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HomeMy WebLinkAbout2022 11 17 Public Hearing 402 - Fifth-Third BankPUBLIC HEARINGS AGENDA ITEM 402 PLANNING AND ZONING BOARD/LOCAL PLANNING AGENCY AGENDA | NOVEMBER 17, 2022 REGULAR MEETING TITLE Fifth Third Bank SUMMARY The Community Development Department requests that the Planning and Zoning Board hold a public hearing for consideration of the Conditional Use, Final Engineering Plans, Aesthetic Review, Waivers, and First Modification to the Development Agreement for Fifth Third Bank located within the Town Center (T5 Transect) which includes a financial institution (bank) as a conditional use. This site was originally considered as part of the Winter Springs Marketplace and was proposed to be a fast food restaurant, although a tenant was not identified. The proposed First Modification to the Development Agreement includes a condition that there will not be a single-tenant monument sign but rather a multi-tenant sign with one panel for Fifth Third Bank and one panel for whatever use is eventually developed on the vacant corner property. The same provision also prohibits the applicant from requesting any additional monument signs for this property and the corner property. RECOMMENDATION Staff recommends that the Planning and Zoning Board recommend approval with conditions of the Conditional Use, Final Engineering Plans, Aesthetic Review, Four Waivers, and First Modification to the Development Agreement for Fifth Third Bank to the City Commission. Specific recommendations regarding conditions of approval are contained in the attached staff report. 22 PREPARED BY 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. 189 S. ORANGE AVE., SUITE 1000 ORLANDO, FL 32801 CONTACT: JONATHAN A. MARTIN, P.E. PHONE: (407) 898-1511 EMAIL: jonathan.martin@kimley-horn.com LOCATION MAP Scale: 1"=1000' SITE SECTION 21, TOWNSHIP 21S, RANGE 31E NORTH LEGAL DESCRIPTION UTILITY 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: DILLON THOMAS PHONE: (407) 327-1800 EXT 588 WATER, SEWER AND REUSE: DUKE ENERGY 2801 WEST STATE ROAD 426 OVIEDO, FL 32765 CONTACT: BENITA ROSTEL PHONE: (407) 359-4447 POWER : DEVELOPMENT PLANS FIFTH-THIRD BANK AT WINTER SPRINGS MARKETPLACE CITY OF WINTER SPRINGS, FLORIDA January 10, 2022 PARCEL NO: A PORTION OF 36-20-30-502-0000-0080 CHARTER COMMUNICATIONS 3767 ALL AMERICAN BLVD. ORLANDO, FL 32810 CONTACT: RAMON NUNEZ PHONE: (407) 215-5870 CABLE : FOR AERIAL MAP N.T.S. NORTH LANDSCAPE ARCHITECT KIMLEY HORN AND ASSOCIATES, INC. 189 S. ORANGE AVE., SUITE 1000 ORLANDO, FL 32801 CONTACT: SCOTT MINGONET, PLA, AICP PHONE: (407) 898-1511 EMAIL: scott.mingonet@kimley-horn.com SURVEYOR SHANNON SURVEYING, INC 498 NORTH S.R.434, SUITE 2045 ALTAMONTE SPRINGS, FL 32714 CONTACT: JAMES R. SHANNON, P.L.S. PHONE: (407) 774-8372 EMAIL: shannosurv@aol.com SITE Sheet List Table Sheet Number Sheet Title C0.0 COVER C1.0 GENERAL NOTES C1.1 GENERAL NOTES C2.0 SWPPP C2.1 SWPPP DETAILS C3.0 EXISTING CONDITIONS AND DEMOLITION PLAN C4.0 SITE PLAN C5.0 PAVING AND GRADING PLAN C6.0 DRAINAGE PLAN C7.0 UTILITY PLAN C8.0 TRUCK ROUTING PLAN C9.0 GENERAL COSTRUCTION DETAILS C9.1 EXFILTRATION DETAILS C10.0 UTILITY DETAILS C10.1 UTILITY DETAILS L1.00 LANDSCAPE PLAN L1.50 LANDSCAPE DETAILS L1.51 LANDSCAPE SPECIFICATIONS 23 GENERAL NOTES©C1.0 GENERAL PAVEMENT MARKING AND SIGNAGE STORM DRAINAGE SYSTEM TREES AND VEGETATION DEMOLITION SAFETY EARTHWORK / GRADING / DEMUCKING PROCEDURES DEWATERING NOTES FIFTH-THIRD BANKAT WINTER SPRINGSMARKETPLACE24 GENERAL NOTES©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 FIFTH-THIRD BANKAT WINTER SPRINGSMARKETPLACE25 -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. 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 PROPOSED EXFILTRATION SYSTEM. THE PROPOSED EXFILTRATION SYSTEM WILL OUTFALL INTO THE MASTER STORMWATER SYSTEM THAT HAS BEEN PREVIOUSLY INSTALLED AS PART OF THE MASTER DEVELOPMENT. THE STORMWATER MANAGEMENT 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 FIFTH-THIRD BANK AT WINTER SPRINGS MARKETPLACE TAX PARCEL: A PORTION OF 36-20-30-502-0000-0080 CITY OF WINTER SPRINGS, FLORIDA *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) 352-0277 EMAIL: rstahl@equinox-development.com PROJECT DESCRIPTION THIS PROJECT IS TO DEVELOP ONE LOT WITHIN THE PARCEL TOTALING 0.74 ACRES. THE SITE WILL CONSIST OF ABOUT 2,065 SF OF COMMERCIAL SPACE. SITE IS LOCATED AT SOUTHWEST CORNER OF INTERSECTION OF TUSKAWILLA RD AND SR-434 IN WINTER SPRINGS, SEMINOLE COUNTY, FL. PROJECT AREA: 0.74 ACRES CONTRIBUTING DRAINAGE AREA: 0.74 ACRES 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 SWPPP©C2.0FIFTH-THIRD BANKAT WINTER SPRINGSMARKETPLACE26 PLAN VIEW STABILIZED CONSTRUCTION ENTRANCE NOTES: PROFILE SWPPP DETAILS©C2.1FIFTH-THIRD BANKAT WINTER SPRINGSMARKETPLACE27 LEGEND103.50'266.72'SCHOOLSCHOOLXXX X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXEXISTINGCONDITIONS ANDDEMOLITION PLAN©C3.0NORTHFIFTH-THIRD BANKAT WINTER SPRINGSMARKETPLACE28 SCHOOLSCHOOLSCHOOLSCHOOLBLDG. C 2,065 SF POND 1 POND 2 BLDG. C 2,065 SF POND 1 POND 2 BLDG. C 2,065 SF POND 1 POND 2 4 3 STATE ROAD 434 4 11 FIFTH-THIRD BANKAT WINTER SPRINGSMARKETPLACESITE PLAN©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 NOTES: FDOT SIDEWALK CONNECTION COORDINATION NOTES:NORTH29 BLDG. C 2,065 SF POND 1 POND 2 266.72'SCHOOLSCHOOLSCHOOLSCHOOLSTATE ROAD 434 FFE: 47.00 LEGEND GRADING PLAN©C5.0NORTHFIFTH-THIRD BANKAT WINTER SPRINGSMARKETPLACE30 103.50'266.72'SCHOOLSCHOOLSCHOOLSCHOOLBLDG. C 2,065 SF POND 1 POND 2 STATE ROAD 434 FIFTH-THIRDBANK AT WINTERSPRINGSMARKETPLACEDRAINAGE PLAN©C6.0NORTH 31 BLDG. C 2,065 SF POND 1 POND 2 103.50'266.72'SCHOOLSCHOOLSCHOOLSCHOOLSTATE ROAD 434 LEGEND FIFTH-THIRD BANK ATWINTER SPRINGSMARKETPLACEUTILITY PLAN©C7.0NORTH 32 BLDG. C 2,065 SF POND 1 POND 2SCHOOLSCHOOLSCHOOLSCHOOL 103.50'44.85'218.89'266.72'FIFTH-THIRD BANK ATWINTER SPRINGSMARKETPLACETRUCK ROUTINGPLAN©C8.0NORTH 33 CURB TERMINUS TRANSITION DETAIL TYPICAL 'ONSITE' ACCESSIBLE CURB RAMPS SIDE FLARES RETURNED SIDES Same Slope As Adjacent Pavement Joint Seal Concrete Pavement 12" Exp. Joint And Preformed Joint Filler 3 4" R 34" R1 3 4 " R 34" R34" RFor details depicting usage adjacent to flexible pavement, see diagram right. Joint Seal Conc. Pavt. 12" Exp. Joint And Preformed Joint Filler34" RD-01 DIVERSION CONTROL STRUCTURE DETAIL SCALEDETECTABLE WARNING NTS - SCALEBIKE RACK NTS - SIDEWALK INTEGRAL CURB DETAIL TYPICAL "STANDARD DUTY" BLACK TINTED CONCRETE PAVEMENT DETAIL FIFTH-THIRD BANK ATWINTER SPRINGSMARKETPLACEGENERALCOSTRUCTIONDETAILS©C9.0 34 FIFTH-THIRD BANK ATWINTER SPRINGSMARKETPLACEEXFILTRATIONDETAILS©C9.1 35 (SEE NOTE 2)TRENCH BACKFILL12" LIFTS MAXIMUMW/ 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 (SEENOTE 1)(SEENOTE 3)HAUNCHING BEDDING (SEE NOTES 7 & 8) BEDDING AND TRENCHING - TYPE A (SEE NOTE 2)TRENCH BACKFILLW/ 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 (SEE NOTE 1)HAUNCHING 12" LIFTS MAXIMUMUNDISTURBED EARTH (SEE NOTE 3) BEDDING AND TRENCHING - TYPE B VALVE, VALVE BOX AND COVER FIFTH-THIRD BANKAT WINTER SPRINGSMARKETPLACEUTILITY DETAILS©C10.0 36 City of Winter Springs 54 Section 9 CITY OF WINTER SPRINGS WINTER SPRINGS REQUIREMENTS FIFTH-THIRD BANK ATWINTER SPRINGSMARKETPLACEUTILITY DETAILS©C10.1 37 1.8 2.4 3.3 2.9 2.6 3.4 3.1 2.2 1.8 1.6 1.3 1.1 0.9 0.9 1.1 0.7 1.7 2.0 2.0 2.2 2.6 0.60.60.70.60.70.60.6 1.8 2.5 3.2 3.3 2.3 1.3 0.9 0.9 1.1 4.2 9.47.03.7 6.3 4.5 5.0 3.8 3.1 2.2 2.51.91.4 2.9 3.3 3.5 2.7 2.6 2.6 2.5 2.0 1.2 0.8 3.5 2.5 2.2 2.1 1.9 2.3 1.6 1.1 0.8 2.5 3.5 1.9 1.2 1.2 1.2 0.6 1.2 3.3 1.4 0.7 2.7 2.9 1.1 0.5 1.0 0.5 2.6 2.8 0.9 0.6 0.8 3.9 2.5 1.8 2.0 4.0 3.6 3.3 2.9 2.6 2.5 2.4 2.5 1.1 3.6 2.7 2.3 2.0 2.1 2.4 2.3 2.1 2.2 2.5 2.9 3.3 2.8 1.8 2.5 2.7 2.5 2.2 1.4 1.2 1.7 2.2 3.1 3.6 3.2 2.0 3.0 3.8 3.1 0.20.40.50.20.20.20.20.50.40.20.10.10.00.00.00.0 42 1834 31 34 39 37 51 44 50 43 6 4 3 2 2 2 3 3 3 2 2 2 3 2 2 2 2 2 3 3 3 4 3 2 5 35 49 18 9 3 3 5 5 3 35 11 3 3 5 6 3 16 6 4 5 6 3 5 4 5 6 5 4 12 5 4 5 5 51 3 4 13 14 4 3 3 3 2 4 5 7 3 2 2 G1 G1 G1 G1 G1 G1 G1 G1 G1 G1 G1 G1 G1 G1 G1 G1G1G1 N N N N NNNNNNNBLDG. C 2,065 SF 42 1834 31 34 39 37 51 44 50 43 G1 G1 5 FT NIGHT DEPOSIT SECURITY RADIUS 11 points HORIZONTAL FOOTCANDLES Average Maximum Minimum Avg:Min Max:Min Coef Var 38 51 18 2.14 2.83 0.23 50 FT SECURITY RADIUS 74 points HORIZONTAL FOOTCANDLES Average Maximum Minimum Avg:Min Max:Min Coef Var 7 51 2 3.30 25.50 1.41 WALKWAY 47 points HORIZONTAL FOOTCANDLES Average Maximum Minimum Avg:Min Max:Min Coef Var 2.4 9.4 0.6 3.99 15.67 0.75 PARKING LOT 86 points HORIZONTAL FOOTCANDLES Average Maximum Minimum Avg:Min Max:Min Coef Var 2.2 4.0 0.5 4.45 8.00 0.40 PROPERTY LINE 16 points HORIZONTAL FOOTCANDLES Average Maximum Minimum Avg:Min Max:Min Coef Var 0.2 0.5 0.0 N/A N/A 0.83 P3S LSI INDUSTRIES, INC. LXM4-PT-3-LED-05L-40-IL LSI INDUSTRIES, INC. test report no. LED-11759 lamp(s): XXX candela file 'LXM4-PT-3-LED-05L-40-IL.ies' 1 lamp(s) per luminaire, photometry is absolute Light Loss Factor = 0.700, watts per luminaire = 39 mounting height= 15 ft number locations= 2, number luminaires= 2 kw all locations= 0.1 P5 LSI INDUSTRIES, INC. LXM4-PT-5W-LED-10L-40 LSI INDUSTRIES, INC. test report no. LED-11686 lamp(s): XXX candela file 'LXM4-PT-5W-LED-10L-40.ies' 1 lamp(s) per luminaire, photometry is absolute Light Loss Factor = 0.700, watts per luminaire = 77 mounting height= 15 ft number locations= 2, number luminaires= 2 kw all locations= 0.2 P4 LSI INDUSTRIES, INC. LXM4-PT-FT-LED-10L-40 LSI INDUSTRIES, INC. test report no. LED-11680 lamp(s): XXX candela file 'LXM4-PT-FT-LED-10L-40.ies' 1 lamp(s) per luminaire, photometry is absolute Light Loss Factor = 0.700, watts per luminaire = 77 mounting height= 15 ft number locations= 7, number luminaires= 7 kw all locations= 0.5 G1 TROY-CSL LIGHTING INC ED5-XXX-35-90-50-30S UL Verification Services Inc. test report no. 13535467.05 lamp(s): One (1) White 3500K LED with 50 degree optic candela file 'ED5-XXX-35-90-50-30S.ies' 1 lamp(s) per luminaire, photometry is absolute Light Loss Factor = 0.700, watts per luminaire = 30 number locations= 18, number luminaires= 18 kw all locations= 0.5 Occurrences: 4 at mounting height 11.985 ft 9 at mounting height 12 ft 5 at mounting height 17.2 ft WM8 LSI INDUSTRIES, INC XWM-FT-LED-08L-40 LSI INDUSTRIES, INC test report no. LED-10736 lamp(s): XXX candela file 'XWM-FT-LED-08L-40.ies' 1 lamp(s) per luminaire, photometry is absolute Light Loss Factor = 0.700, watts per luminaire = 62 number locations= 2, number luminaires= 2 kw all locations= 0.1 Occurrences: 2 at mounting height 9 ft E-011 2 P4 ELECTRICAL -PHOTOMETRIC SITE PLAN: 5' SECURITY RADIUS LIGHTING REQUIREMENTS AT ATM TO BE PROVIDED BY OWNER'S PREMANUFACTURED ATM CANOPY. TREE BY OTHERS -TYPICAL. 50' SECURITY RADIUS FOR EXTERIOR ATM AND NIGHT DEPOSIT. APPROXIMATE LOCATION OF FIXTURE "L". SEE LIGHTING FLOOR PLAN. APPROXIMATE LOCATION OF UPLIGHTS (FIXTURES "U1 AND U3"). SEE LIGHTING FLOOR PLAN. 1 2 3 4 5 P4 1 4 3 P5 2 5 5 4 P4 P4 P5 P4 P4 P3SP3S WM8 WM8 P4 REQUIREMENT: MIN ≥2.0REQUIREMENT: MIN ≥10.0 REQUIREMENT: MAX ≤0.5 REQUIREMENT: MIN ≥0.5 REQUIREMENT: MIN ≥0.2 2 Riverchase Office Plaza Suite 205 Hoover, AL 35244 (205) 988-2069 Project Number : www.dewberry.com State of Florida Certificate of Authorization No.: 8794 SEAL THESE DRAWINGS AND PLANS, ANY REPRODUCTION THEREOF, AND ANY CAD OR ELECTRONIC FILE OF THESE DRAWINGS AND PLANS (HEREINAFTER “PLANS”) ARE THE SOLE AND EXCLUSIVE, PROPRIETARY PROPERTY OF BDG ARCHITECTS, AND MAY NOT BE REPRODUCED, PUBLISHED, M ODIFIED OR USED IN ANY WAY WITHOUT THE EXPRESS WRITTEN PERMISSION OF BDG ARCHITECTS. USE OF THESE PLANS FOR CONSTRUCTION SHALL BE CONSIDERED ACCEPTANCE OF THE TERMS CONTAINED HEREIN AND THE SUITABILITY AND CONSTRUCTABILITY OF THE PLANS. THE PLANS SHALL NOT BE SCALED OR MODIFIED FOR ANY PURPOSE WITHOUT THE EXPRESS WRITTEN APPROVAL OF BDG ARCHITECTS. ANY CHANGES TO THESE PLANS, REGARDLESS OF HOW MINOR, WITHOUT THE EXPRESS WRITTEN APPROVAL OF BDG ARCHITECTS; ANY CONSTRUCTION EXECUTED FROM THESE PLANS WITHOUT THE EXPRESS WRITTEN APPROVAL OF BDG ARCHITECTS; OR ANY CHANGE IN THE SCOPE, DESIGN, OR INTENT OF THESE PLANS FOR ANY REASON, BY ANY PERSON OTHER THAN BDG ARCHITECTS SHALL AUTOMATICALLY VOID ANY DESIGN-RELATED OBLIGATIONS BDG ARCHITECTS MAY HAVE ON THE PROJECT, AND RESULT IN THE FULL AND COMPLETE RELEASE OF BDG ARCHITECTS FROM ANY LIABILITY, CLAIMS, OR DAMAGES INCLUDING ERRORS AND OMISSIONS ARISING OUT OF OR RELATED TO THE PLANS. ANY DISCREPANCIES OR CONFLICTS IN THE PLANS SHALL BE REFERRED IMMEDIATELY TO BDG ARCHITECTS FOR CLARIFICATION PRIOR TO CONTINUING WITH THE WORK. FAILURE TO REFER DISCREPANCIES OR CONFLICTS TO BDG ARCHITECTS PRIOR TO PERFORMING WORK SHALL RESULT IN THE WAIVER OF ANY CLAIMS OR DAMAGES ASSOCIATED WITH THE DISCREPANCIES OR CONFLICTS. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION, SCHEDULING AND CONFORMANCE OF ITS WORK AND ALL WORK PERFORMED BY SUBCONTRACTORS OR OTHER TRADES WITH THE DESIGN DOCUMENTS. PROJECT INFORMATION BLOCK JOB # DATE: DRAWN BY: CHECKED BY: SHEET TITLE SHEET NUMBER 400 N Ashley Drive, Suite. 600 Tampa, FL 33602 P: 813 - 323 - 9233 Lic. #: AA - 0003590 W: www.bdgllp.com bdg architects BYISSUE DATE DESCRIPTION 201 South Tryon Street Suite. 525 Charlotte, NC 28202 P: 704.981.8951 Lic. #: AA - 0003590 www.bdgllp.com 50149376 ISSUE FOR PERMIT OWNER COMMENTS08/30/22 08/31/22 2 3 FIFTH THIRD BANKTUSKAWILLAE-011 PHOTOMETRIC SITE PLAN 05/23/22 213424SR-434 & TUSKAWILLA RDWINTER SPRINGS, FL 327081 05/23/22 ISSUE FOR OWNER REVIEW JCL JFG SCALE 1" = 20'-0"1ELECTRICAL - PHOTOMETRIC SITE PLAN SCALE 3/8" = 1'-0"2ELECTRICAL - NIGHT DEPOSIT SITE LIGHTING PHOTOMETRICS STATISTICS EXTERIOR LUMINAIRE SCHEDULE TYPE MARK LAMP WATTAGE LAMP COLOR TEMP VOLT DESCRIPTION COMMENTS / OPTIONS MANUFACTURER MODEL L LED GREEN 180 W 3005 K 120 TETRA CONTOUR LS LED LIGHTING SYSTEM, 2W/ft, LENGTH AS SHOWN ON PLANS, GREEN LIGHT ENGINE AND GREEN LIGHT GUIDE 180W POWER SUPPLY LOCATE AT PARAPET REVEAL. PROVIDE LENGTH AS SHOWN ON DRAWINGS. PROVIDE ALL COMPONENTS AND ACCESSORIES FOR A COMPLETE INSTALLATION GE GEGNGLE1-A P3S LED 5000 LM 39 W 4000 K 120 FULL CUTOFF AREA LED LUMINAIRE, 15'-0" CIRCULAR POLE, TYPE III DISTRIBUTION, BLACK FINISH. UL LISTED FOR WET LOCATION PROVIDE WITH SHIELD NOTED. POLE TO HAVE POST TOP TENON MOUNT. COORDINATE WITH FIXTURE MANUFACTURER FOR TENON ADAPTER TO FIT ONTO POLE. FIXTURE SHALL BE MOUNTED 15' ABOVE GRADE. LSI / WASHINGTON(POLE) LXM4-PT-3-LED-05L-40-IL/KWC-15 -E-11-DB P4 LED 10,000 LM 78 W 4000 K 120 FULL CUTOFF AREA LED LUMINAIRE, 15'-0" CIRCULAR POLE, TYPE FORWARD THROW DISTRIBUTION, BLACK FINISH. UL LISTED FOR WET LOCATION POLE TO HAVE POST TOP TENON MOUNT. COORDINATE WITH FIXTURE MANUFACTURER FOR TENON ADAPTER TO FIT ONTO POLE. FIXTURE SHALL BE MOUNTED 15' ABOVE GRADE. LSI / WASHINGTON(POLE) LXM4-PT-FT-LED-10L-40/KWC-15- E-11-DB P5 LED 10,000 LM 78 W 4000 K 120 FULL CUTOFF AREA LED LUMINAIRE, 15'-0" CIRCULAR POLE, TYPE V DISTRIBUTION, BLACK FINISH. UL LISTED FOR WET LOCATION POLE TO HAVE POST TOP TENON MOUNT. COORDINATE WITH FIXTURE MANUFACTURER FOR TENON ADAPTER TO FIT ONTO POLE. FIXTURE SHALL BE MOUNTED 15' ABOVE GRADE. LSI / WASHINGTON(POLE) LXM4-PT-5W-LED-10L-40/KWC-15- E-11-DB U1 LED 693 LM 9 W 3500 K 120 INGROUND LED, WALK-OVER COMPLIANT, IP68 RATED, ASYMMETRIC WALLWASH WITH ANTI-SLIP LENS. COORDINATE LOCATION WITH ARCHITECT PRIOR TO ROUGH-IN, AIM KEYHOLES AND FROSTED SECTION OF LENS TOWARD THE WALL SIDE. LUMENFACADE LOI RO-120-12-35K-WW-NO-ASL U3 LED 2770 LM 26 W 3500 K 120 INGROUND LED, WALK-OVER COMPLIANT, IP68 RATED, ASYMMETRIC WALLWASH WITH ANTI-SLIP LENS. COORDINATE LOCATION WITH ARCHITECT PRIOR TO ROUGH-IN, AIM KEYHOLES AND FROSTED SECTION OF LENS TOWARD THE WALL SIDE. LUMENFACADE LOI RO-120-36-35K-WW-NO-ASL SECURITY LIGHTING NOTES: 1. ALL LIGHTING POINTS WITHIN SECURITY RADII ARE TAKEN AT 3 FEET ABOVE GRADE. 2. ALL POINTS WITHIN 50' RADIUS MEET REQUIRED MINIMUM OF 2.0 FOOTCANDLES. 3. ALL POINTS WITHIN 5' RADII MEET REQUIRED MINIMUM OF 10.0 FOOTCANDLES. SECURITY LIGHTING PHOTOMETRIC STATISTICS SITE LIGHTING NOTES: 1. ALL EXTERIOR SITE LIGHTING SHALL BE DESIGNED TO PREVENT OFF-SITE GLARE. 2. ALL POLE MOUNTED FIXTURES AND WALL MOUNTED EXTERIOR FIXTURES SHALL BE FULL CUTOFF 3. ALL POLES SHALL BE 15' -0". 4. ALL SITE LIGHTING POINTS ARE TAKEN AT GRADE. SCALE 1" = 10'-0"6ELECTRICAL - PHOTOMETRIC SITE PLAN LEGEND No. 0075338 STATE OFPG SRAAECCCC SION L E N G INEESION L E N G INEESION L E N G INEESION L E N G INEESION L E N G INEESION L E N G INEESION L E N G INEESION L E N G INEESION L E N G INEEROFES SIONAL E N G INEEFLO R I D AFLO R I DFLORIDLINSELINSELINSELINSELINSEAAAAAAERALDFREDGING R A38 SCHOOLSCHOOLSCHOOLSCHOOLBLDG. C 2,065 SF BLDG. C 2,065 SF BLDG. C 2,065 SF NORTH BUFFER: 146 LF 5 TREES & CONTINUOUS HEDGE REQUIRED 5 TREES & CONTINUOUS HEDGE PROVIDED WEST BUFFER: 215 LF8 TREES & CONTINUOUS HEDGE REQUIRED8 TREES & CONTINUOUS HEDGE PROVIDEDSPECIMEN TREE TO REMAIN LANDSCAPE CALCULATIONS PARKING LOT REQUIREMENTS PER SECTION 20-324 REQUIRED PROVIDED 1 TREE PER PARKING ISLAND 7 TREES 7 TREES 7 PARKING ISLAND BUFFER REQUIREMENTS NORTH BUFFER: 146 LF 1 TREE / 30 LF 5 TREES 5 TREES CONTINUOUS HEDGE WEST BUFFER: 215 LF 1 TREE / 30 LF 8 TREES 8 TREES CONTINUOUS HEDGE NOTES 1. ALL PROPOSED PLANT MATERIAL TO BE FLORIDA FRIENDLY AS LISTED BY FLORIDA YARDS AND NEIGHBORHOODS. 2. LANDSCAPE ARCHITECT RESERVES THE RIGHT TO FIELD ADJUST ALL PLANT MATERIAL. 3. ALL QUANTITIES PROVIDED FOR CONVENIENCE ONLY. CONTRACTORS SHALL CONFIRM ALL QUANTITIES PER PLAN PRIOR TO BIDDING AND CONSTRUCTION. CANOPY TREE CODE QTY BOTANICAL NAME COMMON NAME CONT CAL SIZE QV 7 QUERCUS VIRGINIANA SOUTHERN LIVE OAK FG 2.5" CAL MIN 12` HT., 4` SPR. STRAIGHT, SINGLE LEADER, FULL, FL #1 SHRUBS CODE QTY BOTANICAL NAME COMMON NAME CONT SPACING SIZE IB 39 ILEX CORNUTA `BURFORDII NANA`DWARF BURFORD HOLLY 3 GAL 36" OC 12" FULL FULL TF 39 TRIPSACUM FLORIDANUM FLORIDA GAMAGRASS 3 GAL 30" OC 18" FULL FULL VO 132 VIBURNUM ODORATISSIMUM SWEET VIBURNUM 7 GAL 36" OC 30" FULL FULL GROUND COVERS CODE QTY BOTANICAL NAME COMMON NAME CONT SIZE SPACING AB 11,589 SF PASPALUM NOTATUM `ARGENTINE`ARGENTINE BAHIAGRASS SOD -- TIGHT ROLLED, FREE OF INSECTS/DISEASE / TEMPORARILY IRRIGATED UNTIL ESTABLISHED HD 155 HELIANTHUS DEBILIS DUNE SUNFLOWER 3 GAL 12" FULL 18" OC FULL PLANT SCHEDULE MISC.QTY BOTANICAL NAME SPECIFICATION MULCH TBD EUCALYPTUS MULCH 3" DEPTH MINIMUM, SHREDDED, FREE OF WEEDS/INVASIVE PLANT MATERIAL FIFTH-THIRD BANKAT WINTER SPRINGSMARKETPLACELANDSCAPE PLAN©L1.00NORTHDigitally signed by Matthew T Franko DN: CN=Matthew T Franko, dnQualifier=A01410C0000017DB5647EA8000049B9, O=KIMLEY-HORN AND ASSOCIATES INC., C=US Date: 2022.02.28 10:23:48-05'00' 39 FIFTH-THIRD BANKAT WINTER SPRINGSMARKETPLACELANDSCAPE DETAILS©L1.50 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"TYP.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 94" TYP.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 VARIES1 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'MIN.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.OACT / GW12"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 PITSOVERALL HEIGHT (O.H.)CLEAR TRUNK (C.T.)HEIGHT12" TYP. TREE STAKING MULCH/ TOPSOIL BACKFILL ROOTBALL AND TRUNK MULTI-TRUNK TREE PLANTING SECTION/PLAN NTS 12 L1.50 Digitally signed by Matthew T Franko DN: CN=Matthew T Franko, dnQualifier=A01410C0000017DB5647EA8000049B9, O=KIMLEY-HORN AND ASSOCIATES INC., C=US Date: 2022.02.28 10:23:51-05'00' 40 FIFTH-THIRD BANKAT WINTER SPRINGSMARKETPLACELANDSCAPESPECIFICATIONS©L1.51 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. 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. 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.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. GENERAL LANDSCAPE SPECIFICATIONS AND NOTES 1 L1.51 Digitally signed by Matthew T Franko DN: CN=Matthew T Franko, dnQualifier=A01410C0000017DB5647EA8000049B9, O=KIMLEY-HORN AND ASSOCIATES INC., C=US Date: 2022.02.28 10:23:54-05'00' 41 PUBLIC HEARINGS AGENDA ITEM PLANNING & ZONING BOARD/LOCAL PLANNING AGENCY THURSDAY, November 17, 2022 | REGULAR MEETING TITLE Fifth Third Bank – Conditional Use, Aesthetic Plan Review, Waivers, Final Engineering Review, and First Modiflcation to the Development Agreement. SUMMARY The Community Development Department requests that the City Commission hold a Public Hearing to consider the Conditional Use, Aesthetic Plan Review, Waivers, Final Engineering Plans, and the First Modiflcation to the Development Agreement in order for the applicant to construct a ±2,065 square foot (SF) flnancial institution (Fifth Third Bank) with a drive-through within the Town Center District. General Information Applicant Tuscawilla Property Investors, LLC Property Owner(s) Tuscawilla Property Investors, LLC Location E. State Road 434 Winter Springs, FL 32708 Tract Size ±0.74 Acres Parcel ID Number 36-20-30-502-0000-0080 Zoning Designation Town Center District (T-C) | T5 Transect | Urban Center Zone FLUM Designation Town Center District Adjacent Land Use North: Town Center District East: Town Center District South: Town Center District West: Town Center District Principle building setbacks (from property line) Front/principle plane: 25 ft. min. - 50 ft. max (from front property line) Waiver previously granted on 2/22/21 for 67.75 ft. max Rear: 15 ft. (from rear property line) Side: 5 ft. min, 100 ft. max. (from side property line) Frontage buildout: 20% min. (at front setback) Waiver previously granted on 2/22/21 to allow minimum 15% frontage buildout Development Standards Lot Width: 18 ft. min., 180 ft. max. Lot Depth: 30 ft. min., 160 ft. max. Lot Coverage: 100% max. 2 stories minimum 42 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 2 O F 20 3 stories maximum Development Permits Final Engineering for a fast food restaurant conditionally approved on 2/22/21; Waivers Development Agreement Development and Property Division Agreement for Winter Springs Marketplace, recorded in Offlcial Records of Seminole County, Book 9887, Pages 718-751 Development Agreement First Modiflcation| Pending (Final Engineering) Code Enforcement Not applicable City Liens Not applicable Background: On February 22, 2021, the City Commission approved with conditions the Aesthetic Plan Review (Partial), twelve (12) Waivers (including only three monument signs), Final Engineering Plans, Removal of Specimen Trees, and a Development and Property Division Agreement, which is now recorded in the Offlcial Records of Seminole County, Book 9887, Pages 718-751, for the Winter Springs Marketplace development. At the time the City Commission considered the Marketplace Final Engineering Plans, the applicant, Tuscawilla Property Investors, included a flnal engineering plan for “Building C,” which was supposed to be a Fast Food Restaurant with a drive through window, consisting of 3,056 square feet. However, the applicant did not own fee title to the fast food restaurant site at that time. The City Commission conditionally approved the Final Engineering Plans for the fast food restaurant site, subject to the applicant’s acquisition of fee title to the property within one year of the Effective Date of the Development Agreement. The closing occurred in November 2021, and, accordingly, the City Commission’s approval of the flnal engineering for the fast food restaurant site became flnal. Aesthetic plans for the fast food restaurant were never presented to the City Commission for approval. At this time, the applicant desires the City Commission to rescind the prior approval of the flnal engineering plans for the fast food restaurant site with “Building C” and to approve a conditional use for a flnancial institution (bank) and approve new flnal engineering plans, certain additional waivers, and aesthetic plans for a bank building and site instead of a fast food restaurant. A proposed First Modiflcation to the Development and Property Division Agreement for Winter Springs Marketplace is further attached for the Planning & Zoning Board’s review and recommendation. The proposed bank will be 2,065 square feet, which represents approximately a 1,000-foot reduction in building footprint from the fast food restaurant. The subject property is a 0.74-acre lot of record located on the south side of SR 434 just west of the intersection of SR 434 and Tuskawilla Rd. Staff notes that the City Commission approved the lot split for the fast food site through the Development Agreement. 43 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 3 O F 20 The applicant is proposing a flnancial institution (bank) with a drive-through within the Town Center District. The proposed use of a “flnancial institution/bank” requires a conditional use permit. Upon receipt of the Planning and Zoning Board's recommendation, the City Commission shall make a flnal decision on the application, to allow or deny the use within the Town Center District. Public Notices: Public Hearing Notices were mailed to all owners of real property adjacent to and within approximately flve-hundred feet (500) of the subject property and all Homeowner’s Associations on flle with the City Winter Springs (163 notices) on October 27, 2022. A Community Workshop was held on August 15, 2022. There were no objections raised at the Community Workshop regarding the proposed development. Analysis of Conditional Use (Sec. 20-33) & Final Engineering (Sec. 20-33.1) Criteria: The criteria for Conditional Uses and Final Engineering Plans are identical with one exception (Conditional Uses have one additional criteria). This section provides analysis of both the Conditional Use and Final Engineering criteria. Condition 13 listed below applies to the Conditional Use but not Final Engineering criteria. (a) Site and flnal 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 flnal 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 discussion below regarding technical requirements of Chapter 9. The Final Engineering Plans have been reviewed by the City’s engineer, concluding 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 flnal 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 flnal 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. (d) Except in situations involving one (1) single-family home, all site and flnal engineering plan and subdivision recommendations and flnal decisions shall be 44 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 4 OF 20 based on whether the site and flnal 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 flnal 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 trafflc-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: The project proposes a 2,065 SF Fifth Third Bank. The applicant has demonstrated the proposed use does not affect density, as the proposed use is a commercial building. The proposed building will include a faux second two-story, meet setback requirements as modifled by the previous waiver granted to allow for a maximum 67.75’ front setback from the property line, and include buffers and is consistent with adjacent uses. The proposed daily hours of operation are consistent with surrounding uses. The proposed hours of operation are as follows: Monday – Friday 9:00 a.m. to 5:00 p.m.; an ATM will be available 24 hours a day. The proposed use will not cause added noise, refuse, odor, particulates, smoke, fumes and other emissions, as the proposed use is a bank. The applicant has demonstrated that the parking and trafflc-generating characteristics of the proposed use will not adversely impact the site and surrounding area. The Trafflc Impact Analysis submitted was identical to that which was submitted for the Winter Springs Marketplace. The proposed development will be designed to implement the goals and policies of the Comprehensive Plan as they relate to the Town Center District, and to continue a harmonious land use pattern with existing development. The development is consistent with existing development and recently approved developments within the Town Center District. The proposed height, scale, and intensity of the proposed development is consistent with the nearby Chase Bank and similar surrounding uses previously approved within the Winter Springs Town Center. (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 flnal engineering plan requested. The site shall be of sufflcient 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. 45 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 5 O F 20 Analysis: The size and shape of the site, the proposed access and internal circulation, and the design enhancements are adequate to accommodate the proposed development. The lot is 0.74 acres. The development provides two (2) full access internal driveways connecting to the greater Winter Springs Marketplace. On-site improvements include landscape screening for dumpster areas, bicycle parking, eleven (11) parking spaces, lighting, and internal pedestrian walkways utilizing alternative pavement. Screening for the dumpster area will be provided by two (2) live oak trees as well as sweet viburnum shrubs. As discussed further below, there is adequate off-street parking for the proposed bank. The drive through window will not be visible from SR 434 since the kiosk is in the rear of the building, which is consistent with City Code. Therefore, the waiver that was previously granted for a drive-through service window at the side of the building in lieu of the rear is no longer needed and staff recommends that it be rescinded. The SR 434 Streetscape, as required by Section 20-601 of the City Code, will be provided, as modifled by the waiver previously granted for the Winter Springs Marketplace on February 22, 2021. Namely, a waiver was previously granted from Section 20-601 of the City Code to allow for a 13-foot onsite landscape buffer with canopy trees, a meandering 6-foot sidewalk, and interspersed understory trees between the back of the sidewalk and front of the sidewalk within the right-of-way. The streetscape buffer provides the 27-foot buffer as required by the code. The Winter Springs Marketplace property has an existing right-turn lane along the majority of the SR 434 boundary which removes 12 ft. of space the site is able to utilize for the streetscape buffer. Approximately 17 ft. is provided between the property line and the edge of pavement within the right turn lane. There is an existing water main, overhead electric, and underground electric and gas within this distance. Placing the canopy trees onsite rather than in the right-of-way will help prevent confiicts with the overhead utilities once the trees reach maturity. (3) Whether the proposed site and flnal engineering plan and subdivision of land will have an adverse impact on the local economy, including governmental flscal impact, employment, and property values. Analysis: The proposed commercial development was permitted a conditional use to allow a bank within the Town Center and the SR 434 Corridor Overlay District. The development is not expected to have an adverse impact on the local economy, but to add to the local economy by means of generating tax revenue. Development of the subject property as a bank is anticipated to provide an increase to the City’s taxable value, as well as provide a catalyst for future commercial development in the surrounding area. (4) Whether the proposed site and flnal 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 fiood hazards. 46 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 6 OF 20 Analysis: The subject site is currently vacant and is currently graded and ready to be developed. As a result, the proposed development 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 fiood hazards. The total gross area for the site is 0.74 acres and the proposed impervious area is 0.43 acres (58.1%). The maximum impervious allowable to connect into the master stormwater system is 80%, therefore the site is providing less than the allowable impervious cover. A noise study is not required. The City currently has a noise ordinance that restricts decibels ratings from 60-70 in commercial zones from 10:00 p.m. – 7:00 a.m. per Sec. 13-35. Noise levels are not anticipated to exceed the allowable noise decibels for this retail use. Based on Flood Insurance Rate Map (FIRM) No. 12117CO160F Community No. 120295, City of Winter Springs, Seminole County, Florida, the proposed development site lies within a Zone X (Unshaded). Zone X (Unshaded) is for “areas determined to be outside the 0.2% annual chance fioodplain. The City Commission previously considered that a protected wildlife species and habitat assessment was conducted over the entire property on October 9, 2018 by Thompson Environmental Consulting, LLC (Thompson). The survey consisted of both a search of documented literature and fleld investigation. No indication of bold eagle foraging or nests of juveniles were observed. The survey yielded no potentially- occupied gopher tortoise burrows, and no indication of gopher tortoise presence. (5) Whether the proposed site and flnal 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: It is not anticipated that the proposed development will have an adverse impact on any historic, scenic, or cultural resources, including views and vistas, and loss or degradation of cultural and historic resources. (6) Whether the proposed site and flnal engineering plan and subdivision of land will have an adverse impact on public services, including water, sewer, stormwater and surface water management, police, flre, parks and recreation, streets, public transportation, marina and waterways, and bicycle and pedestrian facilities. Analysis: The proposed development will be designed in accordance with the Town Center District Code, which will include the following public services; water, sewer, stormwater and surface water management, police, flre (Seminole County Fire Department). Water and sewer are available on-site and there is sufflcient capacity to accommodate the proposed development and stormwater served by a master stormwater pond. Further analysis below. The proposed development is consistent with established retail/commercial developments and will not have an adverse impact on existing public services. A bicycle rack, including four (4) bicycle spaces will be placed on site, as well as sidewalks for adequate pedestrian circulation. 47 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 7 OF 20 (7) Whether the site and flnal engineering plan and subdivision of land, and related trafflc report and plan provided by the applicant, details safe and efflcient means of ingress and egress into and out of the neighborhood and adequately addresses the impact of projected trafflc on the immediate neighborhood, trafflc circulation pattern for the neighborhood, and trafflc fiow through immediate intersections and arterials. Analysis: The Trafflc Impact Analysis submitted by the applicant was the same as that submitted for the Winter Springs Marketplace. The applicant did not submit trip generation numbers speciflc to a flnancial institution (bank) on the Fifth Third Bank site. (8) Whether the proposed site and flnal 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. Analysis: The proposed development is not anticipated to have an adverse impact on housing and social conditions, as the proposed use is a flnancial institution (bank). (9) Whether the proposed site and flnal engineering plan and subdivision of land avoids signiflcant 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: It anticipated that the proposed development will not emit odors, noise, glares, or vibrations that will adversely impact adjacent properties. There is adequate parking, limited hours of operation, lighting, and refuse collection, and minimal deliveries within the proposed development that are in place which will assist in limiting any perceived adverse effects. (10) Whether the applicant has provided an acceptable security plan for the proposed establishment to be located on the site and flnal 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 was provided showing that security systems will be installed. The lighting plan provided illustrates that the parking lot and building area will be lit LED site lighting. The photometric plan speciflcally states that all lighting will be installed so as to prevent off-site glare. The applicant has stated that the site lighting will be on a timer that will turn the lights on at sunset and turn them off at sunrise. (11) Whether the applicant has provided on the site and flnal 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. 48 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 8 O F 20 Analysis: Not applicable for the proposed use. Proposed building is less than 20,000 SF. (12) Whether the applicant has demonstrated that the site and flnal 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: The proposed site will utilize the previously stubbed out internal access road for this site’s use as contemplated within the overall master design of the surrounding uses. The proposed site circulation will use internal access roads, therefore it will not heavily impact local trafflc patterns. The Final Engineering Plans, in conjunction with the Development Agreement, prevent adverse impacts to adjacent and surrounding uses and properties. The proposed development will provide adequate screening and buffering. Sufflcient parking has been proposed for this use based on typical jurisdictional requirements. (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 flnal approval of the conditional use have both sufflcient 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: This criteria is not applicable as the project is commercial in nature. (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 execute a binding Modiflcation to the existing Development Agreement and it is attached hereto as an Exhibit. Notably, the draft First Modiflcation to the Development Agreement provides for a six-month extension of time to install the required streetscape for the Fifth Third bank site and the undeveloped corner parcel. Water and Sewer: 49 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 9 OF 20 Water service is available from the City’s 12-inch water main located in the Winter Springs Marketplace. All sewer lines located within the Fifth Third Bank boundary shall be privately owned and maintained. The on-site potable water system up to and including the meters at each building have been dedicated to the City for ownership and maintenance, and public easements have been granted to the City. The onsite irrigation system shall be privately owned and maintained. The applicant previously granted an easement for the meter for the reuse connection. The Developer will be dedicating the water pipelines and meter within the easement to the City as part of the project close out process. The development will be provided reclaimed (reuse) water for irrigation purposes from a connection to the City’s reclaim system within the East SR 434 ROW and an additional connection to the reclaimed water line within the Winter Springs Marketplace. Water Concurrency: The Fifth Third Bank site shall be provided reclaimed water for irrigation. Fifth Third Bank shall connect to the existing reuse line in the Winter Springs Marketplace as well as the reuse line in the median within SR 434 for irrigation of the subject property. The use of reclaimed water for irrigation purposes shall reduce projected potable water consumption for the project signiflcantly. The remaining water service for the building shall be potable. Given the use of reclaimed water for irrigation, the projected potable water demand for the project is considered to be very low. During the review of the Chase Bank flnal engineering, the City reviewed the previous two years of water consumption records for the Trustco Bank property, located at 851 E. State Road 434, which is comparable in size to the Chase Bank and the proposed Fifth Third Bank. Trustco Bank consumed an average of 800 gallons of potable water per month in 2019 and 2020 for a yearly total of approximately 9,600 gallons per year. The previous Chase Bank applicant also provided water consumption records (June-August) from a similar-sized Chase Bank branch location. That Chase Bank branch location consumed an average of 987 gallons of potable water per month, for a yearly total of approximately 11,844 gallons per year. In comparison, an average single-family household is typically projected to consume 350 gallons of potable water daily and 127,750 gallons yearly. Given that the Fifth Third Bank is projected to utilize substantially less potable water than a typical single-family household, the projected impact upon the City’s water utility is minimal. Stormwater: This project is located adjacent to the existing Winter Springs Marketplace development. The Fifth Third Bank site was initially proposed to be a fast food restaurant with a drive-through. This site was included when the stormwater calculations were done for the overall Winter Springs Marketplace site. Stormwater on this site will be directed to two on-site exflltration ponds before going into the master stormwater system for the Winter Springs Marketplace. The master stormwater management system for this site was permitted under SJRWMD Permit No. 95027-2, which allowed the construction of a ±38‐acre mixed-use development and was designed to provide treatment and attenuation for ±30 acres of impervious area for the entire development. 50 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 10 OF 20 The Fifth Third Bank project consists of the construction of a ±2,065 SF commercial building and associated sidewalks, parking lot and utility infrastructure. The stormwater runoff will be conveyed to the master stormwater system which accounts for a maximum allowable impervious area of 80%. This lot is a total of 0.74 acres and proposes 0.43 acres of impervious area and 0.31 acres of pervious area. The City’s stormwater engineering consultant, Pegasus Engineering, has stated that they do not see a reason why the proposed stormwater management system won’t work but that they would like to see site-speciflc calculations before they deflnitively state that they are comfortable with the design. The proposed development will be designed in accordance with the Town Center District Code, which will include the following public flnancial institution services (i.e. banking, savings, loan, etc.); water, sewer, stormwater management and surface water drainage systems, police, and flre & rescue (Seminole County Fire Department). The proposed development is consistent with established retail developments and will not have an adverse impact on existing public services. Transportation: The proposed development will connect to existing internal circulation driving lanes for the Winter Springs Marketplace. An evaluation of trafflc has indicated that there will be a minimal to no impact and the conceptual plan details safe and efflcient means of ingress and egress for the proposed development. The applicant’s proposal includes a Trafflc Impact Analysis that indicates the operation at a satisfactory Level of Service. The anticipated trip generation for the Winter Springs Marketplace proposes 2,736 new net daily trips, of which 36 will occur in the A.M. peak hour and 239 will occur in the P.M. peak hour. The applicant did not provide trip generation numbers speciflc to the flnancial institution (bank) use on the Fifth Third Bank site. Parking Analysis: Per Section 20-324 of the City’s Land Development Code (LDC), there are no minimum parking requirements in the Town Center. The City required the applicant to provide a trafflc study and a parking study which was prepared by the applicant based from the 10th Edition Institute of Transportation Engineers (ITE) Parking Generation Manual. For comparison purposes, Section 9-277 of the City’s LDC deflnes off-street parking requirements for speciflc land uses. The following minimum parking ratios for the proposed land use is deflned in the Code:  General Business: One (1) parking space for each three hundred (300) SF of fioor space in the building exclusive of storage space. For a 2,056 square foot bank, this would square to seven (7) parking spaces. A total parking supply includes ten (10) parking spaces and one (1) handicapped parking spaces at a parking ratio of 5.35 spaces per one-thousand SF to serve the proposed bank’s parking demand is being provided. Adequate parking is proposed for this use 51 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 11 OF 20 based on typical jurisdictional requirements, the development provides a total of eleven (11) parking spaces. The applicant has provided preliminary designs to show trafflc impact and site circulation. The applicant has provided a Trafflc Impact Analysis that states a sufflcient Level of Service is maintained. The proposed site will utilize the previously stubbed out internal access road for this site’s use as contemplated within the overall master design of the surrounding uses. The proposed site circulation will use internal access roads, therefore it will not heavily impact local trafflc patterns. Aesthetic Review: Pursuant to Section 9-603, which sets forth guidelines and minimum standards for Aesthetic Review packages, staff has utilized the below criteria in Section 9-603 to determine the following. The attached Aesthetic Review package 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 speciflcations 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. Analysis: The exterior color palette is similar and in harmony with the Winter Springs Marketplace and other nearby commercial properties along SR 434, which will safeguard the surrounding area and the cultural character of the community. The building’s primary colors are similar to other buildings in the Winter Springs Marketplace and the accent features are also of a similar color to those in the Marketplace. Overall, the architectural intent of the Fifth Third Bank includes architecture that is complementary to the styles of architecture in the Town Center. The site was developed to encourage pedestrian use and the proposed development will provide an interconnected system of sidewalks with the larger system of pedestrian itinerary in mind. 52 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 12 O F 20 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: The proposed design is harmonious with the color scheme, materials, and character of the Winter Springs Marketplace and other developments in the Town Center District. The site layout is consistent with and utilizes existing interior access with the rest of Winter Springs Marketplace. 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 flve 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 signiflcant features of design such as, but not limited to: materials, roof line, hardscape improvements, and height or design elements. Analysis: The overall aesthetic of the project provides similar elements to other buildings within the Winter Springs Marketplace without being overly similar. The building’s colors are similar but not identical. The base of the building utilizes brick stamping, a feature found on several other buildings nearby, which will create a sense of unity without being too overt. The proposed design shares the appropriate scale and design intent of the Winter Springs Marketplace and Town Center. 4. The plans for the proposed project are in harmony with, or signiflcantly enhance, the established character of other buildings, structures or signs in the surrounding area with respect to architectural speciflcations and design features deemed signiflcant based upon commonly accepted architectural principles of the local community. Analysis: The proposed project enhances the character and overall aesthetics of the surrounding area. Design features incorporated into the Fifth Third Bank project, such as the largely glass front façade and muted color palette, make it similar but not identical to other buildings in the area. 5. The proposed project has incorporated signiflcant architectural enhancements such as concrete masonry units with stucco, wrought iron, columns and piers, porches, arches, planting areas, display windows, and 53 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 13 OF 20 other distinctive design detailing and promoting the character of the community. Analysis: The proposed development is designed to contribute to the quality architectural styles that are typical with recently approved developments within the Town Center. Fifth Third Bank includes a faux second story, keeping in line with buildings in the adjacent Town Center District. The exterior provides series of straight lines which continues the existing rhythm across the façade of the building. Signiflcant design features include architectural brick, wood-look exterior wall panels, and warm-neutral paint colors similar to nearby uses. Waiver Requirement Section 20-34. – Waivers.  Any real property owner may flle a waiver application requesting a waiver 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 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 in this section.  Upon receipt of the Planning and Zoning Board’s recommendation, the City Commission shall make a flnal decision on the application. If the City Commission determines that the Planning and Zoning Board ha s 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.  All waiver recommendations and flnal decisions shall comply with the following criteria: Waiver criteria set forth in Subsection 20-34(d) are as follows: 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. 2. The proposed development plan is in substantial compliance with this chapter and in compliance with the comprehensive plan. 3. The proposed development plan will signiflcantly enhance the real property. 4. The proposed development plan serves the public health, safety, and welfare. 5. The waiver will not diminish property values in or alter the essential character of the surrounding neighborhood. 54 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 14 O F 20 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. 7. The proposed development plan is compatible and harmonious with the surrounding neighborhood. 8. 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. On February 22, 2021, the City Commission approved multiple waivers as a part of the Winter Springs Marketplace which included Building Site C. Building Site C was originally intended to have a fast food restaurant and is now the site of the proposed Fifth Third Bank. The following waivers were approved as a part of the Winter Springs Marketplace and are being used for the Fifth Third Bank project:  A waiver from Sec. 20-325 of the Winter Springs City Code to allow a minimum 15% frontage buildout at the front setback as required under the T5 transect in lieu of the 20% minimum specifled.  A waiver from Sec. 20-325 of the Winter Springs City Code to allow a maximum 67.75 ft. front setback in lieu of the 50 ft. maximum setback specifled.  A waiver from Sec. 20-605 of the Winter Springs City Code to allow a modifled landscape buffer (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 right-of-way in lieu of the 5 ft. landscape area adjacent to the right-of-way, 6 ft. sidewalk, and 16 ft. landscape and treescape area). On February 22, 2021, the City Commission also approved a waiver for a drive-through window located on the side of the fast food restaurant that was proposed for this site. Given that the proposed use is now a flnancial institution (bank) and there is no need for this drive-through window, staff recommends that the waiver be rescinded. The applicant requests that the City Commission consider the following four (4) additional waiver requests listed below: New Waiver Requests/Justifications 1. The applicant requests a Waiver from Winter Springs City Code Sec. 20-327.1.(a) to allow monument-style ground signs on properties located along SR-434 within the Town Center, which includes this property. One (1) such sign is proposed. Please see the signage site plan for the location of the proposed sign. The City Commission previously declined to grant a waiver for a single -tenant monument sign for the Fast Food Restaurant site. Staff recommended denial since the applicant did not have a tenant in place for Building C (the Fast Food Restaurant) at the time. Staff stated that once the applicant was ready to move 55 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 15 OF 20 forward with the Aesthetic Review for Building C and a tenant was secured, the applicant could request a waiver for a fourth monument sign. Applicant Justiflcation: The waiver allowing monument-style ground signs along SR-434 within the Town Center is required as a result of location. This property is at the intersection of two major roads: SR 434 and Tuskawilla, which are respectively six (6) lanes wide and flve (5) lanes wide along the frontage of this property, and both have planted medians. Visibility from these wide, fast, car-oriented roads will be necessary to sustain the businesses in this development. Monument-style ground signs are the norm for this type of development, including at comparable properties just down the street, within the SR 434 overlay district. In the case of the gas station across the street on Tuskawilla, there is a precedent that is actually within the Town Center district. Given this, and the fact that the property in question is near the edge of the Town Center district, we believe that allowing these monument-style signs is both fair and will not harm the city’s intent within the Town Center. The proposed signs include: one (1) single-tenant ground sign. City Code: City Code Sec. 20-327.1(a) | Signs – General Requirements Staff Response: Staff notes that monument signs for the Mobil gas station and the nearby McDonald’s are non-conforming structures built before the Town Center Code was adopted and should not be used as a comparable monument sign. City Staff is not aware of any other single-tenant monument signs for which a waiver was granted following the adoption of the Town Center code. In fact, there are no monument signs located in Phase I of the Town Center, even for tenants located in the interior of the development. Further, all other monument signs for which waivers were granted for Winter Springs Marketplace (3 signs, 2 on SR 434 and 1 on Tuskawilla Road) were for multi-tenant signs to reduce the aesthetic impact on SR 434. Staff is also concerned about the future impact of yet another monument sign that may be requested on the remaining corner parcel at the time that it is developed. Staff recommends approval of a monument style sign with the condition that it is a multi-tenant sign which reserves space for a future use to be determined on the currently undeveloped corner lot. 2. The applicant requests a Waiver from Winter Springs City Code Sec. 20-327.1.(a) to allow monument-style ground signs and permanent menu boards to be internally illuminated in lieu of only individual letters and symbols being internally illuminated. Applicant Justiflcation A waiver allowing monument-style ground signs and permanent menu boards to be internally illuminated in lieu of only individual letters and symbols being internally illuminated is requested. The prohibition on internally lit backgrounds for wall signs will remain intact. This waiver only allows backgrounds to be 56 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 16 O F 20 internally illuminated on monument signs. Internally illuminated backgrounds are the norm for commercial monument signs, and are already common along both SR434 and Tuskawilla, including on comparable properties just down the street within the SR 434 overlay district. In the case of the gas station across the street in Tuskawilla, there is a precedent that is actually within the Town Center district. The use of internally illuminated backgrounds is appropriate to the scale and speed of these adjacent major roads, which is also the circumstance that justifles the presence of monument signs. If the city chooses to acknowledge such circumstances are present by granting the Section20-327.1(a) waiver request to permit monument signs on this property, it is reasonable that the city would also permit the use of design and construction techniques common to monument signs. City Code: City Code Sec. 20-327.1.(a) | Signs – General Requirements Staff supports the requested waiver and supplied justiflcation on the basis of continuity with existing monument signage for the surrounding Winter Springs Marketplace. 3. The applicant requests a Waiver from Winter Springs City Code Sec. 20-327.1.(b) to allow the use of plastic flnishes on internally-illuminated monument ground signs and permanent menu boards in lieu of being limited to wood, metal, canvas, neon, and paint. Applicant Justiflcation A waiver allowing the use of plastic flnishes on internally illuminated monument-style ground signs and permanent menu boards in lieu of being limited to wood, metal, canvas, neon, and paint is requested. The Town Center code allows for individually cut letters to be internally illuminated, so in practice some allowance for the use of plastics is already made. Translucent plastic is a necessary component of internally illuminated signs; therefore, this waiver would be necessary for the practical exercise of the waivers allowing internal illumination of monument signs and permanent menu boards. City Code: City Code Sec. 20-327.1.(b) | Signs – Finish Materials Staff supports the requested waiver and supplied justiflcation. The waiver request will provide for continuity with existing monument style signage for the surrounding Winter Springs Marketplace. 4. The applicant requests a waiver from Winter Springs City Code Sec. 20-324(8)c to allow for parking to be within 25 feet of the front property line in lieu of the minimum of 35 feet required for liner buildings within the Town Center District. Justiflcation As designed, the site works around the unique geometry of the lot in order to maximize the amount stormwater treatment and parking provided. The proposed conflguration is limited due to the tree save area at the northwest property boundary. Without the tree save area, the parking lot design would 57 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 17 O F 20 have more fiexibility in meeting Section 20-324(8)c of code. The developer has included measures to limit the number of parking spaces needed along this frontage and how far these spaces extend towards the 434right-of-way.22-ft drive aisles were used to pull the parking away from the right-of-way. Underground exflltration systems are incorporated to shrink the required pond area and provide the option of parking spaces along the northwest property limits. With the size of the lot and the space which the tree save area takes up, a waiver of15-ft in lieu of the35-ft requirement is requested. City Code: City Code Sec. 20-234(8)c | Off-Street Surface Parking Lot Placement Staff supports the requested waiver and supplied justiflcation. Protection of a specimen tree is always in the City’s interest. Additionally, reducing parking spaces fronting SR 434 meets the intent of the Town Center District. Further discussion of staff’s opinion of this particular waiver request can be found below. Waiver Analysis: In evaluation of the four (4) proposed waiver request, the applicant has satisfled the eight (8) speciflc criteria and supports the four (4) waiver request as listed above. The site was initially proposed to be part of an overall master development (Winter Springs Marketplace) that has previously been approved by the City which is in substantial compliance with Chapter 20 of the City’s Code of Ordinance, Comprehensive Plan, and Land Development Code. Three of the four proposed waivers requested are to provide internally-illuminated plastic-flnished monument signage consistent with the previously approved Winter Springs Marketplace. The proposed use is consistent with the intent of the Town Center Code and is therefore compatible and harmonious with its surroundings. Staff wants to reiterate that no single-tenant monument sign was approved as a part of the Winter Springs Marketplace. The fourth waiver requested is to allow parking within 25 feet of the front property line in lieu of the minimum 35 feet required for liner buildings in the Town Center District. Staff recognizes that given the infeasibility of redesigning the entire site layout, as well as surrounding context (see Chipotle and dental offlce with parking in front of the buildings adjacent to this site), that approval of this waiver is necessary for consistency of the project as a whole. With those things in mind, staff recommends approval of the fourth requested waiver. Reports: The Final Engineering submittal is required to include the following reports or updates of previously prepared reports for the same property. Reports 58 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 18 O F 20 September 24, 2020 Potable Water Report | Kimley Horn November 3, 2020 Drainage Report | Kimley Horn May 5, 2022 Parking Study | KImley Horn Procedural History: May 5, 2022 Conditional Use Application | CU2022-0025 Site Plan Review Application | SP2022-0026 Aesthetics Review Application | AE2022-0046 Waiver Application | WA2022-0045 August 15, 2022 Community Workshop November 17, 2022 Planning & Zoning Board/Local Planning Agency | Recommendation on Conditional Use, Aesthetics, Waivers, Final Engineering, and First Modiflcation to the Development Agreement December 12, 2022 City Commission | Consideration of Conditional Use, Aesthetics, Waivers, Final Engineering, and First Modiflcation to the 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 City of Winter Springs Comprehensive Plan City of Winter Springs Code of Ordinances Ch20, Sec. 20-1. Deflnitions. Ch20, Sec. 20-33. Conditional Uses. Section 20-34 Waivers Ch20, Sec. 20-601. – Streetscape Requirements. Division 5. Sounds Levels by Receiving Land Use Division 12. - Town Center District Code Sec. 20-325. - Transect standards. City of Winter Springs Comprehensive Plan. Future Land Use Element, Policy 1.1.6 Fiscal Impact: Development of the subject property as a bank is anticipated to provide an increase to the City’s taxable value, as well as serve as a catalyst for future commercial development in the surrounding area. The flscal impact as it relates to future tax 59 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 19 O F 20 revenue was previously considered during the time of review and approval of the conditional use for Winter Springs Marketplace. Modification to the Development Agreement: Pursuant to Section 20-29 of the City Code, all development projects requiring a community workshop pursuant to Section 20-29.1 shall be required to be memorialized in a binding Development Agreement executed by the City and the property owner. Community workshops are required for all new commercial development, under Section 20-29.1. A Community Workshop was held on Monday, August 15, 2022. The draft First Amendment to the Development Agreement is enclosed as an Exhibit hereto. Staff Recommendation: Staff recommends that the Planning & Zoning Board recommend approval of the Conditional Use to allow a flnancial institution (bank) in the Town Center District, subject to the following conditions: 1. Conditional use approval is conditioned upon the execution of the First Modiflcation to the Development Agreement and the terms and conditions contained therein. Staff recommends that the Planning & Zoning Board recommend approval of the four (4) additional waiver requests, related to monument signage and to allow for parking to be within 25 feet of the front property line in lieu of the minimum of 35 feet required for liner buildings within the Town Center District, subject to the following conditions: 1. Waiver approval is conditioned upon the execution of the First Modiflcation to the Development Agreement and the terms and conditions contained therein. 2. 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. The Developer shall be required to provide a satisfactory signage easement at the time of the monument sign’s installation. Staff recommends that the Planning & Zoning Board recommend approval of the Final Engineering Plans in order for the applicant to construct a ±2,065 square foot (SF) flnancial institution (Fifth Third Bank) with a drive-through within the Town Center District with four (4) waivers, subject to the following conditions, and to rescind the previously approved flnal engineering for Building Site C, the Fast Food Restaurant, for Winter Springs Marketplace, as approved on February 22, 2021, and to rescind the waiver granted to allow for a side drive-through window on Building Site C: 1. The applicant shall resolve any outstanding stormwater comments to the satisfaction of the City’s stormwater engineering consultant, as shown in Exhibit 7. 60 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 , N O V E M B E R 1 7 , 2 0 2 2 | P A G E 20 OF 20 2. Final Engineering approval is conditioned upon the execution of the First Modiflcation to the Development Agreement and the terms and conditions contained therein. Staff recommends that the Planning & Zoning Board recommend approval of the Aesthetic Plan Review and First Modiflcation to the Development Agreement subject to the following condition: 1. The applicant shall submit a complete application for Aesthetics Review and pay the accompanying application fee. Attachments: Final Engineering Plans First Modiflcation to the Development Agreement Vicinity and Aerial Map Site Plan Review Application Aesthetic Review Application Waiver Application Stormwater Comments Reports 61 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 1 of 16 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 FIRST MODIFICATION TO DEVELOPMENT AND PROPERTY DIVISION AGREEMENT Winter Springs Marketplace/Tuscawilla Property Investors THIS FIRST MODIFICATION TO DEVELOPMENT AND PROPERTY DIVISION AGREEMENT (“First Modification”) is made and executed this ______ day of _________________, 2022, 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”); 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, the Trust Property being more particularly described in Exhibit “D” of the Development Agreement and attached hereto for convenience; and WHEREAS, specifically, Section 3.0 of the Development Agreement provided that the Developer would complete the closing on the Trust Property no later than one year after the Effective Date of the Development Agreement and that the City’s approval of the Final FOR RECORDING DEPARTMENT USE ONLY 62 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 2 of 16 Engineering Plans/Site Plan and Waivers as applicable to the Trust Property would be conditioned upon the Developer’s acquisition of fee title; and WHEREAS, the Developer timely completed the acquisition on November 15, 2021, as evidenced by that certain Special Warranty Deed, recorded in the Official Records of Seminole County, Book 10106, Page 1990; and WHEREAS, upon the completion of the closing and acquisition of the Trust Property, 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 modify the Final Engineering/Site Plan as to the Resulting Trust Property Parcel #1, particularly consisting of 0.74 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 “E” of the Development Agreement (“Resulting Trust Property Parcel #1”) and attached hereto for convenience; and WHEREAS, the Developer originally intended to construct a fast food restaurant, including the fast food restaurant building and supporting parking, drive aisles and utilities, shown on “Lot 3” of the “Overall Site Plan”, Sheet C4.0 of the Final Engineering Plans (“Fast Food Restaurant Improvements”), attached to the Development Agreement as Exhibit “C”, on the Resulting Trust Property Parcel #1; and WHEREAS, Developer has now applied for a conditional use of a “financial institution” and submitted revised Final Engineering Plans, additional Waivers, and Aesthetic Plan Approval in order to construct a bank on the Resulting Trust Property Parcel #1; 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 August 15, 2022; 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 First 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: 63 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 3 of 16 1.0 Recitals. The foregoing recitals are true and correct and are hereby incorporated herein by this reference. 2.0 Authority. This First Modification is entered into pursuant to the Florida Municipal Home Rule Powers Act. 3.0 The Trust Property. The subject of this First Modification is the Trust Property, legally described in EXHIBIT “D”, attached hereto and fully incorporated herein by this reference for convenience. 4.0 Fast Food Restaurant Improvements Rescinded. Approval of the final engineering plans/site plan and one (1) waiver for a drive-through window located on the side of the building as granted by the City Commission at its regular meeting of February 22, 2021 for the fast food restaurant, including the fast food restaurant building and supporting parking, drive aisles and utilities, shown on “Lot 3” of the “Overall Site Plan”, Sheet C4.0 of the Final Engineering Plans (“Fast Food Restaurant Improvements”) is hereby rescinded and replaced as provided herein. The final engineering plans/site plan and the drive-through window waiver applicable to the Fast Food Restaurant Improvements shall no longer bind, or benefit and burden, the Resulting Trust Property Parcel #1. 5.0 Project Description and Requirements; Phasing. Developer has constructed Phase I of the five-building shopping center on the Property, as well as supporting infrastructure, stormwater pond, parking lots, and landscaping. Phase II of the Project shall no longer consist of the Fast Food Restaurant Improvements on the Resulting Trust Property Parcel #1. Rather, Phase II shall consist of a bank with associated parking and stormwater improvements and rear drive- through on Resulting Trust Property Parcel #1 and an additional parcel of property for future development on the remainder of the Trust Property (Resulting Trust Property Parcel #2). The “Overall Site Plan”, Sheet C4.0 of the Final Engineering Plans, attached to the Development Agreement as EXHIBIT “C” for convenience and incorporated therein by reference, shall be modified with respect to the Resulting Trust Property Parcel #1 and replaced with the Final Engineering/Site Plans as described in this Paragraph. (Hereinafter, all project description and requirements and references to the “Project” shall be modified to include the bank and associated improvements). 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 Agreement: File Nos: CU2022-0025 FIFTH THIRD BANK CONDITIONAL USE SP2022-0026 FIFTH THIRD BANK SITE PLAN REVIEW WA2022-0045 FIFTH THIRD BANK WAIVER 64 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 4 of 16 AR2022-XXXX FIFTH THIRD BANK AESTHETIC REVIEW The Final Engineering/Site Plan for the bank on Resulting Trust Property Parcel #1 is attached hereto as EXHIBIT “F” for convenience and incorporated herein by this reference. 5.1 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: A. 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. The Developer shall be required to provide a satisfactory signage easement at the time of the monument sign’s installation. 6.0 Termination of Approval as to Resulting Trust Property #1. In the event the Developer (or the ground tenant of Resulting Trust Property Parcel #1) 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 #1 within two (2) years of the Effective Date of this First Modification, then the City shall have the right to terminate and/or void the approvals set forth in Section 5.0 as applies to the Resulting Trust Property #1 and require the Developer to reapply to the City for such approvals as applies to the Resulting Trust Property Parcel #1. The Developer may apply to the City Commission for an extension of this deadline, which may be granted upon good cause shown. 7.0 Deadline to Install Streetscape. The second sentence of Section 4.1(B) of the Development Agreement is hereby deleted in its entirety and replaced with the following: The Trust Property streetscape shall be installed within six (6) months of the Effective Date of this First Modification. The Developer shall submit a Landscape Performance and Maintenance Bond in a form acceptable to the City Attorney ensuring planting and installation of all required trees and landscaping for the Trust Property streetscape should the Developer fail to install the streetscape within the six-month deadline and proper maintenance of the trees for two (2) years after planting. 8.0 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 First Modification and has taken all necessary action to authorize the execution, delivery and performance of this First Modification. The Developer further agrees and makes the following representations and warranties to the City: 65 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 5 of 16 A. The Developer is lawfully seized of the Trust Property in fee simple and has full and lawful authority to execute this First Modification and bind the Trust Property as set forth herein. This First 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 First Modification in the Public Records of Seminole County, Florida, the First Modification shall be a binding obligation upon the Trust Property in accordance with the terms and conditions of this Agreement. Developer represents that it has voluntarily and willfully executed this First Modification for purposes of binding himself and the Trust Property to the terms and conditions set forth in this First Modification. 9.0 Successors and Assigns. This First 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 First Modification similarly shall be binding upon the Trust Property, and shall run with title to the same upon being duly recorded against the Trust Property by the City. 10.0 Effective Date. This First Modification shall become effective upon approval by the City Commission and execution of this First Modification by both parties hereto. 11.0 Recordation. Upon full execution by the Parties, this First Modification shall be recorded upon the Trust Property in the Public Records of Seminole County, Florida by the City and shall be binding upon the Trust Property and all future owners thereof. 12.0. Notice. Section 26 of the Development Agreement is amended to provide that notices for the Developer’s attorney shall be delivered to Nicole Latham Carolan, Esq. Equinox Development Properties, Inc. 630 S. Maitland Avenue, Suite 100 Maitland, FL 32751 Either party may freely modify their respective contact person and address contained in this Paragraph by providing written notice of the modification to the other party. Any Notice given as provided herein shall be deemed received as follows: if delivered by personal service, on the date so delivered; and if mailed, on the third business day after mailing. 13.0 Effect of Modification. All other terms and conditions of the Development Agreement, not in conflict with this First 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. 66 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 6 of 16 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 ___________, 2022, 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: ________________ 67 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 7 of 16 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 ___________, 2022, 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. (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. 68 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 8 of 16 EXHIBIT D TRUST PROPERTY LEGAL DESCRIPTION 69 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 9 of 16 70 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 10 of 16 71 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 11 of 16 EXHIBIT E RESULTING TRUST PROPERTY PARCEL #1 72 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 12 of 16 73 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 13 of 16 74 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 14 of 16 EXHIBIT F OVERALL SITE PLAN RESULTING TRUST PROPERTY PARCEL #1 75 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 15 of 16 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, ____________________________________, a ______________________________________, as holder of that certain Mortgage ___________________ (hereinafter referred to as the “Mortgage”) which is recorded in Official Records Book ______, Page _____ of the Public Records of Seminole County, Florida, 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 ______, 2022. Signed and sealed in the presence of: Print Name: Print Name: By: ___________________________________ Name: Title : STATE OF COUNTY OF 76 FIRST MODIFICATION TO DEVELOPMENT AGREEMENT City of Winter Springs and Tuscawilla Property Investors, LLC Page 16 of 16 The foregoing instrument was acknowledged before me by means of (___) physical presence or (___) online notarization, this ______ day of ___________, 2022, 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: 77 Project Site Parcel ID #36-20-30-502-0000-0080 78 SP2022-002679 80 81 82 83 84 85 86 87 88 89 90 91 92 F.F.E. 0' -0" SILL 2' -8" T.O. LOW PARAPET 22' -0" B.O ENTRY CANOPY 17' -2" EXT-1 ACM-2 EXT-2 EXT-2 EIFS-2 M-1 ACM-1 EXT-3 ACM-2 M-1 ACM-2 ACM-2 EIFS-1 F.F.E. 0' -0" SILL 2' -8" T.O. LOW PARAPET 22' -0" B.O ENTRY CANOPY 17' -2" EXT-1 EXT-2 EXT-2 EIFS-2 M-1 ACM-1 SF-2 ACM-2 ACM-2 M-1 EXT-3 SF-1 ACM-2 ACM-2 GL-1 F.F.E. 0' -0" T.O. CURTAIN WALL 12' -0" SILL 2' -8" T.O. LOW PARAPET 22' -0" T.O. HIGH PARAPET 26' -0" T.O. CANOPY 12' -11 1/2" B.O ENTRY CANOPY 17' -2" EXT-1 SF-1 EXT-2 EXT-2 EIFS-2 M-1 ACM-1 SF-2 ACM-2 EXT-2 ACM-2 M-1 ACM-2 ACM-2GL-1 F.F.E. 0' -0" T.O. CURTAIN WALL 12' -0" SILL 2' -8" T.O. LOW PARAPET 22' -0" EXT-1 SF-2 EXT-2 EXT-2 EIFS-2 M-1 ACM-2 ACM-1 ACM-2 M-1 EXT-3 SF-1 EIFS-1 ACM-2 GL-1 SEAL THESE DRAWINGS AND PLANS, ANY REPRODUCTION THEREOF, AND ANY CAD OR ELECTRONIC FILE OF THESE DRAWINGS AND PLANS (HEREINAFTER “PLANS”) ARE THE SOLE AND EXCLUSIVE, PROPRIETARY PROPERTY OF BDG ARCHITECTS, AND MAY NOT BE REPRODUCED, PUBLISHED, MODIFIED OR USED IN ANY WAY WITHOUT THE EXPRESS WRITTEN PERMISSION OF BDG ARCHITECTS. USE OF THESE PLANS FOR CONSTRUCTION SHALL BE CONSIDERED ACCEPTANCE OF THE TERMS CONTAINED HEREIN AND THE SUITABILITY AND CONSTRUCTABILITY OF THE PLANS. THE PLANS SHALL NOT BE SCALED OR MODIFIED FOR ANY PURPOSE WITHOUT THE EXPRESS WRITTEN APPROVAL OF BDG ARCHITECTS. ANY CHANGES TO THESE PLANS, REGARDLESS OF HOW MINOR, WITHOUT THE EXPRESS WRITTEN APPROVAL OF BDG ARCHITECTS; ANY CONSTRUCTION EXECUTED FROM THESE PLANS WITHOUT THE EXPRESS WRITTEN APPROVAL OF BDG ARCHITECTS; OR ANY CHANGE IN THE SCOPE, DESIGN, OR INTENT OF THESE PLANS FOR ANY REASON, BY ANY PERSON OTHER THAN BDG ARCHITECTS SHALL AUTOMATICALLY VOID ANY DESIGN-RELATED OBLIGATIONS BDG ARCHITECTS MAY HAVE ON THE PROJECT, AND RESULT IN THE FULL AND COMPLETE RELEASE OF BDG ARCHITECTS FROM ANY LIABILITY, CLAIMS, OR DAMAGES INCLUDING ERRORS AND OMISSIONS ARISING OUT OF OR RELATED TO THE PLANS. ANY DISCREPANCIES OR CONFLICTS IN THE PLANS SHALL BE REFERRED IMMEDIATELY TO BDG ARCHITECTS FOR CLARIFICATION PRIOR TO CONTINUING WITH THE WORK. FAILURE TO REFER DISCREPANCIES OR CONFLICTS TO BDG ARCHITECTS PRIOR TO PERFORMING WORK SHALL RESULT IN THE WAIVER OF ANY CLAIMS OR DAMAGES ASSOCIATED WITH THE DISCREPANCIES OR CONFLICTS. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION, SCHEDULING AND CONFORMANCE OF ITS WORK AND ALL WORK PERFORMED BY SUBCONTRACTORS OR OTHER TRADES WITH THE DESIGN DOCUMENTS. PROJECT INFORMATION BLOCK JOB # DATE: DRAWN BY: CHECKED BY: SHEET TITLE SHEET NUMBER 400 N Ashley Drive, Suite. 600 Tampa, FL 33602 P: 813 - 323 - 9233 Lic. #: AA - 0003590 W: www.bdgllp.com bdg architects BYISSUE DATE DESCRIPTIONFIFTH THIRD BANKTUSKAWILLAA-202 COLOR ELEVATIONS 05/13/22 213424SR-434 & TUSKAWILLA RDWINTER SPRINGS, FL 32708NGR CR 1/8" = 1'-0"EXTERIOR ELEVATIONS 1 1/8" = 1'-0"EXTERIOR ELEVATIONS 2 1/8" = 1'-0"EXTERIOR ELEVATIONS 3 1/8" = 1'-0"EXTERIOR ELEVATIONS 4 A. ALL ACM PANELS MUST BE ANCHORED TO MINIMUM 16 GA METAL STUD FRAMING. REFER TO STRUCTURAL. METAL STUD FRAMING NOT BY CA SYSTEMS. B. METAL STUDS MUST ALIGN WITH PANEL JOINTS AS REQUIRED FOR METAL COMPOSITE PANEL ATTACHMENT. C. FIXED STUDS MAY BE USED TO SUPPORT METAL COMPOSITE PANELS (G.C. TO COORDINATE) D. 5/8" GYP. BD SHEATHING AND/OR GLASS MAT SHEATHING WILL NOT SUPPORT METAL COMPOSITE PANEL ATTACHMENT (SHEATHING NOT BY CA SYSTEMS) E. ALL FLATSTOCK FABRICATED FLASHING REQUIRED FOR METAL COMPOSITE PANEL DETAILS TO BE PREFINISHED ALUMNINUM. COLOR TO MATCH U.N.O. F. ALL DIMENSIONS AND QUANTITIES ARE TO BE FIELD VERIFIED PRIOR TO THE FABRICATION (RELEASE) OF ANY & ALL METAL COMPOSITE PANEL AND ASSOCIATED FLASHINGS. G. ALL SKYWARD ACM PANEL JOINTS TO HAVE BACKER ROD AND CAULK. APPLY DOWN PAST WOOD BLOCKING, TYP. H. USE BACKER ROD AND CAULD AT ALL VERTICAL PANEL END (JAMB) CONDITIONS AT DISSIMILAR MATERIALS (IE, STUCCO, WINDOW MULLIONS) I. ALL SKYWARD ACM PANEL JOINTS TO HAVE BACKER ROD AND CAULD. APPLY DOWN PAST WOOD BLOCKING, TYP. USE BACKER ROD AND CAULK AT ALL VERTICAL PANEL END (JAMB) JOINT CONDITIONS AT DISSIMILAR MATERIALS (IE STUCCO, WINDOW MULLION) ACM PANEL - GENERAL NOTES ITEM EXTERIOR FINISH MANUFACTURER COLOR COMMENTS ACM-1 ALUMINUM COMPOSITE METAL PANEL SENTRICLAD ARCHITECTURAL METALS CHARCOAL 24 GA ACM-2 ALUMINUM COMPOSITE METAL PANEL SENTRICLAD ARCHITECTURAL METALS BRIGHT SILVER 24 GA SF-1 STOREFRONT KAWNEER ANODIC CLEAR SF-2 CURTAINWALL KAWNEER ANODIC CLEAR EIFS-1 EIFS BARRIER SYSTEM SHERWIN WILLIAMS SW 9166 DRIFT OF MIST 3" EIFS SYSTEM EIFS-2 EIFS BARRIER SYSTEM (CORNICE) SHERWIN WILLIAMS SW 6258 TRICORN BLACK 2" EIFS SYSTEM EXT-1 STANDARD MODULAR BRICK VENEER BRICK-IT NORWICH BROWN IRONSPOT SM MORTAR MANUFACTURER: COOSA , MORTAR COLOR: OLD LIME PUTTY EXT-2 SIDING HARDIEPLANK SIDING SW 9166 DRIFT OF MIST EXT-3 SIDING HARDIE TRIM -12" SHERWIN WILLIAMS COLOR TO MATCH SF-1 M-1 PREFINISHED METAL COPING PAC-CLAD MATTE BLACK EXT-1 EXT-2 SWATCHES M-1 ACM-1 ACM-2 EIFS-1 GL-1 EXT-3 EIFS-2 SF-1 93 PERSPECTIVE VIEW FROM SR 434 94 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver   2019/10 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 20 – Zoning Sec. 20-34. The sufficiency review shall be completed within thirty (30) calendar days per FL Statue 166.033. 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. 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. 95 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver   2019/10 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: Future Land Use: Zoning District: 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 Investor, LLC 5/4/2022 630 South Maitland Avenue, Suite 100, Maitland, FL 32751 RStahl@Equinox-Development.com 407-628-0077 Tuscawilla Property Investor, LLC 630 South Maitland Avenue, Suite 100, Maitland, FL 32751 RStahl@Equinox-Development.com 407-628-0077 Winter Springs Marketplace State Road 434, Winter Springs, FL 32708 36-20-30-502-0000-0080 0.738 AC. Vacant and Commercial Commercial Town Center District Please see attached waiver cover letter included with this response Please see attached waiver cover letter included with this application. 96 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver   2019/10 Page 3 of 5  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? Is the proposed development plan compatible and harmonious with the surrounding neighborhood? Please see attached waiver cover letter included with this application. Please see attached waiver cover letter included with this application. Please see attached waiver cover letter included with this application. Please see attached waiver cover letter included with this application. Please see attached waiver cover letter included with this application. Please see attached waiver cover letter included with this application. 97 CITY OF WINTER SPRINGS COMMUNITY DEVELOPMENT DEPARTMENT 1126 East State Road 434 Winter Springs, Florida 32708 customerservice@winterspringsfl.org Application – Waiver   2019/10 Page 4 of 5  Has the applicant agreed 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? Yes No 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 REQUIRED DOCUMENTATION (PDF): ___ A complete Application and Fee ($500.00*) ___ 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). * 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. X Maps, reports, & testimony X X X X X X 98 99 TUSKAWILLA ROAD269.65'133.68'77.93'195.76'91.49'218.89'STA TE ROAD 4 3 4 PON D RET AIL 19,209 S.F. RET AIL 19,000 S.F. OP 1 3,056 S F OP 2 2,325 S F RET AIL 10,000 S.F. FUT U R E DEV EL O P M E NT STOPSTOPS-1 S-1 S-2 S-2 S-2 S-3 S-3 ZONING CLASSIFICATION: TC - TOWN CENTER DISTRICT NOTES 01 SIGNAGE SITE PLAN 1/64" = 1'-0" NORTH 0 16' 32' 64' 128'MI N 2 5 ' - 0 "MIN 25'-0"1 1 9 ' - 6 " 1 1 3 ' - 7 " 1 3 8 ' - 9 " 1 3 0 ' - 3 "222'-0"GROUND 15'-0"(2x) 64 SFS-1 SIGN TYPE HEIGHT COPY AREA# 8'-0"S-2 8'-0"S-3 COUNT 2 GROUND GROUND W/ DIGITAL COMPONENT SIGN LEGEND 3 2 SEE DETAIL 02/AS-100 03/AS-100 04/AS-100 X SF (3x) 32 SF (2x) 32 SF TOTAL COPY AREA: XS-4 PERMANENT MENU BOARD 105/AS-100 X SF S-4 02 S-1 DIAGRAMATIC ELEVATION 1/4" = 1'-0" 0 1' 2' 4' 8' 03 S-2 DIAGRAMATIC ELEVATION 1/4" = 1'-0" 0 1' 2' 4' 8' 04 S-3 DIAGRAMATIC ELEVATION 1/4" = 1'-0" 0 1' 2' 4' 8'15'-0"8'-0" MULTI-TENANT COPY AREA = 64SF 8'-0"WIDE BASE LANDSCAPE AREA MAX 120% WIDTH OF SIGN8'-0"5'-8" DIGITAL COPY AREA = 16SF (50% OF TOTAL), PER CITY CODE 16-81(b)(1)2'-9"2'-9"8'-0"5'-8"5'-7"TOTAL COPY AREA = 32SF, PER CITY CODE 16-80(b) FIXED MESSAGE COPY AREA = 16SF MAX 120% WIDTH OF SIGN MAX 120% WIDTH OF SIGN 05 S-4 DIAGRAMATIC ELEVATION 1/4" = 1'-0" 0 1' 2' 4' 8' PLEASE NOT THAT THESE ELEVATIONS ARE PROVIDED FOR DIAGRAMMATIC REPRESENTATION OF THE COPY AREA ONLY. THIS IS NOT INTENDED TO ILLUSTRATE THE STYLE OF THE FINAL DESIGN. THE EXACT DIMENSIONS OF THE FINAL DESIGN MAY VARY, BUT WILL NOT EXCEED THE MAXIMUM HEIGHT OR COPY AREA SET FORTH IN THE WAIVERS AND APPLICABLE CITY CODE.TOTAL COPY AREA = 32SFPER CITY CODE 16-80(b)10'-0" MAXMENU BOARD SHAPE & LAYOUT MAY VARY PER TENANT DESIGN STANDARDS. 10'-0" MAX SIGNAGE SITE PLAN AS-100 COPYRIGHT STATEMENT These documents, their contents, and the ideas, designs, and concepts presented here-in are the property of ELEVEN18 Architecture and are issued only for the specific project noted on these documents. Holders of these documents that have established a mutually agreed contractual relationship with ELEVEN18 Architecture have been granted a limited license to reproduce these documents in relationship to the specific project referenced. All others are subject to US Copyright Law as defined by Title 17 of the United States Code and other regional laws as may apply. Any revisions, reproductions, modifications, or re-use of these documents without the express written consent of ELEVEN18 Architecture is prohibited by Law. REVISIONS #DATE DESC. PROJECT NAME: WINTER SPRINGS MARKETPLACE RETAIL S.R. 434 & Tuskawilla Road Winter Springs, FL 32708 Brooke Leigh Chea, AIA FL. REG.#AR0099995 Kimberly Day McCann, AIA FL. REG.#AR0091738 06 NOV 2020 --11/06/20 MSP SUBMITTAL FL License: AA26001884 Mailing Address: 424 E. Central Blvd. #542 Orlando, FL 32801 www.eleven18architecture.com Physical Address: 1011 E. Colonial Dr. #307 Orlando, FL 32803 407-745-5300 © Copyright 2019 ELEVEN18 ARCHITECTURE, PL All Rights Reserved Worldwide A WOMEN'S BUSINESS ENTERPRISE ELEVEN18 PROJECT LEAD: Kim McCann 407-745-5300 kmccann@eleven18architecture.com PROJECT TEAM: Maria Lopez 407-745-5300 Ext. 106 mlopez@eleven18architecture.com Mark Adams, AIA FL. REG.#AR0094473 The following waivers are requested from the Code of City Ordinances (CCO) for site signage: Waiver Request 01: A waiver as provided for in CCO 20-327.1(a) to allow monument-style ground signs on properties located along SR-434 within the Town Center, which includes this property. One (1) such sign is proposed. Please see the signage site plan for the location of th proposed sign. Justification: This property is at the intersection of two major roads: SR 434 and Tuskawilla, which are respectively six (6) lanes wide and five (5) lanes wide along the frontage of this property, and both have planted medians. Visibility from these wide, fast, car-oriented roads will be necessary to sustain the businesses in this development. Monument-style ground signs are the norm for this type of development, including at comparable properties just down the street, within the SR 434 overlay district. In the case of the gas station across the street in Tuskawilla, there is a precedent that is actually within the Town Center district. Given this, and the fact that the property in question is near the edge of the Town Center district, we believe that allowing these monument-style signs is both fair, and will not harm the city's intent within the Town Center. The proposed signs include: ·One (1) single-tenant ground sign. Waiver Request 02: A waiver from CCO 20-327.1(b) to allow the use of plastic finishes on internally illuminated monument-style ground signs and permanent menu boards in lieu of being limited to wood, metal, canvas, neon, and paint. Justification: The Town Center code allows for individually cut letters to be internally illuminated, so in practice some allowance for the use of plastics is already made. Translucent plastic is a necessary component of internally illuminated signs, so therefore this waiver would be necessary for the practical exercise of Waiver 04. WAIVER REQUESTS 11 32 SF 32 SF 01 1 S-1 GROUND 01/AS-100 1 8'0" 32 SF S-1 Waiver Request 03: 100 X X X X X 101 kimley-horn.com 189 S. Orange Avenue, Suite 1000, Orlando, FL 32801 407 898 1511 October 3, 2022 Ms. Marla Molina, Senior City Planner City of Winter Springs Community Development Department 1126 State Road 434 Winter Springs, Florida 32708 Subject: Waiver Application Justification Winter Springs Marketplace Site Plan Case No.: TBD 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.(a) – General Requirements a) A waiver as provided for in Winter Springs City Code Sec. 20-327.1.(a) to allow monument- style ground signs on properties located along SR-434 within the Town Center, which includes this property. One (1) such sign is proposed. Please see the signage site plan for the location of the proposed sign. b) A waiver from Winter Springs City Code Sec. 20-327.1(a) to allow monument-style ground signs and permanent menu boards to be internally illuminated in lieu of only individual letters and symbols being internally illuminated. 2) Section 20-327.1.(b) – Finish Materials a) A waiver from Winter Springs City Code Sec. 20-327.1(b) to allow the use of plastic finishes on internally illuminated monument-style ground signs and permanent menu boards in lieu of being limited to wood, metal, canvas, neon, and paint. 3) Sec. 20-234(8)c – Off-Street Surface Parking Lot Placement a) A waiver from the Winter Springs Code Section 20-324(8)c to allow parking within 15 feet from the front property line in lieu of the minimum 35 and 50 foot minimums. The following is an itemized discussion to each of the twelve (12) 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 monument-style ground signs along SR-434 within the Town Center is required as a result of location. This property is at the intersection of two major roads: SR 434 and Tuskawilla, which are respectively six (6) lanes wide and five (5) lanes wide along the frontage of this property, and both have planted medians. Visibility from these wide, fast, car-oriented roads will be necessary to sustain the businesses in this development. Monument-style ground signs are the norm for this type of development, including at comparable properties just down the street, within the SR 434 overlay district. In the case 102 kimley-horn.com 189 S. Orange Avenue, Suite 1000, Orlando, FL 32801 407 898 1511 of the gas station across the street in Tuskawilla, there is a precedent that is actually within the Town Center district. Given this, and the fact that the property in question is near the edge of the Town Center district, we believe that allowing these monument-style signs is both fair and will not harm the city's intent within the Town Center. The proposed signs include: • One (1) single-tenant ground sign. 1b) A waiver allowing monument-style ground signs and permanent menu boards to be internally illuminated in lieu of only individual letters and symbols being internally illuminated is requested. The prohibition on internally lit backgrounds for wall signs will remain intact. This waiver only allows backgrounds to be internally illuminated on monument signs. Internally illuminated backgrounds are the norm for commercial monument signs, and are already common along both SR434 and Tuskawilla, including on comparable properties just down the street within the SR 434 overlay district. In the case of the gas station across the street in Tuskawilla, there is a precedent that is actually within the Town Center district. The use of internally illuminated backgrounds is appropriate to the scale and speed of these adjacent major roads, which is also the circumstance that justifies the presence of monument signs. If the city chooses to acknowledge such circumstances are present by granting the Section 20-327.1(a) waiver request to permit monument signs on this property, it is reasonable that the city would also permit the use of design and construction techniques common to monument signs. 2a) A waiver allowing the use of plastic finishes on internally illuminated monument-style ground signs and permanent menu boards in lieu of being limited to wood, metal, canvas, neon, and paint is requested. The Town Center code allows for individually cut letters to be internally illuminated, so in practice some allowance for the use of plastics is already made. Translucent plastic is a necessary component of internally illuminated signs; therefore, this waiver would be necessary for the practical exercise of the waivers allowing internal illumination of monument signs and permanent menu boards. 3a) As designed, the site works around the unique geometry of the lot in order to maximize the amount stormwater treatment and parking provided. The proposed configuration is limited due to the tree save area at the northwest property boundary. Without the tree save area, the parking lot design would have more flexibility in meeting Section 20-324(8)c of code. The developer has included measures to limit the number of parking spaces needed along this frontage and how far these spaces extend towards the 434 right-of-way. 22-ft drive aisles were used to pull the parking away from the right-of-way. Underground exfiltration systems are incorporated to shrink the required pond area and provide the option of parking spaces along the northwest property limits. With the size of the lot and the space which the tree save area takes up, a waiver of 15-ft in lieu of the 35-ft requirement is requested. 103 kimley-horn.com 189 S. Orange Avenue, Suite 1000, Orlando, FL 32801 407 898 1511 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? With the exception of the waivers detailed above, the proposed project meets the remaining requirements set forth in Section 20 of the City of Winter Springs Code. The master property design previously underwent a full review in which the design intent has been fine-tuned to meet City Code. 3. Will the proposed development plan significantly enhance the real property? The proposed parcel is currently an undeveloped and stabilized open lot with a depressional area for stormwater retention. Proposed development will enhance the property by providing a developed and landscaped cohesive look that further complements the master development’s character. 4. Will the proposed development plan serve the public health, safety, and welfare of the City of Winter Springs? The proposed development hopes to serve the Winter Springs public welfare by bringing a financial institution. Development of the property will serve Winter Springs safety by replacing the undeveloped lot with clean, well lit, and secure facility available for public access. The onsite drainage system also benefits public health and welfare with the increased water quality and nutrient removal benefits it will add as part of the master drainage system. The increased commercial tax base provided as a result of this project will reduce the burden on City of Winter Springs residents. 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 waiver is the minimum waiver 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 development plan is compatible and harmonious with the surrounding neighborhood. The development will complement the surrounding similar QSR, grocery, fitne ss club, and medical uses. Roberts Family Lane and Natures Way neighbors were involved early- on during the master development phase to address concerns with the proposed development. The site buffers along the residential areas incorporate input from meetings with the neighbors in further efforts to provide a site that is harmonious with the surrounding neighborhood. 104 kimley-horn.com 189 S. Orange Avenue, Suite 1000, Orlando, FL 32801 407 898 1511 If you have any further questions, please do not hesitate to contact our office or email me at Marcus.Geiger@kimley-horn.com. Sincerely, KIMLEY-HORN AND ASSOCIATES, INC. Marcus I. Geiger Project Manager K:\ORL_Civil\149170016-Winter Springs Marketplace\AGENCY PERMITS\WinterSprings\APPLICATIONS\Fifth-Third Bank\Waiver Application\2022-05-04 - Waiver Letter.docx 105 kimley-horn.com 189 S Orange Ave, Suite 1000, Orlando, FL 32801 407-898-1511 MEMORANDUM To: Marla Molina Senior City Planner, Winter Springs From: James M. Taylor, PE Kimley-Horn and Associates, Inc. Date: May 2, 2022 Subject: Winter Springs Marketplace 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 shopping center (Winter Springs Marketplace) located in the southwest corner of SR 434 & Tuskawilla Road in the City of Winter Springs, Florida. The site is zoned as Town Center District (T-C). This report is a revision on the previous traffic study, representing the change in plans for building C, formerly a 3,056 square foot restaurant and now planned to be a 2,065 square foot bank. As stated in Section 20-324 of the City's Land Development Code (LDC), there are no minimum parking requirements in the town centers; therefore, a parking analysis shall be performed justifying the proposed parking solution. This study provides a comparison between the City's code-required parking for each land use within the site, Urban Land Institute (ULI)Shared Parking 3rd Edition, and the Institute of Transportation Engineers (ITE)Parking Generation Manual 5th Edition. The study also includes the required bicycle parking demand for the site based on other municipalities' industry standards. The proposed shopping center will consist of the following uses, as shown in the site plan provided in Attachment A: · 4,280 square feet of medical/dental office (Building A) · 2,325 square feet of fast-food restaurant with drive-through window (Building B) · 2,065 square feet of bank (Building C), and · 48,409 square feet of retail (Buildings, D, E, and F). The total gross floor area for Winter Springs Marketplace is 57,079 square feet. Code Parking Requirements Section 9-277 of the City's LDC defines the off-street parking requirements for specific land uses. The following minimum parking ratios for the land uses within the Winter Springs Marketplace are defined in the code: · Medical or dental clinics: three (3) parking spaces for doctors, plus one (1) additional parking space for every two (2) employees, 106 Page 2 kimley-horn.com 189 South Orange Avenue, Suite 1000, Orlando, FL, 32801 407 898 1511 · Restaurants: one (1) parking space for each one hundred (100) square feet of floor space for patron use in the building · General business (Bank): One (1) parking space for each three hundred (300) square feet of floor space in the building exclusive of storage space. · Retail commercial: one (1) parking space for each three hundred (300) square feet of floor space in the building exclusive of storage space. As shown in Table 1 below, the previous scenario required a total parking supply of 226 spaces at a parking ratio of 3.89 spaces per a thousand square feet to serve the proposed shopping center's demand with each land use as stand-alone. The revised proposal requires a total parking supply of 202 spaces at a parking ratio of 3.54 spaces per a thousand square feet to serve the proposed shopping center’s demand. Table 1: Study Site Parking Demand ITE's Parking Generation Manual, 5th Edition Evaluation A calculation of the anticipated parking demand was undertaken using data published by the Institute of Transportation of Engineers (ITE)Parking Generation Manual 5th Edition. For each land use defined in this publication, empirical parking data that has been collected on sites throughout the country is compiled to develop rates and/or equations to estimate parking demand at similar sites. ITE statistics include the 85th-percentile peak parking demand for each land-use code that has sufficient empirical data available. The Urban Land Institute (ULI)Shared Parking 3rd Edition generally recommends the 85th- percentile parking demand as the appropriate demand to provide parking supply for. As described in the ITE Trip Generation Manual, 11th Edition, a shopping center is an integrated group of commercial establishments that is planned, developed, owned, and managed as a unit. Shopping centers also include outparcel that typically develop drive-in banks, restaurants, retail, or small offices. Due to the characteristics of the proposed development, Land Use Code (LUC) 820 – Shopping Center was used to determine the peak period parking demand for the proposed shopping center. The LUC 820 data was collected on a Saturday during December (peak day during peak season). Data included in Attachment B. Per ULI's recommendation to provide a parking supply equal to a site's 85th-percentile parking demand, the relevant peak parking demand for the shopping center is calculated as follows: · Recommended design parking demand = o (PREVIOUS) 5.90 spaces per a thousand square feet x 58,070 square feet = 342 spaces Minimum Requirements Spaces (Previous Use) A Medical/Dental Office 4,280 10 3 spaces for doctors and 1 space per 2 employees 8 B Fast-Food Restaurant w/ Drive- Through Window 2,325 -1 space per 100 SF 24 Fast-Food Restaurant w/ Drive- Through Window (Previous use)3,056 -1 space per 100 SF 31 Bank (Current Use)2,065 -1 space per 300 SF - D Retail 19,200 -1 space per 300 SF 64 E Retail 10,000 -1 space per 300 SF 34 F Retail 19,209 -1 space per 300 SF 65 64 34 65 City's Code 3.89 226 3.54 202 Spaces (Current Use) 8 24 - C Building Land Use Size [SF]Employees 7 107 Page 3 kimley-horn.com 189 South Orange Avenue, Suite 1000, Orlando, FL, 32801 407 898 1511 o (REVISED) 5.90 spaces per a thousand square feet x 57,079 square feet = 337 spaces As shown above, the previous scenario required a total parking supply of 342 spaces at a parking ratio of 5.90 spaces per thousand square feet to serve the proposed shopping center's demand. The revised scenario requires a total parking supply of 337 based on ITE rate. ULI Shared Parking, 3rd Edition Evaluation A calculation of the anticipated parking demand was undertaken using data published by ULI Shared Parking 3rd Edition. ULI recommends a parking ratio of 4.0 spaces per thousand square feet for shopping centers less than 400,000 square feet. Based on the ULI base parking ratio, a total parking supply of 228 spaces would be needed to serve the proposed shopping center's demand. Peak Parking Demand Assessment As shown in the previous sections, both ITE and ULI parking ratios for the shopping center are higher than the overall parking ratio based on the City's minimum requirements for stand-alone land uses. 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 for multiple land uses, respectively. As anticipated, the peak season and peak time-of-day for retail land use occurs during December during the afternoon. Therefore, since the ITE data represents the parking demand on a weekend during December, the parking supply that meets the anticipated demand throughout the year is 337 spaces. As shown in the table below, the proposed Winter Springs Marketplace will provide 329 parking spaces at a parking ratio of 5.76 spaces per thousand square feet, which is higher than the average of the three data sources below. Table 2: Parking Ratio Determination Bicycle Parking The City of Winter Springs does not provide minimum requirements for bicycle parking facilities. However, it strongly encourages developments within the SR 434 corridor to provide parking facilities for bicycles. The City of Cambridge, Massachusetts, is recognized as one of the top municipal codes for bicycle parking requirements. Their code provides guidance for long-term and short-term bicycle parking spaces required per land-use. Short-term parking spaces is defined as parking facilities located in a publicly accessible space near pedestrian entrances to the uses they are intended to serve; typically intended to serve visitors, such as retail patrons. Long-term parking spaces are defined as parking facilities located within an enclosed, limited-access areas. These type of parking spaces are intended to primarily serve residents, employees, or other person who require bicycle storage for a substantial portion of the day. The City of Cambridge provides the following guidance for short-term parking spaces applicable to Winter Springs Marketplace: · General or professional offices: 0.06 spaces per thousand square feet, Parking Ratio (spaces/Ksf)Spaces City's Code 3.54 202 ITE 5.90 337 ULI 4.00 228 Provided (per Site Plan)5.76 Page 4 kimley-horn.com 189 South Orange Avenue, Suite 1000, Orlando, FL, 32801 407 898 1511 · Retail: 0.60 spaces per thousand square feet, and · Restaurants: 1.0 space per thousand square feet. The City of Cambridge code was utilized to determine the required bicycle parking spaces for the site. The previous total recommended bicycle parking spaces for the proposed shopping center was 36 spaces. It now should be 34 spaces.Table 3 summarizes the parking spaces recommended at each building. As shown in the site plan (Attachment A) the proposed shopping center will provide 38 bicycle parking spaces. Table 3: Bicycle Parking Spaces Summary Conclusion Upon review of ULI and ITE industry guidance, the proposed parking supply of 329 spaces will be sufficient for parking demand at the proposed Winter Springs Marketplace. Additionally, it is recommended that 34 bicycle parking spaces be provided based on review of nationally recognized municipal code for bicycle parking requirements. Overall, the proposed Drive-in bank is shown to provide sufficient parking spaces and it is not anticipated to impact parking needs for shopping center. A Medical/Dental Office 4,280 0.06 1 B Fast-Food Restaurant w/ Drive- Through Window 2,325 1 2 Fast-Food Restaurant w/ Drive- Through Window (Previous use)3,056 1 3 Bank (Current Use)2,065 0.06 - D Retail 19,200 0.6 12 E Retail 10,000 0.6 6 F Retail 19,209 0.6 12 Bicycle Spaces (Current Use) 34 6 12 Total 36 1 2 C - 1 12 Building Land Use Size [SF]Ratio [Spaces per KSF] Bicycle Spaces (Previous Use) Sincerely, KIMLEY-HORN AND ASSOCIATES, INC. James M. Taylor, P.E. 109 ATTACHMENT A Site Plan 110 ROBERTS FAMILYLANET U S K AW I L L A R O A D NATURES WAYSTATE ROAD 434 SOL A R I S W H A R F S T R E E TSCHOOLSCHOOLSCHOOLSCHOOL269.65'133.68'77.93'195.76'91.49'218.89'FUTURE DEVELOPMENT STOPSTOPBLDG. A 4,280 SF FFE: 47.00'OP 22,325 SFFFE: 47.00'OP 13,056 SFFFE: 47.00'RETAIL A 19,000 SF FFE: 47.35' RETAIL B 10,000 SF FFE: 47.35' RETAIL C 19,209 SF FFE: 47.00' 10 9 10 7 6 6 6 10 7 6 6 6 16 16 16 16 15 15 16 16 15 14 12 12 13 12 25 10 10 6 7 6 5 FUTURE DEVELOPMENT AREA: ±1.12 AC. OVERALL SITE DATA:WINTER SPRINGSMARKETPLACEOVERALLSITE PLAN©C4.0 REQUIRED PAVING SETBACKS BUILDING COVERAGE: REQUIRED BUILDING SETBACKS OVERALL IMPERVIOUS CALCULATIONS PROVIDED PARKING: REQUIRED PARKING:NORTHPHASING STORMWATER MANAGEMENT 100-YEAR FLOOD PLAIN SITE SIGNAGE LANDSCAPING 111 ATTACHMENT B ITE Parking Generation Manual Land Use 820 – Shopping Center 112 Shopping Center -December (820) Peak Period Parking Demand vs:1000 Sq.Ft.GLA On a:Saturday Setting/Location:General Urban/Suburban Peak Period of Parking Demand:11:00 a.m.-5:00 p.m. Number of Studies:93 Avg.1000 Sq.Ft.GLA:56O Parking mand per 1000 Sq.Ft.GLA eakPeriod Range of Rates 33rd /85th PercentileAverageRate 95%Confidence Interval Standard Deviation (Coeff.of Variation) 4.58 1.56-7.50 3.97 /5.90 4.31 -4.85 1.33 (29%) ataPlot and Equation 20000 X X 10000 X -t. Xtt 1000 2000 3000 4000 5000 X=1000 Sq.Ft.GLA X Study Site Fitted Curve --AverageRate Fited Curve Equation:P=3.67(X)+510.52 R²=0.80 Land Use Descriptions and Data Plots 567 113 “Engineering a Higher Standard” 301 West State Road 434, Suite 309, Winter Springs, FL 32708 • 407-992-9160 • Fax 407-358-5155 www.pegasusengineering.net P R O J E C T M E M O R A N D U M To: Lorna Bradley Permitting Manager City of Winter Springs From: David W. Hamstra, P.E., CFM Stormwater Department Manager Date: November 10, 2022 Re: Winter Springs Marketplace | Fifth Third Bank Subj: Civil and Stormwater Review Comments #1 Pursuant to the City of Winter Springs’ request, the following comments were prepared by Pegasus Engineering, LLC based on a review of the following documents:  Construction Plans prepared by Kimley-Horn (dated January 10, 2022); and  Drainage Calculations prepared by Kimley-Horn (dated November 3, 2020). It should be noted that this review and the following comments are focused on civil and stormwater related elements of the project with the remaining design aspects to be reviewed by others. Construction Plans 1. Please provide a copy of the geotechnical engineering report prepared by ECS, Florida to demonstrate that the bottom of the proposed exfiltration system and the two (2) dry bottom ponds are above the predicted seasonal high groundwater table. 2. Provide a typical pond section on Sheet No. C5.0 that depicts the side slope s, the seasonal high groundwater table, the design high water elevations, and the limits of sod. Please provide a note that the sod shall be sand grown sod, not muck grown sod. 114 Winter Springs Marketplace | Fifth Third Bank Civil and Stormwater Review Comments #1 November 10, 2022 Page 2 3. Regarding Sheet No. C6.0, there are three (3) proposed CMP to existing CMP connections without drainage structures proposed for the connections. Please provide details associated with the three (3) proposed connections. 4. On Sheet No. C9.0, pertaining to Section B-B for the proposed Diversion Control Structure, there is an elevation provided and reference to an 18-inch HP pipe. It appears that this needs to be removed. 5. With respect to Sheet No. C9.1, provide elevations associated with the typical section of the proposed underground detention system. Also, please confirm if clean-outs and/or access ports will be provided for inspection and maintenance. 6. Based on Chapter 9 of the Land Development Code – Section 9-242(d), the City will allow the use of corrugated metal pipe (CMP) if it is asphalt coated . Please add a note to the appropriate sheets that instruct the contractor to provide and install asphalt coated CMP. 7. Minor Comment: suggest adding a note to the cover sheet that states the vertical datum even though it is provided on Sheet No. C3.0. 8. Compliments on the General Notes (Sheet Nos. C1.0 and C1.1) and the SWPPP (Sheet No. C2.0). There were very thorough and well written. Drainage Calculations 1. Based on Chapter 9 of the Land Development Code - Section 9-241(e), the post- development runoff rate and volume shall not exceed the pre-development condition. Revise the drainage calculations to demonstrate that the runoff rate and volume criteria are satisfied or provide documentation that the applicant previously secured a waiver from the City Commission. 2. It appears that the Drainage Calculations provided in support of the Fifth Third Bank project are the exact same as the submittal for the Winter Springs Marketplace project. That said, please provide the following as it pertains to the Fifth Third Bank submittal: ▪ Drainage Summary pertaining to the specific project. It appears that the proposed grading and drainage improvements deviate from the original master plan. Therefore, provide a description of the proposed drainage improvements and how they adhere to the Marketplace project. 115 Winter Springs Marketplace | Fifth Third Bank Civil and Stormwater Review Comments #1 November 10, 2022 Page 3 ▪ Provide drainage calculations to coincide with the proposed drainage improvements (e.g., ICPR analysis of the two (2) stormwater ponds and the underground detention system, PONDS analysis to demonstrate recovery of the pollution abatement volume). 3. Provide a Drainage Map that depicts the drainage sub -basin limits associated with the drainage inlets, stormwater ponds, and exfiltration system. 4. Based on my review of the Drainage Calculations for the Winter Springs Marketplace, the following two (2) issues were noted: ▪ The pre-development and the post-development drainage areas are not the same, please clarify. ▪ The Peak Rate Factor of 256 for pre-development and post-development conditions is not appropriate. A minimum of 323 should be used to generate the post - development runoff hydrographs. 5. Upon receipt, provide a copy of the approved St. Johns River Water Management District (SJRWMD) Environmental Resource Permit (ERP) for the City’s files. In closing, please provide a written response to each comment with the next submittal. In addition, please sign and seal the revised construction plans and stormwater calculations. If you have any questions regarding these comments, please do not hesitate to contact me directly at 407-992-9160, extension 309, or by e-mail at david@pegasusengineering.net. END OF MEMO cc: Nick Tafelsky, City of Winter Springs Phil Hursh, City of Winter Springs Pegasus Project File WSC-22004 116 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 117 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 118 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 ............................................................................................................11 119 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 120 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 121 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. 122 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. 123 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. 124 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. 125 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) 126 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. 127 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 25.46 128 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 44.63 129 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. 130 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. 131 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 132 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 133 134 135 136 137 138 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. 83445-1 139 / 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. 97490-1 140 STOPSTOPB LDG . A 4 , 2 8 0 S F BLD G. B 2,325 SF BLD G. C 3,056 SF B LDG . E 1 0 , 0 0 0 S F B LDG . F 1 9 , 2 0 9 S F B LDG . 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 POST-DEVELOPMENTBASIN & NODE MAPWINTER SPRINGSMARKETPLACENORTH 141 Kimley-Horn and Associates, Inc. Winter Springs Marketplace APPENDIX B Pre- Development Drainage Calculations and ICPR Analysis 142 Kimley-Horn and Associates, Inc. Winter Springs Marketplace SJRWMD PERMIT NO. 83445-1 WALGREENS DRUG STORE #6575 EXISTING CONDITIONS MODELING OF SR 434 OUTFALL 143 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: 144 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: 145 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. 146 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 0.22 147 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 1.000 148 PRE DEVELOPMENT HYDROGRAPHS & ROUTINGS 149 SC SIIMOD 25 YEAR/24 HOUR 150 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- 151 MEAN ANNUAL 152 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 153 Kimley-Horn and Associates, Inc. Winter Springs Marketplace SJRWMD PERMIT NO. 97490-1 JESUP'S RESERVE EXISTING CONDITIONS MODELING OF WETLAND OUTFALL 154 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 #3 155 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 156 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 157 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 0.052 158 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 82.1 159 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 + 0.000 160 APPENDIX C AdICPR Model Results Hydrologic and HydrauJic Calculations X%501-5760-000Wpermrts\Stormwatsr Report.doc c-i 161 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) : 999999.000 162 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 2 163 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) : 214739.698 164 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) : 210429.379 165 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 35.000 166 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 5 167 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 5 168 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) 169 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 5 170 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) : 214739.698 171 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) : 148492.145 172 (ICPR) ©2002 Streamline 21.173 0.000 28.140 19.941 0.000 173 - - - - 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 1 174 Kimley-Horn and Associates, Inc. Winter Springs Marketplace APPENDIX C Post- Development Drainage Calculations 175 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 176 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 177 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 178 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 179 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 180 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 181 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 182 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 183 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 184 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 185 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 186 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 187 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 188 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 189 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 190 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 191 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 192 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 193 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 194 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 195 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 196 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 197 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 198 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 199 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 200 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 201 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 202 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 203 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 204 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 205 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 206 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 207 Kimley-Horn and Associates, Inc. Winter Springs Marketplace BMPTRAINS NUTRIENT REMOVAL REPORT 208 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 0.01 209 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=0.188 210 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 0.352 211 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 (%) 212 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) 213 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 27.70 214 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) 215 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 216 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 (%) 49 217 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 218 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) 0.11 219 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) 0.000 220 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 221 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 (%) 75 222 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 223 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) 0.11 224 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) 0.000 225 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 226 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) 227 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 ↓ 228 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) 5.118 229 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) 0.000 230 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 ↓ 231 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) 9.189 232 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) 0.000 233 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 ↓ 234 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) 7.628 235 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) 0.000 236 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 ↓ 237 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 238 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) 239 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 240 Kimley-Horn and Associates, Inc. Winter Springs Marketplace APPENDIX D Post- Development ICPR Analysis 241 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 242 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 243 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 244 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 245 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 0 246 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 0.00 247 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 0.00 248 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 249 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:0.00 250 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: 251 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 252 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:0.00 253 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 254 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: 255 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 256 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-15 257 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-16 258 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 259 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: 260 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 261 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 262 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 263 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 264 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 265 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 266 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 267 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 268 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: 269 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: 270 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: 271 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 272 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: 273 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: 274 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: 275 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: 276 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: 277 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 P3:45 278 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 279 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: 280 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 281 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 282 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: 283 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 284 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:3.200 285 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 286 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 287 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 288 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 289 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 290 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 291 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) 292 Kimley-Horn and Associates, Inc. Winter Springs Marketplace APPENDIX E Wet & Dry Pond Recovery Analysis 293 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 0.03 294 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 0.00 295 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 0.28 296 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 0.00 297 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 0.13 298 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 0.06 299 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 0.12 300 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 0.00 301 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 0.00 302 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 0.00 303 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 0.04 304 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 0.01 305 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 0.00 306 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 0.00 307 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) 308 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 309 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 310 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 311 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. 312 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. 313 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 314 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 315 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 316 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 317 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 318 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 319 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 320 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 321 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 322 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 323 STOPSTOPLEGEND WINTER SPRINGSMARKETPLACEWATERCADPOTABLE SCHEMATICNORTH324 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 325 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 326 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 327 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 328 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 329 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 330 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 331 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 332 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 333 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 334 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 335 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) 336 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 337 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 338 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 339 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 340 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 341 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) 342 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 343 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 344 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 345 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 346 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 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" NEEDED FIRE FLOW (NFF) ANALYSIS MDF+FF (H3+H6) 348 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 349 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 350 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 351 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 352 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 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" 2.6 METER SPECIFICATIONS 354 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. 355 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 B64.5 356 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 357 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 358 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. 359 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 , , . , ., . 360 SR Water Meters PD-760 Page 1 of 1 Typical Performance Curves 5/8" and 5/8" x 3/4" SR MeterUA-5619 3/4" SR Meter 7-1/2" Laying LengthUA-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 161412 10 8 6 4 2 1.0.8 .6 .4 .2 101100999897969594 AWWA LIMIT AWWA MAXIMUM CAPACITYU.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 HEAD LOSSPSIBARRATE OF FLOWACCURACY-PERCENT0.5 ACCURACY CURVE HEAD LOSS CURVE 161412 10 8 6 4 2 1.0.8 .6 .4 .2 101100999897969594 AWWA LIMIT AWWA MAXIMUM CAPACITYU.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 HEAD LOSSACCURACY-PERCENTPSIBARRATE 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 AWWA MAXIMUM CAPACITYU.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 HEAD LOSSACCURACY-PERCENTPSIBARRATE 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 AWWA MAXIMUM CAPACITYU.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 HEAD LOSSACCURACY-PERCENTPSIBARRATE 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 AWWA MAXIMUM CAPACITYU.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 HEAD LOSSACCURACY-PERCENTRATE OF FLOW PSIBAR 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 LIMITAWWA MAXIMUM CAPACITYU.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 HEAD LOSSACCURACY-PERCENT pd_760.fm Page 11 Thursday, June 24, 2004 3:43 PM 361 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis APPENDICES HYDRANT FLOW TEST RESULTS WIGINTON FIRE SYSTEMS ......................... APPENDIX A 362 Kimley-Horn and Associates, Inc. Winter Springs Marketplace Potable Water Analysis APPENDIX A HYDRANT FLOW TEST RESULTS PER WIGINTON FIRE SYSTEMS 363 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 364 Cherokee Village Trail Pawnee Trail S R 4 3 4 Tuskawilla Rd(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 365