY EARTHWORK / GRADING / DEMUCKING PROCEDURES DEWATERING NOTES GE N E R A L N O T E S FL CI T Y O F W I N T E R S P R I N G S C1.0 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 620 Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 Pl o t t e d B y : Bu s b y , M a r y S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : GE N E R A L N O T E S ( 2 ) Ju l y 1 8 , 2 0 2 5 0 8 : 4 9 : 5 1 a m K: \ O R L _ C i v i l \ 1 4 9 1 7 0 0 2 6 - W i n t e r S p r i n g s W a w a \ C A D D \ C O N S T \ P l a n S h e e t s - A d d P a r k i n g \ C 1 . 0 G E N E R A L N O T E S . d w g GE N E R A L N O T E S FL CI T Y O F W I N T E R S P R I N G S C1.1 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 AD L JC B CN S CONTRACTOR'S AS-BUILTPAVING, GRADING AND DRAINAGE PAVING/GRADING TESTING AND INSPECTION F.D.O.T. RIGHT-OF-WAY WORK GENERAL NOTES WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 621 FLOATING TURBIDITY BARRIERS TYPE II TYPE I Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 Pl o t t e d B y : Bu s b y , M a r y S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : ER O S I O N C O N T R O L D E T A I L S Ju l y 1 8 , 2 0 2 5 0 8 : 5 0 : 0 0 a m K: \ O R L _ C i v i l \ 1 4 9 1 7 0 0 2 6 - W i n t e r S p r i n g s W a w a \ C A D D \ C O N S T \ P l a n S h e e t s - A d d P a r k i n g \ C 2 . 0 S W P P P N O T E S . d w g AD L JC B CN S ER O S I O N C O N T R O L DE T A I L S FL CI T Y O F W I N T E R S P R I N G S C2.0 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 622 -CLEANING SUPPLIES -DETERGENTS -MASONARY BLOCK/BRICKS -PAINT -WOOD ITEMS REQUIRING POLLUTION PREVENTION THE FOLLOWING ITEMS ARE EXPECTED TO BE PRESENT ON THE PROJECT SITE: -ASPHALT -CONCRETE -FERTILIZERS -METAL PIECES -PETROLEUM BASED PRODUCTS -TAR THE FOLLOWING ARE NON-STORM WATER SOURCES THAT WILL BE ENCOUNTERED AT THE SITE AND SHOULD BE DIRECTED TO THE SEDIMENT BASIN PRIOR TO DISCHARGE: -UNCONTAMINATED GROUNDWATER EXPOSED DURING EXCAVATION -WATER FROM WATER LINE FLUSHING -PAVEMENT WASH WATERS (WHERE NO SPILLS OR LEAKS OF TOXIC OR HAZARDOUS MATERIALS HAVE OCCURRED). SPILL PREVENTION AND CONTROL THE FOLLOWING ARE THE MATERIAL MANAGEMENT PRACTICES THAT WILL BE USED TO REDUCE THE RISK OF SPILLS OR OTHER ACCIDENTAL EXPOSURE OF MATERIALS AND SUBSTANCES TO STORM WATER RUNOFF. GOOD HOUSEKEEPING -SUPERINTENDENT SHALL INSPECT PROJECT AREA DAILY FOR PROPER STORAGE, USE, AND DISPOSAL OF CONSTRUCTION MATERIALS. -STORE ONLY ENOUGH MATERIAL ON SITE FOR PROJECT COMPLETION. -ALL SUBSTANCES SHOULD BE USED BEFORE DISPOSAL OF CONTAINER. -ALL CONSTRUCTION MATERIALS STORED SHALL BE ORGANIZED AND IN THE PROPER CONTAINER AND IF POSSIBLE, STORED UNDER A ROOF OR PROTECTIVE COVER. -PRODUCTS SHALL NOT BE MIXED UNLESS DIRECTED BY THE MANUFACTURER. -ALL PRODUCTS SHALL BE USED AND DISPOSED OF ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. HAZARDOUS PRODUCTS -MATERIALS SHOULD BE KEPT IN ORIGINAL CONTAINER WITH LABELS UNLESS THE ORIGINAL CONTAINERS CANNOT BE RESEALED. IF ORIGINAL CONTAINERS CANNOT BE USED, LABELS AND PRODUCT INFORMATION SHALL BE SAVED. -PROPER DISPOSAL PRACTICES SHALL ALWAYS BE FOLLOWED IN ACCORDANCE WITH MANUFACTURER AND LOCAL/STATE REGULATIONS. PRODUCT SPECIFIC PRACTICES -PETROLEUM PRODUCTS MUST BE STORED IN PROPER CONTAINERS AND CLEARLY LABELED. VEHICLES CONTAINING PETROLEUM PRODUCTS SHALL BE PERIODICALLY INSPECTED FOR LEAKS. PRECAUTIONS SHALL BE TAKEN TO AVOID LEAKAGE OF PETROLEUM PRODUCTS ON SITE. -THE MINIMUM AMOUNT OF FERTILIZER SHALL BE USED AND MIXED INTO THE SOIL IN ORDER TO LIMIT EXPOSURE TO STORM WATER. FERTILIZERS SHALL BE STORED IN A COVERED SHED. THE CONTENTS OF ANY PARTIALLY USED BAGS OF FERTILIZER SHALL BE TRANSFERRED TO A SEALABLE PLASTIC BIN TO AVOID SPILLS. -PAINT CONTAINERS SHALL BE SEALED AND STORED WHEN NOT IN USE. EXCESS PAINT MUST BE DISPOSED OF IN AN APPROVED MANNER. -CONCRETE TRUCKS SHALL NOT BE ALLOWED TO WASH OUT OR DISCHARGE SURPLUS CONCRETE OR DRUM WASH WATER ON THE SITE. SPILL CONTROL PRACTICES IN ADDITION TO THE GOOD HOUSEKEEPING AND MATERIAL MANAGEMENT PRACTICES DISCUSSED IN THE PREVIOUS SECTIONS OF THIS PLAN, THE FOLLOWING PRACTICES SHALL BE FOLLOWED FOR SPILL PREVENTION AND CLEANUP: -SPILL CLEANUP INFORMATION SHALL BE POSTED ON SITE TO INFORM EMPLOYEES ABOUT CLEANUP PROCEDURES AND RESOURCES. -THE FOLLOWING CLEAN-UP EQUIPMENT MUST BE KEPT ON-SITE NEAR THE MATERIAL STORAGE AREA: GLOVES, MOPS, RAGS, BROOMS, DUST PANS, SAND, SAWDUST, LIQUID ABSORBER, GOGGLES, AND TRASH CONTAINERS. -ALL SPILLS SHALL BE CLEANED UP AS SOON AS POSSIBLE. -WHEN CLEANING A SPILL, THE AREA SHOULD BE WELL VENTILATED AND THE EMPLOYEE SHALL WEAR PROPER PROTECTIVE COVERING TO PREVENT INJURY. -TOXIC SPILLS MUST BE REPORTED TO THE PROPER AUTHORITY REGARDLESS OF THE SIZE OF THE SPILL. -AFTER A SPILL, THE PREVENTION PLAN SHALL BE REVIEWED AND CHANGED TO PREVENT FURTHER SIMILAR SPILLS FROM OCCURRING. THE CAUSE OF THE SPILL, MEASURES TO PREVENT IT, AND HOW TO CLEAN THE SPILL UP SHALL BE RECORDED. -THE SUPERINTENDENT SHALL BE THE SPILL PREVENTION AND CLEANUP COORDINATOR AND IS RESPONSIBLE FOR THE DAY TO DAY SITE OPERATIONS. THE SUPERINTENDENT ALSO OVERSEES THE SPILL PREVENTION PLAN AND SHALL BE RESPONSIBLE FOR EDUCATING THE EMPLOYEES ABOUT SPILL PREVENTION AND CLEANUP PROCEDURES. STORMWATER POLLUTION PREVENTION PLAN MAINTENANCE AND INSPECTION PRACTICES THE FOLLOWING ARE MAINTENANCE AND INSPECTION PRACTICES THAT SHALL BE COMPLETED BY THE CONTRACTOR: -ALL SEDIMENT AND EROSION CONTROL METHODS SHALL BE CHECKED DAILY AND AFTER EACH 0.5 INCH OR GREATER RAINFALL BY THE SUPERINTENDENT OR SOMEONE UNDER HIS/HER DIRECT SUPERVISION. -ALL SEDIMENT AND EROSION CONTROL METHODS SHALL BE KEPT IN GOOD CONDITION. REPAIRS MUST BE MADE WITHIN 24 HOURS OF REPORT. -THE SILT FENCE SHALL BE INSPECTED PERIODICALLY FOR HEIGHT OF SEDIMENT AND CONDITION OF FENCE. -THE SILT FENCE SHALL BE CLEARED OF SEDIMENT WHEN SEDIMENT MEASURES ONE-THIRD THE HEIGHT OF THE FENCE. -THE SEDIMENT BASINS/DITCHES SHALL BE CHECKED MONTHLY FOR DEPTH OF SEDIMENT. THEY SHALL BE CLEANED WHEN SEDIMENT REACHES 10% OF TOTAL CAPACITY AND AFTER CONSTRUCTION IS COMPLETE. -DIVERSION DIKES SHALL BE INSPECTED MONTHLY. ANY BREACHES SHALL BE PROMPTLY REPAIRED. -ALL SEEDING SHALL BE CHECKED FOR PROPER GROWTH AND UNIFORMITY. UNSTABALIZED AREAS SHALL BE RE-SODDED. -A MAINTENANCE REPORT SHALL BE COMPLETED DAILY AFTER EACH INSPECTION OF THE SEDIMENT AND EROSION CONTROL METHODS. THE REPORTS SHALL BE FILED IN AN ORGANIZED MANNER AND RETAINED ON-SITE DURING CONSTRUCTION. AFTER CONSTRUCTION IS COMPLETED, THE REPORTS SHALL BE SAVED FOR AT LEAST THREE YEARS. THE REPORTS SHALL BE AVAILABLE FOR ANY AGENCY THAT HAS JURISDICTION OVER EROSION CONTROL. -THE SUPERINTENDENT SHALL ORGANIZE THE TRAINING FOR INSPECTION PROCEDURES AND PROPER EROSION CONTROL METHODS FOR EMPLOYEES THAT COMPLETE INSPECTIONS AND REPORTS. ADDITIONAL CONTRACTOR RESPONSIBILITIES -C.O.R. IS REQUIRED TO SUBMIT A SWPPP TO THE CITY FOR REVIEW AND APPROVAL PRIOR TO MOBILIZING TO THE SITE AND INSTALLING ANY BMPS. -C.O.R. IS REQUIRED TO COMPLY WITH THE REGULATIONS OF THE CITY, WATER MANAGEMENT DISTRICT, AND FDEP IN MANAGING STORMWATER RUNOFF FROM CONSTRUCTION SITES. -C.O.R. IS REQUIRED TO SUBMIT AND OBTAIN A NOTICE OF INTENT FROM FDEP FOR THIS PROJECT. POLLUTION PREVENTION PLAN CERTIFICATION I CERTIFY UNDER PENALTY OF LAW THAT THIS DOCUMENT AND ALL ATTACHMENTS WERE PREPARED UNDER MY DIRECTION OR SUPERVISION IN ACCORDANCE WITH A SYSTEM DESIGNED TO ASSURE THAT QUALIFIED PERSONNEL PROPERLY GATHERED AND EVALUATED THE INFORMATION SUBMITTED. BASED ON MY INQUIRY OF THE PERSON OR PERSONS WHO MANAGE THE SYSTEM, OR THOSE PERSONS DIRECTLY RESPONSIBLE FOR GATHERING THE INFORMATION, THE INFORMATION SUBMITTED IS, TO THE BEST OF MY KNOWLEDGE AND BELIEF, TRUE, ACCURATE, AND COMPLETE. I AM AWARE THAT THERE ARE SIGNIFICANT PENALTIES FOR SUBMITTING FALSE INFORMATION, INCLUDING THE POSSIBILITY OF FINE AND IMPRISONMENT FOR KNOWING VIOLATIONS. SIGNED: _____________________________________ DATE:__________________ CORY SITLER FLORIDA REGISTRATION NUMBER: 89984 PROFESSIONAL ENGINEER CONTRACTOR'S CERTIFICATION I CERTIFY UNDER PENALTY OF LAW THAT I UNDERSTAND, SHALL COMPLY WITH, THE TERMS AND CONDITIONS OF THE STATE OF FLORIDA GENERIC PERMIT FOR STORMWATER DISCHARGE FORM LARGE AND SMALL CONSTRUCTION ACTIVITIES AND THIS STORMWATER POLLUTION PREVENTION PLAN PREPARED THEREUNDER. EROSION AND SEDIMENT CONTROLS BEST MANAGEMENT PRACTICES SHALL BE USED FOR THIS PROJECT TO CONTROL EROSION AND TURBIDITY CAUSED BY STORM WATER RUN-OFF. THE LOCATION AND DETAILS OF EROSION CONTROL METHODS ARE SHOWN ON THE PLANS. THE CONTRACTOR IS RESPONSIBLE FOR PLACING AND MAINTAINING THESE CONTROL METHODS AS SHOWN ON THE PLANS OR AS REQUIRED. HE/SHE SHALL ALSO PROVIDE THE REQUIRED EROSION PROTECTION AS REQUIRED BY LOCAL, STATE AND FEDERAL LAW. STORM WATER MANAGEMENT STORM WATER COLLECTION SHALL BE MANAGED BY AN EXISTING WET POND SYSTEM, AS WELL AS AN EXISTING EXFILTRATION SYSTEM. THE POND SYSTEM HAS BEEN DESIGNED TO MEET OR EXCEED ALL THE REQUIREMENTS OF ST. JOHNS RIVER WATER MANAGEMENT DISTRICT AND CITY OF WINTER SPRINGS, FL. STABILIZATION PRACTICES: TEMPORARY STABILIZATION - TOPSOIL STOCK PILES AND DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY TEMPORARILY OR PERMANENTLY CEASE, SHALL BE STABILIZED WITH TEMPORARY SEED AND MULCH WITHIN 7 DAYS OF THE LAST CONSTRUCTION ACTIVITY IN THAT AREA. THE TEMPORARY SEED REQUIRED CAN BE FOUND IN TABLE 1.65 A OF THE FLORIDA DEVELOPMENT MANUAL. PRIOR TO SEEDING, WHERE SOILS ARE ACIDIC 2 TONS OF PULVERIZED AGRICULTURAL LIMESTONE SHOULD BE ADDED PER ACRE AND 450 POUNDS OF 10-20-20 FERTILIZER SHALL BE APPLIED TO EACH ACRE. AFTER SEEDING, EACH AREA SHALL BE IMMEDIATELY MULCHED WITH STRAW OR EQUIVALENT EQUAL. AREAS OF THE SITE WHICH ARE TO BE PAVED SHALL BE TEMPORARILY STABILIZED BY APPLYING GEOTEXTILE AND STONE SUB-BASE UNTIL BITUMINOUS PAVEMENT CAN BE APPLIED. PERMANENT STABILIZATION - DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITIES PERMANENTLY CEASE SHALL BE STABILIZED WITH PERMANENT SEED NO LATER THAN 7 DAYS AFTER THE LAST CONSTRUCTION ACTIVITY. THE APPROPRIATE PERMANENT SEED MIX CAN BE FOUND IN TABLES 1.66A, 1.66B AND 1.66C OF THE FLORIDA DEVELOPMENT MANUAL. PRIOR TO SEEDING, 2 TONS/ACRE OF FINELY GROUND AGRICULTURAL LIMESTONE AND THE PROPER FERTILIZER BASED ON THE TYPE OF SEEDING SHALL BE APPLIED TO EACH ACRE TO PROVIDE PLANT NUTRIENTS. AFTER SEEDING, EACH AREA SHALL BE MULCHED IMMEDIATELY. ALL RETENTION/DETENTION BASINS SHALL BE SODDED AT LEAST TO THE NORMAL WATER LINE. ALL EXPOSED AREAS WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE SOLID SODDED, OTHER AREAS WITH SLOPES STEEPER THAN 4:1 SHALL BE SODDED. STRUCTURAL PRACTICES: EARTH DIKE - IF REQUIRED, AN EARTH DIKE SHALL BE CONSTRUCTED ALONG THE SITE PERIMETER. A PORTION OF THE DIKE SHALL DIVERT RUN-ON AROUND THE CONSTRUCTION SITE. THE REMAINING PORTION OF THE DIKE SHALL COLLECT RUNOFF FROM THE DISTURBED AREA AND DIRECT THE RUNOFF TO THE SEDIMENT BASIN. SEDIMENT BASIN - A SEDIMENT BASIN SHALL BE CONSTRUCTED IN THE COMMON DRAINAGE AREA FOR THE SITE. ALL SEDIMENT COLLECTED IN THE BASIN MUST BE REMOVED FROM THE BASIN UPON COMPLETION OF CONSTRUCTION. SEDIMENT FROM THE BASIN MAY BE USED AS FILL ON THE SITE IF IT IS SUITABLE SOIL. WASTE DISPOSAL WASTE MATERIALS - ALL WASTE MATERIALS SHALL BE COLLECTED AND STORED IN A METAL DUMPSTER WITH A SECURE LID IN ACCORDANCE WITH ALL LOCAL AND STATE LAWS. ALL TRASH AND CONSTRUCTION DEBRIS FROM THE SITE SHALL BE DEPOSITED IN THE DUMPSTER. THE SUPERINTENDENT SHALL COORDINATE WITH THE LOCAL UTILITIES TO HAVE THE DUMPSTER EMPTIED AT LEAST TWICE A WEEK AND THE WASTE TAKEN TO AN APPROPRIATE LANDFILL. NO CONSTRUCTION WASTE MATERIALS SHALL BE BURIED ON SITE. THE SUPERINTENDENT SHALL ORGANIZE TRAINING FOR THE EMPLOYEES IN THE PROPER PRACTICES WHEN DEALING WITH WASTE MATERIALS. THE SUPERINTENDENT SHALL BE RESPONSIBLE FOR POSTING AND ENFORCING WASTE MATERIAL PROCEDURES. HAZARDOUS WASTE - HAZARDOUS WASTE MATERIALS SHALL BE DISPOSED OF IN ACCORDANCE WITH ALL LOCAL AND STATE LAWS OR AS DIRECTED BY THE MANUFACTURER. THE SUPERINTENDENT SHALL ORGANIZE THE PROPER TRAINING FOR EMPLOYEES IN THE PROPER PRACTICES WHEN DEALING WITH HAZARDOUS WASTE MATERIALS. THESE PROCEDURES SHALL BE POSTED ON THE SITE. THE PERSON WHO MANAGES THE SITE SHALL BE RESPONSIBLE FOR ENFORCING THE PROCEDURES. SANITARY WASTE - SANITARY WASTE SHALL BE COLLECTED AND DISPOSED OF IN ACCORDANCE WITH ALL LOCAL AND STATE LAWS. THE SUPERINTENDENT SHALL COORDINATE WITH THE LOCAL UTILITY FOR COLLECTION OF THE SANITARY WASTE AT LEAST THREE TIMES A WEEK TO PREVENT SPILLAGE ONTO THE SITE. OFF-SITE TRACKING A STABILIZED CONSTRUCTION ENTRANCE SHALL BE PROVIDED TO REDUCE SEDIMENT TRACKING OFFSITE. THE CONTRACTOR SHALL PROMPTLY REMOVE ALL MUD, DIRT, OR OTHER MATERIALS TRACKED OR SPILLED ONTO EXISTING PUBLIC ROADS AND FACILITIES, DUE TO CONSTRUCTION. ALL TRUCKS HAULING MATERIALS OFFSITE SHALL BE COVERED WITH A TARPAULIN. DUST & DEBRIS CONTROL THE CONTRACTOR SHALL BE RESPONSIBLE FOR DUST CONTROL WITHIN THE CONSTRUCTION LIMITS AS WELL AS ALONG HAUL ROUTES AND ROADWAYS USED BY THE EQUIPMENT AND VEHICLES. THE CONTRACTOR SHALL ENSURE THAT EXCESSIVE DUST IS NOT TRANSPORTED BEYOND THE LIMITS OF CONSTRUCTION IN POPULATED AREAS. THE CONTRACTOR MAY CONTROL DUST FOR EMBANKMENTS OR OTHER CLEARED OR UNSURFACED AREAS BY APPLYING WATER. INSTALL MULCH, SEED, SOD, OR TEMPORARY PAVING AS EARLY AS PRACTICAL. CONTROL DUST DURING STORAGE AND HANDLING OF DUSTY MATERIALS BY WETTING, COVERING, OR OTHER MEANS AS APPROVED BY THE ENGINEER. DEBRIS SHALL NOT BE ALLOWED TO ACCUMULATE ON THE PROJECT SITE. SITE DESCRIPTION PROJECT NAME AND LOCATION WINTER SPRINGS MARKETPLACE TAX PARCEL: 36-20-30-502-0000-0090 CITY OF WINTER SPRINGS, FL *SEE COVER SHEET FOR LOCATION MAP DEVELOPER NAME AND ADDRESS TUSCAWILLA PROPERTY INVESTORS, LLC 630 SOUTH MAITLAND AVE., SUITE 100 MAITLAND, FL 32751 CONTACT: RYAN STAHL PHONE: (407) 628-0277 EMAIL: RSTAHL@EQUINOX-DEVELOPMENT.COM PROJECT DESCRIPTION THIS PROJECT IS TO DEVELOP ADDITIONAL PARKING WITHIN THE WINTER SPRINGS MARKETPLACE COMMERCIAL PROPERTY. THIS SITE IS LOCATED AT SOUTHWEST CORNER OF INTERSECTION OF TUSKAWILLA RD AND SR-434 IN WINTER SPRINGS, SEMINOLE COUNTY, FL. PROJECT AREA: 0.12 ACRES CONTRIBUTING DRAINAGE AREA: 1.22 ACRES CONTROL STRUCTURE : CS-A LONGITUDE : 81°15'47.71"W LATITUDE: 28°41'44.80"N CS-B LONGITUDE : 81°15'49.48"W LATITUDE: 28°41'44.89"N CS-C LONGITUDE : 81°15'51.87"W LATITUDE: 28°41'44.90"N ULTIMATE RECEIVING WATERS: LAKE JESSUP via MASTER SYSTEM ACTIVITIES THAT REQUIRE EROSION CONTROL SITE CLEARING AND GRUBBING; PROVIDING A STABILIZED CONSTRUCTION ENTRANCE, PERIMETER, AND OTHER EROSION AND SEDIMENT CONTROLS; EXCAVATION FOR THE RETENTION POND; SITE GRADING; INSTALLATION OF STORM WATER, SANITARY SEWER, AND WATER STRUCTURES; CURB, ROADWAYS, AND PARKING FACILITIES. *SEE PLANS FOR THE LOCATION OF TEMPORARY SEDIMENT BARRIERS AND OTHER EROSION CONTROL METHODS. SOIL PARAMETERS SOIL TYPES: SEQUENCE OF MAJOR ACTIVITIES THE ORDER OF CONSTRUCTION IS AS FOLLOWS: 1. PROVIDE STABILIZED CONSTRUCTION ENTRANCE 2. INSTALL SILT FENCES AND OTHER EROSION CONTROL METHODS 3. CLEAR AND GRUB FOR SEDIMENT BASIN AND EARTH DIKE 4. CONSTRUCT EARTH DIKE AND SEDIMENT BASIN 5. FINISH CLEARING AND GRUBBING 6. REMOVE AND STORE TOPSOIL 7. PROVIDE INITIAL GRADING AS REQUIRED 8. STABILIZE ALL DISTURBED AREAS AS SOON AS POSSIBLE 9. INSTALL UTILITIES, STORM SEWER, CURB AND GUTTER 10. INSTALL BASE TO ROAD AND PARKING AREA 11. FINISH GRADING ENTIRE SITE 12. CONSTRUCT FINAL PAVING 13. REMOVE ACCUMULATED SEDIMENT 14. REMOVE ANY ITEMS THAT ARE NOT REQUIRED TIMING OF CONTROL MEASURES THE INSTALLATION OF SILT FENCE (AND OTHER EROSION CONTROL MEASURES), A STABILIZED ENTRANCE AND SEDIMENT BASIN SHALL OCCUR PRIOR TO CLEARING AND GRUBBING ACTIVITY. AFTER CONSTRUCTION IS COMPLETE, THE ACCUMULATED SEDIMENT SHALL BE REMOVED AND THE AREAS SHALL BE REGRADED AND PERMANENTLY STABILIZED AS SHOWN ON THE PLANS. SIGNATURE AND DATE NAME AND TITLE, COMPANY / ADDRESS AND TELEPHONE NUMBER RESPONSIBILITY Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 Pl o t t e d B y : Bu s b y , M a r y S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : SW P P P N O T E S Ju l y 1 8 , 2 0 2 5 0 8 : 5 0 : 0 6 a m K: \ O R L _ C i v i l \ 1 4 9 1 7 0 0 2 6 - W i n t e r S p r i n g s W a w a \ C A D D \ C O N S T \ P l a n S h e e t s - A d d P a r k i n g \ C 2 . 0 S W P P P N O T E S . d w g AD L JC B CN S SW P P P N O T E S FL CI T Y O F W I N T E R S P R I N G S C2.1 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 623 STOP STOP 1 2 3 4 s s s W W W W W W W TW X X SC H O O L SC H O O L SC H O O L SC H O O L TB TB TB TB TB TB STATE ROAD 434 RO B E R T S F A M I L Y L A N E T U S K A W I L L A R O A D TB X LEGEND Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 Pl o t t e d B y : Bu s b y , M a r y S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : OV E R A L L E X C O N D Ju l y 1 8 , 2 0 2 5 0 8 : 5 0 : 2 3 a m K: \ O R L _ C i v i l \ 1 4 9 1 7 0 0 2 6 - W i n t e r S p r i n g s W a w a \ C A D D \ C O N S T \ P l a n S h e e t s - A d d P a r k i n g \ C 3 . 0 E X I S T I N G C O N D I T I O N S . d w g NO R T H C3.1 C3.2 AD L JC B CN S OV E R A L L E X I S T I N G CO N D I T I O N S A N D DE M O L I T I O N P L A N FL CI T Y O F W I N T E R S P R I N G S C3.0 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 624 TB X LEGEND BLDG. A 4,280 SF BL D G . B 2, 3 2 5 S F STATE ROAD 434 RO B E R T S F A M I L Y L A N E AA GAS M P D GAS M P D GAS M P D GAS M P D GAS M P D GAS M P D E U45 M 4,736 GSF Type VB Construction CARDBOARDRECYCLINGCONTAINER MPT TRASHCOMPACTOR ICE (Customer) ICE ( As s o c i a t e ) KEY MAP Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 Pl o t t e d B y : Bu s b y , M a r y S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : C3 . 1 Ju l y 1 8 , 2 0 2 5 0 8 : 5 0 : 3 4 a m K: \ O R L _ C i v i l \ 1 4 9 1 7 0 0 2 6 - W i n t e r S p r i n g s W a w a \ C A D D \ C O N S T \ P l a n S h e e t s - A d d P a r k i n g \ C 3 . 0 E X I S T I N G C O N D I T I O N S . d w g NO R T H AD L JC B CN S EX I S T I N G CO N D I T I O N S A N D DE M O L I T I O N P L A N FL CI T Y O F W I N T E R S P R I N G S C3.1 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 625 W W s s s s s sss s s W W W W W W TSB L C 28' INGRESS/EGRESS EASEMENT PLAT OF WINTER SPRINGS MARKETPLACE PLAT BOOK 88, PAGES 5-10 CROSS ACCESS EASEMENT ORB 3041, PAGE 1983 STORM MANHOLE TOP: 46.25' E INV.: 42.14' (24" RCP) SW INV.: 42.16' (24" RCP) 2' WATER LINE STUBOUT CONTROL STRUCTURE TOP: 44.31' N INV.: NO ACCESS (FABRIC UNDER GRATE) DROP INLET TOP: 44.24' NW INV.: 40.59' (16" METAL) STORM MANHOLE TOP: 44.51' SE INV.: 39.77' (18" RCP) SW INV.: 39.64' (18" RCP) SANITARY MANHOLE TOP: 46.76' NW INV.: 40.15' (8" PVC) SANITARY MANHOLE TOP: 46.31' NE INV.: 39.91' (8" PVC) SE INV.: 40.11' (8" PVC) NW INV.: 39.72' (8" PVC) STORM MANHOLE TOP: 46.00' SE INV.: 39.88' (16" METAL) SW INV.: NO ACCESS (FULL OF WATER) STORM MANHOLE TOP: 45.35' NE INV.: 34.53' (48" CPP) SW INV.: 34.33' (UNABLE TO VERIFY MATERIAL, FULL OF WATER) NW INV.: 37.86'(18" CPP) CONTROL STRUCTURE TOP: 44.47' Drop Inlet Top: 44.13' S Inv.: 39.79' (18" RCP) W Inv.: 39.86' (18" RCP) STORM MANHOLE TOP:45.93' SW INV.: 38.73' NE INV.: 34.28' SE INV.: 34.28' M.E.S. SE Inv.: 33.90' Drain Inlet Top: 44.83' NE Inv.: 41.24' (15" Metal) SW Inv.: 41.20' (15" Metal) Drain Inlet Top: 45.37' NE Inv.: 41.95' (15" Metal) SW Inv.: 42.01' (15" Metal) X X X X X TB TB TB TB TB TB TB TB TB TB TB TB TB T U S K A W I L L A R O A D AA GAS M P D GAS M P D GAS M P D GAS M P D GAS M P D GAS M P D E U45 M 4,736 GSF Type VB Construction CARDBOARDRECYCLINGCONTAINER MPT TRASHCOMPACTOR ICE (Customer) ICE ( As s o c i a t e ) KEY MAP TB X LEGEND Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 Pl o t t e d B y : Bu s b y , M a r y S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : C3 . 2 Ju l y 1 8 , 2 0 2 5 0 8 : 5 0 : 4 4 a m K: \ O R L _ C i v i l \ 1 4 9 1 7 0 0 2 6 - W i n t e r S p r i n g s W a w a \ C A D D \ C O N S T \ P l a n S h e e t s - A d d P a r k i n g \ C 3 . 0 E X I S T I N G C O N D I T I O N S . d w g NO R T H AD L JC B CN S EX I S T I N G CO N D I T I O N S A N D DE M O L I T I O N P L A N FL CI T Y O F W I N T E R S P R I N G S C3.2 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 1 1 626 11 K E Y M A P R O B E R T S F A M I L Y L A N E T U S K A W I L L A R O A D NA T U R E S W A Y STATE ROAD 434 SO L A R I S W H A R F S T R E E T SC H O O L SC H O O L SC H O O L SC H O O L STOP STOP 1 2 3 4 W W W W W W W S t o p B a r Doub l e Y e l l o w S t r i p e Stop Bar Stop Bar Stop Bar Stop Bar Stop Bar St o p B a r A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E U45 M 4,736 GSF Type VB Construction CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) 10 STATE ROAD 434 RO B E R T S F A M I L Y L A N E T U S K A W I L L A R O A D REQUIRED YARD/LANDSCAPE SETBACKS OVERALL IMPERVIOUS CALCULATIONS PROVIDED PARKING: PHASING STORMWATER MANAGEMENT 100-YEAR FLOOD PLAIN SITE SIGNAGE LANDSCAPING PROVIDED YARD/LANDSCAPE SETBACKS OVERALL SITE DATA: Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 Pl o t t e d B y : Bu s b y , M a r y S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : OV E R A L L S I T E P L A N Ju l y 1 8 , 2 0 2 5 0 8 : 5 1 : 0 2 a m K: \ O R L _ C i v i l \ 1 4 9 1 7 0 0 2 6 - W i n t e r S p r i n g s W a w a \ C A D D \ C O N S T \ P l a n S h e e t s - A d d P a r k i n g \ C 4 . 0 S I T E P L A N . d w g NO R T H C4.1 C4.2 AD L JC B CN S OV E R A L L S I T E P L A N FL CI T Y O F W I N T E R S P R I N G S C4.0 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 627 R O B E R T S F A M I L Y L A N E STATE ROAD 434 RO B E R T S F A M I L Y L A N E 11 K E Y M A P AA GAS MPD GAS MPD GAS MPD GAS MPDGAS MPDGAS MPD E U45 M 4,736 GSF Type VB Construction CARDBOARDRECYCLINGCONTAINER MPT TRASHCOMPACTOR ICE(Customer) IC E ( A s s o c i a t e ) KEY MAP Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 Pl o t t e d B y : Bu s b y , M a r y S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : C4 . 1 Ju l y 1 8 , 2 0 2 5 0 8 : 5 1 : 0 9 a m K: \ O R L _ C i v i l \ 1 4 9 1 7 0 0 2 6 - W i n t e r S p r i n g s W a w a \ C A D D \ C O N S T \ P l a n S h e e t s - A d d P a r k i n g \ C 4 . 0 S I T E P L A N . d w g NO R T H AD L JC B CN S SI T E P L A N FL CI T Y O F W I N T E R S P R I N G S C4.1 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 628 11 K E Y M A P TUS K A W I L L A R O A D STOP 1 2 3 4 W W W W W W S t o p B a r Dou b l e Y e l l o w S t r i p e Stop Bar Stop Bar Stop Bar Stop Bar St o p B a r L C PROPOSED BUILDING 4,736 SF U45 M 4,736 GSF Type VB Construction CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) 10 T U S K A W I L L A R O A D A A GAS MPD GAS MPD GAS MPD GAS MPDGAS MPDGAS MPD E U45 M 4,736 GSFType VB Construction CARDBOARDRECYCLINGCONTAINER MPT TRASHCOMPACTOR ICE(Customer) ICE ( As s o c i a t e ) KEY MAP REQUIRED YARD/LANDSCAPE SETBACKS OVERALL IMPERVIOUS CALCULATIONS PROVIDED PARKING: PHASING STORMWATER MANAGEMENT 100-YEAR FLOOD PLAIN SITE SIGNAGE LANDSCAPING PROVIDED YARD/LANDSCAPE SETBACKS OVERALL SITE DATA: Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 Pl o t t e d B y : Bu s b y , M a r y S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : C4 . 2 Ju l y 1 8 , 2 0 2 5 0 8 : 5 1 : 1 9 a m K: \ O R L _ C i v i l \ 1 4 9 1 7 0 0 2 6 - W i n t e r S p r i n g s W a w a \ C A D D \ C O N S T \ P l a n S h e e t s - A d d P a r k i n g \ C 4 . 0 S I T E P L A N . d w g NO R T H AD L JC B CN S SI T E P L A N FL CI T Y O F W I N T E R S P R I N G S C4.2 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 1 1 629 STOP STOP 1 2 3 4 s s s T SC H O O L SC H O O L SC H O O L SC H O O L A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E U45 M 4,736 GSF Type VB Construction CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) STATE ROAD 434 RO B E R T S F A M I L Y L A N E T U S K A W I L L A R O A D LEGEND Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 Pl o t t e d B y : Bu s b y , M a r y S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : OV E R A L L P G D Ju l y 1 8 , 2 0 2 5 0 9 : 3 1 : 1 0 a m K: \ O R L _ C i v i l \ 1 4 9 1 7 0 0 2 6 - W i n t e r S p r i n g s W a w a \ C A D D \ C O N S T \ P l a n S h e e t s - A d d P a r k i n g \ C 5 . 0 P A V I N G G R A D I N G & D R A I N A G E . d w g NO R T H C5.1 C5.2 AD L JC B CN S OV E R A L L P A V I N G GR A D I N G & DR A I N A G E FL CI T Y O F W I N T E R S P R I N G S C5.0 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 630 BLDG. A 4,280 SF BL D G . B 2, 3 2 5 S F STATE ROAD 434 RO B E R T S F A M I L Y L A N E LEGEND AA GAS M P D GAS M P D GAS M P D GAS M P D GAS M P D GAS M P D E U45 M 4,736 GSF Type VB Construction CARDBOARDRECYCLINGCONTAINER MPT TRASHCOMPACTOR ICE(Customer) ICE ( As s o c i a t e ) KEY MAP Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 Pl o t t e d B y : Bu s b y , M a r y S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : C5 . 1 Ju l y 1 8 , 2 0 2 5 0 9 : 0 9 : 4 1 a m K: \ O R L _ C i v i l \ 1 4 9 1 7 0 0 2 6 - W i n t e r S p r i n g s W a w a \ C A D D \ C O N S T \ P l a n S h e e t s - A d d P a r k i n g \ C 5 . 0 P A V I N G G R A D I N G & D R A I N A G E . d w g NO R T H AD L JC B CN S PA V I N G G R A D I N G & DR A I N A G E P L A N FL CI T Y O F W I N T E R S P R I N G S C5.1 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 631 LEGEND s s s s s sss s s TSB L C 28' INGRESS/EGRESS EASEMENT PLAT OF WINTER SPRINGS MARKETPLACE PLAT BOOK 88, PAGES 5-10 CROSS ACCESS EASEMENT ORB 3041, PAGE 1983 STORM MANHOLE TOP: 46.25' E INV.: 42.14' (24" RCP) SW INV.: 42.16' (24" RCP) 2' WATER LINE STUBOUT CONTROL STRUCTURE TOP: 44.31' N INV.: NO ACCESS (FABRIC UNDER GRATE) DROP INLET TOP: 44.24' NW INV.: 40.59' (16" METAL) STORM MANHOLE TOP: 44.51' SE INV.: 39.77' (18" RCP) SW INV.: 39.64' (18" RCP) SANITARY MANHOLE TOP: 46.76' NW INV.: 40.15' (8" PVC) SANITARY MANHOLE TOP: 46.31' NE INV.: 39.91' (8" PVC) SE INV.: 40.11' (8" PVC) NW INV.: 39.72' (8" PVC) STORM MANHOLE TOP: 46.00' SE INV.: 39.88' (16" METAL) SW INV.: NO ACCESS (FULL OF WATER) STORM MANHOLE TOP: 45.35' NE INV.: 34.53' (48" CPP) SW INV.: 34.33' (UNABLE TO VERIFY MATERIAL, FULL OF WATER) NW INV.: 37.86'(18" CPP) CONTROL STRUCTURE TOP: 44.47' Drop Inlet Top: 44.13' S Inv.: 39.79' (18" RCP) W Inv.: 39.86' (18" RCP) STORM MANHOLE TOP:45.93' SW INV.: 38.73' NE INV.: 34.28' SE INV.: 34.28' M.E.S. SE Inv.: 33.90' Drain Inlet Top: 44.83' NE Inv.: 41.24' (15" Metal) SW Inv.: 41.20' (15" Metal) Drain Inlet Top: 45.37' NE Inv.: 41.95' (15" Metal) SW Inv.: 42.01' (15" Metal) PROPOSED BUILDING 4,736 SF U45 M 4,736 GSF Type VB Construction CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) T U S K A W I L L A R O A D AA GAS M P D GAS M P D GAS M P D GAS M P D GAS M P D GAS M P D E U45 M 4,736 GSF Type VB Construction CARDBOARDRECYCLINGCONTAINER MPT TRASHCOMPACTOR ICE(Customer) ICE ( As s o c i a t e ) KEY MAP Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 Pl o t t e d B y : Bu s b y , M a r y S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : C5 . 2 Ju l y 1 8 , 2 0 2 5 0 9 : 0 9 : 4 8 a m K: \ O R L _ C i v i l \ 1 4 9 1 7 0 0 2 6 - W i n t e r S p r i n g s W a w a \ C A D D \ C O N S T \ P l a n S h e e t s - A d d P a r k i n g \ C 5 . 0 P A V I N G G R A D I N G & D R A I N A G E . d w g NO R T H AD L JC B CN S PA V I N G G R A D I N G & DR A I N A G E P L A N FL CI T Y O F W I N T E R S P R I N G S C5.2 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 1 632 NTS 6"12" R2"R3"6" 6"7" 8" 18" Th i s d o c u m e n t , t o g e t h e r w i t h t h e c o n c e p t s a n d d e s i g n s p r e s e n t e d h e r e i n , a s a n i n s t r u m e n t o f s e r v i c e , i s i n t e n d e d o n l y f o r t h e s p e c i f i c p u r p o s e a n d c l i e n t f o r w h i c h i t w a s p r e p a r e d . R e u s e o f a n d i m p r o p e r r e l i a n c e o n t h i s d o c u m e n t w i t h o u t w r i t t e n a u t h o r i z a t i o n a n d a d a p t a t i o n b y K i m l e y - H o r n a n d A s s o c i a t e s , I n c . s h a l l b e w i t h o u t l i a b i l i t y t o K i m l e y - H o r n a n d A s s o c i a t e s , I n c . BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 P R O F E S SIONA L E N G INEER « « « CO R Y N. SITLER No . 8 9 9 8 4 ST A T E O F F LO R I D A L I C E NS E RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 8 / 2 5 MM B 1 TYP. BOLLARD DETAIL MODIFIED TYPE F CURB CURB TERMINUS TRANSITION DETAIL CONCRETE SIDEWALK DETAIL CONNECT TO EXISTING ASPHALT PAVEMENT SECTION WHEEL STOP PROFILE (TYP.) WHEEL STOP FRONT VIEWSIDEWALK INTEGRAL CURB DETAIL AD L JC B CN S CO N S T R U C T I O N DE T A I L S FL CI T Y O F W I N T E R S P R I N G S C6.0 14 9 1 7 0 0 2 6 07 / 1 8 / 2 0 2 5 WI N T E R S P R I N G S MA R K E T P L A C E - AD D I T I O N A L P A R K I N G 633 TPF TP F SC H O O L SC H O O L SC H O O L SC H O O L STOP STOP 1 2 3 4 STATE ROAD 434 RO B E R T S F A M I L Y L A N E T U S K A W I L L A R O A D BFP W W W W W W W W W W W W A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E U45 M 4,736 GSF Type VB Construction CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) GR O U N D C O V E R S TM SO D PA 4,4 7 6 S F BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 7 / 2 5 MM B 1 Pl o t t e d B y : Mi a h , I f r i t S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : L1 . 0 0 Ju l y 1 7 , 2 0 2 5 0 3 : 2 3 : 0 8 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ p l a n s h e e t s - a d d p a r k i n g \ L 1 . 0 0 L A N D S C A P E P L A N . d w g WI N T E R S P R I N G S WA W A OV E R A L L LA N D S C A P E P L A N FL CI T Y O F W I N T E R S P R I N G S L1.00 14 9 1 7 0 0 2 6 07 / 1 7 / 2 0 2 5 AD L JC B CN S NO R T H L1.01 L1.02 634 SYMBOL CODE QTY COMMON NAME BOTANICAL NAME CONT CAL SIZE CANOPY TREE AF 3 FLORIDA FLAME RED MAPLE STRAIGHT, SINGLE LEADER, FL#1, FULL ACER RUBRUM 'FLORIDA FLAME'FG 3" CAL MIN 14` HT., 4` SPR. SYMBOL CODE QTY COMMON NAME BOTANICAL NAME CONT SIZE SPACING SHRUBS VD 20 DWARF WALTER`S VIBURNUM FULL VIBURNUM OBOVATUM `DWARF WALTER`S`7 GAL 36" OC 30" FULL VO 8 SWEET VIBURNUM FULL VIBURNUM ODORATISSIMUM 7 GAL 36" OC 30" FULL GROUND COVERS BF 86 BULBINE FL #1, FULL BULBINE FRUTESCENS 3 GAL 14" FULL 12" OC SOD SA 923 SF FLORATAM ST. AUGUSTINE GRASS ROLLED TIGHT, 100% INSECT, WEED, DIEASE, DEBRIS FREE STENOTAPHRUM SECUNDATUM 'FLORATAM'SOD -- PLANT SCHEDULE TURN ADJUST TPFTP F TPF TP F SC H O O L SC H O O L RO B E R T S F A M I L Y L A N E BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 7 / 2 5 MM B 1 Pl o t t e d B y : Mi a h , I f r i t S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : L1 . 0 1 Ju l y 1 7 , 2 0 2 5 0 3 : 2 3 : 3 8 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ p l a n s h e e t s - a d d p a r k i n g \ L 1 . 0 0 L A N D S C A P E P L A N . d w g WI N T E R S P R I N G S WA W A LA N D S C A P E P L A N FL CI T Y O F W I N T E R S P R I N G S L1.01 14 9 1 7 0 0 2 6 07 / 1 7 / 2 0 2 5 AD L JC B CN S NO R T H LANDSCAPE NOTES: 1.ALL LANDSCAPE MATERIAL TO BE FLORIDA GRADE #1 OR BETTER QUALITY 2.ALL LANDSCAPED AREAS ARE TO RECEIVE A MINIMUM OF 4" OF TOPSOIL. 3.ALL PLANT MATERIAL SHALL BE HEALTHY, VIGOROUS, AND FREE OF PESTS AND DISEASE. 4.ALL MATERIALS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER INSTALLATION. 5.ALL TREES MUST BE GUYED OR STAKED AS SHOWN IN THE DETAILS. 6.ALL PLANTING AREAS SHALL BE COMPLETELY MULCHED AS SPECIFIED. 7.PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL AVOID DAMAGE TO ALL UTILITIES DURING THE COURSE OF THE WORK. LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE PLANS ARE BASED UPON BEST AVAILABLE INFORMATION AND ARE TO BE CONSIDERED APPROXIMATE. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 1) TO VERIFY THE LOCATIONS OF UTILITY LINES ADJACENT TO THE WORK AREA 2) TO PROTECT ALL UTILITY LINES DURING THE CONSTRUCTION PERIOD 3) TO REPAIR ANY AND ALL DAMAGE TO UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH OCCURS AS A RESULT OF THE CONSTRUCTION. 8.THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL QUANTITIES SHOWN ON THESE PLANS BEFORE PRICING THE WORK. 9.CONTRACTOR SHALL BE RESPONSIBLE FOR DELIVERY SCHEDULE AND PROTECTION BETWEEN DELIVERY AND PLANTING TO MAINTAIN HEALTHY PLANT CONDITIONS. 10.THE CONTRACTOR SHALL BE RESPONSIBLE FOR FULLY MAINTAINING (INCLUDING BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING, FERTILIZING, ETC.) ALL OF THE PLANT MATERIALS AND LAWN FOR THE WARRANTY PERIOD. 11.ANY PLANT MATERIAL WHICH IS DISEASED, DISTRESSED, DEAD, OR REJECTED (PRIOR TO SUBSTANTIAL COMPLETION) SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL PLANT LIST SPECIFICATIONS. 12.THE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR WARRANTY PERIOD. THE CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS DURING THE NORMAL PLANTING SEASON. 13.STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY STOCK" REPRESENT GUIDELINE SPECIFICATIONS ONLY AND SHALL CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIAL. 14.ALL LANDSCAPING SHALL BE INSTALLED ACCORDING TO SOUND NURSERY PRACTICES, AND SHALL BE FLORIDA NO. 1 OR BETTER AS GIVEN IN "GRADES AND STANDARDS FOR NURSERY PLANTS, PARTS I AND II," STATE OF FLORIDA, DEPARTMENT OF AGRICULTURE. 15.ALL INVASIVE / EXOTIC SPECIES AND PROHIBITED TREE SPECIES SHALL BE REMOVED FROM SITE, INCLUDING ROOT BALLS TO THE EXTENT POSSIBLE WITH NO DAMAGE TO ADJACENT EXISTING TREES. 16.ALL LANDSCAPE AREAS WILL BE PROVIDED WITH PERMANENT AUTOMATIC IRRIGATION SYSTEM. 17.TREE SUPPORT MATERIALS ARE TO BE REMOVED FROM EACH TREE ONCE IT IS "ESTABLISHED" (AS APPROVED BY THE LANDSCAPE ARCHITECT). 18.ALL PLANT SPECIFICATIONS IN THE PLANT SCHEDULE SHALL BE CONSIDERED THE MINIMUM ALLOWABLE SPECIFICATIONS. CONTRACTOR SHALL PROCURE PLANT MATERIALS AND UPSIZE AS NECESSARY TO MEET THE MOST STRINGENT SPECIFICATION. 19.ALL PLANTED LANDSCAPE AREAS TO HAVE 3" DEEP DESIGNER BROWN HARDWOOD MULCH TO FULLY COVER DRIP IRRIGATION & AMENDED SOILS. REPAIR AS NEEDED DURING CONSTRUCTION. SUBMIT ALTERNATIVE MULCH SPECIFICATION FOR LANDSCAPE ARCHITECT APPROVAL. MISC. QTY BOTANICAL/COMMON NAME SPECIFICATIONS MULCH TBD DESIGNER BROWN HARDWOOD MULCH 3" DEPTH MINIMUM, SHREDDED, FREE OF WEEDS/INVASIVE PLANT MATERIAL 635 SYMBOL CODE QTY COMMON NAME BOTANICAL NAME CONT SIZE SPACING SOD PA 178 SF ARGENTINE BAHIAGRASS ROLLED TIGHT, 100% INSECT, WEED, DIEASE, DEBRIS FREE PASPALUM NOTATUM 'ARGENTINE'SOD -- PLANT SCHEDULE ADDITIONAL PARKING STOP 1 2 3 4 T U S K A W I L L A R O A D W W W W W W W W W L C PROPOSED BUILDING 4,736 SF 4,736 GSF Type VB Construction CARDBOARD RECYCLING CONTAINER BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 7 / 2 5 MM B 1 Pl o t t e d B y : Mi a h , I f r i t S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : L1 . 0 2 Ju l y 1 7 , 2 0 2 5 0 3 : 2 3 : 2 1 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ p l a n s h e e t s - a d d p a r k i n g \ L 1 . 0 0 L A N D S C A P E P L A N . d w g WI N T E R S P R I N G S WA W A LA N D S C A P E P L A N FL CI T Y O F W I N T E R S P R I N G S L1.02 14 9 1 7 0 0 2 6 07 / 1 7 / 2 0 2 5 AD L JC B CN S NO R T H LANDSCAPE NOTES: 1.ALL LANDSCAPE MATERIAL TO BE FLORIDA GRADE #1 OR BETTER QUALITY 2.ALL LANDSCAPED AREAS ARE TO RECEIVE A MINIMUM OF 4" OF TOPSOIL. 3.ALL PLANT MATERIAL SHALL BE HEALTHY, VIGOROUS, AND FREE OF PESTS AND DISEASE. 4.ALL MATERIALS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER INSTALLATION. 5.ALL TREES MUST BE GUYED OR STAKED AS SHOWN IN THE DETAILS. 6.ALL PLANTING AREAS SHALL BE COMPLETELY MULCHED AS SPECIFIED. 7.PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL AVOID DAMAGE TO ALL UTILITIES DURING THE COURSE OF THE WORK. LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE PLANS ARE BASED UPON BEST AVAILABLE INFORMATION AND ARE TO BE CONSIDERED APPROXIMATE. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 1) TO VERIFY THE LOCATIONS OF UTILITY LINES ADJACENT TO THE WORK AREA 2) TO PROTECT ALL UTILITY LINES DURING THE CONSTRUCTION PERIOD 3) TO REPAIR ANY AND ALL DAMAGE TO UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH OCCURS AS A RESULT OF THE CONSTRUCTION. 8.THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL QUANTITIES SHOWN ON THESE PLANS BEFORE PRICING THE WORK. 9.CONTRACTOR SHALL BE RESPONSIBLE FOR DELIVERY SCHEDULE AND PROTECTION BETWEEN DELIVERY AND PLANTING TO MAINTAIN HEALTHY PLANT CONDITIONS. 10.THE CONTRACTOR SHALL BE RESPONSIBLE FOR FULLY MAINTAINING (INCLUDING BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING, FERTILIZING, ETC.) ALL OF THE PLANT MATERIALS AND LAWN FOR THE WARRANTY PERIOD. 11.ANY PLANT MATERIAL WHICH IS DISEASED, DISTRESSED, DEAD, OR REJECTED (PRIOR TO SUBSTANTIAL COMPLETION) SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL PLANT LIST SPECIFICATIONS. 12.THE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR WARRANTY PERIOD. THE CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS DURING THE NORMAL PLANTING SEASON. 13.STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY STOCK" REPRESENT GUIDELINE SPECIFICATIONS ONLY AND SHALL CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIAL. 14.ALL LANDSCAPING SHALL BE INSTALLED ACCORDING TO SOUND NURSERY PRACTICES, AND SHALL BE FLORIDA NO. 1 OR BETTER AS GIVEN IN "GRADES AND STANDARDS FOR NURSERY PLANTS, PARTS I AND II," STATE OF FLORIDA, DEPARTMENT OF AGRICULTURE. 15.ALL INVASIVE / EXOTIC SPECIES AND PROHIBITED TREE SPECIES SHALL BE REMOVED FROM SITE, INCLUDING ROOT BALLS TO THE EXTENT POSSIBLE WITH NO DAMAGE TO ADJACENT EXISTING TREES. 16.ALL LANDSCAPE AREAS WILL BE PROVIDED WITH PERMANENT AUTOMATIC IRRIGATION SYSTEM. 17.TREE SUPPORT MATERIALS ARE TO BE REMOVED FROM EACH TREE ONCE IT IS "ESTABLISHED" (AS APPROVED BY THE LANDSCAPE ARCHITECT). 18.ALL PLANT SPECIFICATIONS IN THE PLANT SCHEDULE SHALL BE CONSIDERED THE MINIMUM ALLOWABLE SPECIFICATIONS. CONTRACTOR SHALL PROCURE PLANT MATERIALS AND UPSIZE AS NECESSARY TO MEET THE MOST STRINGENT SPECIFICATION. 19.ALL PLANTED LANDSCAPE AREAS TO HAVE 3" DEEP DESIGNER BROWN HARDWOOD MULCH TO FULLY COVER DRIP IRRIGATION & AMENDED SOILS. REPAIR AS NEEDED DURING CONSTRUCTION. SUBMIT ALTERNATIVE MULCH SPECIFICATION FOR LANDSCAPE ARCHITECT APPROVAL. MISC. QTY BOTANICAL/COMMON NAME SPECIFICATIONS MULCH TBD DESIGNER BROWN HARDWOOD MULCH 3" DEPTH MINIMUM, SHREDDED, FREE OF WEEDS/INVASIVE PLANT MATERIAL ANY DISTURBED AREA DUE TO CONSTRUCTION TO BE SODDED ANY AREA DISTURBED DUE TO CONSTRUCTION TO BE SODDED EXISTING LANDSCAPE NOT TO BE DISTURBED (TYP.) EXISTING LANDSCAPE NOT TO BE DISTURBED (TYP.) NORMAL WATER LINE NORMAL WATER LINE EXISTING LANDSCAPE NOT TO BE DISTURBED (TYP.) IRRIGATE TO ESTABLISHMENT IRRIGATE TO ESTABLISHMENT 636 BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 7 / 2 5 MM B 1 Pl o t t e d B y : Mi a h , I f r i t S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : L1 . 5 0 Ju l y 1 7 , 2 0 2 5 0 3 : 2 3 : 4 8 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ p l a n s h e e t s - a d d p a r k i n g \ L 1 . 0 0 L A N D S C A P E P L A N . d w g WI N T E R S P R I N G S WA W A LA N D S C A P E D E T A I L S FL CI T Y O F W I N T E R S P R I N G S L1.50 14 9 1 7 0 0 2 6 07 / 1 7 / 2 0 2 5 AD L JC B CN S 4 3 6 7 8 9 10 11 5 3X ROOTBALL WIDTH MIN. 6" 12" TYP. TRUNK/ROOT BALL TO BE CENTERED AND PLUMB/LEVEL IN PLANTING PIT. 1 6" DIA. CLEAR OF MULCH AT TRUNK FLARE.2 3" MINIMUM MULCH AS SPECIFIED. WHERE TREES ARE PLACED IN SOD, MULCH RING FOR TREES SHALL BE 6' DIAMETER (MIN.) OR AS DIRECTED BY OWNER'S REPRESENTATIVE. 3 4" HIGH BERM, FIRMLY COMPACTED.4 TREE FROG ANCHOR SYSTEM INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 5 FINISHED GRADE. (SEE GRADING PLAN)6 TOP OF ROOTBALL MIN. 1" ABOVE FINISHED GRADE. 7 PREPARED PLANTING SOIL AS SPECIFIED.8 TOP OF ROOTBALL SHALL BE 1" ABOVE FINISHED GRADE. ROOTBALLS GREATER THAN 24" DIAMETER SHALL BE PLACED ON MOUND OF UNDISTURBED SOIL TO PREVENT SETTLING. ROOTBALLS SMALLER THAN 24" IN DIAMETER MAY SIT ON COMPACTED EARTH. 9 UNDISTURBED NATIVE SOIL.10 SCARIFY BOTTOM AND SIDES OF PLANTING PIT. 11 TREE PLANTING SECTION / PLAN PLAN SECTION MULCH/TOPSOIL BACKFILL ROOTBALL AND TRUNK TREE STABILIZATION AND FERTILIZATION SYSTEM NOTES: A.FINAL TREE STAKING DETAILS AND PLACEMENT TO BE APPROVED BY OWNER. B.REMOVE BURLAP, WIRE AND STRAPS (ANYTHING THAT COULD GIRDLE TREE OR RESTRICT ROOT GROWTH) ON UPPER 1/3 OF ROOTBALL. C.PRUNE ALL TREES IN ACCORDANCE WITH ANSI A-300. 1 2 NTS 1 L1.50 TREE PLANTING ON A SLOPE SECTION / PLAN NTS PLAN SECTION MULCH/TOPSOIL BACKFILL ROOTBALL AND TRUNK TREE STABILIZATION AND FERTILIZATION SYSTEM NOTES: A.FINAL TREE STAKING DETAILS AND PLACEMENT TO BE APPROVED BY OWNER. B.REMOVE BURLAP, WIRE AND STRAPS (ANYTHING THAT COULD GIRDLE TREE OR RESTRICT ROOT GROWTH) ON UPPER 1/3 OF ROOTBALL. C.PRUNE ALL TREES IN ACCORDANCE WITH ANSI A-300. 2 4 6 12 1 7 3 8 9 10 5 11 3X ROOTBALL WIDTH MIN. 6" 12" TYP. TRUNK/ROOT BALL TO BE CENTERED AND PLUMB/LEVEL IN PLANTING PIT. 1 6" DIA. CLEAR OF MULCH AT TRUNK FLARE.2 3. 4" HIGH BERM, FIRMLY COMPACTED.3 3" MINIMUM OF HARDWOOD BARK MULCH AS SPECIFIED. WHERE TREES ARE PLACED IN SOD, MULCH RING FOR TREES SHALL BE 6' DIAMETER (MIN.) OR AS DIRECTED BY OWNER'S REPRESENTATIVE. 4 TREE FROG ANCHOR SYSTEM INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 5 4" MIN. OF TOPSOIL TO BRING TO FINISHED GRADE. (SEE GRADING PLAN) 6 TOP OF ROOTBALL MIN. 1" ABOVE FINISHED GRADE. 7 PREPARED PLANTING SOIL AS SPECIFIED.8 ROOTBALLS GREATER THAN 24" DIAMETER SHALL BE PLACED ON MOUND OF UNDISTURBED SOIL TO PREVENT SETTLING. ROOTBALLS SMALLER THAN 24" IN DIAMETER MAY SIT ON COMPACTED EARTH. 9 UNDISTURBED NATIVE SOIL.10 SCARIFY BOTTOM AND SIDES OF PLANTING PIT. 11 CUT BACK SLOPE TO PROVIDE A FLAT SURFACE FOR PLANTING. 12 L1.50 2 MAINTAIN 12" DEAD ZONE AT BED EDGE. REFER TO PLANT SCHEDULE FOR SPACING. BEST FACE OF SHRUB/ GROUNDCOVER TO FACE FRONT OF PLANTING BED. X X NOTES: A.CONTRACTOR SHALL ASSURE PERCOLATION OF ALL PLANTING PITS PRIOR TO INSTALLATION. B.WHEN SHRUBS ARE PRUNED IN MASSES, PRUNE ALL SHRUBS TO ACHIEVE UNIFORM MASS / HEIGHT. C.ALL SHRUBS AND GROUNDCOVERS SHALL BE PLUMB VERTICALLY, UNLESS OTHERWISE DIRECTED BY OWNERS REPRESENTATIVE. 4" TY P . 4" TYP. 3X ROOT BALL WIDTH MINIMUM 1 3 4 10 'X' 5 8 8 6 7 6 7 9 2 SHRUB/GROUNDCOVER PLANTING SECTION / PLAN NTS PLAN SECTION TOP OF SHRUB ROOTBALLS TO BE PLANTED 1" - 2" HIGH WITH SOIL MOUNDING UP TO THE TOP OF ROOTBALL. 1 PRUNE ALL SHRUBS TO ACHIEVE A UNIFORM MASS/HEIGHT. 2 3" MULCH LAYER AS SPECIFIED. 3 EXCAVATE ENTIRE BED SPECIFIED FOR GROUNDCOVER BED. 4 FINISHED GRADE (SEE GRADING PLAN). 5 PREPARED PLANTING SOIL AS SPECIFIED. (SEE LANDSCAPE NOTES) NOTE: WHEN GROUND- COVERS AND SHRUBS USED IN MASSES, ENTIRE BED TO BE AMENDED WITH PLANTING SOIL MIX AS SPECIFIED. 6 SCARIFY OF PLANTING PIT SIDES AND BOTTOM. 7 4" HIGH BERM FIRMLY COMPACTED. 8 UNDISTURBED NATIVE SOIL.9 FERTILIZER TABLETS (MAX 3" DEEP) 10 L1.50 3 NOTES: A.EXCAVATE A CONTINUOUS 24" DEEP PIT (FROM TOP OF CURB) FOR ENTIRE LENGTH AND WIDTH OF ISLAND & BACKFILL WITH APPROVED PLANTING MIX. B.PROTECT AND RETAIN ALL CURBS AND BASE. COMPACTED SUBGRADE TO REMAIN FOR STRUCTURAL SUPPORT OF CURB SYSTEM (TYP). C.ALL ISLANDS SHALL UTILIZE POOR DRAINAGE DETAIL WHEN PERCOLATION RATES ARE 2" PER HOUR OR LESS. WIDTH VARIES - SEE PLANS SEE NOTE 1 2 3 PLANTED PARKING LOT ISLANDS/MEDIANS SECTION NTS CROWN ISLANDS @ 5:1 SLOPES (OR AS SPECIFIED ON THE LANDSCAPE PLANS).1 CLEAR ZONE: 36" MIN. FROM BACK OF CURB TO CENTER OF NEAREST SHRUB. CLEAR ZONE SHALL CONTAIN 3" CONTINUOUS MULCH OR TURF, SEE PLANS. 2 2" MIN VERTICAL CLEARANCE, TOP OF CURB TO TOP OF MULCH.3 L1.50 4 EXISTING GRADE (DASHED) NOTES: A.CONTRACTOR SHALL ASSURE PERCOLATION OF ALL PLANTING PITS PRIOR TO INSTALLATION. B.WHEN SHRUBS ARE PRUNED IN MASSES, PRUNE ALL SHRUBS TO ACHIEVE UNIFORM MASS / HEIGHT. C.ALL SHRUBS AND GROUNDCOVERS SHALL BE PLUMB VERTICALLY, UNLESS OTHERWISE DIRECTED BY OWNERS REPRESENTATIVE. 12 3 4 5 6 7 8 9 4" T Y P . 4" TYP. 3X ROOT BALL WIDTH MINIMUM SHRUB/GROUNDCOVER PLANTING ON A SLOPE SECTION NTS TOP OF SHRUB ROOTBALLS TO BE PLANTED 1" - 2" HIGH WITH SOIL MOUNDING UP TO THE TOP OF ROOTBALL. 1 PRUNE SHRUBS AS DIRECTED BY OWNER'S REPRESENTATIVE. 2 3" MINIMUM OF MULCH AS SPECIFIED. WHERE SHRUBS ARE PLACED IN MASSES, MULCH SHALL BE SPREAD IN A CONTINUOUS BED. 3 SOIL BERM TO HOLD WATER. TOP OF PLANTING PIT 'BERM' TO BE LEVEL ACROSS PIT. SLOPE DOWNHILL PORTION OF BERM AS REQUIRED TO MEET EXISTING GRADE. MULCH OVER EXPOSED TOPSOIL. 4 FINISHED GRADE (SEE GRADING PLAN) 5 PREPARED PLANTING SOIL AS SPECIFIED. (SEE LANDSCAPE NOTES). 6 SCARIFY SIDES AND BOTTOM OF PLANTING PIT. 7 FERTILIZER TABLETS (MAX 3" DEEP). 8 UNDISTURBED NATIVE SOIL9 L1.50 5 NOTES: 1.CLEAR ZONE: 36" MIN. FROM BUILDING TO CENTER OF NEAREST SHRUB. 2.INSTALL SPECIFIED MULCH: 24" MIN. FROM BUILDING. SPECIFIED MULCH TO BE INSTALLED AT A DEPTH OF 3" (MIN.) PLANTINGS ADJACENT TO BUILDINGS SECTION NTS 24" MIN. CLEAR MIN. 1/2 MATURE SHRUB WIDTH BUILDING SPECIFIED MULCH L1.50 6 2'-0" MIN. CLR. MIN. 1/2 MATURE SHRUB WIDTH 1 2 PARKING SPACE/CURB PLANTING SECTION NTS INSTALL CONTINUOUS MULCH BED ADJACENT TO PARKING SPACES AS SHOWN. MULCH SHALL BE MIN. 3" DEEP. NO POP-UP IRRIGATION HEADS SHALL BE LOCATED WITHIN 24" OF A PARKING SPACE ON ANY SIDE. 1 CURB / PARKING LOT EDGE.2 L1.50 7 4' - 0 " 7' - 6 " 7'-6"7'-6" 7'-6" MIN. 1 2 MATURE SHRUB WIDTH MIN. 15' CLEAR MIN. 1 2 MATURE SHRUB WIDTH FIRE HYDRANT 1 2 3 SHRUB PLANTING AT FIRE HYDRANT SECTION / PLAN NTS PLAN SECTION FIRE HYDRANT.1 NO PLANT EXCEEDING 12" MATURE HEIGHT MATERIAL SHALL BE PLACED WITHIN SHOWN RADIUS OF ALL PROPOSED OR EXISTING FIRE HYDRANTS. CONTRACTOR SHALL ADJUST PLANT MATERIAL SO THAT NO CONFLICTS WITH FIRE HYDRANTS OCCUR ON SITE. 2 FRONT OF HYDRANT (TOWARD CURB) 3 L1.50 8 +H.P. LIMITS OF PLANTING PIT NOTES: A.THIS DETAIL SHALL BE IMPLEMENTED WHERE PERCOLATION RATES ARE 2" PER HOUR OR LESS. B.CONTRACTOR TO PERFORM PERCOLATION TEST AS REQUIRED. AND NOTIFY OWNER/LANDSCAPE ARCHITECT. C.SEE TYPICAL TREE PLANTING DETAIL THIS SHEET FOR PLANT STAKING. 3X ROOTBALL DIAMETER VA R I E S 1 2 3 4 5 6 7 8 5 6 9 POOR DRAINAGE CONDITION SECTION / PLAN NTS PLAN SECTION FINISH GRADE (SEE GRADING PLANS).1 BACKFILL WITH PREPARED PLANTING SOIL MIX AS SPECIFIED. 2 FILTER CLOTH, MIRAFI 500X OR BETTER.3 SLOPE BOTTOM TO DRAIN.4 AUGURED HOLE Ø ±18" PENETRATE THROUGH OCCLUDING LAYER TO WATER TABLE OR TO A DEPTH OF 7' TO ASSURE PROPER PERCOLATION. 5 BACKFILL WITH 1/2" - 3/4" GRAVEL TO REQUIRED DEPTH THROUGH OCCLUDING LAYER TO ASSURE PROPER PERCOLATION. 6 WATER TABLE. (DEPTH VARIES)7 UNDISTURBED NATIVE SOIL.8 SET ROOTBALL ON UNDISTURBED STABLE SUBSOIL SO THAT TOP OF ROOT BALL IS 1" ABOVE FINISHED GRADE. 9 ROOTBALL TRUNK L1.50 9 INSTALLATION NOTES: NOTE: IF WIRE TIES ARE USED, AVOID DIRECT CONTACT WITH FENCE. WIRE MAY DAMAGE FENCE OVER TIME. A.POST SELECTION SHOULD BE BASED ON EXPECTED STRENGTH NEEDS AND THE LENGTH OF TIME FENCE WILL BE IN PLACE. FLEXIBLE FIBERGLASS ROD POSTS ARE RECOMMENDED FOR PARKS, ATHLETIC EVENTS AND CROWD CONTROL INSTALLATIONS. METAL "T" POSTS OR TREATED WOOD POSTS ARE TYPICALLY USED FOR CONSTRUCTION AND OTHER APPLICATIONS. B.POSTS SHOULD BE DRIVEN INTO THE GROUND TO A DEPTH OF 1/3 OF THE HEIGHT OF THE POST. FOR EXAMPLE, A 6' POST SHOULD BE SET AT LEAST 2' INTO THE GROUND. C.SPACE POSTS EVERY 6' (MIN.) TO 8' (MAX.). D.SECURE FENCING TO POST WITH NYLON CABLE TIES (AVAILABLE FROM CONWED PLASTICS). WOOD STRIPS MAY BE ALSO BE USED TO PROVIDE ADDITIONAL SUPPORT AND PROTECTION BETWEEN TIES AND POSTS. 6'-8"oc 6' MI N . 1 2 CORNER CONNECTION CONNECTION TREE PROTECTION FENCING ELEVATION / PLAN NTS 6'H "PERIMETER PLUS" CONSTRUCTION FENCE BY CONWED PLASTICS OR OWNER'S REPRESENTATIVE APPROVED EQUAL. SUBMIT PRODUCT INFORMATION FOR APPROVAL PRIOR TO INSTALLATION. 1 8' TALL METAL "T" POSTS OR 2" x 2" X 8' PRESSURE TREATED WOOD POSTS WITH 24" BURIAL BELOW GRADE. 2 ELEVATION PLAN DRIPLINE (TYP.) DRIPLINE (TYP.) L1.50 10 PALM PLANTING SECTION / PLAN NTS OA =OVERALL PALM HEIGHT (MEASURED TO TOP OF BUD) CT =CLEAR TRUNK (MEASURED TO BOTTOM OF LEAF SHEATHS) GW =GRAY WOOD (MEASURED TO TOP OF HARDENED TRUNK) NOTES: A.FINAL TREE STAKING DETAILS AND PLACEMENT TO BE APPROVED BY OWNER. B.ALL TREE STAKING IS TO BE WITHIN MULCH BED AREA OUTSIDE TREE PIT. C.CONTRACTOR SHALL ASSURE PERCOLATION OF ALL PLANTING PITS PRIOR TO INSTALLATION - REFER TO POOR DRAINAGE CONDITION DETAIL. OA CT / G W 12" 6" 1 2 3 4 5 6 7 PLAN SECTION 4 8 9 5 LAYERS OF BURLAP TO PROTECT TRUNK. 1 FIVE 2" X 4" X 18" WOOD BATTENS.2 SECURE BATTENS WITH 2- 3/4" CARBON STEEL BANDS TO HOLD BATTENS IN PLACE. NO NAILS SHALL BE DRIVEN INTO PALM. HEIGHT OF BATTENS SHALL BE LOCATED IN RELATION TO THE HEIGHT OF THE PALM FOR ADEQUATE BRACING. 3 (3) 2"X4"X8' SUPPORTS. NAIL (DRILL AN NAIL IF NECESSARY) TO BATTENS AND 2" 4" STAKES. STAIN DARK BROWN. 4 3" SPECIFIED MULCH5 BERM SOIL TO HOLD WATER.6 FINISH GRADE7 2X4X24" (MIN) P.T. WOOD STAKES (TYP.) NAIL TO SUPPORT POLES. 8 PREPARED PLANTING SOIL AS SPECIFIED. (SEE LANDSCAPE NOTES). 9 11 L1.50 1.BASE OF TREE SHALL BE PLANTED SLIGHTLY ABOVE (1" MIN.) ADJACENT FINISH GRADE. REMOVE ALL TWINE & STRAPS & CUT BURLAP FROM TOP 1/3 OF ROOT BALL. NO SYNTHETIC BURLAP WILL BE ACCEPTED. 2.4" SHREDDED HARDWOOD MULCH OR APPROVED EQUAL. 3.DIAMETER OF TREE PIT TO BE TWICE THE DIAMETER OF ROOT BALL-ROUGHEN SIDES OF TREE PIT. 4.3" HIGH SOIL BERM TO HOLD WATER. 5.TOPSOIL MIX BACKFILL. 6.TREE WRAP. 7.4" MIN. OF TOPSOIL TO BRING TO FINISHED GRADE (SEE GRADING PLAN). 8.ROOT BALLS GREATER THAN 24" DIAMETER SHALL BE PLACED ON MOUND OF UNDISTURBED SOIL TO PREVENT SETTLING ROOT BALLS SMALLER THAN 24" IN DIA. MAY SIT ON COMPACTED EARTH. 9.UNDISTURBED SUBSOIL. 10.PREPARE PLANTING SOIL AS SPECIFIED. 11.Tree Frog® RBK40pt FOR UP TO 4" TREE CALIPER OR Tree Frog® RBK60pt FOR GREATER THAN 4" AND UP TO 6" TREE CALIPER. REFER TO SITEWORK SPECIFICATIONS FOR APPROVED MATERIALS AND INSTALLATION REQUIREMENTS. PLAN SECTION NOTES: A.FINAL TREE STAKING DETAILS AND PLACEMENT TO BE APPROVED BY OWNER. B.SET TREE AT ORIGINAL DEPTH. REMOVE BURLAP, WIRE AND STRAPS (ANYTHING THAT COULD GIRDLE TREE OR RESTRICT ROOT GROWTH) ON UPPER 1/3 OF ROOTBALL. C.SEE LANDSCAPE NOTES FOR THE TYPE OF MULCH MATERIAL TO USE. D.PRUNE TREE AS DIRECTED BY LANDSCAPE ARCHITECT E.ASSURE PERCOLATION OF ALL PLANTING PITS OV E R A L L H E I G H T ( O . H . ) CL E A R T R U N K ( C . T . ) HE I G H T 12" TYP. 1 2 3 4 5 8 9 10 117 6 TREE STAKING MULCH/ TOPSOIL BACKFILL ROOTBALL AND TRUNK MULTI-TRUNK TREE PLANTING SECTION/PLAN NTS 12 L1.50 637 BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 7 / 2 5 MM B 1 Pl o t t e d B y : Mi a h , I f r i t S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : L1 . 5 1 Ju l y 1 7 , 2 0 2 5 0 3 : 2 3 : 4 3 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ p l a n s h e e t s - a d d p a r k i n g \ L 1 . 0 0 L A N D S C A P E P L A N . d w g WI N T E R S P R I N G S WA W A LA N D S C A P E SP E C I F I C A T I O N S FL CI T Y O F W I N T E R S P R I N G S L1.51 14 9 1 7 0 0 2 6 07 / 1 7 / 2 0 2 5 AD L JC B CN S TYPICAL LANDSCAPE SPECIFICATIONS (FLORIDA) A.SCOPE OF WORK 1.THE WORK CONSISTS OF: FURNISHING ALL LABOR, MATERIALS, EQUIPMENT, TOOLS, TRANSPORTATION, AND ANY OTHER APPURTENANCES NECESSARY FOR THE COMPLETION OF THIS PROJECT AS SHOWN ON THE DRAWINGS, AS INCLUDED IN THE PLANT LIST, AND AS SPECIFIED HEREIN. 2.WORK SHALL INCLUDE MAINTENANCE AND WATERING OF ALL CONTRACT PLANTING AREAS UNTIL CERTIFICATION OF ACCEPTANCE BY THE OWNER. B.PROTECTION OF EXISTING STRUCTURES 1.ALL EXISTING BUILDINGS, WALKS, WALLS, PAVING, PIPING, OTHER SITE CONSTRUCTION ITEMS, AND PLANTING ALREADY COMPLETED OR ESTABLISHED AND DESIGNATED TO REMAIN SHALL BE PROTECTED FROM DAMAGE BY THE CONTRACTOR UNLESS OTHERWISE SPECIFIED. ALL DAMAGE RESULTING FROM NEGLIGENCE SHALL BE REPAIRED OR REPLACED TO THE SATISFACTION OF THE OWNER, AT NO COST TO THE OWNER. 2.THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL NECESSARY BMP DEVICES ACCORDING TO ALL REGULATORY AGENCY'S STANDARDS THROUGH THE DURATION OF ALL CONSTRUCTION ACTIVITIES. 3.THE CONTRACTOR SHALL SUBMIT A DETAILED PROJECT SPECIFIC WORK ZONE TRAFFIC CONTROL PLAN UNLESS THE WORK REQUIRES NOTHING MORE THAN A DIRECT APPLICATION OF FDOT DESIGN STANDARDS, INDEX 600. IF A DIRECT APPLICATION OF INDEX 600 IS PROPOSED, THE CONTRACTOR SHALL SUBMIT IN WRITING A STATEMENT INDICATING THE STANDARD INDEX AND PAGE NUMBER NO LESS THAN 10 BUSINESS DAYS PRIOR TO START OF CONSTRUCTION. WHEN A DIRECT APPLICATION OF FDOT STANDARD INDEX 600 IS NOT ACCEPTABLE A PROJECT SPECIFIC WORK ZONE TRAFFIC CONTROL PLAN SHALL BE PREPARED BY A FLORIDA PROFESSIONAL ENGINEER WHO HAS SUCCESSFULLY COMPLETED ADVANCED TRAINING IN MAINTENANCE OF TRAFFIC, AS DEFINED BY FDOT FOR APPROVAL BY THE COUNTY ENGINEER'S REPRESENTATIVE. 4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UTILITIES, WHETHER PUBLIC OR PRIVATE, PRIOR TO EXCAVATION. THE INFORMATION AND DATA SHOWN WITH RESPECT TO EXISTING UNDERGROUND FACILITIES AT OR CONTIGUOUS TO THE SITE IS APPROXIMATE AND BASED ON INFORMATION FURNISHED BY THE OWNER OF SUCH UNDERGROUND FACILITIES OR ON PHYSICAL APPURTENANCES OBSERVED IN THE FIELD. THE OWNER AND DESIGN PROFESSIONAL SHALL NOT BE RESPONSIBLE FOR THE ACCURACY AND COMPLETENESS OF ANY SUCH INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL RESPONSIBILITY FOR; REVIEWING AND CHECKING ALL SUCH INFORMATION AND DATA; LOCATING ALL UNDERGROUND FACILITIES DURING CONSTRUCTION; THE SAFETY AND PROTECTION THEREOF; REPAIRING ANY DAMAGE THERETO RESULTING FROM THE WORK. THE COST OF ALL WILL BE CONSIDERED AS HAVING BEEN INCLUDED IN THE CONTRACT PRICE. THE CONTRACTOR SHALL NOTIFY ANY AFFECTED UTILITY COMPANIES OR AGENCIES IN WRITING AT LEAST 48 HOURS PRIOR TO BEGINNING CONSTRUCTION. C.PROTECTION OF EXISTING PLANT MATERIALS 1.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL UNAUTHORIZED CUTTING OR DAMAGE TO TREES AND SHRUBS EXISTING OR OTHERWISE, CAUSED BY CARELESS EQUIPMENT OPERATION, MATERIAL STOCKPILING, ETC... THIS SHALL INCLUDE COMPACTION BY DRIVING OR PARKING INSIDE THE DRIP-LINE AND SPILLING OIL, GASOLINE, OR OTHER DELETERIOUS MATERIALS WITHIN THE DRIP-LINE. NO MATERIALS SHALL BE BURNED ON SITE. EXISTING TREES KILLED OR DAMAGED SO THAT THEY ARE MISSHAPEN AND/OR UNSIGHTLY SHALL BE REPLACED AT THE COST TO THE CONTRACTOR OF THREE HUNDRED DOLLARS ($300) PER CALIPER INCH ON AN ESCALATING SCALE WHICH ADDS AN ADDITIONAL TWENTY (20) PERCENT PER INCH OVER FOUR (4) INCHES CALIPER AS FIXED AND AGREED LIQUIDATED DAMAGES. CALIPER SHALL BE MEASURED SIX (6) INCHES ABOVE GROUND LEVEL FOR TREES UP TO AND INCLUDING FOUR (4) INCHES IN CALIPER AND TWELVE (12) INCHES ABOVE GROUND LEVEL FOR TREES OVER FOUR (4) INCHES IN CALIPER. 2.SEE TREE MITIGATION PLAN AND NOTES, IF APPLICABLE. D.MATERIALS 1.GENERAL MATERIAL SAMPLES LISTED BELOW SHALL BE SUBMITTED FOR APPROVAL, ON SITE OR AS DETERMINED BY THE OWNER. UPON APPROVAL, DELIVERY OF MATERIALS MAY COMMENCE. MATERIAL SAMPLE SIZE MULCH ONE (1) CUBIC FOOT TOPSOIL MIX ONE (1) CUBIC FOOT PLANTS ONE (1) OF EACH VARIETY (OR TAGGED IN NURSERY) 2.PLANT MATERIALS a.PLANT SPECIES AND SIZE SHALL CONFORM TO THOSE INDICATED ON THE DRAWINGS. ALL NURSERY STOCK SHALL BE IN ACCORDANCE WITH GRADES AND STANDARDS FOR NURSERY PLANTS, LATEST EDITION, PUBLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. ALL PLANTS SHALL BE FLORIDA GRADE NO. 1 OR BETTER AS DETERMINED BY THE FLORIDA DIVISION OF PLANT INDUSTRY. ALL PLANTS SHALL BE HEALTHY, VIGOROUS, SOUND, WELL-BRANCHED, AND FREE OF DISEASE AND INSECTS, INSECT EGGS AND LARVAE AND SHALL HAVE ADEQUATE ROOT SYSTEMS. TREES FOR PLANTING IN ROWS SHALL BE UNIFORM IN SIZE AND SHAPE. ALL MATERIALS SHALL BE SUBJECT TO APPROVAL BY THE OWNER. WHERE ANY REQUIREMENTS ARE OMITTED FROM THE PLANT LIST, THE PLANTS FURNISHED SHALL BE NORMAL FOR THE VARIETY. PLANTS SHALL BE PRUNED PRIOR TO DELIVERY ONLY WITH APPROVAL FROM OWNER OR OWNER'S REPRESENTATIVE. NO SUBSTITUTIONS SHALL BE MADE WITHOUT WRITTEN PERMISSION FROM THE OWNER'S REPRESENTATIVE. b.MEASUREMENTS: THE HEIGHT AND/OR WIDTH OF TREES SHALL BE MEASURED FROM THE GROUND OR ACROSS THE NORMAL SPREAD OF BRANCHES WITH THE PLANTS IN THEIR NORMAL POSITION. THIS MEASUREMENT SHALL NOT INCLUDE THE IMMEDIATE TERMINAL GROWTH. PLANTS LARGER IN SIZE THAN THOSE SPECIFIED IN THE PLANT LIST MAY BE USED IF APPROVED BY THE OWNER. IF THE USE OF LARGER PLANTS IS APPROVED, THE BALL OF EARTH OR SPREAD OF ROOTS SHALL BE INCREASED IN PROPORTION TO THE SIZE OF THE PLANT. c.INSPECTION: PLANTS SHALL BE SUBJECT TO INSPECTION AND APPROVAL AT THE PLACE OF GROWTH, OR UPON DELIVERY TO THE SITE, AS DETERMINED BY THE OWNER, FOR QUALITY, SIZE, AND VARIETY. SUCH APPROVAL SHALL NOT IMPAIR THE RIGHT OF INSPECTION AND REJECTION AT THE SITE DURING PROGRESS OF THE WORK OR AFTER COMPLETION FOR SIZE AND CONDITION OF ROOT BALLS OR ROOTS, LATENT DEFECTS OR INJURIES. REJECTED PLANTS SHALL BE REMOVED IMMEDIATELY FROM THE SITE. NOTICE REQUESTING INSPECTION SHALL BE SUBMITTED IN WRITING BY THE CONTRACTOR AT LEAST ONE (1) WEEK PRIOR TO ANTICIPATED DATE. E.SOIL MIXTURE (PLANTING MEDIUM, PLANTING MIX, TOPSOIL MIX) 1.CONTRACTOR SHALL TEST EXISTING SOIL AND AMEND AS NECESSARY IN ACCORDANCE WITH THE GUIDELINES BELOW: 2.SOIL MIXTURE (PLANTING MEDIUM FOR PLANT PITS) SHALL CONSIST OF TWO PARTS OF TOPSOIL AND ONE PART SAND, AS DESCRIBED BELOW. CONTRACTOR TO SUBMIT SAMPLES AND PH TESTING RESULTS OF SOIL MIXTURE FOR OWNER'S REPRESENTATIVE APPROVAL PRIOR TO PLANT INSTALLATION OPERATIONS COMMENCE. a.TOPSOIL FOR USE IN PREPARING SOIL MIXTURE FOR BACKFILLING PLANT PITS SHALL BE FERTILE, FRIABLE, AND OF A LOAMY CHARACTER; REASONABLY FREE OF SUBSOIL, CLAY LUMPS, BRUSH WEEDS AND OTHER LITTER; FREE OF ROOTS, STUMPS, STONES LARGER THAN 2" IN ANY DIRECTION, AND OTHER EXTRANEOUS OR TOXIC MATTER HARMFUL TO PLANT GROWTH. IT SHALL CONTAIN THREE (3) TO FIVE (5) PERCENT DECOMPOSED ORGANIC MATTER AND HAVE A PH BETWEEN 5.5 AND 7.0. b.SAND SHALL BE COARSE, CLEAN, WELL-DRAINING, NATIVE SAND. c.SOIL AMENDMENT (IF NEEDED PER SOIL TESTING) THE CONTRACTOR SHALL FURNISH AND INSTALL A 3” LAYER OF AMENDED PLANTING SOIL IN ALL PLANTING BEDS, EXCLUDING SOD AREAS. THE AMENDED PLANTING SOIL SHALL BE COMPOSED OF 35% FERTICOMP 20% FLORIDA PEAT 45% SANDY LOAM. THE AMENDED PLANTING SOIL SHALL BE MIXED INTO THE BEDS UPON PLANTING. 2.TREES SHALL BE PLANTED IN THE EXISTING NATIVE SOIL ON SITE, UNLESS DETERMINED TO BE UNSUITABLE - AT WHICH POINT THE CONTRACTOR SHALL CONTACT OWNER'S REPRESENTATIVE TO DISCUSS ALTERNATE RECOMMENDATION PRIOR TO PLANTING (SUBMIT SOIL TESTING RESULTS AFTER INCORPORATING AMENDMENTS TO DEMNSTRATE COMPLIANCE WITH SOIL QUALITY REQUIREMENTS . F.WATER 1.WATER NECESSARY FOR PLANTING AND MAINTENANCE SHALL BE OF SATISFACTORY QUALITY TO SUSTAIN ADEQUATE PLANT GROWTH AND SHALL NOT CONTAIN HARMFUL, NATURAL OR MAN-MADE ELEMENTS DETRIMENTAL TO PLANTS. WATER MEETING THE ABOVE STANDARD SHALL BE OBTAINED ON THE SITE FROM THE OWNER, IF AVAILABLE, AND THE CONTRACTOR SHALL BE RESPONSIBLE TO MAKE ARRANGEMENTS FOR ITS USE BY HIS TANKS, HOSES, SPRINKLERS, ETC.... IF SUCH WATER IS NOT AVAILABLE AT THE SITE, THE CONTRACTOR SHALL PROVIDE SATISFACTORY WATER FROM SOURCES OFF THE SITE AT NO ADDITIONAL COST TO THE OWNER. * WATERING/IRRIGATION RESTRICTIONS MAY APPLY - REFER TO PROPERTY'S JURISDICTIONAL AUTHORITY. G.FERTILIZER CONTRACTOR SHALL PROVIDE FERTILIZER APPLICATION SCHEDULE TO OWNER, AS APPLICABLE TO SOIL TYPE, PLANT INSTALLATION TYPE, AND SITE'S PROPOSED USE. SUGGESTED FERTILIZER TYPES SHALL BE ORGANIC OR OTHERWISE NATURALLY-DERIVED. * FERTILIZER RESTRICTIONS MAY APPLY - REFER TO PROPERTY'S JURISDICTIONAL AUTHORITY. H.MULCH 1.MULCH MATERIAL SHALL BE MOISTENED AT THE TIME OF APPLICATION TO PREVENT WIND DISPLACEMENT, AND APPLIED AT A DEPTH OF THREE (3) INCHES. CLEAR MULCH FROM EACH PLANT'S CROWN (BASE). MULCH SHALL BE "FLORIMULCH," EUCALYPTUS MULCH, OR SIMILAR SUSTAINABLY HARVESTED MULCH UNLESS SPECIFIED OTHERWISE. 2.PROVIDE A THREE (3) INCH MINIMUM LAYER OF SPECIFIED MULCH OVER THE ENTIRE AREA OF EACH SHRUB BED, GROUND COVER, VINE BED, AND TREE PIT (6' MINIMUM) PLANTED UNDER THIS CONTRACT. I.DIGGING AND HANDLING 1.PROTECT ROOTS OR ROOT BALLS OF PLANTS AT ALL TIMES FROM SUN, DRYING WINDS, WATER AND FREEZING, AS NECESSARY UNTIL PLANTING. PLANT MATERIALS SHALL BE ADEQUATELY PACKED TO PREVENT DAMAGE DURING TRANSIT. TREES TRANSPORTED MORE THAN TEN (10) MILES OR WHICH ARE NOT PLANTED WITHIN THREE (3) DAYS OF DELIVERY TO THE SITE SHALL BE SPRAYED WITH AN ANTITRANSPIRANT PRODUCT ("WILTPRUF" OR EQUAL) TO MINIMIZE TRANSPIRATIONAL WATER LOSS. 2.BALLED AND BURLAPPED (B&B), AND FIELD GROWN (FG) PLANTS SHALL BE DUG WITH FIRM, NATURAL BALLS OF SOIL OF SUFFICIENT SIZE TO ENCOMPASS THE FIBROUS AND FEEDING ROOTS OF THE PLANTS. NO PLANTS MOVED WITH A ROOT BALL SHALL BE PLANTED IF THE BALL IS CRACKED OR BROKEN. PLANTS SHALL NOT BE HANDLED BY STEMS. 3.PLANTS MARKED "BR" IN THE PLANT LIST SHALL BE DUG WITH BARE ROOTS. CARE SHALL BE EXERCISED THAT THE ROOTS DO NOT DRY OUT DURING TRANSPORTATION AND PRIOR TO PLANTING. 4.PROTECTION OF PALMS: ONLY A MINIMUM OF FRONDS SHALL BE REMOVED FROM THE CROWN OF THE PALM TREES TO FACILITATE MOVING AND HANDLING. CLEAR TRUNK (CT) SHALL BE AS SPECIFIED AFTER THE MINIMUM OF FRONDS HAVE BEEN REMOVED. ALL PALMS SHALL BE BRACED PER PALM PLANTING DETAIL. 5.EXCAVATION OF TREE PITS SHALL BE PERFORMED USING EXTREME CARE TO AVOID DAMAGE TO SURFACE AND SUBSURFACE ELEMENTS SUCH AS UTILITIES OR HARDSCAPE ELEMENTS, FOOTERS AND PREPARED SUB-BASES. J.CONTAINER GROWN STOCK 1.ALL CONTAINER GROWN MATERIAL SHALL BE HEALTHY, VIGOROUS, WELL-ROOTED PLANTS ESTABLISHED IN THE CONTAINER IN WHICH THEY ARE SOLD. THE PLANTS SHALL HAVE TOPS WHICH ARE OF GOOD QUALITY AND ARE IN A HEALTHY GROWING CONDITION. 2.AN ESTABLISHED CONTAINER GROWN PLANT SHALL BE TRANSPLANTED INTO A CONTAINER AND GROWN IN THAT CONTAINER SUFFICIENTLY LONG ENOUGH FOR THE NEW FIBROUS ROOTS TO HAVE DEVELOPED SO THAT THE ROOT MASS WILL RETAIN ITS SHAPE AND HOLD TOGETHER WHEN REMOVED FROM THE CONTAINER. CONTAINER GROWN STOCK SHALL NOT BE HANDLED BY THEIR STEMS. 3.ROOT BOUND PLANTS ARE NOT ACCEPTABLE AND WILL BE REJECTED. 4.RPG= "ROOTS PLUS GROWER" CONTAINER PRODUCTS SHALL BE USED WHERE SPECIFIED. K.COLLECTED STOCK WHEN THE USE OF COLLECTED STOCK IS PERMITTED AS INDICATED BY THE OWNER OR OWNER'S REPRESENTATIVE, THE MINIMUM SIZES OF ROOTBALLS SHALL BE EQUAL TO THAT SPECIFIED FOR THE NEXT LARGER SIZE OF NURSERY GROWN STOCK OF THE SAME VARIETY. L.NATIVE STOCK PLANTS COLLECTED FROM WILD OR NATIVE STANDS SHALL BE CONSIDERED NURSERY GROWN WHEN THEY HAVE BEEN SUCCESSFULLY RE-ESTABLISHED IN A NURSERY ROW AND GROWN UNDER REGULAR NURSERY CULTURAL PRACTICES FOR A MINIMUM OF TWO (2) GROWING SEASONS AND HAVE ATTAINED ADEQUATE ROOT AND TOP GROWTH TO INDICATE FULL RECOVERY FROM TRANSPLANTING INTO THE NURSERY ROW. M.MATERIALS LIST QUANTITIES NECESSARY TO COMPLETE THE WORK ON THE DRAWINGS SHALL BE FURNISHED BY THE CONTRACTOR. QUANTITY ESTIMATES HAVE BEEN MADE CAREFULLY, BUT THE LANDSCAPE ARCHITECT OR OWNER ASSUMES NO LIABILITY FOR OMISSIONS OR ERRORS. SHOULD A DISCREPANCY OCCUR BETWEEN THE PLANS AND THE PLANT LIST QUANTITY, THE OWNER'S REPRESENTATIVE SHALL BE NOTIFIED FOR CLARIFICATION PRIOR TO BIDDING OR INSTALLATION. ALL DIMENSIONS AND/OR SIZES SPECIFIED SHALL BE THE MINIMUM ACCEPTABLE SIZE. N.FINE GRADING 1.FINE GRADING UNDER THIS CONTRACT SHALL CONSIST OF FINAL FINISHED GRADING OF LAWN AND PLANTING AREAS THAT HAVE BEEN ROUGH GRADED BY OTHERS. BERMING AS SHOWN ON THE DRAWINGS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, UNLESS OTHERWISE NOTED. 2.THE CONTRACTOR SHALL FINE GRADE THE LAWN AND PLANTING AREAS TO BRING THE ROUGH GRADE UP TO FINAL FINISHED GRADE ALLOWING FOR THICKNESS OF SOD AND/OR MULCH DEPTH. CONTRACTOR SHALL FINE GRADE BY HAND AND/OR WITH ALL EQUIPMENT NECESSARY INCLUDING A GRADING TRACTOR WITH FRONT-END LOADER FOR TRANSPORTING SOIL WITHIN THE SITE. 3.ALL PLANTING AREAS SHALL BE GRADED AND MAINTAINED FOR POSITIVE DRAINAGE TO SURFACE/SUBSURFACE STORM DRAIN SYSTEMS. AREAS ADJACENT TO BUILDINGS SHALL SLOPE AWAY FROM THE BUILDINGS. REFER TO CIVIL ENGINEER'S PLANS FOR FINAL GRADES, IF APPLICABLE. O.PLANTING PROCEDURES 1.CLEANING UP BEFORE COMMENCING WORK: THE CONTRACTOR SHALL CLEAN WORK AND SURROUNDING AREAS OF ALL RUBBISH OR OBJECTIONABLE MATTER DAILY. ALL MORTAR, CEMENT, AND TOXIC MATERIAL SHALL BE REMOVED FROM THE SURFACE OF ALL PLANT BEDS. THESE MATERIALS SHALL NOT BE MIXED WITH THE SOIL. SHOULD THE CONTRACTOR FIND SUCH SOIL CONDITIONS BENEATH THE SOIL WHICH WILL IN ANY WAY ADVERSELY AFFECT THE PLANT GROWTH, HE SHALL IMMEDIATELY CALL IT TO THE ATTENTION OF THE OWNER'S REPRESENTATIVE. FAILURE TO DO SO BEFORE PLANTING SHALL MAKE THE CORRECTIVE MEASURES THE RESPONSIBILITY OF THE CONTRACTOR. 2.VERIFY LOCATIONS OF ALL UTILITIES, CONDUITS, SUPPLY LINES AND CABLES, INCLUDING BUT NOT LIMITED TO: ELECTRIC, GAS (LINES AND TANKS), WATER, SANITARY SEWER, STORMWATER SYSTEMS, CABLE, AND TELEPHONE. PROPERLY MAINTAIN AND PROTECT EXISTING UTILITIES. CALL SUNSHINE STATE ONE CALL OF FLORIDA, INC. (811) TO LOCATE UTILITIES AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 3.SUBGRADE EXCAVATION: CONTRACTOR IS RESPONSIBLE TO REMOVE ALL EXISTING AND IMPORTED LIMEROCK AND LIMEROCK SUB-BASE FROM ALL LANDSCAPE PLANTING AREAS TO A MINIMUM DEPTH OF 36" OR TO NATIVE SOIL. CONTRACTOR IS RESPONSIBLE TO BACKFILL THESE PLANTING AREAS TO ROUGH FINISHED GRADE WITH CLEAN TOPSOIL FROM AN ON-SITE SOURCE OR AN IMPORTED SOURCE. IF LIMEROCK OR OTHER ADVERSE CONDITIONS OCCUR IN PLANTED AREAS AFTER 36" DEEP EXCAVATION BY THE CONTRACTOR, AND POSITIVE DRAINAGE CAN NOT BE ACHIEVED, CONTRACTOR SHALL UTILIZE POOR DRAINAGE CONDITION PLANTING DETAIL. 4.FURNISH NURSERY'S CERTIFICATE OF COMPLIANCE WITH ALL REQUIREMENTS AS SPECIFIED HEREIN. INSPECT AND SELECT PLANT MATERIALS BEFORE PLANTS ARE DUG AT NURSERY OR GROWING SITE. 5.COMPLY WITH APPLICABLE FEDERAL, STATE, COUNTY, AND LOCAL REGULATIONS GOVERNING LANDSCAPE MATERIALS AND WORK. CONFORM TO ACCEPTED HORTICULTURAL PRACTICES AS USED IN THE TRADE. UPON ARRIVAL AT THE SITE, PLANTS SHALL BE THOROUGHLY WATERED AND PROPERLY MAINTAINED UNTIL PLANTED. PLANTS STORED ONSITE SHALL NOT REMAIN UNPLANTED OR APPROPRIATELY HEALED IN FOR A PERIOD EXCEEDING TWENTY-FOUR (24) HOURS. AT ALL TIMES WORKMANLIKE METHODS CUSTOMARY IN GOOD HORTICULTURAL PRACTICES SHALL BE EXERCISED. 6.THE WORK SHALL BE COORDINATED WITH OTHER TRADES TO PREVENT CONFLICTS. COORDINATE PLANTING WITH IRRIGATION WORK TO ASSURE AVAILABILITY OF WATER AND PROPER LOCATION OF IRRIGATION APPURTENANCES AND PLANTS. 7.ALL PLANTING PITS SHALL BE EXCAVATED TO SIZE AND DEPTH IN ACCORDANCE WITH THE USA STANDARD FOR NURSERY STOCK 260.1, UNLESS SHOWN OTHERWISE ON THE DRAWINGS, AND BACK FILLED WITH THE PREPARED PLANTING SOIL MIXTURE AS SPECIFIED IN SECTION E. TEST ALL TREE PITS WITH WATER BEFORE PLANTING TO ASSURE PROPER DRAINAGE PERCOLATION IS AVAILABLE. NO ALLOWANCE WILL BE MADE FOR LOST PLANTS DUE TO IMPROPER DRAINAGE. IF POOR DRAINAGE EXISTS, UTILIZE "POOR DRAINAGE CONDITION" PLANTING DETAIL. TREES SHALL BE SET PLUMB AND HELD IN POSITION UNTIL THE PLANTING MIXTURE HAS BEEN FLUSHED INTO PLACE WITH A SLOW, FULL HOSE STREAM. ALL PLANTING SHALL BE PERFORMED BY PERSONNEL FAMILIAR WITH PLANTING PROCEDURES AND UNDER THE SUPERVISION OF A QUALIFIED LANDSCAPE FOREMAN. PROPER "JETTING IN" SHALL BE ASSURED TO ELIMINATE AIR POCKETS AROUND THE ROOTS. "JET STICK" OR EQUAL IS RECOMMENDED. 8.TAKE ALL NECESSARY PRECAUTIONS TO AVOID DAMAGE TO BUILDINGS AND BUILDING STRUCTURES WHILE INSTALLING TREES. 9.SOIL MIXTURE SHALL BE AS SPECIFIED IN SECTION E OF THESE SPECIFICATIONS. 10.TREES AND SHRUBS SHALL BE SET STRAIGHT AT AN ELEVATION THAT, AFTER SETTLEMENT, THE PLANT CROWN WILL STAND ONE (1) TO TWO (2) INCHES ABOVE GRADE. EACH PLANT SHALL BE SET IN THE CENTER OF THE PIT. PLANTING SOIL MIXTURE SHALL BE BACK FILLED, THOROUGHLY TAMPED AROUND THE BALL, AND SETTLED BY WATER (AFTER TAMPING). 11.AMEND PINE AND OAK PLANT PITS WITH ECTOMYCORRHIZAL SOIL APPLICATION PER MANUFACTURER'S RECOMMENDATION. ALL OTHER PLANT PITS SHALL BE AMENDED WITH ENDOMYCORRHIZAL SOIL APPLICATION PER MANUFACTURER'S RECOMMENDATION. PROVIDE PRODUCT INFORMATION SUBMITTAL PRIOR TO INOCULATION. 12.FILL HOLE WITH SOIL MIXTURE, MAKING CERTAIN ALL SOIL IS SATURATED. TO DO THIS, FILL HOLE WITH WATER AND ALLOW TO SOAK MINIMUM TWENTY (20) MINUTES, STIRRING IF NECESSARY TO GET SOIL THOROUGHLY WET. PACK LIGHTLY WITH FEET, ADD MORE WET SOIL MIXTURE. DO NOT COVER TOP OF BALL WITH SOIL MIXTURE. ALL BURLAP, ROPE, WIRES, BASKETS, ETC.., SHALL BE REMOVED FROM THE SIDES AND TOPS OF BALLS, BUT NO BURLAP SHALL BE PULLED FROM UNDERNEATH. 13.TREES SHALL BE PRUNED, AT THE DIRECTION OF THE OWNER OR OWNER'S REPRESENTATIVE, TO PRESERVE THE NATURAL CHARACTER OF THE PLANT. ALL SOFT WOOD OR SUCKER GROWTH AND ALL BROKEN OR BADLY DAMAGED BRANCHES SHALL BE REMOVED WITH A CLEAN CUT. ALL PRUNING TO BE PERFORMED BY CERTIFIED ARBORIST, IN ACCORDANCE WITH ANSI A-300. 14.SHRUBS AND GROUND COVER PLANTS SHALL BE EVENLY SPACED IN ACCORDANCE WITH THE DRAWINGS AND AS INDICATED ON THE PLANT LIST. MATERIALS INSTALLED SHALL MEET MINIMUM SPECIMEN REQUIREMENTS OR QUANTITIES SHOW ON PLANS, WHICHEVER IS GREATER. CULTIVATE ALL PLANTING AREAS TO A MINIMUM DEPTH OF 6", REMOVE AND DISPOSE ALL DEBRIS. MIX TOP 4" THE PLANTING SOIL MIXTURE AS SPECIFIED IN SECTION E. THOROUGHLY WATER ALL PLANTS AFTER INSTALLATION. 15.TREE GUYING AND BRACING SHALL BE INSTALLED BY THE CONTRACTOR IN ACCORDANCE WITH THE PLANS TO INSURE STABILITY AND MAINTAIN TREES IN AN UPRIGHT POSITION. IF THE CONTRACTOR AND OWNER DECIDE TO WAIVE THE TREE GUYING AND BRACING, THE OWNER SHALL NOTIFY THE PROJECT LANDSCAPE ARCHITECT IN WRITING AND AGREE TO INDEMNIFY AND HOLD HARMLESS THE PROJECT LANDSCAPE ARCHITECT IN THE EVENT UNSUPPORTED TREES PLANTED UNDER THIS CONTRACT FALL AND DAMAGE PERSON OR PROPERTY. 16.ALL PLANT BEDS SHALL BE KEPT FREE OF NOXIOUS WEEDS UNTIL FINAL ACCEPTANCE OF WORK. IF DIRECTED BY THE OWNER, "ROUND-UP" SHALL BE APPLIED FOR WEED CONTROL BY QUALIFIED PERSONNEL TO ALL PLANTING AREAS IN SPOT APPLICATIONS PER MANUFACTURER'S PRECAUTIONS AND SPECIFICATIONS. PRIOR TO FINAL INSPECTION, TREAT ALL PLANTING BEDS WITH AN APPROVED PRE-EMERGENT HERBICIDE AT AN APPLICATION RATE RECOMMENDED BY THE MANUFACTURER. (AS ALLOWED BY JURISDICTIONAL AUTHORITY) P.LAWN SODDING 1.THE WORK CONSISTS OF LAWN BED PREPARATION, SOIL PREPARATION, AND SODDING COMPLETE, IN STRICT ACCORDANCE WITH THE SPECIFICATIONS AND THE APPLICABLE DRAWINGS TO PRODUCE A TURF GRASS LAWN ACCEPTABLE TO THE OWNER. 2.ALL AREAS THAT ARE TO BE SODDED SHALL BE CLEARED OF ANY ROUGH GRASS, WEEDS, AND DEBRIS BY MEANS OF A SOD CUTTER TO A DEPTH OF THREE (3) INCHES, AND THE GROUND BROUGHT TO AN EVEN GRADE. THE ENTIRE SURFACE SHALL BE ROLLED WITH A ROLLER WEIGHING NOT MORE THAN ONE-HUNDRED (100) POUNDS PER FOOT OF WIDTH. DURING THE ROLLING, ALL DEPRESSIONS CAUSED BY SETTLEMENT SHALL BE FILLED WITH ADDITIONAL SOIL, AND THE SURFACE SHALL BE REGRADED AND ROLLED UNTIL PRESENTING A SMOOTH AND EVEN FINISH TO THE REQUIRED GRADE. 3.PREPARE LOOSE BED FOUR (4) INCHES DEEP. HAND RAKE UNTIL ALL BUMPS AND DEPRESSIONS ARE REMOVED. WET PREPARED AREA THOROUGHLY. 4.SODDING a.THE CONTRACTOR SHALL SOD ALL AREAS THAT ARE NOT PAVED OR PLANTED AS DESIGNATED ON THE DRAWINGS WITHIN THE CONTRACT LIMITS, UNLESS SPECIFICALLY NOTED OTHERWISE. b.THE SOD SHALL BE CERTIFIED TO MEET FLORIDA STATE PLANT BOARD SPECIFICATIONS, ABSOLUTELY TRUE TO VARIETAL TYPE, AND FREE FROM WEEDS, FUNGUS, INSECTS AND DISEASE OF ANY KIND. c.SOD PANELS SHALL BE LAID TIGHTLY TOGETHER SO AS TO MAKE A SOLID SODDED LAWN AREA. SOD SHALL BE LAID UNIFORMLY AGAINST THE EDGES OF ALL CURBS AND OTHER HARDSCAPE ELEMENTS, PAVED AND PLANTED AREAS. ADJACENT TO BUILDINGS, A 24 INCH STONE MULCH STRIP SHALL BE PROVIDED. IMMEDIATELY FOLLOWING SOD LAYING, THE LAWN AREAS SHALL BE ROLLED WITH A LAWN ROLLER CUSTOMARILY USED FOR SUCH PURPOSES, AND THEN THOROUGHLY IRRIGATED. IF, IN THE OPINION OF THE OWNER, TOP-DRESSING IS NECESSARY AFTER ROLLING TO FILL THE VOIDS BETWEEN THE SOD PANELS AND TO EVEN OUT INCONSISTENCIES IN THE SOD, CLEAN SAND, AS APPROVED BY THE OWNER'S REPRESENTATIVE, SHALL BE UNIFORMLY SPREAD OVER THE ENTIRE SURFACE OF THE SOD AND THOROUGHLY WATERED IN. FERTILIZE INSTALLED SOD AS ALLOWED BY PROPERTY'S JURISDICTIONAL AUTHORITY. 5.DURING DELIVERY, PRIOR TO, AND DURING THE PLANTING OF THE LAWN AREAS, THE SOD PANELS SHALL AT ALL TIMES BE PROTECTED FROM EXCESSIVE DRYING AND UNNECESSARY EXPOSURE OF THE ROOTS TO THE SUN. ALL SOD SHALL BE STACKED SO AS NOT TO BE DAMAGED BY SWEATING OR EXCESSIVE HEAT AND MOISTURE. 6.LAWN MAINTENANCE a.WITHIN THE CONTRACT LIMITS, THE CONTRACTOR SHALL PRODUCE A DENSE, WELL ESTABLISHED LAWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR AND RE-SODDING OF ALL ERODED, SUNKEN OR BARE SPOTS (LARGER THAN 12"X12") UNTIL CERTIFICATION OF ACCEPTANCE BY THE OWNER'S REPRESENTATIVE. REPAIRED SODDING SHALL BE ACCOMPLISHED AS IN THE ORIGINAL WORK (INCLUDING REGRADING IF NECESSARY). b.CONTRACTOR RESPONSIBLE FOR ESTABLISHING AND MAINTAINING SOD/LAWN UNTIL ACCEPTANCE BY THE OWNER'S REPRESENTATIVE. PRIOR TO AND UPON ACCEPTANCE, CONTRACTOR TO PROVIDE WATERING/IRRIGATION SCHEDULE TO OWNER. OBSERVE ALL APPLICABLE WATERING RESTRICTIONS AS SET FORTH BY THE PROPERTY'S JURISDICTIONAL AUTHORITY. Q.CLEANUP UPON COMPLETION OF ALL PLANTING WORK AND BEFORE FINAL ACCEPTANCE, THE CONTRACTOR SHALL REMOVE ALL MATERIAL, EQUIPMENT, AND DEBRIS RESULTING FROM HIS WORK. ALL PAVED AREAS SHALL BE CLEANED AND THE SITE LEFT IN A NEAT AND ACCEPTABLE CONDITION AS APPROVED BY THE OWNER'S REPRESENTATIVE. R.PLANT MATERIAL MAINTENANCE ALL PLANTS AND PLANTING INCLUDED UNDER THIS CONTRACT SHALL BE MAINTAINED BY WATERING, CULTIVATING, SPRAYING, AND ALL OTHER OPERATIONS (SUCH AS RE-STAKING OR REPAIRING GUY SUPPORTS) NECESSARY TO INSURE A HEALTHY PLANT CONDITION BY THE CONTRACTOR UNTIL CERTIFICATION OF ACCEPTANCE BY THE OWNER'S REPRESENTATIVE. S.FINAL INSPECTION AND ACCEPTANCE OF WORK FINAL INSPECTION AT THE END OF THE WARRANTY PERIOD SHALL BE ON PLANTING, CONSTRUCTION AND ALL OTHER INCIDENTAL WORK PERTAINING TO THIS CONTRACT. ANY REPLACEMENT AT THIS TIME SHALL BE SUBJECT TO THE SAME ONE (1) YEAR WARRANTY (OR AS SPECIFIED BY THE LANDSCAPE ARCHITECT OR OWNER IN WRITING) BEGINNING WITH THE TIME OF REPLACEMENT AND ENDING WITH THE SAME INSPECTION AND ACCEPTANCE HEREIN DESCRIBED. T.WARRANTY 1.THE LIFE AND SATISFACTORY CONDITION OF ALL PLANT MATERIAL INSTALLED (INCLUDING SOD) BY THE LANDSCAPE CONTRACTOR SHALL BE WARRANTED BY THE CONTRACTOR FOR A MINIMUM OF ONE (1) CALENDAR YEAR COMMENCING AT THE TIME OF CERTIFICATION OF ACCEPTANCE BY THE OWNER'S REPRESENTATIVE. 2.ANY PLANT NOT FOUND IN A HEALTHY GROWING CONDITION AT THE END OF THE WARRANTY PERIOD SHALL BE REMOVED FROM THE SITE AND REPLACED AS SOON AS WEATHER CONDITIONS PERMIT. ALL REPLACEMENTS SHALL BE PLANTS OF THE SAME KIND AND SIZE AS SPECIFIED IN THE PLANT LIST. THEY SHALL BE FURNISHED PLANTED AND MULCHED AS SPECIFIED AT NO ADDITIONAL COST TO THE OWNER. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE MAINTENANCE OF THE PROJECT SITE INCLUDING BUT NOT LIMITED TO WATERING OF LANDSCAPE MOWING, BLOWING, EDGING, TRIMMING, PRUNING, WEEDING, SPRAYING OF PESTICIDES, FUNGICIDES AND HERBICIDES, FROM CONSTRUCTION START THROUGH OWNER FINAL PROJECT ACCEPTANCE. 4.IN THE EVENT THE OWNER DOES NOT CONTRACT WITH THE CONTRACTOR FOR LANDSCAPE AND IRRIGATION MAINTENANCE, THE CONTRACTOR SHOULD VISIT THE PROJECT SITE PERIODICALLY DURING THE ONE (1) YEAR WARRANTY PERIOD TO EVALUATE MAINTENANCE PROCEDURES BEING PERFORMED BY THE OWNER. CONTRACTOR SHALL NOTIFY THE OWNER IN WRITING OF MAINTENANCE PROCEDURES OR CONDITIONS WHICH THREATEN VIGOROUS AND HEALTHY PLANT GROWTH. SITE VISITS SHALL BE CONDUCTED A MINIMUM OF ONCE PER MONTH FOR A PERIOD OF TWELVE (12) MONTHS FROM THE DATE OF ACCEPTANCE. 5.PALM INOCULATION: ALL PHOENIX GENUS AND BISMARKIA GENUS PALMS SHALL BE INOCULATED AGAINST LETHAL BRONZING PRIOR TO LEAVING THE TREE FARM/NURSERY. CONTRACTOR SHALL PROVIDE PROOF OF INOCULATION AND CERTIFICATION THAT THE PALMS ARE HEALTHY AND FREE OF ALL DISEASE. THE CONTRACTOR IS RESPONSIBLE FOR INOCULATION OF THE PALMS, ONCE PLANTED, TO THE END OF THE WARRANTY PERIOD. GENERAL LANDSCAPE SPECIFICATIONS AND NOTES 1 L1.51 638 STOP STOP 1 2 3 4 10 STATE ROAD 434 RO B E R T S F A M I L Y L A N E T U S K A W I L L A R O A D TPF TP F MFS C RS 18 18 BFP W W W W W A A GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D GA S M P D E U45 M 4,736 GSF Type VB Construction CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR ICE (Customer) IC E ( A s s o c i a t e ) S t o p B a r Dou b l e Y e l l o w S t r i p e Stop Bar Stop Bar Stop Bar Stop Bar Stop Bar St o p B a r BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 7 / 2 5 MM B 1 Pl o t t e d B y : Mi a h , I f r i t S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : L2 . 0 0 Ju l y 1 7 , 2 0 2 5 0 3 : 2 4 : 2 5 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ p l a n s h e e t s - a d d p a r k i n g \ L 2 . 0 0 I R R I G A T I O N P L A N . d w g WI N T E R S P R I N G S WA W A IR R I G A T I O N O V E R A L L FL CI T Y O F W I N T E R S P R I N G S L2.00 14 9 1 7 0 0 2 6 07 / 1 7 / 2 0 2 5 AD L JC B CN S NOTE: IF SOURCE TO BE RECLAIMED (NON-POTABLE) ALL EQUIPMENT TO BE INDICATED AS SUCH AND PURPLE IN COLOR. FOLLOW ALL LOCAL JURISDICTION STANDARDS FOR RECLAIMED IRRIGATION SYSTEMS. CONTRACTOR TO ADJUST ALL OVERHEAD SPRAY HEADS TO ENSURE MINIMAL OVER-SPRAY OCCURS ON ANY HARDSCAPE SURFACE (TYP). CONTRACTOR TO PERMANENTLY MARK ALL SLEEVE CROSSINGS AT ASSOCIATED TOPS OF CURB (TYP). IRRIGATION NOTES 1.CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, EQUIPMENT QUANTITIES, ETC. PRIOR TO BEGINNING WORK. 2.CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT OF ANY DISCREPANCIES IN PLANS OR SPECIFICATIONS PRIOR TO BEGINNING OR CONTINUING WORK. 3.THE CONTRACTOR SHALL MAKE NO SUBSTITUTIONS, DELETIONS, OR ADDITIONS TO THIS PLAN WITHOUT APPROVAL OF THE LANDSCAPE ARCHITECT. 4.ALL CONSTRUCTION SHALL CONFORM TO CITY, COUNTY, STATE, AND FEDERAL REQUIREMENTS. IT SHALL BE THE RESPONSIBILITY OF THE IRRIGATION CONTRACTOR TO ENSURE THAT ALL IRRIGATION EQUIPMENT MEETS GOVERNMENT REGULATIONS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR OBTAINING ANY NECESSARY PERMITS OR APPROVALS. 5.THIS PLAN IS SCHEMATIC AND DUE TO THE NATURE OF CONSTRUCTION SLIGHT FIELD MODIFICATIONS MAY BE NECESSARY TO IMPLEMENT PLAN. 6.CONTRACTOR TO VERIFY ACTUAL AVAILABLE WATER PRESSURE BEFORE BEGINNING INSTALLATION. CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT IF AVAILABLE WATER PRESSURE WILL NOT ALLOW SYSTEM MODIFICATION TO BE POSSIBLE. 7.IRRIGATION SYSTEMS CONNECTED TO POTABLE WATER SUPPLY, SHALL HAVE A BACKFLOW PREVENTER INSTALLED. 8.WHERE APPLICABLE IRRIGATION HEADS ARE TO BE ADJUSTED FOR COMPLETE COVERAGE WITH MINIMUM OVER SPRAY BEYOND LANDSCAPE AREAS. 9.EXISTING TREES TO REMAIN ARE TO BE PROTECTED FROM DAMAGE. DO NOT TRENCH OR EXCAVATE WITHIN THE CRITICAL ROOT ZONE OF ANY TREE. 10.ALL IRRIGATION SLEEVING TO BE THE RESPONSIBILITY OF THE IRRIGATION CONTRACTOR. ELECTRICAL WIRES FOR IRRIGATION VALVES AND IRRIGATION LINES ARE TO BE PLACED IN SEPARATE SLEEVES. 11.IRRIGATION CONTRACTOR SHALL REVIEW WINTERIZATION PROCEDURES FOR IRRIGATION SYSTEM WITH OWNER'S REPRESENTATIVE. 12.ALL PLANT MATERIAL IN TREE HOLDING AREAS SHALL BE MANUALLY WATERED/IRRIGATED TO KEEP MOIST UNTIL PLANTED. 13.CONTRACTOR TO PROVIDE PERMANENT BENCH-MARKS ON ALL CURB LINES AT RELATED SLEEVE LOCATIONS (TYP). 14.THE IRRIGATION SYSTEM SHALL BE DESIGNED AND INSTALLED TO MINIMIZE ROOT DISTURBANCE IN EXISTING TREES. 15.IRRIGATION SPRAYS AND ROTORS ARE NOT COMBINED ON THE SAME CONTROL VALVE CIRCUIT - LANDSCAPE BEDS AND TURF ON SEPARATE CIRCUITS. 16.MATCH PRECIPITATION RATES WITH ANY HEADS THAT ARE REPLACED. NO R T H L2.01 L2.02 COORDINATE/DISCUSS PROJECT LIMITS WITH GENERAL CONTRACTOR TO ENSURE ALL IRRIGATION EQUIPMENT IS INSTALLED WITHIN PROJECT AREA. NOT ALL NECESSARY SLEEVES SHOWN. INSTALL WHERE NECESSARY AND COORDINATE WITH OTHER DISCIPLINES TO AVOID CONFLICTS AND FACILITATE THE CONSTRUCTION PROCESS. CONTRACTOR RESPONSIBLE FOR EVALUATING/ CONNECTING TO EXISTING SYSTEM AND ZONING (POTENTIALLY ADDING NEW VALVES) AS NECESSARY. FIELD LOCATE ALL EQUIPMENT NEEDED FOR IRRIGATION MODIFICATION/EXPANSION. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE P.O.C FOR INCLUSION INTO THE SYSTEM (INCLUDES ALL NECESSARY BORING, TRENCHING, ETC.) IRRIGATION CONTRACTOR IS RESPONSIBLE FOR PERFORMING ALL NECESSARY MODIFICATIONS REQUIRED TO MEET THE SCHEMATIC INTENT OF THESE PLANS PRIOR TO SUBMITTING PROPOSAL. THESE PLANS OUTLINE THE OVERALL LAYOUT THE SYSTEM AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ZONE THE SYSTEM ACCORDINGLY BASED ON FLOW AND PRESSURE AVAILABLE. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE FOLLOWING BUT NOT LIMITED TO AVAILABLE FLOW, AVAILABLE PRESSURE, CONNECTION ASSEMBLY, CAPACITY OF THE SYSTEM. 639 SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY PSI RAIN BIRD R-VAN14 RD-06-S-P45-F TURF ROTARY, 8FT.-14FT. 45-270 DEGREES AND 360 DEGREES. HAND ADJUSTABLE MULTI-STREAM ROTARY W/RD1800 TURF SPRAY BODY ON 6IN. POP-UP, WITH CHECK VALVE AND 45 PSI IN-STEM PRESSURE REGULATOR. FLOW-SHIELD TECHNOLOGY. 1/2IN. NPT FEMALE THREADED INLET. 5 30 RAIN BIRD R-VAN18 RD-06-S-P45-F TURF ROTARY, 13FT.-18FT. 45-270 DEGREES AND 360 DEGREES. HAND ADJUSTABLE MULTI-STREAM ROTARY W/RD1800 TURF SPRAY BODY ON 6IN. POP-UP, WITH CHECK VALVE AND 45 PSI IN-STEM PRESSURE REGULATOR. FLOW-SHIELD TECHNOLOGY. 1/2IN. NPT FEMALE THREADED INLET. 2 30 RAIN BIRD 1806-SAM-NP-1400 FLOOD FLOOD BUBBLER 6IN. POPUP WITH CHECK VALVE, AND NON-POTABLE PURPLE CAP. INSTALL W/ PA-80 ADAPTER. 2 20 SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY AREA TO RECEIVE DRIPLINE RAIN BIRD XFDEP-09-12 XFDE ON-SURFACE PRESSURE COMPENSATING LANDSCAPE DRIPLINE. 0.9 GPH EMITTERS AT 12" O.C. DRIPLINE LATERALS SPACED AT 12" APART, WITH EMITTERS OFFSET FOR TRIANGULAR PATTERN. UV & KINK RESISTANT. USE XF INSERT FITTINGS. 345.2 LF SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY IRRIGATION MAINLINE: PVC SCHEDULE 40 132.5 LF PIPE SLEEVE: PVC SCHEDULE 40 - MAINLINE 57.0 LF 14 ADJ 14 F 18 18 18 ADJ 18 F 1402 14041401 IRRIGATION SCHEDULE TURN MODIFICATION FLOW TOTALS TURN MODIFICATION Area for Dripline:5.2 Bubbler:0.5 Turf Rotary:3.3 Total:9.0 GPM RO B E R T S F A M I L Y L A N E TPFTP F TPF TP F C RS 18 18 BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 7 / 2 5 MM B 1 Pl o t t e d B y : Mi a h , I f r i t S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : L2 . 0 1 Ju l y 1 7 , 2 0 2 5 0 4 : 3 7 : 0 1 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ p l a n s h e e t s - a d d p a r k i n g \ L 2 . 0 0 I R R I G A T I O N P L A N . d w g WI N T E R S P R I N G S WA W A IR R I G A T I O N P L A N FL CI T Y O F W I N T E R S P R I N G S L2.01 14 9 1 7 0 0 2 6 07 / 1 7 / 2 0 2 5 AD L JC B CN S NO R T H NOTE: IF SOURCE TO BE RECLAIMED (NON-POTABLE) ALL EQUIPMENT TO BE INDICATED AS SUCH AND PURPLE IN COLOR. FOLLOW ALL LOCAL JURISDICTION STANDARDS FOR RECLAIMED IRRIGATION SYSTEMS. CONTRACTOR TO ADJUST ALL OVERHEAD SPRAY HEADS TO ENSURE MINIMAL OVER-SPRAY OCCURS ON ANY HARDSCAPE SURFACE (TYP). CONTRACTOR TO PERMANENTLY MARK ALL SLEEVE CROSSINGS AT ASSOCIATED TOPS OF CURB (TYP). COORDINATE/DISCUSS PROJECT LIMITS WITH GENERAL CONTRACTOR TO ENSURE ALL IRRIGATION EQUIPMENT IS INSTALLED WITHIN PROJECT AREA. NOT ALL NECESSARY SLEEVES SHOWN. INSTALL WHERE NECESSARY AND COORDINATE WITH OTHER DISCIPLINES TO AVOID CONFLICTS AND FACILITATE THE CONSTRUCTION PROCESS. CONTRACTOR RESPONSIBLE FOR EVALUATING/ CONNECTING TO EXISTING SYSTEM AND ZONING (POTENTIALLY ADDING NEW VALVES) AS NECESSARY. FIELD LOCATE ALL EQUIPMENT NEEDED FOR IRRIGATION MODIFICATION/EXPANSION. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE P.O.C FOR INCLUSION INTO THE SYSTEM (INCLUDES ALL NECESSARY BORING, TRENCHING, ETC.) 640 STOP 1 2 3 4 10 T U S K A W I L L A R O A D W W W W W W W W W PROPOSED BUILDING 4,736 SF 4,736 GSF Type VB Construction CARDBOARD RECYCLING CONTAINER S t o p B a r Dou b l e Y e l l o w S t r i p e Stop Bar Stop Bar L C BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 7 / 2 5 MM B 1 Pl o t t e d B y : Mi a h , I f r i t S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : L2 . 0 2 Ju l y 1 7 , 2 0 2 5 0 4 : 3 7 : 1 1 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ p l a n s h e e t s - a d d p a r k i n g \ L 2 . 0 0 I R R I G A T I O N P L A N . d w g WI N T E R S P R I N G S WA W A IR R I G A T I O N P L A N FL CI T Y O F W I N T E R S P R I N G S L2.02 14 9 1 7 0 0 2 6 07 / 1 7 / 2 0 2 5 AD L JC B CN S NO R T H NOTE: IF SOURCE TO BE RECLAIMED (NON-POTABLE) ALL EQUIPMENT TO BE INDICATED AS SUCH AND PURPLE IN COLOR. FOLLOW ALL LOCAL JURISDICTION STANDARDS FOR RECLAIMED IRRIGATION SYSTEMS. CONTRACTOR TO ADJUST ALL OVERHEAD SPRAY HEADS TO ENSURE MINIMAL OVER-SPRAY OCCURS ON ANY HARDSCAPE SURFACE (TYP). CONTRACTOR TO PERMANENTLY MARK ALL SLEEVE CROSSINGS AT ASSOCIATED TOPS OF CURB (TYP). COORDINATE/DISCUSS PROJECT LIMITS WITH GENERAL CONTRACTOR TO ENSURE ALL IRRIGATION EQUIPMENT IS INSTALLED WITHIN PROJECT AREA. NOT ALL NECESSARY SLEEVES SHOWN. INSTALL WHERE NECESSARY AND COORDINATE WITH OTHER DISCIPLINES TO AVOID CONFLICTS AND FACILITATE THE CONSTRUCTION PROCESS. CONTRACTOR RESPONSIBLE FOR EVALUATING/ CONNECTING TO EXISTING SYSTEM AND ZONING (POTENTIALLY ADDING NEW VALVES) AS NECESSARY. FIELD LOCATE ALL EQUIPMENT NEEDED FOR IRRIGATION MODIFICATION/EXPANSION. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE P.O.C FOR INCLUSION INTO THE SYSTEM (INCLUDES ALL NECESSARY BORING, TRENCHING, ETC.) IRRIGATE TO ESTABLISHMENT IRRIGATE TO ESTABLISHMENT 641 BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 7 / 2 5 MM B 1 Pl o t t e d B y : Mi a h , I f r i t S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : L2 . 5 0 Ju l y 1 7 , 2 0 2 5 0 3 : 2 4 : 5 4 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ p l a n s h e e t s - a d d p a r k i n g \ L 2 . 0 0 I R R I G A T I O N P L A N . d w g WI N T E R S P R I N G S WA W A IR R I G A I T O N D E T A I L S FL CI T Y O F W I N T E R S P R I N G S L2.50 14 9 1 7 0 0 2 6 07 / 1 7 / 2 0 2 5 AD L JC B CN S NTS NTS TYPICAL BUBBLER SECTION NTS NOTE: BUBBLER SHALL NOT BE PLACED AT TRUNK FLARE. PVC SLIP-THREAD ADAPTOR. BUBBLER NOZZLE AS SPECIFIED. 3" A B O V E G R A D E WATER WELL AS PER PLANTER DETAIL. FINISHED GRADE. 12 " B E L O W G R A D E PVC SLIP-THREAD ADAPTER. PVC LATERAL LINE. 1 2" IPS FLEX HOSE WITH PVC FLEX GLUE AND PRIMER 5' LENGTH MIN. 12 L2.50 LATERAL PIPE TYPICAL IRRIGATION HEAD SECTION NTS 12 " M I N 6" CLEAR NOZZLESFINISHED GRADE/TOP OF MULCH 1/2" FLEX PIPE, LENGTH AS NEEDED SCH 40 SWEEP ELBOW LATERAL TEE POP-UP SPRAY SPRINKLER ON 6"OR 12" RISER (UNLESS SPECIFIED PER IRRIGATION SCHEDULE 8 L2.50 4 5 3 2 1 TURF GRASS VALVE BOX LID FINISH GRADE 12" AIR RELIEF VALVE: TO BE INSTALLED AT HIGH POINTS IN DRIP ZONE 12" X 3 4" PVC REDUCER BUSHING BARB X FEMALE THREAD CONNECTOR: 12" BLANK DRIPLINE TUBING: BARB X MALE THREAD CONNECTOR: PVC TEE CONNECTED TO PVC HEADER PIPE 3" MINIMUM DEPTH OF 3 4" WASHED GRAVEL BRICK (1 OF 2) 7 1 2 6 10 11 7 8 9 8 9 4 10 5 6 3 11 AIR RELIEF VALVE IN XFS DRIP LINE SECTION 7 L2.50 1 2 3 4 5 6 1 2 3 4 5 6 7 7 6-INCH MINIMUM DEPTH OF BRICK (1 OF 2) FILTERED DRAIN VALVE: PVC LATERAL PIPE PVC SCH 40 TEE VALVE BOX WITH COVER: FINISH GRADE/TOP OF MULCH 3/4-INCH WASHED GRAVEL DRAIN VALVE SECTION 6 L2.50 FINISH GRADE CONTROL WIRE WITH IDENTIFICATION TAG NDS VALVE BOX WITH LOCKING COVER 90° ELL-PVC SCHEDULE 40 SCHEDULE 80 PVC NIPPLE MAIN LINE FITTING MAIN SUPPLY LINE 6" GRAVEL SUMP LINE BOTTOM OF VALVE PIT WITH LANDSCAPE FABRIC. MAINTAIN CLEAR SPACE BETWEEN BOTTOM OF VALVE PIT AND VALVE. DO NOT ALLOW BOX TO REST ON PIPE. TO SPRINKLERS TYPICAL CONTROL VALVE SECTION NTSL2.50 5 ALL DRIPLINE TUBING AND FITTING CONNECTIONS SHALL BE CLAMPED PER MANUFACTURERS SPECIFICATIONS DRIPLINE NOTE: 1. DRIP TUBING TO BE ROUTED IN THE PLANT MATERIAL BED WITH AT MAXIMUM LATERAL SPACING OF 16 INCHES. 2. DRIP TUBING TO BE INSTALLED IN A GRID PATTERN. DRIP TUBING SHALL NOT BE INSTALLED IN A LONG CONTINUOUS RUN. 3.CONTRACTOR TO REFER TO IRRIGATION PLAN FOR LOCATION OF CONTROL VALVES THAT UTILIZE MULTIPLE DRIPLINE SUPPLY CONNECTIONS (IF SHOWN). CONTRACTOR TO REFER TO IRRIGATION PLAN FOR LOCATION OF CONTROL VALVES THAT UTILIZE MULTIPLE DRIPLINE SUPPLY CONNECTIONS. IF NOT SHOWN, INSTALL WITHIN ADJACENT GREEN AREA NOT IN A HIGHLY VISIBLE AREA. WHEN DRIPLINE REQUIRES MULTIPLE SUPPLY POINTS EACH POINT SHALL BE CONNECTED UTILIZING RAINBIRD FITTINGS. TO NEXT DRIP SUPPLY POINT WHERE APPLICABLEFROM CONTROL VALVE DRIPLINE TEE AREA PERIMETER AREA PERIMETER TYPICAL DRIP LINE PLAN NTSL2.50 9 3' MIN. 3' MIN. IRRIGATION SLEEVE ROADWAY/DRIVEWAY BASE + SHARED SLEEVE, WHERE APPLICABLE WITH LATERALS & MAINLINE ONLY. ALL WIRING IS SEPARATE CONDUIT. CONCRETE CURB WHERE APPLICABLE TURF/PLANTING BED END OF SLEEVE END OF SLEEVE METALLIC DISC METALLIC DISC TURF/PLANTING BED TYPICAL SLEEVING SECTION NTS 10 L2.50 12" MIN 10' 12" MIN 18" MIN 18" MIN 12" MIN 12" MIN ALL 120 VOLT WIRING IN CONDUIT TO BE INSTALLED IN ACCORDANCE WITH LOCAL CODE. ALL PLASTIC PIPING TO BE SNAKED IN TRENCHES AS SHOWN. TAPE AND BUNDLE WIRING AT 10 FT. INTERVALS ALL MAIN LINES TO BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTALLATION SPECIFICATIONS. 120 VOLT IN CONDUIT WIRING MAIN SUPPLY LATERAL MAIN SUPPLY, LATERAL, AND WIRING MAINLINE WIRING LATERAL METAL DETECTABLE MARKING TAPE TYPICAL TRENCHING SECTION / PLAN NTSL2.50 11 COMMERCIAL CONTROL DRIP ZONE VALVE KIT SECTION / PLAN NTS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 18 654321 7 3 14 15 8 9 8 10 11 1312 14 FINISH GRADE/TOP OF MULCH VALVE BOX WITH COVER: REMOTE CONTROL VALVE: ID TAG WATERPROOF CONNECTION: 30-INCH LINEAR LENGTH OF WIRE, COILED PRESSURE REGULATING QUICK CHECK BASKET FILTER: PVC SCH 80 NIPPLE (LENGTH AS REQUIRED) PVC SCH 40 ELL PVC SCH 80 NIPPLE (2-INCH LENGTH, HIDDEN) AND PVC SCH 40 ELL PVC SCH 40 TEE OR ELL MAINLINE PIPE 3-INCH MINIMUM DEPTH OF 3/4-INCH WASHED GRAVEL PVC SCH 80 NIPPLE, CLOSE PVC SCH 40 TEE PVC SCH 40 ELL PVC SCH 40 FEMALE ADAPTOR LATERAL PIPE 15 16 17 18 17 16 7214 16 714 SIDE VIEW TOP VIEW L2.50 1 IRRIGATION CONTROLLER: CONTROLLER (OWNER TO SPECIFY WALL MOUNT OR STAINLESS STEEL PEDESTAL MOUNT). INSTALL PER MANUFACTURER'S RECOMMENDATIONS. JUNCTION BOX 1-INCH CONDUIT AND FITTINGS TO POWER SUPPLY POWER SUPPLY WIRE 2-INCH CONDUIT AND FITTINGS FOR STATION WIRES WIRES TO REMOTE CONTROL VALVES NOTES: 1.FOR EASE OF INSTALLATION INTO A CONTROLLER WITH MORE THAN 24 STATIONS, INSTALL A JUNCTION BOX AT THE BASE OF CONTROLLER AND TRANSITION LARGER VALVE AND COMMON WIRES FROM FIELD TO 18 AWG MULTI CONDUCTOR WIRE TO BE USED IN CONTROLLER. 2. USE STEEL CONDUIT FOR ABOVE GRADE AND SCH 40 PVC CONDUIT FOR BELOW GRADE CONDITIONS. 3. PROVIDE PROPER GROUNDING COMPONENTS TO ACHIEVE GROUND RESISTANCE OF 10 OHMS OR LESS. 1 2 3 4 5 6 1 2 3 4 5 6 TYPICAL CONTROLLER ELEVATION NTS 2 L2.50 1. 2. ALL MAIN LINE TO BE INSTALLED ACCORDING AND TESTED TO MANUFACTURER'S INSTALLATION INSTRUCTIONS. ALL TRENCH DEPTHS AND WIDTHS SHALL BE SHOWN ON THE TYPICAL TRENCHING DETAILS. INSTALLATION NOTES: TYPICAL THRUST BLOCK SECTION NTS 3 L2.50 INSTALLATION NOTES 1.3000 PSI CONCRETE OR BETTER IS TO BE USED FOR THRUST BLOCKS. 2.FOR 45°/90° FITTINGS, MINIMUM OF 2 CUBIC FEET OF CONCRETE TO BE USED. 3.FOR 22-1/2° FITTINGS, MINIMUM OF 0.5 CUBIC FEET OF CONCRETE TO BE USED. 4.FOR TEES, MINIMUM OF 2 CUBIC FEET OF CONCRETE TO BE USED. THRUST BLOCKS REQUIRED FOR IRRIGATION MAINLINE 2 1/2" AND LARGER. THRUST BLOCK REINFORCEMENT SECTION NTS 4 L2.50 642 BY DA T E AS S H O W N RE V I S I O N S No . DA T E SHEET NUMBER CH E C K E D B Y SC A L E DE S I G N E D B Y DR A W N B Y KH A P R O J E C T DA T E : LI C E N S E D P R O F E S S I O N A L 68 7 6 M A R W I C K L A N E , S U I T E 3 5 0 , O R L A N D O , F L 3 2 8 2 7 PH O N E : ( 4 0 7 ) 5 3 6 - 4 4 4 0 WW W . K I M L E Y - H O R N . C O M R E G I S T R Y N o . 3 5 1 0 6 RE V I S E D P E R C I T Y C O M M E N T S 07 / 1 7 / 2 5 MM B 1 Pl o t t e d B y : Mi a h , I f r i t S h e e t S e t : WI N T E R S P R I N G S M A R K E T P L A C E - A D D I T I O N A L P A R K I N G L a y o u t : L2 . 5 1 Ju l y 1 7 , 2 0 2 5 0 3 : 2 4 : 5 7 p m K: \ o r l _ c i v i l \ 1 4 9 1 7 0 0 2 6 - w i n t e r s p r i n g s w a w a \ C A D D \ C O N S T \ p l a n s h e e t s - a d d p a r k i n g \ L 2 . 0 0 I R R I G A T I O N P L A N . d w g WI N T E R S P R I N G S WA W A IR R I G A T I O N N O T E S FL CI T Y O F W I N T E R S P R I N G S L2.51 14 9 1 7 0 0 2 6 07 / 1 7 / 2 0 2 5 AD L JC B CN S IRRIGATION SYSTEM NOTES: 1.THE IRRIGATION MAINLINE LAYOUT IS DIAGRAMMATIC. ANY CHANGES MADE IN THE IRRIGATION MAINLINE DUE TO FIELD CONDITIONS OR CONTRACTOR'S SUBMITTED DESIGN SHALL BE IN ACCORDANCE WITH THESE STANDARDS. 2.SET SPRAY HEADS 6" AND ROTORS 12" IN FROM BACK OF CURB OR 24" IF PAVEMENT HAS NO CURB. 3.IRRIGATION CONTRACTOR IS RESPONSIBLE FOR PERFORMING ALL NECESSARY MODIFICATIONS REQUIRED TO MEET THE SCHEMATIC INTENT OF THESE PLANS PRIOR TO SUBMITTING PROPOSAL. THESE PLANS OUTLINE THE OVERALL LAYOUT THE SYSTEM AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ZONE THE SYSTEM ACCORDINGLY BASED ON FLOW AND PRESSURE AVAILABLE. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE FOLLOWING BUT NOT LIMITED TO AVAILABLE FLOW, AVAILABLE PRESSURE, CONNECTION ASSEMBLY, CAPACITY OF THE SYSTEM. 4.CONTRACTOR TO PROVIDE NEW AUTOMATIC CONTROLLER FOR PROPOSED SYSTEM (NO BATTERY OPERATED CONTROLLERS ALLOWED). COORDINATE LOCATION WITH OWNER. 5.CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AUTOMATIC RAIN SENSOR. COORDINATE LOCATION W/ OWNER. 6.IRRIGATION SHALL NOT BE COMBINED ON A SINGLE ZONE AND SHALL BE ZONED ACCORDING TO IRRIGATION TYPE, PRECIPITATION RATE, AND THE SYSTEM'S AVAILABLE WATER / PRESSURE. CONTRACTOR TO SUBMIT SHOP DRAWINGS TO OWNER FOR REVIEW PRIOR TO INSTALLATION. 7.VERIFY LOCATIONS OF ALL UNDERGROUND UTILITIES PRIOR TO INSTALLATION OF IRRIGATION SYSTEM. ALL UTILITIES AND STRUCTURES MAY NOT BE SHOWN ON THESE PLANS-CONTRACTOR SHALL FIELD VERIFY. 8.CONTRACTOR TO FIELD VERIFY ALL POINT OF CONNECTION SOURCE INFORMATION INCLUDING PSI AND GPM PRIOR TO CONSTRUCTION. 9.INSTALLATION OF WORK SHALL BE COORDINATED WITH OTHER CONTRACTORS IN SUCH A MANNER AS TO ALLOW FOR A SPEEDY AND ORDERLY COMPLETION OF ALL WORK ON-SITE. 10.CONTRACTOR SHALL COORDINATE WITH THE PLANTING PLAN FOR PLANTER BED AND TREE LOCATIONS TO ENSURE ALL PLANT MATERIAL IS COVERED BY 100% HEAD-TO-HEAD IRRIGATION. 11.CONTRACTOR SHALL PROVIDE "AS-BUILT" DRAWINGS OF THE FINAL INSTALLATION TO OWNER AT SUBSTANTIAL COMPLETION BEFORE RECEIVING FINAL PAYMENT. 12.PRODUCTS SHALL BE AS SPECIFIED OR APPROVED EQUAL. PRE-APPROVED MANUFACTURERS: 1. TORO 2. HUNTER 3. RAINBIRD 13.IRRIGATION CONTRACTOR SHALL SECURE ANY AND ALL NECESSARY PERMITS FOR THE WORK PRIOR TO COMMENCEMENT OF HIS OPERATIONS ON-SITE. COPIES OF THE PERMITS SHALL BE SENT TO THE OWNER/GENERAL CONTRACTOR. WORK IN THE R.O.W. SHALL CONFORM TO THE STANDARDS AND SPECIFICATIONS OF LOCAL AND/OR STATE JURISDICTION. 14.LOCATE ALL IRRIGATION LINES WITHIN LANDSCAPED AREAS WHENEVER POSSIBLE. ALL LINES UNDER PAVEMENT MUST BE SLEEVED WITHIN SCH. 40 PVC 2x SIZE OF PIPE AND FREE OF STONES/DEBRIS. ALL VALVES SHALL BE LOCATED WITHIN LANDSCAPED AREAS. 15.MAINLINE SHALL NOT BE LOCATED WITHOUT PRIOR APPROVAL OF THE OWNER'S REPRESENTATIVE. 16.THE IRRIGATION CONTRACTOR SHALL BE DIRECTLY RESPONSIBLE FOR SLEEVING AND DIRECTIONAL BORES. 17.ALL SLEEVES UTILIZED BY THE IRRIGATION CONTRACTOR WHETHER INSTALLED BY HIM OR NOT, SHALL BE LOCATED ON THE "AS-BUILT" DRAWINGS. THE DEPTH BELOW FINISH GRADE, TO THE NEAREST FOOT OF EACH END OF THE SLEEVE SHALL BE NOTED AT EACH SLEEVE LOCATION ON THE "AS-BUILT" DRAWINGS. ALL SLEEVES ON PLAN FOR WALL PENETRATIONS AND UNDER SIDEWALKS SHALL BE SIZED TWO PIPE SIZES GREATER THAN THE PIPE IT CARRIES. 18.ALL PRESSURIZED MAINLINES AND LATERALS UNDER PAVEMENT SHALL BE WITHIN SCH. 40 PVC SLEEVES. WHERE ELECTRIC OR HYDRAULIC VALVE CONTROL LINES PASS THROUGH A SLEEVE WITH OTHER MAIN OR LATERAL LINES THEY SHALL BE CONTAINED WITHIN A SEPARATE, SMALLER CONDUIT. 19.NUMBER THE TOP OF ALL VALVE BOX LIDS WITH MINIMUM 1" HEIGHT BLACK LETTERS TO CORRESPOND TO AUTOMATIC AND GATE VALVE DESIGNATIONS. ALL HOSE BIBB VALVE BOXES SHALL BE LABELED IN A SIMILAR MANNER WITH THE DESIGNATION "HB". LETTER OUTSIDE OF TIME CLOCK CABINETS TO CORRESPOND WITH IRRIGATION CLOCK PROGRAM DESIGNATION. 20.THE IRRIGATION CONTRACTOR SHALL INSTALL A COLOR CODED METAL DETECTABLE MARKING TAPE WHICH CLEARLY NOTES: "CAUTION: IRRIGATION LINE BURIED BELOW." THE TAPE SHALL BE INSTALLED THE FULL LENGTH OF THE IRRIGATION MAINLINE. 21.ELECTRIC SERVICE TO THE CONTROLLER SHALL BE PROVIDED BY THE GENERAL CONTRACTOR. 22.ALL 24 VAC WIRING FROM DECODER TO VALVE SHALL BE OF DIRECT BURIAL COPPER WIRE. MAXIMUM LENGTH OF WIRE FROM DECODER TO VALVE SHALL NOT EXCEED 400 FEET. AS FOLLOWS: CONTROL WIRES - #14 COMMON WIRES - #14 23.ALL VALVES, SPLICES WITHIN CONTROL LINES, AND QUICK COUPLERS SHALL BE LOCATED WITHIN NDS VALVE BOXES AS FOLLOWS: -RECTANGULAR 12"X17" HEAVY DUTY BOX. (PURPLE COVER FOR REUSE TO BE PROVIDED WHERE APPROPRIATE). 24.ALL IRRIGATION HEADS/DRIP TUBING SHALL BE LOCATED ONE (1) FOOT FROM BACK OF CURB WHEN NEXT TO A ROADWAY. (THIS SHALL NOT INCLUDE PARKING AREAS OR DRIVE AISLES). 25.HEADS, LATERALS, EMITTERS, AND VALVES ARE NOT SHOWN, BUT ARE NECESSARY FOR A FULLY FUNCTIONING IRRIGATION SYSTEM. 26.LOCATE ALL VALVES IN PLANTING BEDS WITH A MINIMUM OF 3'-0" FROM BACK OF CURB OR EDGE OF PAVEMENT, UNLESS OTHERWISE NOTED. PIPE SIZES ON EITHER SIDE OF SECTION VALVES CONNECTING MAINLINE TO SECTION LATERAL SHALL BE ONE (1) PIPE SIZE LARGER THAN VALVE SIZE. WHERE MAINLINES RUN PARALLEL TO PAVEMENT OR CURBING, THE MAINLINE SHALL BE OFFSET 2'-0" FROM THE EDGE OF PAVEMENT OR CURB. 27.IRRIGATION ZONES SHALL BE SEPARATED FOR HIGH AND LOW WATER USE REQUIREMENTS AND OPERATED ON DIFFERENT WATERING CYCLES. BUBBLERS, DRIPLINE, AND SPRAY HEADS SHALL BE SEPARATED ON DIFFERENT VALVES. AT NO TIME SHALL MULTIPLE IRRIGATION HEAD TYPES BE LOCATED ON THE SAME VALVE. 28.ALL DRIP ZONES SHALL BE INSTALLED WITH A FLUSH VALVE AND AIR RELIEF VALVE. IN THE EVENT THAT A DRIP ZONE HAS MORE THAN ONE HIGH OR LOW POINT, MORE THAN ONE AIR RELIEF VALVE OR FLUSH VALVE WILL BE REQUIRED FOR THAT ZONE. DRIPLINE SHALL PROVIDE 0.9 GPH EMITTERS, 12" O.C. WITH 12" LINE SPACING AT A MINIMUM. 29.ALL WIRING FOR CONNECTION OF THE VALVES TO THE CONTROLLER SHALL FOLLOW MANUFACTURERS SPECIFICATIONS. IF REQUIRED, ALL WIRING FOR A TWO WIRE PATH SHALL BE WITH RED/BLUE TWISTED PAIR 14 AWG. ELECTRIC CONTROL LINES FROM THE DECODER TO THE SOLENOID VALVES SHALL BE TWISTED PAIR 18 AWG. ALL DECODERS SHALL BE GROUNDED EVERY 1,000 L.F. OR EVERY 10 DEVICES. ALL WIRE SHALL BE FURNISHED IN MINIMUM 2,500' REELS AND SPLICING SHALL BE MINIMIZED. BURY SPLICE KIT. ALL 24 VOLT WIRING SHALL BE DONE IN ACCORDANCE WITH EXISTING CODES. SPLICING SHALL BE IN VALVE BOXES OR CONTROLLERS ONLY. IRRIGATION SYSTEM CONTROL SHALL BE TWO WIRE PATH. CONTRACTOR SHALL FOLLOW ALL MANUFACTURER'S REQUIREMENTS FOR THIS INSTALLATION. TWO WIRE SYSTEM SHALL HAVE 2-WAY COMMUNICATIONS FIELD PROGRAMMABILITY, STATION SPECIFICATIONS AND INTEGRATED SURGE PROTECTION. 30.ALL CONTROL WIRE SHALL BE INSTALLED IN A 1 1 4" ELECTRICAL CONDUIT. 31.SMALLEST DIAMETER LATERAL PIPE SHALL BE 3/4". 32.IRRIGATION SYSTEM SHALL BE CAPABLE OF SUPPLYING AN AVERAGE OF 1.05" OF WATER PER WEEK WITHIN WATERING RESTRICTIONS AS APPLICABLE. 33.IRRIGATION SYSTEM SHALL NOT BE INSTALLED THROUGH EXISTING, OR PRESERVED PLANT COMMUNITIES. DO NOT TRENCH THROUGH EXISTING ROOT SYSTEMS OF ANY VEGETATION INTENDED TO BE PRESERVED. 34.CONTRACTOR TO MINIMIZE IRRIGATION OVERTHROW TO IMPERVIOUS AND NATURAL AREAS THROUGH FIELD ADJUSTMENTS TO INDIVIDUAL HEADS. 35.ALL AREAS DISTURBED DURING CONSTRUCTION SHALL BE RESTORED BY THE CONTRACTOR TO THE CONDITION DENOTED ON THE LANDSCAPE PLAN. 36.IRRIGATION PIPING INSTALLED UNDER ROADS AND SIDEWALKS SHALL BE IN SCHEDULE 40 PVC SLEEVING AT 2X THE PIPE SIZE. ALL SLEEVING SHALL BE FREE OF STONES AND DEBRIS. 37.IRRIGATION SOURCE TO BE EITHER WELL, POTABLE, OR NON-POTABLE WATER. IRRIGATION CONTRACTOR TO VERIFY SOURCE PRIOR TO DESIGN. 38.POINT OF CONNECTION TO BE DETERMINED BY OWNER. IRRIGATION SYSTEM CONNECTIONS TO THE LOCAL JURISDICTION SERVICE SHALL COMPLY WITH ALL APPLICABLE CODES. 39.IRRIGATION CONNECTION MAY REQUIRE BACKFLOW PREVENTION, VERIFY WITH LOCAL JURISDICTION. 40.IRRIGATION SYSTEM SHALL COMPLY WITH THE LOCAL JURISDICTION LAND DEVELOPMENT CODE. TYPICAL SCHEMATIC IRRIGATION NOTES1 L2.51 643 kimley-horn.com 1530 Cornerstone Boulevard, Suite 200, Daytona Beach, FL, 32117 386 271 0282 MEMORANDUM To: Terrilyn Rolle, MPA, AICP Director of Community Development, Winter Springs From: Emanuelle D Rodríguez Muñiz, P.E., IMSA1 Kimley-Horn and Associates, Inc. Date: December 6, 2024 Subject: Wawa Winter Springs Parking Demand Study Introduction Kimley-Horn and Associates, Inc. has undertaken the following review and analysis to evaluate the anticipated parking needs for the proposed Wawa convenience store/gas station to be located south of SR 434 and west of Tuskawilla Road in the City of Winter Springs, Florida. The site is zoned as (T -C) Town Center District. As stated in Section 20-324 of the City's Land Development Code (LDC), there are no minimum parking requirements for T-C; instead, a parking analysis shall be performed justifying the proposed parking solution. This study provides a comparison between the City's code-required parking for the most similar land use, Institute of Transportation Engineers (ITE) Parking Generation Manual 6th Edition, and Urban Land Institute (ULI) Shared Parking 3rd Edition. The study also includes the required bicycle parking for the site based on the Association of Pedestrian and Bicyclist Professionals (APBP). The proposed Wawa development will consist of the following uses, as shown in the site plan provided in Attachment A: • 4,736 square feet of convenience store • 12 vehicle fueling positions (VFP) Code Parking Requirements Section 9-277 of the City's LDC defines the off-street parking requirements for specific land uses. The LDC does not have a specific land use for convenience store/gas station therefore “General business and retail commercial” was reviewed: • General business and retail commercial. One (1) parking space for each three hundred (300) square feet of floor space in the building exclusive of storage space. Emanuelle D Rodriguez Digitally signed by Emanuelle D Rodriguez DN: CN=Emanuelle D Rodriguez, dnQualifier=A01410C00000193411684510002EF49, O=KIMLEY-HORN AND ASSOCIATES INC, C=US Date: 2024.12.06 10:35:24-05'00' 644 Wawa Winter Springs – Parking Demand Study, Page 2 kimley-horn.com 1530 Cornerstone Boulevard, Suite 200, Daytona Beach, FL, 32117 386 271 0282 As shown in Table 1, a total parking supply of 16 spaces (rounded to nearest integer) at a parking ratio of 3.38 spaces per a thousand square feet would potentially be required depending on interpretation of the City’s LDC. Table 1: City Code Parking Requirement City LDC Proposed Development Required Parking Land Use Min. Requirement Size Units General business and retail commercial 1 space per 300 SF 4,736 SF 16 ITE's Parking Generation Manual, 6th Edition Evaluation A calculation of the anticipated parking demand was undertaken using data published by the Institute of Transportation Engineers (ITE) Parking Generation Manual 6th Edition. Empirical data collected on sites throughout the country are compiled to develop parking demand ratios for similar land uses. The 85th percentile peak parking demand was utilized in accordance with industry-accepted standards. As shown in Table 2, a total parking supply of 50 spaces (rounded to nearest integer) at a parking ratio of 10.56 spaces per a thousand square feet would be needed to serve the proposed convenience store/gas station as an isolated and stand-alone establishment. Table 2: ITE Parking Demand Summary ITE ParkGen Proposed Development Required Parking Land Use LUC 85th Percentile Size Units Convenience Store/Gas Station 945 10.65 per KSF 4.736 KSF 50 ULI Shared Parking, 3rd Edition Evaluation Parking within mixed-use developments means patrons can “park once” though are able to visit multiple establishments essentially reducing overall parking demand. The Urban Land Institute (ULI) Shared Parking 3rd Edition provides a methodology to calculate the parking demand reduction based on the mix of land uses. The proposed Wawa is within a mixed-use development as shown in Table 3. Properties were identified through a desktop search as well as using data from the Seminole County Property Appraiser. Building configuration of the development is shown as Attachment C. Table 3: ULI Land Uses by Existing Tenants Bldg. Existing Tenant ULI Land Use Sq. Ft. A Lake Jesup Dental Care Medical/Dental Office 4,280 B Chipotle Fast Casual/Fast Food 2,325 C Fifth Third Bank Bank (Drive In Branch) 2,065 D Crunch Fitness Health Club 19,200 E Dollar Tree Discount Stores/Superstores 10,000 F Aldi Supermarket/Grocery 19,209 G Wawa Retail (over 2KSF) 4,736 Total 61,815 645 Wawa Winter Springs – Parking Demand Study, Page 3 kimley-horn.com 1530 Cornerstone Boulevard, Suite 200, Daytona Beach, FL, 32117 386 271 0282 The ULI Shared Parking provides monthly adjustment factors and weekend time-of-day adjustment factors, which show the peak season and peak time-of-day, respectively. The parking ratio applied is the highest demand period which potentially generates demand for 311 spaces (rounded to the nearest integer). The results of ULI’s Shared Parking analysis are shown in Attachment D. As shown in Table 4, the mixed-use development without Wawa currently provides 344 parking spaces. ULI estimates even including Wawa’s parking demand, 307 spaces would be sufficient. Therefore, a 33- parking space surplus exists prior to adding parking by Wawa. Table 4: Parking Ratio Determination ULI Peak Demand Estimate Existing Spaces Surplus/Deficit 311 344 +33 Bicycle Parking According to the Association of Pedestrian and Bicyclist Professionals (APBP), bicycle parking can be measured by commercial activity including retail. Long-term bicycle parking is considered utilized by employees demanding less spaces per square foot. Short-term bicycle parking is considered utilized by patrons who routinely generate demand and require more spaces per square foot. Therefore, the short- term bicycle parking recommendation of 2 spaces is applied to the Wawa as shown in Table 5: Table 5: Bicycle Parking Spaces Summary Commercial Activity Long-Term Bicycle Parking Requirement Short-Term Bicycle Parking Requirement General Retail 1 space for each 12,000 sf of floor area. Minimum requirement is 2 spaces 1 space for each 5,000 sf of floor area. Minimum requirement is 2 spaces Conclusion Upon review of the ITE parking ratio for a stand-alone convenience store/gas station, 10.65 spaces per KSF could be recommended. However, Wawa is within a mixed-use development which ULI measures would have shared parking capacity. The mixed-use development including the Wawa would generate demand for a total of 311 spaces. The mixed-use development currently supplies 344 parking spaces which does not reflect potential future parking from Wawa. Therefore, the existing 344 spaces is considered sufficient to address both the mixed-use development and Wawa’s peak parking demand. Additional parking by Wawa will only serve to increase the existing 33 space surplus. Additionally, it is recommended that 2 bicycle parking spaces be provided at the Wawa location based on the Association of Pedestrian and Bicyclist Professionals (APBP) guidelines. 646 ATTACHMENT A Site Plan 647 648 ATTACHMENT B ITE Parking Generation Manual 649 733 Land Use: 945 Convenience Store/Gas Station Description A convenience store/gas station is a facility with a co-located convenience store and gas station. The convenience store sells grocery and other everyday items that a person may need or want as a matter of convenience. The gas station sells automotive fuels such as gasoline and diesel. The sites in this land use include both self-pump and attendant-pumped fueling positions and both pre-pay and post-pay operations. A convenience store/gas station is typically located along a major thoroughfare to optimize motorist convenience. Extended hours of operation (with many open 24 hours, 7 days a week) are common at these facilities. The convenience store product mix typically includes pre-packaged grocery items, beverages, dairy products, snack foods, confectionary, tobacco products, over-the-counter drugs, and toiletries. A convenience store may sell alcohol, often limited to beer and wine. Coffee and premade sandwiches are also commonly sold. Made-to-order food orders are sometimes offered. Some stores offer limited seating. Convenience Store (Land Use 851) is a related use. Land Use Descriptions and Data Plots 650 734 Parking Generation Manual, 6th Edition Time-of-Day Distribution for Parking Demand The following table presents a time-of-day distribution of parking demand on a weekday at five study sites in a general urban/suburban setting. Hour Beginning Percent of Weekday Peak Parking Demand 12:00–4:00 a.m. - 5:00 a.m.- 6:00 a.m.- 7:00 a.m.54 8:00 a.m.73 9:00 a.m.65 10:00 a.m.72 11:00 a.m.80 12:00 p.m.100 1:00 p.m.89 2:00 p.m.69 3:00 p.m.63 4:00 p.m.54 5:00 p.m.54 6:00 p.m.49 7:00 p.m.- 8:00 p.m.- 9:00 p.m.- 10:00 p.m.- 11:00 p.m.- 651 735 Additional Data The reported parking demand does not include any vehicles parked at fueling pump spaces even though some motorists may leave their vehicle at the fueling pump while inside the convenience store. The average parking supply ratio for the 15 study sites in a general urban/suburban setting with parking supply information is 12 spaces per 1,000 square feet GFA. The average peak parking occupancy at these sites is 69 percent. The sites were surveyed in the 1990s, the 2000s, and the 2020s in California, New Jersey, Pennsylvania, Texas, and Virginia. Source Numbers 417, 433, 443, 444, 626, 637 Land Use Descriptions and Data Plots 652 736 Parking Generation Manual, 6th Edition Convenience Store/Gas Station(945) Peak Period Parking Demand vs:1000 Sq.Ft.GFA On a:Weekday (Monday -Friday) Setting/Location:General Urban/Suburban Number of Studies:14 Avg.1000 Sq.Ft.GFA:5.5 Peak Period Parking Demand per 1000 Sq.Ft.GFA Average Rate Range of Rates 33rd /85th Percentile 95%Confidence Interval Standard Deviation (Coeff.of Variation) 8.21 5.66 -11.67 7.80 /10.65 ***1.71 (21%) Data Plot and Equation 0 2 4 6 80 20 40 60 80 Average RateStudySite Fitted Curve Equation:***R²=*** X =1000 Sq.Ft.GFA P = P a r k e d V e h i c l e s 653 ATTACHMENT C Mixed-Use Development Layout 654 A B C D E F G 655 ATTACHMENT D ULI Shared Parking Results 656 Copyright © 2020 All rights reserved. The Urban Land Institute, International Council of Shopping Centers, and National Parking Association. Project:Winter Spring Description:Wawa Quantity Unit 5 PM December 5 PM December Retail (over 2,000 ksf)4,736 sf GLA 2.90 100% 100% 2.89 ksf GLA 3.20 100% 100% 3.20 ksf GLA 85% 100% 12 80% 100% 13 Employee 0.70 99% 100% 0.69 0.80 99% 100% 0.79 100% 100% 4 55% 100% 2 Supermarket/Grocery 19,209 sf GLA 4.00 100% 100% 3.99 ksf GLA 4.00 100% 100% 3.99 ksf GLA 100% 100% 77 90% 100% 69 Employee 0.75 99% 100% 0.74 0.75 99% 100% 0.74 100% 100% 15 55% 100% 8 Discount Stores/Superstores 10,000 sf GLA 3.40 100% 100% 3.39 ksf GLA 3.80 100% 100% 3.80 ksf GLA 85% 100% 29 95% 100% 36 Employee 0.85 99% 100% 0.84 0.95 99% 100% 0.94 95% 100% 8 100% 100% 10 Fast Casual/Fast Food 2,325 sf GLA 12.40 100% 50% 6.16 ksf GLA 12.70 100% 57% 7.26 ksf GLA 60% 96% 10 60% 96% 13 Employee 2.00 99% 100% 1.98 2.00 99% 100% 1.98 70% 100% 3 70% 100% 3 Health Club 19,200 sf GLA 6.60 100% 99% 6.54 ksf GLA 5.50 100% 99% 5.47 ksf GLA 90% 100% 114 100% 100% 106 Employee 0.40 99% 100% 0.40 0.25 99% 100% 0.25 100% 100% 8 100% 100% 5 Medical/Dental Office 4,280 sf GFA 3.00 100% 100% 2.99 ksf GFA 0.00 100% 100% 0.00 ksf GFA 80% 100% 10 0% 100% - Employee 1.60 100% 100% 1.60 0.00 100% 100% 0.00 100% 100% 7 0% 100% - Bank (Drive In Branch)2,065 sf GFA 3.50 100% 95% 3.34 ksf GFA 3.00 100% 100% 3.00 ksf GFA 100% 100% 8 0% 100% - Employee 2.50 100% 100% 2.50 1.75 100% 100% 1.75 100% 100% 6 0% 100% - 260 237 51 28 - - 311 265 13% 16% Additional Land Uses Shared Parking Reduction Total Reserved Employee/Resident Customer/VisitorCustomer/Visitor Employee/Resident Total Reserved Office Base Ratio Unit For Ratio Estimated Parking Demand Retail Non- Captive Ratio Project Ratio Non- Captive Ratio Project Ratio Driving Adj Entertainment and Institutions Hotel and Residential Food and Beverage Base Ratio Driving Adj Peak Hr Adj Weekend Shared Parking Demand Summary Peak Month: DECEMBER -- Peak Period: 5 PM, WEEKDAY WeekdayWeekendWeekday Project DataLand Use Peak Mo AdjUnit For Ratio Estimated Parking Demand Peak Hr Adj Peak Mo Adj 65 7 2815 Directors Row, Suite 500, Orlando, FL 32809 • T: 407-859-8378 • F: 407-859-9599 • www.ecslimited.com ECS Carolinas, LLP • ECS Florida, LLC • ECS Midwest, LLC • ECS Mid-Atlantic, LLC • ECS Southeast, LLC • ECS Texas, LLP August 4, 2020 Ms. Kirsten Davis Equinox Development 630 S. Maitland Avenue Suite 100 Maitland, Florida 32751 ECS Project No. 55:3210 SUBJECT: Listed Wildlife Species Survey ± 10.25 - Acre Winter Springs Property Winter Springs, Seminole County, Florida Dear Ms. Davis: As requested, ECS Florida, LLC (ECS) is pleased to present the following Listed Wildlife Species Survey for the ± 10.25 - Acre Winter Springs Property located in Winter Springs, Seminole County, Florida. Work was provided by our sub-consultant, Thomson Environmental Consulting (Thomson). We have attached Thomson’s report. Thank you for this opportunity to offer our services. Please call the undersigned with questions or comments at (407) 859-8378. Respectfully submitted, ECS FLORIDA, LLC Ivona Minossora Environmental Group Manager James (Cliff) Hendrickson, P.G. Florida Professional Geologist 2226 Environmental Principal Attachment: Thomson’s Listed Wildlife Species Survey 658 2324 Leu Road ORLANDO, FLORIDA 32803 407.374.3681 tel 407.405.8725 cell Page 1 of 5 October 22, 2018 Ivona Minossora ECS Florida, LLC 2815 Directors Row, Suite 500 Orlando, Florida 32809 RE: Listed Wildlife Species Survey ±10.25-Acre Winter Springs Property Winter Springs, Seminole County, Florida Thomson Project No. 18-650 Ms. Minossora: Thomson Environmental Consulting, LLC (Thomson) completed a Listed Wildlife Species Survey of the ±10.25-Acre Winter Springs Property (the property) generally located in the southwest corner of the intersection of State Road 434 and Tuskawilla Road. The field portion of the survey was conducted on October 9, 2018. The purpose of the field visit was to evaluate the subject property for the occurrence and/or potential for occurrence of protected wildlife species (and their habitat). The following report (and referenced exhibits) describes relevant ecological conditions observed on the site during the field investigation and the results of documented literature regarding the presence of protected wildlife species and/or habit on the site and its relevant surroundings. SITE DESCRIPTION AND LOCATION The property is generally located in the southwest corner of the intersection of State Road 434 and Tuskawilla Road in Winter Springs, Seminole County, Florida. The property measures ±10.25 acres using the Seminole County Geographic Information System (GIS) coverages, but only ±9.9 acres according to the Seminole County Property Appraiser (SCPA). Per the SCPA, the property comprises 4 legal parcels identified as follows: SCPA PID 36-20-30-502-0000-0070 (±2.82 acres) SCPA PID 36-20-30-502-0000-0080 (±3.03 acres) SCPA PID 26-20-30-5AR-0A00-008F (±0.26 acre) SCPA PID 36-20-30-502-0000-0090 (±3.79 acres) 659 2324 Leu Road ORLANDO, FLORIDA 32803 407.374.3681 tel 407.405.8725 cell Page 2 of 5 Figure 1 is a location map showing the entirety of the property, including internal named streets. Figure 2 is a true-color rectified aerial (circa 2017) of the property and its immediate surroundings. Figure 3 is a topographic quadrangle map showing the topographic relief on the property and in the local region surrounding the site. SOILS Soils were identified using the Natural Resource Conservation Service’s Soil Survey of Seminole County, Florida. The following soil units and descriptions were mapped by the soil survey on the property: Myakka and EauGallie Fine Sands (Map Unit 20) – This soil represented approximately 2.66 acres of the property. The soils in this map unit are nearly level and poorly drained. These soils are on broad plains on the flatwoods. The slopes are dominantly less than 2 percent. During most years, the soils in this map unit have a seasonal high water table within 12 inches of the surface for 1 month to 4 months. The permeability of Myakka soil is rapid in the surface and subsurface layers and substratum and moderate or moderately rapid in the subsoil. The permeability of EauGallie soil is rapid in the surface and subsurface layers, moderate or moderately rapid in the sandy part of the subsoil, and moderately slow in the loamy part of the subsoil. Paola-St. Lucie Sands, 0 to 5 percent slopes (Map Unit 24) – This soil represented approximately 6.33 acres of the property. The soils in this map unit are nearly level to gently sloping and excessively drained. These soils are on upland ridges. The slopes are 0 to 5 percent. The soils in this map unit have a seasonal high water table at a depth of 80 inches or more. Tavares-Millhopper Fine Sands, 0 to 5 percent slopes (Map Unit 31) – This soil represented approximately 1.26 acres of the property. The soils in this map unit are nearly level to gently sloping and moderately well drained. These soils are on low ridges and knolls on the uplands. The slopes are nearly smooth to slightly convex. The soils in this map unit have a seasonal high water table at a depth of 36 to 60 inches for 2 to 6 months. Figure 4 shows the property and soils as mapped by the Soil Survey. Soils observed during the site visit seemed to generally match those as described in the Soil Survey. No indications of hydric soils were observed. 660 2324 Leu Road ORLANDO, FLORIDA 32803 407.374.3681 tel 407.405.8725 cell Page 3 of 5 VEGETATIVE COMMUNITIES AND LAND USES Prior to the field visit, Geographic Information System (GIS) data from the St. Johns River Water Management District (SJRWMD) was reviewed to identify documented vegetative communities and land uses on the property. These site conditions are documented using the Florida Land Use, Cover and Forms Classification System (FLUCCS, Florida Department of Transportation, 1999). FLUCCS classifications for the land covers and uses (as adapted from SJRWMD coverages) on the property are as follows: Commercial and Services - Abandoned (FLUCFCS code 0140) – This classification represented approximately 1.24 acres of the property. It is the eastern portion of the property that was formerly a Pinch a Penny pool supply store accessible from both Tuskawilla Road and SR 434. Hardwood-Conifer Mixed (FLUCFCS code 434) – This classification represented approximately 9.01 acres and the majority of the property. This upland, undeveloped area was dominated by slash and sand pine, with a dense subcanopy of xeric oaks in the central portion of the property. Figure 5 is a FLUCFCS map that depicts the land cover classification described above. PROTECTED WILDLIFE SPECIES SURVEY Protected wildlife species are defined as those listed as Threatened, Endangered, or Species of Special Concern by the U.S. Fish and Wildlife Service (USFWS) and/or the Florida Fish and Wildlife Conservation Commission (FWC). The survey consisted of both a search of documented literature and a field reconnaissance. Documented Literature Search Prior to the field investigation, documented literature resources were consulted regarding known occurrences of protected wildlife species on or in the vicinity of the project site. These included the FWC’s Bald Eagle (Haliaeetus leucocephalus) Nest Locator (https://public.myfwc.com/FWRI/EagleNests/nestlocator.aspx) and Waterbird Colony Locator (http://atoll.floridamarine.org/waterBirds/) online locator sites. A query of both databases (from the center of the site extending outward a radius of one mile) revealed no documented occurrences of waterbird colonies within 1 mile of the property. The closest documented bald eagle nest (Nest ID SE087) was documented approximately 2,250 feet east of the property, which is well outside of any applicable buffer zones. 661 2324 Leu Road ORLANDO, FLORIDA 32803 407.374.3681 tel 407.405.8725 cell Page 4 of 5 The NRCS Web Soil Survey (https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx) was used to identify soils suitable for the burrowing needs of gopher tortoises (Gopherus polyphemus, state-Threatened). The areas identified as Paola-St. Lucie Sands and Tavares-Millhopper Complex were rated as “Highly Suited” soils for gopher tortoises, while the area identified as Myakka and EauGallie Fine Sands are rated as “Less Suited”. The property was mapped within the USFWS Consultation Area for the following federally -listed species: Audubon’s Crested Caracara (Polyborus plancus audubonii, Threatened), Red-Cockaded Woodpecker (Picoides borealis, Endangered), Florida Scrub-Jay (Aphelocoma coerulescens, Threatened), the Everglades Snail Kite (Rostrhamus sociabilis plumbeus, Endangered), and the Florida Wood Stork (Mycteria americana, Endangered). Field Reconnaissance and Observations A protected wildlife species survey and habitat assessment was conducted over the entire property on October 9, 2018. Protected wildlife species are defined as those listed as Threatened, Endangered, or Species of Special Concern by the U.S. Fish and Wildlife Service (USFWS) and/or the Florida Fish and Wildlife Conservation Commission (FWC). No indication of bald eagle foraging was observed. No nests or juveniles were observed on the property. A survey for gopher tortoises and/or occupied habitat was conducted over 100% of the suitable soils on the property by Mr. Joel Thomson of Thomson Environmental Consulting, LLC (an Authori zed Agent for surveying by FWC). The results of the survey yielded no potentially-occupied gopher tortoise burrows, and no indication of gopher tortoise presence. Based on the quality of habitat, it is recommended that an additional survey of the property be performed within 90 days of intended construction, per the FWC ’s guidelines. The presence of some scrub oaks on the property often represents potential habitat for the Florida Scrub-Jay. The habitat was determined to be too overgrown to represent viable habitat, likely the result of fire exclusion and other factors related to the surrounding development. No indications of Florida Scrub-Jays was observed during the survey. No other protected wildlife species concerns were observed during the course of the field survey. The numerous species with Consultation Areas covering the property have unique, individualized habitat needs that are not offered on the property due to developed nature of much of the property and the lack of natural habitat. 662 2324 Leu Road ORLANDO, FLORIDA 32803 407.374.3681 tel 407.405.8725 cell Page 5 of 5 LIMITATIONS OF THIS REPORT It is important to note that the conclusions of this repo rt are necessarily based on the conditions observed on the day of the field investigation, as well as our scientific judgment of the site’s potential to support protected species (based on each species’ optimal habitat requirements). Due to this “snapshot” view of the site, the results presented in this report may not accurately reflect changing site conditions and/or wildlife species’ temporal and spatial movements. Thomson appreciates the opportunity to provide these services to you. If there are questions regarding this report, or a need for further information, please contact the undersigned at your convenience. Respectfully, Thomson Environmental Consulting, LLC Joel A. Thomson President 663 General Location Figure 1 L o c a t i o n M a p kj ¢ TEL 407.405.8725 FAX 407.792.5692 3428 PELICAN LANE ORLANDO, FLORIDA 32803 WWW.THOMSONENV.COM 0 1,000500 1" = 1,000' SeminoleCounty Winter Springs Property Section 1, Township 21 S, Range 30 E and Section 6, Township 21 S, Range 31 E Thomson Project No. 18-650October 2018 Winter Springs, Seminole County, Florida Property Boundary Basemap LayerStreetMaps USA courtesy of ESRIProperty BoundaryAdapted from data courtesy of the Seminole County Property Appraiser 664 General Location Figure 2 A e r i a l P h o t o g r a ph kj ¢ TEL 407.405.8725 FAX 407.792.5692 3428 PELICAN LANE ORLANDO, FLORIDA 32803 WWW.THOMSONENV.COM 0 15075 1" = 150' SeminoleCounty Winter Springs Property Section 1, Township 21 S, Range 30 E and Section 6, Township 21 S, Range 31 E Thomson Project No. 18-650October 2018 Winter Springs, Seminole County, Florida Property Boundary Aerial PhotographNatural Color Digital Orthophotoquad (DOQ) Courtesy of the Florida Department of Transportation's (FDOT) Aerial Photo LookupSystem (APLUS); Fly Date circa 2017Property BoundaryAdapted from data courtesy of the Seminole County Property Appraiser 665 General Location Figure 3 T o p o g r a p h i c M a p kj ¢ TEL 407.405.8725 FAX 407.792.5692 3428 PELICAN LANE ORLANDO, FLORIDA 32803 WWW.THOMSONENV.COM 0 1,000500 1" = 1,000' SeminoleCounty Winter Springs Property Section 1, Township 21 S, Range 30 E and Section 6, Township 21 S, Range 31 E Thomson Project No. 18-650October 2018 Winter Springs, Seminole County, Florida Project Boundar y Topographic MapUSGS 7.5-minute series quad map "Casselberry, FL" courtesy of the Flor ida Land andBoundary Information System (LABINS)Property BoundaryAdapted from data courtesy of the Seminole County Property Appraiser 666 General Location Figure 4 S o i ls M a p kj ¢ TEL 407.405.8725 FAX 407.792.5692 3428 PELICAN LANE O RLANDO, FLORIDA 32 803 WWW.THOMSONENV.COM 0 15075 1" = 150' 24 20 31 31 SeminoleCounty Winter Springs Property Section 1, Township 21 S, Range 30 E and Section 6, Township 21 S, Range 31 E Thomson Project No. 18-650October 2018 Winter Springs, Seminole County, Florida Property Boundary Soil Map Unit Soil Map Unit Soil Classificatio n202431 Myakka a nd EauGa llie Fin e SandsPaola-St. Lucie San d, 0 to 5 % Slope sTavares-Millho pper Fin e Sand, 0 to 5% Slo pes Aerial PhotographNatural Color Digital Orthophotoquad (DOQ) Courtesy of the Florida Department of Transportation's (FDOT) AerialPhoto Lookup System (APLUS); Fly Date circa 2017Property BoundaryAdapted from data courtesy of the Seminole County Property AppraiserSoil Map DataObtained from Florida Geographic Data Library (FGDL) as adapted from the Natural Resource ConservationService's Soil Survey of Seminole County, FloridaHydric (%)Based on drainage characteristics and potential mapped inclusions of other soil types from Hydric Soils of FloridaHandbook, 3 rd Edition, where 100 denotes an area that is always hydric and 0 denotes an area that is always non-hydric (i.e. upland) Hydric (%) No (30)NoNo Acre age 2.6 66.3 31.2 6 667 General Location 0 15075 1" = 150' kj ¢ TEL 407.405.8725 FAX 407.792.5692 3428 PELICAN LANE ORLANDO, FLORIDA 32803 WWW.THOMSONENV.COM Figure 5 FLUCCS Map 434 0140 SeminoleCounty Winter Springs Property Section 1, Township 21 S, Range 30 E and Section 6, Township 21 S, Range 31 E Thomson Project No. 18-650October 2018 Winter Springs, Seminole County, Florida 434 Project Boundary FLUCCS Boundaries FLUCFC SCode FLUCC S C lassification 0140434 Comm ercial and Services (Abandoned)Hard wood-Conifer M ixed Aerial PhotographNatural Color Digital Orthophotoquad (DOQ) Courtesy of the Florida Department of Transportation's (FDOT) Aerial PhotoLookup System (APLUS); Fly Date circa 2017Property BoundaryAdapted from data courtesy of the Seminole County Property AppraiserFLUCFCS DataFlorida Land Use, Cover and Forms Classification System (FLUCCS, FDOT, 1999) data obtained through fieldreconnaissance by Thomson Environmental Consulting, LLC Acres 1.249.01 668