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HomeMy WebLinkAbout2020 11 16 Public Hearing 400 - Chase Bank - Conditional Use • PUBLIC HEARINGS AGENDA ITEM 400 moa d CITY COMMISSION AGENDA I NOVEMBER 16, 2020 REGULAR MEETING 1959 TITLE Chase Bank - Conditional Use SUMMARY Staff requests the City Commission hold a Public Hearing to consider a Conditional Use Permit for a 3,470 square foot (SF) retail building, to allow the use of a financial institution (bank) with a drive-through within Town Center District and approval of Development Agreement. RECOMMENDATION Staff recommends the City Commission approval of the Conditional Use subject to the following Conditions of Approval as presented in the Staff Report and approval of Development Agreement. 1 Project Site Parcel ID# 06-21-31-507-0000-0010 J _ . l ti �, �ppp•YYY � � j' SUBJECT fir Y PROPERTY Mir �. ,�. f1'.i� ��• ,ti N ti� r r 2 M CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs,Florida 32708 � � customerservice(ws wintersprin g fl.org 1959 Application—Conditional Use 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 bereviewedperChapter 20—Zoning Sec.20-33. The processing time may take up to ten(10)business days. Applicants are responsible for posting notice(provided by the city) on the site at least seven(7) days prior to the Planning &Zoning Board(PZB) meeting at which the matter will be considered. Said notice shall not be posted within the City right-of-way. 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. 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. REQUIRED INFORMATION: Applicant(s): Donnally Bailey Date: 10/10/19 Mailing address: 400 N Ashley Drive STE 600, Tampa, FL 33602 Email: donnaly.bailey@bdgllp.com Phone Number: 813-323-9233 Property Owner(s): Joseph DiGerlando c/o JDBS Winter Springs LLC Mailing Address: 10931 N Dale Mabry Hwy, Tampa, FL 33618 Email: floridaequitycapital@hotmail.com Phone Number: 813-961-8715 2019/08 Page 1 ors CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs,Florida 32708 Incorporated customei•set•vice(wwintersprin sg fl.org i 1959 Application—Conditional Use Project Name: Chase Bank SR434 and Tuskawilla Property Address: SR 434 and Tuskawilla, Winter Springs, FL 32708 Parcel ID(s): 06-21-31-507-0000-0010 Parcel Size: 0.75 Acres Existing Use: Town Center District (T-C) Future Land Use: Town Center District (T-C) Zoning District: Town Center District (T-C) Conditional Use that is being requested? Bank Use 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? The Town Center District currently includes grocers, restaurant, commercial, and medical uses as well as single and multi- family residential areas. The City's intent for the transect is to generate an urban feel, with walkable streets and an integrated community. A financial center will further integrate with the adjacent retail uses and help to achieve that goal. Will the Conditional Use adversely impact land use activities in the immediate vicinity? If no, why not? A bank use will have a positive impact to the adjacent land uses by providing convenience for residents and bringing patrons from neighboring communities to use the adjacent retail facilities. 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. Please see the attached Concept Plan for the site. 2019/08 Page 2 of 5 In CITY OF WINTER SPRINGS • COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs,Florida 32708 Incorporated customerservice(aw-i nterspringsfl.or� Application—Conditional 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? The proposed use, as listed above, will positively impact the local economy. 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? The proposed project site has been master developed per the latest City, DEP, and State standards. The proposed use would not have an impact different than any other retail or commercial use on this site. 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? The proposed use will be designed to meet the Transect's architectural and landscaping standards. 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? The site is part of an overall master development that has previously been permitted with the City. Infrastructure for the site is available per the master development. 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? The site will not affect housing or social conditions. 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,lighting, and other sire elements? If no, why not? The proposed use generates little waste, most of which is paper products. Human waste will be handled by the internal plumbing and connect to the master development infrastructure. Lighting and signage will be appropriate for the business type and not be obscene. 2019/08 Page 3 of 5 co CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs,Florida 32708 In—puruted customerservice�winterspringsfl.org 1959 Application—Conditional Use 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. Sufficient parking has been provided for this use and the proposed site circulation will use internal access roads, therefore it will not heavily impact local traffic patterns. 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. N/A REQUIRED DOCUMENTATION(PDF A complete Application and Fee($500.00*) A proposed site plan and building elevations. 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). A map showing adjacent streets,FLU Designations,Zoning Districts on adjacent properties. 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. 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. * Fees are as shown above plus actual costs incurred for advertising or notification, and for 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's consultant),payable prior to approval of the pertinent stage of development. CITY LMTED RIGHT OF ENTRY: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. 2019/08 Page 4 of I ti CITY OF WINTER SPRINGS • COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs,Florida 32708 Incorporated customerservice�;winterspringsfl.org Application—Conditional Use APPLICANT'S AUTHORIZATION: I desire to make Application for a Conditional Use for the aforementioned project and have read and agree to the terms contained herein. In addition, if the Applicant is a corporate entity, the undersigned hereby represents and warrants that he/she is authorized to act on behalf of, and bind, the corporate entity. The applicant also agrees to 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. Applicant Name (Print): JDcrIpally Bailey Applicant Signature: Date: -0 bot 1 9 Business Name: BDG Architec L P Address: 400 N Ashley Dr, STE 600, Tampa, FL 33602 parcel ID:06-21-31-507-0000-0010 Property Owner's Name(Print): Property Owner Signature: LSI )Pt Date STATE OF FL COUNTY OF Hillsborough The foregoing instrument was acknowledged before me this_AC>_day of0 g)0f mC 201°l, by Qonysax u, ?aAk& who is personally known to me or who has produced as identification and who did/did not take an oath. Date: 1 �,l.EXANDRACATOZZI ' �• MY COMMISSION#GG 07669 Notary Public Signature: 26,2021 :a EXPIRES:Febr�uayr�y�.����������yy •�fEOF F Q••, Bonded Tr"Wwy Pubk urod 1�i nom- My Commission expires: �•,.•�� Note: The Property Owner shall sign an have their signature notarized below if the Applicant isn the o ner of the subject property. Property Owner's Name(Print),` Joseph Di erla o c/o JDBS Winter Springs LLC 11 Property Owner Signature: — Date STATE OF Florida COUNTY OF Hillsborough The foregoin instrument was acknowledged before me this—LL—day of0 --7CBL-IZ 20_LZ_, by _1oSiaF++ Cd L--kt�ArJ ,Q'j who is personally known to me or who has produced as identification and who i r not take an oath. Date: 1( (seal): a%Y pua JOSHUAC HORROCKS Notary Public Signature: ua_ C • =o •...,,<.� MY COMMISSION#GG 055865 My Commission expires: l G N � EXPIRES:January 17,2021 1 0 9lFOF F��P Bonded Thru Budget Notary Services 2019/08 Page 5 o15 CO < F O cor-- Of N-1 3041 319V 70 U—F—Li co LU Y z < LU -i Do I III Lu � a: < a- ------- LU w > Cl) LL )��UND' cisivncionzO 0 3 LU 0 is Tj 0 yI Ie oil L LU Cl) m • (n TRAFFIC IMPACT ANALYSIS WINTER SPRINGS TOWN CENTER COMMERCIAL OUTPARCELS WINTER SPRINGS, FLORIDA Prepared for: NV5, INC. 201 South Bumby Avenue Orlando, Florida 32803 Prepared by: Traffic Planning and Design, Inc. 535 Versailles Drive Maitland, Florida 32751 407-628-9955 Revised March 2019 TPD N2 4887 9 PROFESSIONAL ENGINEERING CERTIFICATION I hereby certify that I am a Professional Engineer properly registered in the State of Florida practicing with Traffic Planning & Design, Inc., a corporation authorized to operate as an engineering business, EB-3702, by the State of Florida Department of Professional Regulation, Board of Professional Engineers, and that I have prepared or approved the evaluations, findings, opinions, conclusions, or technical advice attached hereto for: PROJECT: Winter Springs Town Center Commercial Outparcels LOCATION: Winter Springs, Florida CLIENT: NV5, INC. I hereby acknowledge that the procedures and references used to develop the results contained in these computations are standard to the professional practice of Transportation Engineering as applied through professional judgment and experience. NAME: Turg ut &N'i� it L!�� USI , P.E. No.: 204Qb%:¢LL*lF.....•,. DATE: March $��' U1NSF': No. 2 F _ t ! Fr SIGNATURE: lk „. G� r�dIONAI.E1 " ', '�. ffillstO 10 TABLE OF CONTENTS Page INTRODUCTION ..........................................................................................................................1 EXISTING ROADWAY ANALYSIS..............................................................................................4 Roadway Segment Analysis Intersection Analysis PROPOSED DEVELOPMENT AND TRIP GENERATION ..........................................................8 Trip Generation Trip Distribution/Trip Assignment PROJECTED TRAFFIC CONDITIONS......................................................................................12 Roadway Segment Analysis Intersection Analysis Turn Lane Analysis STUDYCONCLUSIONS............................................................................................................19 APPENDICES.............................................................................................................................21 A City of Winter Springs Standard Scope of Work for a Traffic Study B Intersection Counts and Signal Timing Data C Synchro Capacity Analysis Worksheets Existing Conditions D Model Distribution Plot E Trends Analysis Charts F Synchro Capacity Analysis Worksheets Projected Conditions 11 TABLE OF CONTENTS, continued LIST OF TABLES Page Table 1 Existing Daily Roadway Capacity Analysis....................................................................5 Table 2 Existing A.M./P.M. Peak Hour Roadway Capacity Analysis ..........................................5 Table 3 Existing Intersection Capacity Analysis .........................................................................7 Table 4 Trip Generation Summary..............................................................................................8 Table 5 Projected Daily Roadway Capacity Analysis ................................................................12 Table 6 Projected A.M. Peak Hour Roadway Capacity Analysis...............................................13 Table 7 Projected P.M. Peak Hour Roadway Capacity Analysis...............................................13 Table 8 Projected Intersection Capacity Analysis.....................................................................17 Table 9 Required Turn Lane Length Calculation .......................................................................18 LIST OF FIGURES Figure 1 Project Location Map.....................................................................................................2 Figure2 Proposed Site Plan........................................................................................................3 Figure 3 Existing A.M./P.M. Peak Hour Traffic Volumes .............................................................6 Figure 4 Project Trip Distribution ...............................................................................................10 Figure 5 Project Trip Assignment...............................................................................................11 Figure 6 Projected A.M. Peak Hour Intersection Volumes.........................................................15 Figure 7 Projected P.M. Peak Hour Intersection Volumes.........................................................16 12 INTRODUCTION This traffic analysis was performed to assess the impact of the proposed commercial outparcels of the Winter Springs Town Center. Located in the northwest quadrant of the intersection of SR 434 and Michael Blake Boulevard, the proposed development will consist of a drive-in bank and three restaurants, two of which will have drive-through windows. Access to the site will be provided via Michael Blake Boulevard which intersects SR 434 at a full median opening. In addition, a right in/out driveway will be provided on SR 434. Figure 1 depicts the location of the project site and the area roadways. Figure 2 depicts the proposed site plan. At the request of the City, this analysis consists of updating an earlier analysis conducted for Winter Springs Apartments (now known as Catalyst Apartments). That analysis was conducted in accordance with the City's standard scope of work for a traffic study as included in Appendix A. The analysis considers the project's impacts on the following roadways and intersections: Roadways SR 434 • Central Winds Drive to Tuskawilla Road • Tuskawilla Road to Michael Blake Boulevard • Michael Blake Boulevard to Tuscora Drive Tuskawilla Road • Trotwood Boulevard to SR 434 • SR 434 to Blumberg Boulevard Michael Blake Boulevard • SR 434 to Tuskawilla Road Intersections SR 434 & Doran Drive SR 434 & Tuskawilla Road SR 434 & Michael Blake Boulevard Data used in this analysis consists of site plan/development information provided by the Project Engineers, daily traffic volume data obtained from the Florida DOT and Seminole County, and A.M./P.M. peak hour traffic counts obtained by Traffic Planning and Design, Inc. Winter Springs Town Center Commercial Outparcels Project Ns 4887 . Page 1 13 Z A O r<q � V x aD IN, �I 7y cn E dr5 �S cn O OC C Lo Loi Q 01 i > � f r > LL 14 ------- --- - --------- -- -- - 'C]Al8 DVIO -9VHOI" t s - - - n y - - -- El � a 00 ■r ° k ; C,X In xnxEuxin i N oeo - ov ae�°a C C-C 11- 11- 1 C-1-19JI I CI 1 I m` El L L-,! -f� I \ t I ` . 1 � � J L C� fco O ryl 1 IT� 4 4 C r CO - , �CO 01 z N U iz i f 15 EXISTING ROADWAY ANALYSIS Capacity analyses were performed for the study roadway segments and intersections for the existing traffic in order to establish their current operating conditions. The roadway segments were analyzed for daily conditions and the intersections for A.M. and P.M. peak hour conditions. Roadway Segment Analysis The study roadway segments were analyzed by comparing their existing traffic volumes with their respective capacities at the adopted LOS standard. For the SR 434 segments, the daily traffic volumes were obtained from the latest Florida Traffic Information 2015 (FTI) DVD and the respective capacities from the 2012 FDOT Quality/Level of Service Handbook. The volume on Tuskawilla Road, from SR 434 to Blumberg Boulevard, and on Michael Blake Boulevard, from SR 434 to Tuskawilla Road, were estimated from the peak hour intersection traffic counts. The A.M./P.M. peak hour volumes along the roadway segments were determined from counts made at the study intersections. Summaries of the daily and A.M./P.M. peak hour roadway capacity analyses are presented in Tables 1 and 2. The existing conditions analysis reveals that the study segments currently operate satisfactorily within their adopted LOS standards. Intersection Analysis A capacity analysis was conducted for each study intersection using Synchro software in accordance with the procedures of the 2010 Highway Capacity Manual (HCM). The capacity analysis was performed using the existing intersection geometries, A.M./P.M. peak hour traffic volumes and signal timings. The A.M./P.M. peak hour volumes were determined from turning movement counts obtained by TPD and are included in Appendix B along with signal timing sheets provided by Seminole County. The existing intersection volumes are displayed in Figure 3. The intersection capacity analysis results are summarized in Table 3 and the Synchro analysis worksheets are included in Appendix C. Winter Springs Town Center Commercial Outparcels Project Ns 4887 . Page 4 16 Table 1 Existing Daily Roadway Capacity Analysis No.of LOS Daily Existing Roadway Segment Lanes Standard Capacity 0) VoDailyy Iz) LOS SR 434 Central Winds Dr to Tuskawilla Rd 4LD E 39,800 33,000 C Tuskawilla Rd to Michael Blake Blvd 4LD E 39,800 25,500 C Michael Blake Blvd to Tuscora Dr 4LD E 39,800 25,500 C Tuskawilla Rd E. Lake Dr to SR 434 4LD E 35,820 29,000 C SR 434 to Blumberg Blvd 2LU D 13,320 5,344(3) C Michael Blake Blvd SR 434 to Tuskawilla Rd 2LU D 13,320 1,122(3) C (')Based on FDOT's Generalized Service Volume Tables (2)Obtained from Florida Traffic Information DVD (3)Estimated from the intersection counts with the use of K=0.09 Table 2 Existing A.M./P.M. Peak Hour Roadwa Capacity Analysis Adopted A.M. Peak Hour P.M. Peak Hour RoadwaySe No. of Daily Segment Lanes LOS Capacity Volume Peak LOS Volume Peak LOS Standard p1) y (Z) Dir Dir SR 434 Central Winds Dr to Tuskawilla Rd 4LD E 2,000 1,474 WB C 1,604 EB C Tuskawilla Rd to Michael Blake Blvd 4LD E 2,000 1,148 WB C 1,262 EB C Michael Blake Blvd to Tuscora Dr 4LD E 2,000 1,180 WB C 1,224 EB C Tuskawilla Rd Trotwood Blvd to SR 434 4LD E 1,800 724 NB C 749 SB C SR 434 to Blumberg Blvd 2L D 675 150 NB C 248 SB C Michael Blake Blvd SR 434 to Tuskawilla Rd 2L D 675 72 SB C 80 NB C (1)Based on FDOT's Generalized Service Volume Tables (2)Estimated from the intersection counts Winter Springs Town Center Commercial Outparcels Project Ns 4887 pla Page 5 17 _ � W M N \ M CO r PAIS 'A ■V 7718 U !W vI (V)sz t W N O O fR� � n�V N � ROD 00 N O M rn \Z66) Z£L (60 Mt,) ZL M �L8ti)OZS p2i 011!nne�ysnl 'fes (ELL)Z9 (0)Z '.0 u) vvv N � 00m i 00 co a O �U L O C E N O U iZ- L LO (6) b L c Vo U �111 ueaoc] O } xx t~ ti (8)6 J n °O (�£)8� ��� �Z M M as } L a� o poi, J o � a � 18 Table 3 Existing Intersection Capacity Analysis EB WB NB SB Overall Intersection Control Period Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS A.M. 2.8 A 6.7 A 48.8 D 46.5 D 5.7 A SR 434 & Doran Dr Signal P.M. 4.6 A 4.8 A 35.7 D 22.3 C 5.1 A SR 434 & A.M. 44.3 D 47.4 D 49.5 D 85.7 F 48.2 D Tuskawilla Rd Signal P.M. 28.4 C 29.6 C 75.3 E 106.8 F 43.7 D SR 434 & Michael A.M. 0.2 A 0.0 A - - 26.4 D - - Blake Blvd STOP - - - P.M. 0.5 A 0.0 A - 24.4 C The results of the intersection capacity analysis indicate that the all study intersections operate at satisfactory overall Levels of Service except for southbound approach at the intersection of SR 434 and Tuskawilla Road which operates at Level of service "F" during the A.M. and P.M. peak hours. This is due to the coordinated signal system which allocates maximum green time to the heavy traffic volumes and reduces the amount of green time for the minor streets resulting in lengthy delays. The volume-to-capacity ratio for this approach is below 1.0, which indicates that the LOS "F" is due to delay and not capacity deficiency. Winter Springs Town Center Commercial Outparcels Project Ns 4887 . Page 7 19 PROPOSED DEVELOPMENT AND TRIP GENERATION To determine the impact of this development, an analysis of its trip generation characteristics was conducted. This included the determination of the trips to be generated as well as their distribution and assignment to the area roadways. Trip Generation The trip generation of the proposed development was calculated with the use of trip generation rates obtained from the 1011, Edition of the ITE Trip Generation Manual. Table 4 provides a summary of the trip generation calculation. The proposed development is projected to generate 2,422 new net daily trips, of which 279 will occur in the A.M. peak hour and 186 will occur in the P.M. peak hour. Table 4 Trip Generation Summary ITE Land Use Size Daily A.M. Peak Hour P.M. Peak Hour Code (KSF) Rate Tris Rate Enter Exit Total Rate Enter Exit Total 912 Drive-in Bank(Chase Bank) 3.470 100.03 347 9.5 19 14 33 20.45 36 35 71 937 Coffee Shop w/Drive Through 2.500 820.38 2,051 88.99 114 109 223 43.38 55 54 109 934 Fast Food w/Drive Through 2.163 470.95 1,019 40.19 44 43 87 32.67 37 34 71 820 Retail 7.200 139.58 1,005 21.52 96 59 155 10.83 37 41 78 Totals 4,422 273 225 498 165 164 329 Drive-in Bank Pass-by Trips(29%AM/35%PM) 122 6 4 10 13 12 25 Coffee Shop Pass-by Trips(50%) 1,026 57 55 112 28 27 55 Fast Food Pass-by Trips(50%) 510 22 22 44 19 17 36 Retail Pass-by Trips(34%) 342 33 20 53 13 14 27 Total Pass-by Trips 2,000 118 101 219 73 70 143 Net New Project Trips 2,422 155 124 279 92 94 186 KSF=1,000 square feet Winter Springs Town Center Commercial Outparcels Project Ni)4887 Page 8 20 Trip Distribution/Trip Assignment The proposed distribution pattern was estimated using MetroPlan's year 2020 LRTP of the OUATS model. The model generated distribution was reviewed for reasonableness and slightly modified in consideration of local traffic conditions. The modified distribution is shown in Figure 4 and a model distribution plot is included in Appendix D. With this distribution pattern, the project trips were assigned to the area roadways as shown in Figure 5. Winter Springs Town Center Commercial Outparcels Project Ns 4887 . Page 9 21 _ ZV.� z a V r Von �'JA�+oH YV .y ' U d IP II v"I n -P O tieMaiowarap N C - SA AeMllua'ap r _ rp o W9ymd� o NW-1°s U 0 H U CC) CC) 0- 0-z � U i N LL L-�q 22 r L L � y►i 2 = _� /V � W � � U W U Co M LD- ndo 0) Q L r) OO O V ■ - O O �O C; FO.V"Dr tg Sd It �J 5 " E6 (9)L i V VAIN L zz E JJ004L9 Ae , �7aal,�at�� C U U OC) C OC) 01 (n Z LCA U i N LL 23 PROJECTED TRAFFIC CONDITIONS Projected traffic conditions for the project buildout were analyzed using daily traffic volumes for the roadway segments and A.M./P.M. peak hour traffic volumes for the intersections. The projected traffic volumes used in the analysis consisted of background traffic volumes combined with traffic from Tuskawilla Crossings and Integra Winter Springs developments and the proposed project trips. Background traffic volumes were estimated with the use of a growth factor of 1.04 for a two-year growth and combined with the Catalyst Apartment traffic. The traffic volumes for each of the Tuskawilla Crossings, Integra Winter springs and Catalyst Apartments developments are included in Appendix E. Roadway Segment Analysis A roadway segment analysis was performed for the study roadway segments by comparing the projected traffic volumes of the segments with their respective capacities at the adopted LOS standards. The daily, A.M. and P.M. peak hour analyses are summarized in Tables 5, 6 and 7. The results of the analysis show that the study roadway segments will continue to operate within their adopted capacity in the projected conditions. Table 5 Projected Daily Roadway Capacity Analysis Adopted Projected Daily Volume Roadway No.of Projected Segment Lanes SCOS pacity Future Vol* Apa t e Apartments Integra Tuskawilla Crossings Trips Total LOS SR 434 Central Winds Dr 4LD E 39,800 34,320 890 1,809 1,567 945 39,531 D to Tuskawilla Rd Tuskawilla Rd to 4LD E 39,800 26,520 1,020 3,214 1,828 1,381 33,963 C Michael Blake Blvd Michael Blake Blvd 4LD E 39,800 26,520 390 3,214 1,828 896 32,848 C to Tuscora Dr Tuskawilla Rd Trotwood Blvd to 4LD E 35,820 30,160 427 605 1,306 436 32,934 C SR 434 SR 434 to 2LU D 13,320 5,558 148 495 522 0 6,723 D Blumberg Blvd Michael Blake Blvd SR 434 to 2LU D 13,320 1,167 1,224 220 266 145 3,022 C Tuskawilla Rd *Existing Volume X 1.04 Winter Springs Town Center Commercial Outparcels Project Ns 4887 . Page 12 24 2 (D cl) S 0 Q o Q 0 Q oqQ Q Q o 0 Q /� a m y E \ o n w M m e a / / w OD (D / / 7 / / 7 \ a \ % 00 w c % 2 % r-c = r a c aCL E • 2 � $ � E $ 2 : ) / S p 2 ® r » 2 2 S $ $ 2 ® # a ; ° a g ° � IL 2 @ / 2 2 q / 2 r k / 2 ? 2 2 \ cli n £ ■ � � n � m U 2 U 7 3 > a \k 2 a § 2 a / / 2 3 \ « / 2 ] f S 2 3 \ « E 2 k ■ o Q E ■ o ° L- w J f 2 = 2 ^ p = = Cl) ] \ / 7 / / / r z 2 > / / lm:, % \ © 2 ■ L ~ § ■ ■ IL CL >1 75 CD E S E S c rLO 2 k k k k k \ \ C4 C4 cl� a CL � o w w £ / $ 2 2 2 2 � u « q u « _ E 0 \ E ± u = 0 0 o f ± ± 2 ± z 2 E Zi IL a cco $ 2 2 O 2 = = m d § 12 ƒ \ 6 — 2 0 k 3 7 o f 7 $ \ m @ 2 \ s ¥ CO % / mc / \ \ k \ / 3 ® { / / / 7 7 © � 2 � 3 . 7 3 ± e = 3 . @ / n \ \ \ k / \ \ ° ° ■ m = _ _ _ \ m e E ` _ _ _ \ e r E � � 7 _ } k a & Co m = g f 2 E 2 0 / 3 \ ® / f / 3 o > \ s § ° # # — \ 13 ° # # E n # CO Co m ° m m c) / n@ _ = m ° n CO r = 2 3 = _ } ± # _ # e 2 U) = ± # _ # 2 ■ _ = > .2 , E ± e ± ] m = = > .g e 12 ± 0 e I e m B I m 25 Intersection Analysis To assess the projected operating conditions at the study intersections, intersection capacity analyses were conducted using projected traffic volumes. The intersections were analyzed using the Synchro Software in accordance with the procedures of the Highway Capacity 6E Manual. Projected peak hour volumes were similarly calculated by applying a growth factor to existing volumes and adding the Catalyst Apartments, Tuskawilla Crossings, Integra Winter Springs and project trips. Figures 6 and 7 show the projected peak hour intersection turning volumes for the study intersections. The projected Levels of Service are summarized in Table 8. The analysis shows that the study intersections will operate at acceptable overall Levels of Service in the projected conditions except for the southbound approach at the intersection of SR 434 and Tuskawilla Road. Similar to the existing conditions analysis, this approach will operate at LOS "F" due to the coordinated signal timing which favors the heavy traffic volumes on SR 434 reducing the amount of green time on the minor streets. The v/c ratio remains below 1.0 which indicates that the LOS "F" is due to delay, not capacity deficiency. In addition, the minor approaches at the intersection of SR 434 and Michael Blake Boulevard, which will become a four-legged intersection, are projected to operate at LOS "F" due to the addition of traffic from the Integra Winter Springs, Tuskawilla Crossings and the proposed project trips. This intersection be should be considered for signalization with the addition of development trips as documented herein. With signalization, the intersection will operate at satisfactory Levels of Service. Detailed printouts of each intersection capacity analysis are included in Appendix F. Winter Springs Town Center Commercial Outparcels Project Ns 4887 . Page 14 26 N M Z• • z v N N + OD� O y O G1 VV �A N O nV + _ CL PM8 aYele lae9o!A }t- ZSL={Z)+OSLO LLL=(917)+4SI+<L>+£L J 1 N CO II + + �O M u N Q + n m A ^+ m v 0 V/ + 'O o y N COO + O+ 7 7 � M N C+•)� II + �ssaaay a�!g N £L=(S0+[9Z1+ZL o m rn v II N �N � II +M M N v + A ++ M M� A A V N (n +o I SOZ=(9Z)+{41}+<SZ>+117 i F b6={L1}+LL m £99={ZZ)+149 Pii ell!me�lsni y--� L9=<Z>+99� O b04={L0+L8---O� o V 11Z a""° s_ oa N u E it � �� E +� O a U LO V N N F j L + ~ + Oa C . O W - + W Cl) O ut- r o v R m O f_a + ~�3�mom N N UI Y m Y N O U) ti 4 L1 OC) a4 ueaop �y 0 � ll�f� II Q OI 6 Z co 0 O—� ��M o M o > LL Oo + + A -0 0 v a)o N N V + N O A J O N v V Ln V C, a. N N 27 M M r-�2 L M_ + + 0 + V A + + _ + L{4z}a 0 v t—096={£}+L4 6 �—{E} bZ6=(69)+I44) {8} pnlg a�lele laeyalW b9={9)+6966=(90+I9£]+<6>+8Z J 1 (9) 9L=(LZ)+[861+6£� N M N N II + +M v M + _ D+ II � A r o) + 0 Q. A ?M +V N+ � u7 +N N� ^ N 5i O �ssaaay a�lg _ � 09=(LZ)+IL 0+9� v � M C O N N II II n I� M v + + M C2 ++ M A A 11 M M M V V �^' W 10 4E6={ 6}+ZZ6 (0 %9=190+009 PN ell!me�Sni y--� 9Z6=<£>+£Z6� 846={£6}+9b6— N o v U 0 LO L fl NC M+ O +co � Nv O � Q U + L A + + U + U H A '> v mi mo + ~T— J M M 6 O N N N K O L 0)OC) a4 ueaop y 0 S� ll�f� II 0- OI 9--., o Z 0 Z—� r a co o U L o N o � -o 0 + 0)o 0 �o v v 0 (if LQ v o 28 Table 8 Projected Intersection Capacity Analysis EB WB NB SB Overall Intersection Control Period Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS A.M. 3.7 A 4.7 A 49.0 D 46.4 D 4.9 A SR 434&Doran Dr Signal P.M. 5.6 A 4.6 A 35.7 D 22.8 C 5.5 A SR 434&Tuskawilla A.M. 52.1 D 52.3 D 62.0 E 85.5 F 55.8 E Rd Signal P.M. 42.4 D 52.8 D 79.1 E 93.2 F 56.4 E A.M. 2.5 A 0.1 A ** F ** F STOP SR 434&Michael P.M. 2.7 A 0.4 A F F - - Blake Blvd A.M. 36.1 D 51.7 D 13.2 B 36.3 D 42.7 D Signal P.M. 39.2 D 50.5 D 14.1 B 29.9 C 43.5 D Site Access @ SR A.M. - - 0.0 A - - 18.8 C - - 434(right in/out) STOP P.M. - - 0.0 A - - 17.5 C - Site Access 2 @ A.M. 10.6 B - - 6.4 A 0.0 A - - Michael Blake Blvd STOP full P.M. 9.5 A - - 3.3 A 0.0 A - - Excessive Delays Winter Springs Town Center Commercial Outparcels Project Ns 4887 05 Page 17 - 29 Turn Lane Analysis a) Right Turn Lane: The need for a right turn lane was evaluated at the intersection of SR 434 and Michael Blake Boulevard and at the site access. As per Section 9-206 of the City Code, a right turn deceleration lane should be provided if the projected right turning volume is equal to or greater than 40 vehicles per hour for a four-lane roadway with a posted speed limit greater than 45 mph. The projected volume on SR 434 turning right into Michael Blake Boulevard is 68 vehicles during the A.M. peak hour and 77 during the P.M. peak hour. Therefore, an exclusive right turn lane is required at this location. The recommended length of this right turn lane is recommended to be 350 feet as per the FDOT Index 301 for a design speed of 55 mph. The site access is located west of Michael Blake Boulevard, where the speed limit drops to 45 mph. As per Section 9-206 of the City Code, a right turn deceleration lane should be provided if the projected right turning volume is equal to or greater than 110 vehicles per hour for a four-lane roadway with a posted speed limit 45 mph or less. The projected right turning volume on SR 434 at the site access is 62 vehicles during the A.M. peak hour and 47 during the P.M. peak hour. Therefore, a right turn lane is not needed at this location. b) Left Turn Lane: A left turn lane analysis was conducted to determine the adequacy of the existing left turn lane at the SR 434/Michael Blake Boulevard intersection. This was accomplished utilizing the 95th percentile queue length obtained from the Synchro intersection analysis for the projected conditions and deceleration distance obtained from FDOT's Index 301. The required turn lane length calculated using the following equation: Left Turn Lane Length (TL) = Deceleration Distance (DD) + Queue Length (QL) Table 9 summarizes the turn lane length available and required at the study intersection. As can be seen, the existing available turn lane at the intersection of SR 434 and Michael Blake Boulevard will be adequate to serve the project trips. Table 9 Required Turn Lane Len th Calculation Design Decel. Available Required Approach Speed Distance Length Peak 95th%ile TL (mph) (ft) (ft) Hour BOQ(ft) Length ft A.M. 52.5 292.5 EBL 50 240 375 P.M. 68 308 Winter Springs Town Center Commercial Outparcels Project N2 4887 . Page 18 30 STUDY CONCLUSIONS This traffic analysis was performed to assess the impact of the proposed development of commercial outparcels located in the northwest quadrant of SR 434 and Michael Blake Boulevard in Winter Springs, Florida. The proposed development will consist of a drive-in bank and three restaurants, two of which will have drive-through windows. Access to the site will be provided via Michael Blake Boulevard which intersects SR 434 at a full median opening. In addition, a right in/out driveway will be provided on SR 434. The results of the study as documented herein are summarized below: o The proposed development will generate a total daily traffic volume of 2,422 new net daily trips, of which 279 will occur in the A.M. peak hour and 186 will occur in the P.M. peak hour. o The study roadway segments currently operate at adequate Levels of Service and will continue to operate at satisfactory Levels of Service when project trips are added. o The study roadway intersections currently operate at satisfactory overall Levels of Service except for southbound approach at the intersection of SR 434 and Tuskawilla Road which operates at Level of service "F" during the A.M. and P.M. peak hours. This is due to the coordinated signal system which allocates maximum green time to the heavy traffic volumes and reduces the amount of green time for the minor streets resulting in lengthy delays. The volume-to-capacity ratio for this approach is below 1.0, which indicates that the LOS "F" is due to delay, not capacity deficiency. o The study intersections will continue to operate at acceptable overall Levels of Service in the projected conditions except for the southbound approach at the intersection of SR 434 and Tuskawilla Road. Similar to the existing conditions analysis, this approach will operate at LOS "F" due to the coordinated signal timing which favors the heavy traffic volumes on SR 434 reducing the amount of green time on the minor streets. The v/c ratio remains below 1.0 which indicates that the LOS "F" is due to delay, not capacity deficiency. Winter Springs Town Center Commercial Outparcels Project Ns 4887 . Page 19 31 In addition, the minor approaches at the intersection of SR 434 and Michael Blake Boulevard, which will become a four-legged intersection, are projected to operate at LOS "F" due to the addition of traffic from the Integra Winter Springs, Tuskawilla Crossings and the proposed project trips. This intersection should be considered for signalization when warranted. o At the intersection of SR 434 and Michael Blake Boulevard, a 350-foot long westbound right turn lane is recommended. The length of the existing eastbound left turn lane on SR 434 is adequate for the projected traffic volumes. Winter Springs Town Center Commercial Outparcels Project Ns 4887 . Page 20 32 APPENDICES 33 APPENDIX A City of Winter Springs Standard Scope of Work for a Traffic Study 34 From: Brian Fields Sent: Thursday, March 20, 2014 10:39 AM To: 'Anthony Everett' Cc: Randy Stevenson; Bobby Howell; Michael Derbaum Subject: RE: ACOE Permit Compliance Package Anthony, Please find attached our standard scope for a traffic study. For your project, based on an apartment complex with up to 350 units, the study should include the following in addition to the standard scope: Roadway segments to analyze: • SR 434 in separate segments from Central Winds Drive to Tuskawilla Road,from Tuskawilla Road to Michael Blake Blvd, and from Michael Blake Boulevard to Tuscora Drive • Michael Blake Boulevard • Tuskawilla Road from Trotwood to SR 434 and from SR 434 to Blumberg Blvd Intersections to analyze: • SR 434 at Central Winds Drive • SR 434 at Doran Drive • SR 434 at Tuskawilla Road • SR 434 at Michael Blake Blvd • SR 434 at Tuscora Drive Additional items to analyze: • Warrant for right-turn deceleration land on SR 434 westbound at Michael Blake Boulevard • Adequacy of left turn storage on SR 434 eastbound at Michael Blake Boulevard • Lane configuration and turn storage on Michael Blake Blvd southbound at SR 434 Feel free to have your traffic engineer contact me with any questions. Brian Fields, P.E. City Engineer City of Winter Springs 407-327-7597 (office) 321-388-2757 (cell) 35 From: Brian Fields [mai Ito:bfieldsC�winterspringsfl.org] Sent: Wednesday, March 26, 2014 3:43 PM To: Turgut Dervish Subject: Winter Springs Apartments Turgut, Please find the information attached and listed below regarding the Winter Springs Apartments traffic study requirements. Regarding the parking analysis (if this is part of your scope), the following is from the Town Center Code, Section 20-324: There shall be no minimum parking requirement in the town center. The applicant shall provide a parking analysis justifying the proposed parking solution. The level of detail required for the parking analysis shall be determined in consultation with the DRC early-on in the development process. In general, the parking analysis shall include a detailed analysis and calculation of the normal and peak parking demands for a development. The usage of standard parking generation rates is normally not acceptable for this purpose. The best source of data is field parking counts from similar developments in the area. Factors to consider when calculating the overall parking demand include, but are not limited to: • Size and usage of the development/number of units • Availability and proximity of mass transit • Demographics of the expected user group • Availability and expected use of bicycle and pedestrian facilities • Surrounding land use Factors to consider when determining the number of parking spaces to be provided include, but are not limited to: • Number of parking spaces to be reserved and/or restricted • Availability and proximity of overflow parking areas • Mix of the type of parking spaces available, including private garages, private driveways, public surface parking, public on-street parking, metered parking, etc. • Management strategies for the usage of visitor/overflow parking spaces • Opportunity to share parking with surrounding properties Enclosed garages in individual residential units are often not used to their full parking capacity. In recognition of this, the number of parking spaces considered to be available in enclosed garages shall be calculated at fifty (50) percent of the actual parking capacity. For example, a two-car garage would be considered to have 1.0 parking spaces, and a one-car garage would have 0.5 parking spaces. 36 APPENDIX B Intersection Counts and Signal Timing Data 37 0 o a 4 o r W 0 r` r` r` m �D m m o O m o N W N n n O n m to . Ln Ln Ln n` �D tD tD �v �v L m ti vLna m o m o 0 o N o ti m ti ti nf Cf y y -o -2 3 � �' v ' E m v Ln r, v oo o io o o m m o n m oo n m o 4 M `ti L N N N N N m m m N H r N N H w w p� r. o rl v M N M .-I o M N M W C Q � O 4! C LbD o b0 M W W N M .-I N V1 C E K of Vw1 Q o C o i � N o -a L O O O p L L O O O O O O O O a H M t H p O co O O z O z U1 O Lm N 0 0 V1 M 00 V1 r3 O O O U U U Ln U w r f0 f0 c L ID O p C ~ to V N Ln � Ln N N V McCleod's Way/ o i c y ef Doran Drive In � O a c o McCleod's Way/ _ o Y O ? m M > O i Vl N 7 00 m a c-I 00 r rn T Doran Drive L D a L N m m m m m °N° N O O 41 m O IA v o o o N N o L L M oo y OA I" ci W bA M l0 O .-I V1 N .-I V > K K t6 C C O O o i D 4 L o o 0 0 0 0 0 0 0 \ L H L H T j j o o Ln O rn o +• (1) 00 .-I 01 v N u ^� O , u .� Lr) IC '1` 71 m ZI, - of � r w f6 O O O O O O O O f�6 £ p r`a Yo o y rp 0 0 0 0 0 0 0 0 Z Z U F = r6 O O Ln O Ln O Ln w v o N m a o N M -1- w w y \ \ \ a r` r` r` r` co co co co i o m o w - a r N a in w z 38 m n r, n Ln to Ol M o m m I, m 't Ln M m N m r- r, o F, m Zo c Ln o oo ,� c� � oo oo O O O N a NN N N N r Ln Ln I, to Oto to LD r r t t t tlq O O O ry 0 m cy tlq O O O N O ti N c-i 4q O O O p O O N 0 K C C c c c O L Ql '�t Ln ^ -:t oo O w O L ry .--i h tV V oo O I-, O i m L Ln c-I Ql oo r-, M N w L Ln O oo oo w N0 Ln L ^ c-I Ln O Q O O c-I co N r N N N N N M m M N r N N N N N m m m N r w w w v m N m cy o M N M v m N m .--i o M N M Q, 0 0 o p 0 0 0 0 J J J un m m oo N m -A N Ln un m m oo N mN Ln un 0 0 0 0 0 0 0 0 ao a c c c N N 7 7 7 0 0 7 0 7 0 7 v t 0 0 0 0 0 0 0 0 - 0 0 0 0 0 0 0 0 m 0 0 0 0 0 0 0 0 `^ o z z z +' > v co 0 oo Ln m oo Ln v oo 0 0o n m oo n v o 0 0 0 0 0 0 0 Y � � � V Gl w f0 U f6 L app tV Ln a Ln fV rV app tV M 'zt Ln rV rV Y 0 0 o p 0 0 0 0 CC i 2 V 2 � � 3 U i a+ O o L N a m a co o L m n a No m a o o L L m M M m Lo c oo Ln L m N oo Ln m O r� Ln a L N l0 Ol 1� N r N M m m m M N N N r N M M M M M N N N r Q) J O O c-i p ry N N .--i J 0 0 c-i O N fV N . J o 0 o p 0 0 0 0 O O LbD M lD O Ln Nm V1 O N �bD O ,� O p 0 0 0 N o C C C O 7 7 7 O m v 9 L ti .-y 0 0 0 0 0 0 � L c-i .-y 0 0 0 0 0 0 - t 0 0 o p 1010 0 0 0 r, a u t H t H t H U 7 7 7 O O O Q, N ci N m M N m Q, N - ci N N m N N w O O O p ci O O -1 J J J C E N N N n3 m m m y v) o 01010 o o o o v) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o Lio Lio Lii o o Lii o Lii o Lii o o Lii o Ln o Ln o Ln in a, o .! m v o t m a a, o t m v, o 71 m a v o ,� m v, o t m a m — — — 0 w Z 39 oo 0 o a mW. m � m r N m m rl O M0 N lD N lO N M 00 O 00 V ul to lD �D r` r` �bLn V O � m n N rNi L0O O � bA N N M M M M lD N N K D_ O 'D u1 0) p a0 a0 T M N W c-I lD 4 L M N fY1 L L lO N .-I N lD Ln V Ln lV M M M M M M N f6 (6 w w p) O v N .-I M N N M Vl W C Q 4! L L 01 C bD O) O Ol M C E K K CU d 0 C O ` Q O i � 01 0 0 0 0 N L L 0 0 0 0 0 0 0 0 p OLn O O z O z n0 n -0 v N N I, CO N N O lO r3 O O O U w r f0 f0 L MCCleod's Way/ o r, O n Q nn N N m N N o D i N of Doran Drive McCleod's Way/ _ Y o E! 00 O o i 0) m 0) N 00 't lD r, 00 71 Doran Drive (fl L N N � L lO n nm O M ci Ln m m N N N M M M M N d O Q N F N v 0 41 l0 W a M NM S t t IV o m y no m o M un lD ID r" Ln oo Ln Ln > Cf � � c 0 o ? o 4 L N0 Cl Q L O 0 0 0 0 \ L H L H T j j 1) tl Lf) ;tu N 00 O 00 v M O M O T N N V ✓ r U of u OM Ln IC T 71 m F N T Ln .� 1 E! _ �i 3 Q Q Q Q Q Q Q Q 01 O O O O O O O O Ep t6 j C C Y r0 0 0 0 0 0 0 0 0 Z Z U F = r6 O �n O Ln O Ln O U) v v o N m a o N M a w y \ \ \ m a a a a a gyri gyri gyri Ln i i O N O 0) CL a0+ N a m z 40 pm m e m . N m of I, m mT V 000 rn opo � � •� m m V � O m 11 lD N m o0 o r m � M t �. ctD w o 0 � o m e a m e c F- m D w D D r r t s s tlo N N m m m M LD N 00 N N m m m m LD N 0q O O O p 0 0 0 0 c c c O i 00 00 0) 0) N 00 N WL Ill N N Ill lD I-, r Lo p L L W N N N lD Ill � Ill L wN Vl Ill m Ill L M to r, 0 ci c-I N r NM M M M M M rl N r N M M M m M m rl N r n3 n3 n3 w w w v N c-I m N N M M v N c-I m N �T N m m v 0 0 0 p 0 0 0 0 J J J un In N ,-I rI m ,-I rI en m N ,-I rI �* m ,-I rI en 0 0 0 0 0 0 0 0 ao a c c c n N 7 7 7 o o o o � v t 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o z z z a V v N N I, M N N0 �D v N Nr" Cf 0 0 0 0 0 0 0 0 Y � � � V Gl w f0 U f6 L �0p N N h M N N 0 W 00 rI N h m N N 0 w Y 00 rI o 0 p 0 0 0 0 oC i 2 V 2 � � 3 U i a+ O O i OlM Ol N Co 't lD N lD 00 N O Ill N N0 i L to I-, n M O M c Ill L to Lo c-I O N N Lr) -0 L N N N O DO Ol ul L!1 N r N N N m M M MN N r NN N M m M m N N r JID C0 7 N m 7 J lD W v m V N m 7 J 0 0 0 p 0 0 0 0 0 o s \ bD ID I'D 11 l.(1 00 Ln c-I In bD �D lD l0 Lfl 00 Ln 'D In bD 0 0 r p 0 0 0 0 f0 O0 0 7 0 7 0 7 n v 9 N L O o 0 p c-I O rI c-I L 0 0 0 0 c-I O rI c-I O t 0 0 0 p 0 010101 00 t t d a u t U In O O v M O M p N N �t v M O M O V N N �t v O 0 CO 0 0 CC J J J C E N N N E y Vl o 0 0 0 01010 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i v o p p o 0 p o o p p p p p o p o p o p p p o 0 0 0 om o Li o m o m o m o Iii o m o m o m o Lno 0 vl N O ,Q m m 70 r-I m v o 71 m 7t N 0 71 m v o H v v v v iii Iii vl In -Qi v v v v Iii Iii In In v v v v vl Iii vl In M — — — 0 w Z 41 l " A \� ) L- s 42 Roadway Count Summary GMB Engineers & Planners, Inc. County Seminole City Winter Springs Intersection Tuskawilla Rd. & SR 434 Date January 15, 2015 All Vehicles Time Period 7:00 to 9:00 GMB Project#: 15-007.01 Northbound Southbound Time Period Left Through Right Left Through Right 7:00 7:15 145 108 26 22 32 0 7:15 7:30 83 15 26 35 52 1 7:30 7:45 150 17 40 11 26 0 7:45 8:00 120 19 45 16 21 0 8:00 8:15 120 15 32 19 18 0 8:15 8:30 158 18 29 12 11 2 8:30 8:45 122 20 26 15 25 0 8:45 9:00 116 24 32 18 28 0 1,014 236 256 148 213 3 Eastbound Westbound Time Period Left Through Right Left Through Right 7:00 7:15 23 136 68 12 171 20 7:15 7:30 8 212 88 21 206 6 7:30 7:45 10 192 87 24 232 3 7:45 8:00 10 213 110 54 258 6 8:00 8:15 8 225 87 18 238 13 8:15 8:30 11 216 104 32 231 5 8:30 8:45 15 228 137 45 225 10 8:45 9:00 5 134 124 32 164 18 90 1,556 805 238 1,725 81 2 75 62 34 North/South Tuskawilla Rd. 4- 952 East/West L 149 SR 434 Peak Hour 7:45 - 8:45 44 Peak Hour Factor 882 � 0.96 438 520 72 132 Total Pk Hr Voume 3,362 43 Roadway Count Summary GMB Engineers & Planners, Inc. County Seminole City Winter Springs Intersection Tuskawilla Rd. & SR 434 Date January 15, 2015 Time Period 7:00 to 9:00 Trucks GMB Project #: 15-007.01 Northbound Southbound Time Period Left Through Right Left Through Right 7:00 7:15 2 0 0 0 0 0 7:15 7:30 3 0 0 1 0 0 7:30 7:45 3 0 1 0 1 0 7:45 8:00 4 0 1 2 0 0 8:00 8:15 3 0 0 0 0 0 8:15 8:30 2 0 0 0 0 0 8:30 8:45 4 0 0 0 1 0 8:45 9:00 7 2 0 1 0 0 Eastbound Westbound Time Period Left Through Right Left Through Right 7:00 7:15 0 5 1 0 3 1 7:15 7:30 0 8 3 1 4 0 7:30 7:45 0 8 5 0 7 0 7:45 8:00 0 5 1 0 2 0 8:00 8:15 0 6 0 0 6 1 8:15 8:30 1 8 1 1 5 0 8:30 8:45 1 7 3 1 8 0 8:45 9:00 0 9 1 0 2 0 North/South 0.0% 1.3% 3.2% 2.9% Tuskawilla Rd. � 2.2% East/West SR 434 41 � 1.3% Peak Hour 7:45 - 8:45 4.5% 2.9% 1.1% 2.5% 0.0% 0.8% 44 Roadway Count Summary GMB Engineers & Planners, Inc. County Seminole City Winter Springs Intersection Tuskawilla Rd. & SR 434 Date January 15, 2015 Time Period 7:00 to 9:00 U-Turn & RTOR GMB Project#: 15-007.01 Northbound Southbound Time Period Left Through Right Left Through Right 7:00 7:15 0 0 10 0 0 0 7:15 7:30 0 0 11 0 0 0 7:30 7:45 1 0 28 0 0 0 7:45 8:00 0 0 26 0 0 0 8:00 8:15 0 0 23 0 0 0 8:15 8:30 0 0 18 0 0 0 8:30 8:45 0 0 19 0 0 0 8:45 9:00 0 0 25 0 0 0 Eastbound Westbound Time Period Left Through Right Left Through Right 7:00 7:15 0 0 41 0 0 4 7:15 7:30 0 0 26 0 0 0 7:30 7:45 0 0 22 2 0 0 7:45 8:00 1 0 36 2 0 0 8:00 8:15 0 0 33 0 0 1 8:15 8:30 0 0 52 1 0 1 8:30 8:45 0 0 54 1 0 0 8:45 9:00 0 0 65 1 0 1 North/South 0 0 0 2 Tuskawilla Rd. 0 East/West SR 434 � 4 Peak Hour 7:45 - 8:45 1 0 � 175 � 0 0 86 45 Roadway Count Summary GMB Engineers & Planners, Inc. County Seminole City Winter Springs Intersection Tuskawilla Rd. & SR 434 Date January 15, 2015 All Vehicles Time Period 16:00 to 18:00 GMB Project#: 15-007.01 Northbound Southbound Time Period Left Through Right Left Through Right 16:00 16:15 157 31 53 26 37 0 16:15 16:30 151 48 28 15 35 1 16:30 16:45 125 27 27 31 33 1 16:45 17:00 118 26 23 18 36 0 17:00 17:15 121 24 31 37 28 0 17:15 17:30 122 28 28 25 42 0 17:30 17:45 120 31 30 33 29 0 17:45 18:00 94 40 31 28 43 0 1,008 255 251 213 283 2 Eastbound Westbound Time Period Left Through Right Left Through Right 16:00 16:15 11 168 81 27 184 7 16:15 16:30 9 167 65 20 176 18 16:30 16:45 7 207 73 25 202 16 16:45 17:00 18 204 126 42 200 14 17:00 17:15 6 205 116 35 205 11 17:15 17:30 10 289 119 29 226 28 17:30 17:45 7 251 108 39 251 30 17:45 18:00 7 204 91 38 199 28 75 1,695 779 255 1,643 152 0 135 113 83 North/South Tuskawilla Rd. 4- 882 East/West L 145 SR 434 Peak Hour 16:45 - 17:45 41 Peak Hour Factor 949 � 0.93 469 481 109 112 Total Pk Hr Voume 3,519 46 Roadway Count Summary GMB Engineers & Planners, Inc. County Seminole City Winter Springs Intersection Tuskawilla Rd. & SR 434 Date January 15, 2015 Time Period 16:00 to 18:00 Trucks GMB Project #: 15-007.01 Northbound Southbound Time Period Left Through Right Left Through Right 16:00 16:15 7 1 2 0 0 0 16:15 16:30 4 0 0 0 0 0 16:30 16:45 8 0 0 0 1 0 16:45 17:00 4 0 0 1 1 0 17:00 17:15 4 1 1 1 0 0 17:15 17:30 3 0 0 0 0 0 17:30 17:45 1 0 0 0 0 0 17:45 18:00 1 1 0 0 0 0 Eastbound Westbound Time Period Left Through Right Left Through Right 16:00 16:15 0 4 0 0 13 0 16:15 16:30 0 6 1 0 5 0 16:30 16:45 0 9 0 0 27 0 16:45 17:00 0 5 1 0 19 0 17:00 17:15 1 2 0 2 9 0 17:15 17:30 0 5 3 0 3 0 17:30 17:45 0 4 1 0 3 0 17:45 18:00 0 5 2 0 3 0 North/South 0.0% 0.7% 1.8% 0.0% Tuskawilla Rd. � 3.9% East/West SR 434 41 � 1.4% Peak Hour 16:45 - 17:45 2.4% 1.7% 1.1% 2.5% 0.9% 0.9% 47 Roadway Count Summary GMB Engineers & Planners, Inc. County Seminole City Winter Springs Intersection Tuskawilla Rd. & SR 434 Date January 15, 2015 Time Period 16:00 to 18:00 U-Turn & RTOR GMB Project#: 15-007.01 Northbound Southbound Time Period Left Through Right Left Through Right 16:00 16:15 0 0 37 0 0 0 16:15 16:30 0 0 19 0 0 0 16:30 16:45 1 0 19 0 0 0 16:45 17:00 0 0 13 0 0 0 17:00 17:15 0 0 22 0 0 0 17:15 17:30 0 0 19 0 0 0 17:30 17:45 0 0 23 0 0 0 17:45 18:00 1 0 22 0 0 0 Eastbound Westbound Time Period Left Through Right Left Through Right 16:00 16:15 0 0 0 1 0 0 16:15 16:30 0 0 0 2 0 1 16:30 16:45 0 0 1 1 0 1 16:45 17:00 0 0 0 1 0 1 17:00 17:15 0 0 0 3 0 1 17:15 17:30 0 0 0 0 0 0 17:30 17:45 0 0 0 0 0 0 17:45 18:00 0 0 0 1 0 3 North/South 0 0 0 2 Tuskawilla Rd. 0 East/West SR 434 � 4 Peak Hour 16:45 - 17:45 0 0 � 0 � 0 0 77 48 A be _Jf. _T_ ell ILA 41 -T j 1 + 0 '0 i T +f 7 --i- -r ts 01 r CD 4 1 110 �t, 77 VN 0 7 T ve 17 i2 U5 T4 Uj uj- LL. +: UJI -L&Aj- Additional Notes&Observations: -ivattt Locd f, 0 Project: 6 Nam GMB ENGINEERS&PLANNERS,INC. Roadway Count Summary GMB Engineers & Planners, Inc. County Seminole City Winter Springs Intersection Michael Blake Blvd & SR 434 Date January 15, 2015 All Vehicles Time Period 7:00 to 9:00 GMB Project#: 15-007.01 Northbound Southbound Time Period Left Through Right Left Through Right 7:00 7:15 0 0 0 15 1 3 7:15 7:30 0 0 0 11 0 2 7:30 7:45 0 0 0 13 0 11 7:45 8:00 0 0 0 13 0 10 8:00 8:15 0 0 0 10 0 2 8:15 8:30 0 0 0 13 0 1 8:30 8:45 0 0 0 11 0 0 8:45 9:00 0 0 0 8 0 3 0 0 0 94 1 32 Eastbound Westbound Time Period Left Through Right Left Through Right 7:00 7:15 20 176 0 0 230 34 7:15 7:30 3 277 0 0 250 3 7:30 7:45 7 251 0 0 271 2 7:45 8:00 8 264 0 0 319 1 8:00 8:15 5 275 0 0 283 0 8:15 8:30 2 246 0 0 270 4 8:30 8:45 7 265 0 0 270 1 8:45 9:00 1 185 0 1 222 0 53 1,939 0 1 2,115 45 25 0 47 6 North/South Michael Blake Blvd 4- 1,123 East/West 0 SR 434 Peak Hour 7:15 - 8:15 23 Peak Hour Factor 1,067 � 0.93 0 0 0 0 Total Pk Hr Voume 2,291 50 Roadway Count Summary GMB Engineers & Planners, Inc. County Seminole City Winter Springs Intersection Michael Blake Blvd & SR 434 Date January 15, 2015 Time Period 7:00 to 9:00 Trucks GMB Project #: 15-007.01 Northbound Southbound Time Period Left Through Right Left Through Right 7:00 7:15 0 0 0 0 0 0 7:15 7:30 0 0 0 0 0 0 7:30 7:45 0 0 0 0 0 0 7:45 8:00 0 0 0 0 0 0 8:00 8:15 0 0 0 0 0 0 8:15 8:30 0 0 0 0 0 0 8:30 8:45 0 0 0 0 0 0 8:45 9:00 0 0 0 0 0 0 Eastbound Westbound Time Period Left Through Right Left Through Right 7:00 7:15 0 6 0 0 4 0 7:15 7:30 0 7 0 0 4 0 7:30 7:45 0 5 0 0 5 1 7:45 8:00 0 7 0 0 4 0 8:00 8:15 0 10 0 0 4 0 8:15 8:30 0 6 0 0 1 0 8:30 8:45 0 6 0 0 7 0 8:45 9:00 0 8 0 1 2 0 North/South 0.0% 0.0% 0.0% 16.7% Michael Blake Blvd East/West SR 434 41 � 0.0% Peak Hour 7:15 - 8:15 0.0% 2.7% 0.0% 0.0% 0.0% 0.0% 51 Roadway Count Summary GMB Engineers & Planners, Inc. County Seminole City Winter Springs Intersection Michael Blake Blvd & SR 434 Date January 15, 2015 Time Period 7:00 to 9:00 U-Turn & RTOR GMB Project#: 15-007.01 Northbound Southbound Time Period Left Through Right Left Through Right 7:00 7:15 0 0 0 0 0 0 7:15 7:30 0 0 0 0 0 0 7:30 7:45 0 0 0 0 0 0 7:45 8:00 0 0 0 0 0 0 8:00 8:15 0 0 0 0 0 0 8:15 8:30 0 0 0 0 0 0 8:30 8:45 0 0 0 0 0 0 8:45 9:00 0 0 0 0 0 0 Eastbound Westbound Time Period Left Through Right Left Through Right 7:00 7:15 3 0 0 0 0 0 7:15 7:30 1 0 0 0 0 0 7:30 7:45 2 0 0 0 0 0 7:45 8:00 1 0 0 0 0 0 8:00 8:15 3 0 0 0 0 0 8:15 8:30 2 0 0 0 0 0 8:30 8:45 6 0 0 0 0 0 8:45 9:00 0 0 0 0 0 0 North/South 0 0 0 0 Michael Blake Blvd 0 East/West SR 434 � 0 Peak Hour 7:15 - 8:15 7 0 --------110 0 � 0 0 0 52 Roadway Count Summary GMB Engineers & Planners, Inc. County Seminole City Winter Springs Intersection Michael Blake Blvd & SR 434 Date January 15, 2015 All Vehicles Time Period 16:00 to 18:00 GMB Project#: 15-007.01 Northbound Southbound Time Period Left Through Right Left Through Right 16:00 16:15 0 0 0 2 0 0 16:15 16:30 0 0 0 3 0 1 16:30 16:45 0 0 0 5 0 0 16:45 17:00 0 0 0 1 0 3 17:00 17:15 0 0 0 5 0 1 17:15 17:30 0 0 0 1 0 0 17:30 17:45 0 0 0 2 0 2 17:45 18:00 0 0 0 6 0 1 0 0 0 25 0 8 Eastbound Westbound Time Period Left Through Right Left Through Right 16:00 16:15 8 249 0 0 218 5 16:15 16:30 4 218 0 0 216 10 16:30 16:45 11 261 0 0 230 9 16:45 17:00 13 254 0 0 247 13 17:00 17:15 11 276 1 0 272 3 17:15 17:30 12 344 0 0 282 7 17:30 17:45 11 331 0 0 313 9 17:45 18:00 18 258 0 0 261 9 88 2,191 1 0 2,039 65 4 0 14 28 North/South Michael Blake Blvd 4- 1,128 East/West 0 SR 434 Peak Hour 17:00 - 18:00 52 Peak Hour Factor 1,209 � 0.91 1 0 0 0 Total Pk Hr Voume 2,436 53 Roadway Count Summary GMB Engineers & Planners, Inc. County Seminole City Winter Springs Intersection Michael Blake Blvd & SR 434 Date January 15, 2015 Time Period 16:00 to 18:00 Trucks GMB Project #: 15-007.01 Northbound Southbound Time Period Left Through Right Left Through Right 16:00 16:15 0 0 0 0 0 0 16:15 16:30 0 0 0 0 0 0 16:30 16:45 0 0 0 0 0 0 16:45 17:00 0 0 0 0 0 0 17:00 17:15 0 0 0 0 0 0 17:15 17:30 0 0 0 0 0 0 17:30 17:45 0 0 0 0 0 0 17:45 18:00 0 0 0 0 0 0 Eastbound Westbound Time Period Left Through Right Left Through Right 16:00 16:15 0 2 0 0 7 0 16:15 16:30 0 3 0 0 2 0 16:30 16:45 0 5 0 0 8 0 16:45 17:00 0 0 0 0 5 0 17:00 17:15 0 2 0 0 1 0 17:15 17:30 0 3 0 0 0 0 17:30 17:45 0 2 0 0 0 0 17:45 18:00 0 3 0 0 1 0 North/South 0.0% 0.0% 0.0% 0.0% Michael Blake Blvd � 0.2% East/West SR 434 41 � 0.0% Peak Hour 17:00 - 18:00 0.0% 0.8% 0.0% 0.0% 0.0% 0.0% 54 Roadway Count Summary GMB Engineers & Planners, Inc. County Seminole City Winter Springs Intersection Michael Blake Blvd & SR 434 Date January 15, 2015 Time Period 16:00 to 18:00 U-Turn & RTOR GMB Project#: 15-007.01 Northbound Southbound Time Period Left Through Right Left Through Right 16:00 16:15 0 0 0 0 0 0 16:15 16:30 0 0 0 0 0 0 16:30 16:45 0 0 0 0 0 0 16:45 17:00 0 0 0 0 0 0 17:00 17:15 0 0 0 0 0 0 17:15 17:30 0 0 0 0 0 0 17:30 17:45 0 0 0 0 0 0 17:45 18:00 0 0 0 0 0 0 Eastbound Westbound Time Period Left Through Right Left Through Right 16:00 16:15 4 0 0 0 0 0 16:15 16:30 2 0 0 0 0 0 16:30 16:45 4 0 0 0 0 0 16:45 17:00 8 0 0 0 0 0 17:00 17:15 6 0 0 0 0 0 17:15 17:30 3 0 0 0 0 0 17:30 17:45 3 0 0 0 0 0 17:45 18:00 6 0 0 0 0 0 North/South 0 0 0 0 Michael Blake Blvd 0 East/West SR 434 � 0 Peak Hour 17:00 - 18:00 18 0 --------110 0 � 0 0 0 55 Ln z '14 —T 001, c OOF 007 7-t– --oor-A '00 X 0! ;Jo_ __77 4 60 1 r Lei cl: 7"" LLF Cc _T LA. 4 La 4_44 Additional Notes&Observations: Date: Project: OME3 ENGINEERS&PLANNERS,INC. Name: Seminole County Traffic Engineering Timing Sheet Intersection: SR 434 @ 35-Tuskawilla Rd #2392 SEMI E ( NTY FIS W1 I NATLIW.' (-I K Ali I` Name SR434 Tuskawilla SR434 Tuskawilla IP 010.046.174.024 Mask 255.255.255.0 Direction WL ET ST EL WT NT Gate 10.46.174.254 Port# 5083 Channel 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Ph Mode STD8 Com ID# 1365 Phase/OL 1 2 3 4 5 6 7 8 9 10 11 12 2 4 6 8 Free Seq 9 Node# 2392 Type VEH VEH VEH VEH VEH VEH VEH VEH OLP OLP OLP OLP PED PED PED PED Date 7-Feb-17 Done By EPrincipe Phase Times Alt Phase Times 1 Phase 1 2 1 3 4 5 6 7 1 8 I 9 10 11 12 1 13 14 15 16 Assign 3 4 7 8 Min Gm 6 15 6 6 6 15 6 6 Min Gm 6 6 6 6 Passage 3 4 3 4 3 4 3 4 I Passage 6 10 10 6 Max1 15 70 50 65 15 70 65 50 Max1 65 65 65 65 Max 2 15 70 50 65 15 70 65 50 1 Max 2 65 65 65 65 YeI Cir 4.8 4.9 4.8 3.4 4.9 4.9 3.4 4.8 YeI Cir 4.8 3.4 L 3.4 4.8 Red Cir 2.6 2 3.9 4.1 2.4 2 4.1 3.9 Red Cir 3.9 4.1 I 4.1 3.9 Walk 7 7 7 7 Walk 7 7 Ped Cir 33 40 21 41 l Ped Cir 40 41 Red Rvrt 3 3 3 3 3 3 3 3 Alt Phase Times 2 Added Init Assign Max Initial Min Gm Max3 Limit Passage Max3 Step Max 1 Time B-4 Max 2 Cars B-4 YeI Cir Time to Red Cir Reduce By Walk Min Gap Ped Cir Phase Options Alt Phase Opt 1 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Assign 3 4 7 8 Enable X X X X X X:. Max2 Min® Maxlnh Max® Cnf Ph 4.. Ped® Alt Phase Opt 2 Soft® 'Assign 3 4 7 Lock Call Max2 Flash Ent X X Max Inh Flash Exit .. Cnf Ph 23 1 4 Dual Entry X X; X X X Alt Phase Opt 3 Sim Gap X Assign Cond Sery I Max2 Reservice Max Inh Cnf Phase 7 4 1 1 Cnf Ph Included Phase Modifier Phase Gm YeI Red Overlap-A 1 Overlap-B 2 Overlap-C 3 Overlap-D 4 Overlap-E 5 Overlap-F 6 Overlap-G 7 Overlap-H 8 Overlap-I 9 Overlap-J 10 Overlap-K 11 Overlap-L 12 Overlap-M 13 Overlap-N 14 Overlap-0 15 Overlap-P 16 Enbl Track Phase Gm Track Overlap Dwell Phase Dwl Dwell Overlap Exit Phase Pre Run 1 Pre Run 2 Pre Run 3 ON L 5 Pre Run 4 _71 67 Pre Run 5 ON ,, Pre Run 6 ON A 1 1 2392 TS SR 434 @ Tuskt.57a Coordination Splits 1-16 Day Plans 1-8 Phase 1 2 3 4 5 6� 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evnt Hr Min Act Split 1 27 67 58 28 18 76 28 58 Sun 1 99 Mon 1 99 Coord Ph X 2 10 8 2 6 30 1 Mode NON MAX NON NON NON MAX NON NON D 3 10 30 18 D 3 6 45 11 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 11 8 A 4 7 10 21 Split 2 18 49 33 30 18 49 30 33 Y 5 12 30 18 Y 5 7 30 1 Coord Ph X I 6 13 8 6 9 30 2 Mode NON MAX NON NON NON MAX NON NON P 7 19 30 99 P 7 13 30 3 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 L 8 L 8 14 15 13 Split 3 19 54 43 24 18 55 24 43 P A 9 A 9 14 45 3 Coord Ph X N 10 N 10 16 4 Mode NON MAX NON NON NON MAX NON NON 11 11 19 5 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 12 2 12 20 30 99 Split 4 23 82 40 25 18 87 25 40 li 13 13 Coord Ph X 14 1 Mode NON MAX NON NON NON MAX NON NON 15 I _ 155 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evt Hr Min Act Split 5 18 48 28 26 18 48 26 28 Tue 1 99 Wed 1 99 Coord Ph X 2 6 30 1 2 6 30 1 Mode NON MAX NON NON NON MAX NON NON D 3 6 45 11 D 3 6 45 11 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 7 10 21 A 4 7 10 21 Split 6 18 49 28 25 18 49 25 28 Y 5 7 30 1 Y 5 7 30 1 Coord Ph X I 6 9 30 2 6 9 30 2 Mode NON MAX NON NON NON MAX NON NON P 7 13 30 3 P 7 13 15 13 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 L 8 14 15 13 L 8 13 45 3 Split 7 A 9 14 45 3 A 9 16 4 Coord Ph N 10 16 4 N 10 19 5 Mode 11 19 5 11 20 30 99 Phase 1 2 3 4 5 6 7 8 9 10 11 1 12 1 13 14 15 16 3 12 20 30 99 4 12 Split 8 18 49 28 25 18 49 25 28 13 13 Coord Ph X 14 14 Mode NON MAX NON NON NON MAX NON NON 15 15 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evt Hr Min Act Split 9 Thur 1 99 Fri 1 99 Coord Ph 2 6 30 1 2 6 30 1 Mode D 3 6 45 11 D 3 6 45 11 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 7 10 21 A 4 7 10 21 Split 10 Y 5 7 30 1 Y 5 7 30 1 Coord Ph 6 9 30 2 6 9 30 2 Mode P 7 13 30 3 P 7 13 30 3 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 L 8 14 15 13 L 8 14 15 13 Split 11 23 45 78 34 20 48 34 78 1 A 9 14 45 3 A 9 14 45 3 Coord Ph X N 10 16 4 N 10 16 4 Mode NON MAX NON NON NON MAX NON NON 11 19 5 11 19 5 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 5 12 20 30 99 6 12 20 30 99 Split 12 13 13 Coord Ph 14 1 1 1 14 Mode 15 15 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evt Hr Min Act Split 13 20 42 30 48 18 44 48 30 Sat 1 99 Spc 1 99 Coord Ph X 2 8 6 Plan 2 6 30 1 Mode NON MAX NON NON NON MAX NON NON D 3 20 99 D 3 6 45 11 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 A 4 7 10 21 Split 14 Y 5 Y 5 7 30 1 Coord Ph 6 6 9 30 2 Mode P 7 P 7 11 15 13 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 16 L 8 L 8 12 2 Split 15 A 9 A 9 13 30 3 Coord Ph I N 10 N 10 16 4 Mode 11 11 19 5 Phase 1 2 3 4 5 6 7 8 9 1 10 11 12 13 14 15 16 7 12 8 12 20 30 99 Split 16 13 13 Coord Ph 14 14 Mode 15 15 2 2392 TS SR 434 @ Tuski....sa Coordination Splits 17-32 Day Plans 9-16 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evt Hr Min Act Split 17 1 1 Coord Ph 2 2 Mode D 3 D 3 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 A 4 Split 18 18 34 28 40 18 34 40 28 Y 5 Y 5 Coord Ph X 6 j 6 Mode NON MAX NON NON NON MAX NON NON P 7 P 7 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 L 8 L 8 Split 19 A 9 A 9 Coord Ph N 10 N 10 Mode 11 11 NPhase1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 9 12 10 12 Split 20 13 13 Coord Ph 14 14 Mode 15 15 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 15 16 Evt Hr Min Act Evt Hr Min Act Split 21 20 49 55 56 20 49 55 56 1 1 Coord Ph X 2 2 Mode NON MAX NON NON NON MAX NON NON D 3 D 3 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 A 4 Split 22 Y 5 Y 5 Coord Ph 6 6 Mode P 7 P 7 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 L 8 L 8 Split 23 A 9 A 9 Coord Ph N 10 N 10 Mode 11 11 Phase 1 2 1 3 4 5 1 6 7 8 9 10 11 12 13 14 15 16 11 12 12 12 Split 24 13 13 Coord Ph 14 14 Mode 15 15 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evt Hr Min Act Split 25 1 1 Coord Ph 2 2 Mode D 3 D 3 Phase 1 2 3 4 5 6 7 8 9 10 11 12 1 13 14 15 16 A 4 A 4 Split 26 Y 5 Y 5 Coord Ph 6 6 Mode P 7 P 7 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 L 8 L 8 Split 27 A 9 A 9 Coord Ph N 10 N 10 Mode 11 11 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 13 12 14 12 Split 28 13 13 Coord Ph 14 14 Mode 15 15 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evt Hr Min Act Split 29 1 1 Coord Ph 2 2 Mode D 3 D 3 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 A 4 Split 30 Y 5 Y 5 Coord Ph 6 6 Mode P 7 P 7 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 L 8 L 8 Split 31 A 9 A 9 Coord Ph N 10 N 10 Mode 11 11 Phase 1 2 3 4 5 6 7 8 9 10 11 12 1 13 1 14 1 15 1 16 15 12 1 16 12 Split 32 13 13 Coord Ph 14 14 Mode 15 15 3 2392 TS SR 434 @ Tuskz.rJ.9a Act C O SP Seq TM OPT Det CIR Sh Lng No S No S Yid Mx2 Flt R Hid In1 Int In3 Ino Ins In6 In7 In8 YINH Pattern-1 1 180 176 1 5 1 12 22 X Pattern-2 2 130 80 2 9 1 12 22 X Pattern-3 3 140 92 3 9 1 12 22 X Pattern-4 4 170 77 4 5 2 12 22 X X Pattern-5 5 120 11 5 9 1 12 22 X Pattern-6 6 120 41 6 9 1 12 22 X Pattern-7 Pattern-8 8 120 41 8 9 1 12 22 X Pattern-9 Pattern-10 Pattern-11 11 180 147 11 5 1 1 12 22 x Pattern-12 Pattern-13 13 140 92 13 9 2 12 224 Pattern-14 Pattern-15 Pattern-16 Pattern-17 Pattern-18 18 120 41 Pattern-19 Pattern-20 Pattern-21 21 180 176 21 9 1 1 Ili 22 Pattern-22 Pattern-23 Pattern-24 Pattern-25 Pattern-26 Pattern-27 Pattern-28 Pattern-29 Pattern-30 Pattern-31 Pattern-32 Pattern-33 Pattern-34 Pattern-35 Pattern-36 Pattern-37 Pattern-38 Pattern-39 Pattern-40 Pattern-41 Pattern-42 Pattern-43 Pattern-44 Pattern-45 Pattern-46 Pattern-47 Pattern-48 Det Call Swt DIy Lck Src Det Call Swt DIy Lck Src Det Call Swt DIy Lck Src Det Call Swt DIy Lck Src Detector 1 1 6 17 33 49 Detector 2 2 18 34 50 Detector 3 2 19 35 51 Detector 4 4 20 36 52 Detector 5 4 21 37 53 Detector 6 5 2 22 38 54 Detector 7 6 23 39 55 Detector 8 6 24 40 56 Detector 9 6 25 41 57 Detector 10 6 26 42 58 Detector 11 8 27 43 59 Detector 12 8 28 44 60 Detector 13 8 29 45 61 Detector 14 30 46 62 Detector 15 31 47 63 Detector 16 32 48 64 60 4 2392 TS SR 434 @ TuskL.....j Intersection Notes T.O.D Notes Intersection set as concurent sides. But operates as Q-Seq due to Intersection re-timed January 2017. set up of controller(phases enabled and conflicting phases). Patterns 11,13&21 are used for High School AM rush with Alt Time Plan 1. Phases 1 +5 are 5-sect.and Det.Switched. Alt Time Plan 1 to allow higher extend times to phase 4 for PM school 2R hardwired to Phase 8. rush time. P64 0 P6 6 4 N� Tuskawilla Rd 1 P64 10 P6 P8 P4 W E 5 6� 4y S.R.434 -' t-'- 5 1 2 2R 5 P2►P2 i I P8 P4 2 P24-----P' P2 Sea 5 Ring 1 1 21 3 4 Ring 2 5 61 8 7 P6~1 P6 6 4 Tuskawilla Rd 1 P64 0 P6 P4 1 P8 5 64 4y S.R.434 -' t-'- 1 �2 2R\ 5 P2�� P2 P4 i P8 2 P � P2 Sea 9 Ring 1 1 21 4 3 Ring 2 5 61 7 61 5 2392 TS SR 434 @ TusL..,,,a Seminole County Traffic Engineering Timing Sheet Intersection: SR 434 @ 34-Doran Dr#12076 SEMI E ( NTY FIS W1 I NATLIW.' (-I K Ali I` Name SR 434 Bear Spgs SR 434 Bear Spgs IF, 010.046.174.022 Mask 255.255.255.0 Direction WL ET ST EL WT SL NT Gate 10.46.174.254 Port# 5082 Channel 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Ph Mode STD8 Com ID# 1360 Phase/OL 1 2 3 4 5 6 7 8 1 2 3 4 2 4 6 8 Free Seq 1 Node# 12076 Type VEH VEH VEH VEH VEH VEH VEH VEH OLP OLP OLP OLP PED PED PED PED Date 7-Feb-17 Done By EPrincipe Phase Times Alt Phase Times 1 Phase 1 1 1 2 1 3 4 5 6 7 1 8 1 9 10 11 12 1 13 14 15 16 Assign Min Gm 6 15 8 6 15 6 8 Min Gm Passage 3 5 3 3 5 3 3 Passage Max 1 30 70 25 30 70 20 20 Max 1 Max 2 30 70 20 30 70 20 20 1 Max 2 YeI Cir 4.8 4.8 3.4 4.8 4.8 3.4 3.4' YeI Cir Red Cir 2.3 2 3.8 2.4 2 2.9 3.8 Red Cir Walk 7 7 7 7 Walk Ped Cir 19 32 19 31 l Ped Cir Red Rvrt 3 3 3 3 3 3 3 Alt Phase Times 2 Added Init I Assign Max Initial Min Gm Max3 Limit Passage Max3 Step Max 1 Time B-4 Max 2 Cars B-4 YeI Cir Time to Red Cir Reduce By Walk Min Gap Ped Cir Phase Options Alt Phase Opt 1 Phase 1 2 3 4 56 7 8 9 10 11 12 13 14 15 16 Assign Enable }(' X X X X.:. Max2 Min @ Maxlnh Max @ Cnf Ph Ped @ Alt Phase Opt 2 Soft @ Assign Lock Call Max2 Flash Ent X X, Max Inh Flash Exit Cnf Ph Dual Entry X X X Alt Phase Opt 3 Sim Gap Assign Cond Sery Max2 Reservice Max Inh Cnf Phase Cnf Ph Included Phase Modifier Phase Gm YeI Red Overlap-A 1 Overlap-B 2 Overlap-C 3 Overlap-D 4 Overlap-E 5 Overlap-F 6 Overlap-G 7 Overlap-H 8 Overlap-I 9 Overlap-J 10 Overlap-K 11 Overlap-L 12 Overlap-M 13 Overlap-N 14 Overlap-0 15 Overlap-P 16 Enbl Track Phase Gm Track Overlap Dwell Phase Dwl Dwell Overlap Exit Phase Pre Run 1 Pre Run 2 Pre Run 3 ON : Pre Run 4 ON I� Pre Run 5 ON S Pre Run 6 ON u 62 1 12076 TS SR 434 @[,-.-.1 Coordination Splits 1-16 Day Plans 1-8 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evnt Hr Min Act Split 1 18 117 45 18 117 18 27 Sun 1 99 Mon 1 99 Coord Ph X I 2 10 8 2 6 30 1 Mode NON MAX NON NON MAX NON NON D 3 19 30 99 D 3 9 30 2 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 A 4 13 30 3 Split 2 18 75 37 20 73 18 19 1 1 Y 5 Y 5 14 20 13 Coord Ph X I 6 6 14 45 3 Mode NON MAX NON NON MAX NON NON P 7 P 7 15 15 13 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 L 8 L 8 15 45 3 Split 3 18 85 37 19 84 18 19 P 1 A 9 A 9 16 4 Coord Ph X N 10 N 10 19 5 Mode NON MAX NON NON MAX NON NON 1 11 11 20 30 99 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 12 1 1 2 12 Split 4 18 115 37 24 109 18 19 li 13 13 Coord Ph X 14 j 14 Mode NON MAX NON NON MAX NON NON 15 I 15 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evt Hr Min Act Split 5 20 63 37 20 63 18 19 Tue 1 99 Wed 1 99 Coord Ph X 2 6 30 1 2 6 30 1 Mode NON MAX NON NON MAX NON NON D 3 9 30 2 D 3 9 30 2 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 13 30 3 A 4 13 15 3 Split 6 18 65 37 19 64 18 19 1 1 Y 5 14 20 13 Y 5 14 20 13 Coord Ph X I 6 14 45 3 6 14 45 3 Mode NON MAX NON NON MAX NON NON P 7 15 15 13 P 7 15 15 13 Phase 1 2 3 4 5 6 7 8 9 10 11 1 12 13 14 15 16 L 8 15 45 3 L 8 15 45 3 Split 7 A 9 16 4 A 9 16 4 Coord PhE�r± N 10 19 5 N 10 19 5 Mode EE --- 11 20 30 99 11 20 30 99 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 3 12 4 12 Split 8 18 65 37 19 64 18 19 1 13 13 Coord Ph X 14 14 Mode NON MAX NON NON MAX NON NONj 15 15 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evt Hr Min Act Split 9 Thur 1 99 Fri 1 99 Coord Ph 2 6 30 1 2 6 30 1 Mode D 3 9 30 2 D 3 9 30 2 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 13 30 3 A 4 13 30 3 Split 10 Y 5 14 20 13 Y 5 14 20 13 Coord Ph 6 14 45 3 6 14 45 3 Mode P 7 15 15 13 P 7 15 15 13 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 L 8 15 45 3 L 8 15 45 3 Split 11 A 9 16 4 A 9 16 4 Coord Ph N 10 19 5 N 10 19 5 Mode 11 20 30 99 11 20 30 99 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 5 12 6 12 Split 12 13 13 Coord Ph 14 14 Mode 15 15 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evt Hr Min Act Split 13 18 85 37 19 84 18 19 0 Sat 1 99 1 Coord Ph X 2 8 6 2 Mode NON MAX NON NON MAX NON NON D 3 20 99 D 3 Phase 1 2 3 4 1 5 6 7 8 9 10 11 12 13 14 15 16 A 4 A 4 Split 14 Y 5 Y 5 Coord Ph 1 6 6 Mode P 7 P 7 Phase 1 2 3 4 5 6 7 8 9 1 10 11 12 13 14 15 16 L 8 L 8 Split 15 A 9 A 9 Coord Ph I N 10 N 10 Mode 11 11 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 7 12 8 12 Split 16 13 13 Coord Ph 1 4 1 14 Mod 44 15 15 63 2 12076 TS SR 434 @ L,-.-,t Coordination Splits 17-32 Day Plans 9-16 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evt Hr Min Act Split 17 1 1 Coord Ph 2 2 Mode D 3 D 3 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 A 4 Split 18 Y 5 Y 5 Coord Ph 6 1 1 j 1 6 Mode P 7 P 7 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 L 8 L 8 Split 19 A 9 A 9 Coord Ph N 10 N 10 Mode 11 11 NPhase 1 2 1 3 4 5 6 1 7 8 1 9 1 10 11 12 13 14 15 16 9 12 10 12 Split 20 13 13 Coord Ph 14 14 Mode 15 15 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 1 14 1 15 16 Evt Hr Min Act Evt Hr Min Act Split 21 1 1 Coord Ph I I 1 2 2 Mode D 3 D 3 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 A 4 Split 22 Y 5 Y 5 Coord Ph I 1 1 6 6 Mode I I P 7 P 7 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 L 8 L 8 Split 23 A 9 A 9 Coord Ph N 10 N 10 Mode 11 11 Phase 1 2 3 4 5 6 7 8 9 10 11 12 1 13 14 15 16 11 12 12 12 Split 24 13 13 Coord Ph 14 14 Mode 15 15 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evt Hr Min Act Split 25 1 1 Coord Ph 2 2 Mode D 3 D 3 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 A 4 Split 26 Y 5 Y 5 Coord Ph 6 6 Mode P 7 P 7 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 L 8 L 8 Split 27 A 9 A 9 Coord Ph N 10 N 10 Mode 11 11 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 13 12 14 12 Split 28 13 13 Coord Ph 14 14 Mode 15 15 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Evt Hr Min Act Evt Hr Min Act Split 29 1 1 Coord Ph 2 2 Mode D 3 D 3 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A 4 A 4 Split 30 Y 5 Y 5 Coord Ph 6 6 Mode P 7 P 7 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 L 8 L 8 Split 31 A 9 A 9 Coord Ph N 10 N 10 Mode 11 11 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 15 12 1 16 12 Split 32 13 13 Coord Ph 14 14 Mode 15 15 64 3 12076 TS SR 434 @ L,-.-,t Act C O SP Seq TM OPT Det CIR Sh Lng No S No S Yid Mx2 Flt R Hid In1 Int In3 Ino Ins In6 In7 In8 YINH Pattern-1 1 180 57 1 1 1 12 22 X Pattern-2 2 130 92 2 1 1 12 22 X Pattern-3 3 140 109 3 1 2 12 22 X X Pattern-4 4 170 114 4 1 1 12 22 X Pattern-5 5 120 12 5 1 1 12 22 X Pattern-6 6 120 52 6 1 1 12 22 X Pattern-7 Pattern-8 8 120 52 8 1 12 22 x Pattern-9 Pattern-10 Pattern-11 Pattern-12 Pattern-13 13 140 102 13 1 1 ja Pattern-14 Pattern-15 Pattern-16 Pattern-17 Pattern-18 Pattern-19 Pattern-20 Pattern-21 Pattern-22 Pattern-23 Pattern-24 Pattern-25 Pattern-26 Pattern-27 Pattern-28 Pattern-29 Pattern-30 Pattern-31 Pattern-32 Pattern-33 Pattern-34 Pattern-35 Pattern-36 Pattern-37 Pattern-38 Pattern-39 Pattern-40 Pattern-41 Pattern-42 Pattern-43 Pattern-44 Pattern-45 Pattern-46 Pattern-47 Pattern-48 Det Call Swt DIy Lck Src Det Call Swt DIy Lck Src Det Call Swt DIy Lck Src Det Call Swt DIy Lck Src Detector 1 1 6 17 33 4 13 49 Detector 2 2 18 34 50 Detector 3 2 19 35 51 Detector 4 2 20 36 52 Detector 5 2 21 37 53 Detector 6 8 22 38 54 Detector 7 4 23 39 55 Detector 8 5 2 24 40 56 Detector 9 6 25 41 57 Detector 10 6 26 42 58 Detector 11 6 27 43 59 Detector 12 6 28 44 60 Detector 13 7 29 45 61 Detector 14 8 30 46 62 Detector 15 31 47 63 Detector 16 32 48 64 65 4 12076 TS SR 434 @ L,-.-,1 Intersection Notes T.O.D Notes Intersection set up with concurent sides. Intersection re-timed January 2017. Phases 1 &5 are 5_sec and use Det switching. Phase 7 extended with sourcing if no call on 8. BearBearS P6~1 P6 P4 64 4* 7 " 1 1 P6~1 P6 5 64 P4 W E SR 434 -' -'- P4 I P8 10 2 4 S 5 P24 10 P2 8 Cabinet 2 P4 P8 P24-----O- P2 Mc Leod's Way Sep 1 Ring 1 3 Ring 2 66 5 12076 TS SR 434 @[,—. .) APPENDIX C Synchro Capacity Analysis Worksheets Existing Conditions 67 Lanes, Volumes, Timings Existing Traffic Volumes 14: SR 434 & Doran Dr } A.M.Peak Hour Lane Group EBL EBT EBR WBL iiii WBT �_ WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi +14 Vi +14 J it J it Traffic Volume(vph) 7 1194 3 5 1415 16 16 0 14 9 0 8 Future Volume(vph) 7 1194 3 5 1415 16 16 0 14 9 0 8 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 330 0 365 0 0 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length(ft) 50 50 25 25 Satd.Flow(prot) 1805 3505 0 1805 3499 0 0 1805 1615 0 1626 1429 Flt Permitted 0.155 0.207 0.752 0.746 Satd.Flow(perm) 294 3505 0 393 3499 0 0 1429 1615 0 1277 1429 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 1 105 67 Link Speed(mph) 45 45 25 25 Link Distance(ft) 1139 1456 348 488 Travel Time(s) 17.3 22.1 9.5 13.3 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 0% 3% 0% 0% 3% 0% 0% 0% 0% 11% 0% 13% Shared Lane Traffic(%) Lane Group Flow(vph) 7 1260 0 5 1506 0 0 17 15 0 9 8 Turn Type pm+pt NA pm+pt NA Perm NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 8 8 4 4 Total Split(s) 18.0 117.0 18.0 117.0 27.0 27.0 27.0 18.0 45.0 45.0 Total Lost Time(s) 7.2 6.8 7.1 6.8 7.2 7.2 7.2 7.2 Act Effct Green(s) 161.6 163.5 161.7 163.5 8.7 8.7 8.7 8.7 Actuated g/C Ratio 0.90 0.91 0.90 0.91 0.05 0.05 0.05 0.05 v/c Ratio 0.02 0.40 0.01 0.47 0.25 0.08 0.15 0.06 Control Delay 1.9 2.9 1.2 6.7 91.1 0.9 87.1 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 1.9 2.9 1.2 6.7 91.1 0.9 87.1 0.9 LOS A A A A F A F A Approach Delay 2.8 6.7 48.8 46.5 Approach LOS A A D D Queue Length 50th(ft) 1 115 1 578 20 0 10 0 Queue Length 95th(ft) 3 259 ml 690 49 0 33 0 Internal Link Dist(ft) 1059 1376 268 408 Turn Bay Length(ft) 330 365 Base Capacity(vph) 356 3184 440 3178 157 271 268 353 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.40 0.01 0.47 0.11 0.06 0.03 0.02 Intersection Summary Area Type: Other Cycle Length:180 Actuated Cycle Length:180 Offset:57(32%),Referenced to phase 2:EBTL,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.47 Intersection Signal Delay:5.7 Intersection LOS:A Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period(min)15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 14:SR 434&Doran Dr \10.I s CJS 06 }�? I08 13 s 27 s TPD,Inc. Synchro 9 Report 04/10/2017 Page 3 68 Lanes, Volumes, Timings Existing Traffic Volumes 8: Tuskawilla Rd &SR 434 } A.M.Peak Hour � 4--- I Lane Group EBL EBT EBR WBL �_ WBT WBR NBL NBT NBR N SBL SBT SBR Lane Configurations Vi ++ it Vi +14 vivi 14 Vi 14 Traffic Volume(vph) 44 882 438 149 952 34 520 72 132 62 75 2 Future Volume(vph) 44 882 438 149 952 34 520 72 132 62 75 2 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 315 450 370 0 525 0 150 0 Storage Lanes 1 1 2 0 1 0 1 0 Taper Length(ft) 50 50 100 50 Satd.Flow(prot) 1719 3505 1599 1787 3520 0 3400 1716 0 1752 1874 0 Flt Permitted 0.151 0.123 0.950 0.950 Satd.Flow(perm) 273 3505 1599 231 3520 0 3400 1716 0 1752 1874 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 456 2 50 1 Link Speed(mph) 45 45 45 30 Link Distance(ft) 1456 435 3056 544 Travel Time(s) 22.1 6.6 46.3 12.4 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 Heavy Vehicles(%) 5% 3% 1% 1% 2% 3% 3% 0% 0% 3% 1% 0% Shared Lane Traffic(%) Lane Group Flow(vph) 46 919 456 155 1027 0 542 213 0 65 80 0 Turn Type pm+pt NA custom pm+pt NA Split NA Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 8 6 Total Split(s) 20.0 49.0 56.0 20.0 49.0 56.0 56.0 55.0 55.0 Total Lost Time(s) 7.3 6.9 8.7 7.4 6.9 8.7 8.7 7.5 7.5 Act Effct Green(s) 71.9 63.9 53.1 86.1 74.9 53.1 53.1 15.9 15.9 Actuated g/C Ratio 0.40 0.36 0.30 0.48 0.42 0.30 0.30 0.09 0.09 v/c Ratio 0.26 D.74 0.58 0.61 0.70 0.54 0.39 0.42 0.48 Control Delay 42.9 63.0 6.6 41.9 48.2 54.1 38.1 85.1 86.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.9 63.0 6.6 41.9 48.2 54.1 38.1 85.1 86.1 LOS D E A D D D D F F Approach Delay 44.3 47.4 49.5 85.7 Approach LOS D D D F Queue Length 50th(ft) 31 537 62 100 526 283 156 74 91 Queue Length 95th(ft) 86 #812 186 #254 #922 282 196 127 149 Internal Link Dist(ft) 1376 355 2976 464 Turn Bay Length(ft) 315 450 370 525 150 Base Capacity(vph) 217 1244 810 253 1466 1054 566 462 495 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.74 0.56 0.61 0.70 0.51 0.38 0.14 0.16 Intersection Summary Area Type: Other Cycle Length:180 Actuated Cycle Length:180 Offset:176(98%),Referenced to phase 2:EBTL,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.74 Intersection Signal Delay:48.2 Intersection LOS:D Intersection Capacity Utilization 77.9% ICU Level of Service D Analysis Period(min)15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8:Tuskawilla Rd&SR 434 } 01 X02 fR� 34 �I 08 20s 49s 55s 05 06 205 049S nc. bynchro 9 Repoq 04/10/2017 Page 2 69