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HomeMy WebLinkAbout22-16W Scannell 67 Kennedy Rd G:\jobs\4670\Docs\Applications\IWACC\4670 IWA Abutter Notice.doc P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, & Rhode Island March 30, 2022 Re: Inland Wetlands & Watercourses Application 67 Kennedy Road Warehouse & Distribution Center Site Plan & Resubdivision 352 Sullivan Avenue & 67 & 68 Kennedy Road, South Windsor, CT 06074 Dear Abutting Property Owner: On behalf of the applicant and in accordance with Section 7.3b of the “Town of South Windsor Inland Wetlands, Watercourses, and Conservation Regulations”, you are hereby notified that an application has been filed on the property abutting yours and is subject to a hearing by the Inland Wetlands Agency/Conservation Commission. The application and plans are on file with the South Windsor Planning Department. As an abutting property owner, you are invited to the hearing to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application prior to the hearing(s) if you so desire. For further information regarding the specific date this will be heard please contact Jeff Folger, Environmental Planner/Conservation Officer, Planning Department, 860-644-2511, ext. 2229. If you have any questions regarding the specifics of the plans, please feel free to contact our office at 860-291-8755. Thank you. Sincerely, DESIGN PROFESSIONALS, INC. Benjamin P. Wheeler, PLA Director of Operations Cc: Town of South Windsor Applicant Property Owner © ··· es i g n ro f e s s i o n a l s esign rofessionals· · · esign rofessionals 30 KENNEDY ROAD WOODCOCK JOHN J JR TR 49800030 40 KENNEDY ROAD 456 SULLIVAN AVE LLC 49800040 46 KENNEDY ROAD LAWSONS PROPERTIES LLC 49800046 138 RYE STREET SHEPARD POLA INC 78600138 140 RYE STREET SHEPARD POLA INC 78600140 250 RYE STREET ALTATWO REALTY COMPANY LLC 78600250 300 RYE STREET ALTA REALTY COMPANY LLC 78600300 1 SCHWEIR ROAD KUHNS FAMILY PROPERTIES LLC 81300001 22 SCHWEIR ROAD WOLF & GUERRA LLC 81300022 26 SCHWEIR ROAD MISCELLANEOUS STEEL & RAIL LLC 81300026 280 SULLIVAN AVENUE 280 SULLIVAN AVENUE LLC 87300280 283 SULLIVAN AVENUE DELLA N LLC/LEGACY VENTURES LLC 87300283 305 SULLIVAN AVENUE WOLF HELMAR 87300305 329 SULLIVAN AVENUE WOLF & GUERRA LLC 87300329 330 SULLIVAN AVENUE JKLN LLC 87300330 349 SULLIVAN AVENUE WOLF & GUERRA LLC 87300349 405 SULLIVAN AVENUE KUHNS FAMILY PROPERTIES LLC 87300405 425 SULLIVAN AVENUE CONDOR PROPERTIES LLC 87300425 455 SULLIVAN AVENUE PARKSITE INC 87300455 472 SULLIVAN AVENUE CURRENT RESIDENT 87300472 222 TROY ROAD CURRENT RESIDENT 90000222 © ··· es i g n ro f e s s i o n a l s D © ··· es i g n ro f e s s i o n a l s D D D D © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s · · · ’ · · · · ’ · © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s WETLAND MITIGATION GOALS 1)COMPENSATE FOR THE LOST WETLAND AREA BY PROVIDING A COMPREHENSIVE WETLAND MITIGATION PLAN THAT INCLUDES CREATING A NEW WETLAND AREA, RESTORING A PREVIOUSLY DEGRADED WETLAND AREA, AND PROVIDING A CONSERVATION AREA THAT ENCOMPASSES BOTH AREAS AND FORESTED UPLAND BUFFER AREAS WHICH WILL PROVIDE HIGHER FUNCTIONS AND VALUES THAN THAT PROVIDED BY THE TOW ISOLATED WETLANDS BEING IMPACTED. 2)LOCATE WETLAND MITIGATION AREAS ADJACENT TO EXISTING WETLANDS TO ENSURE WETLAND HYDROLOGY CAN BE DEVELOPED WITHIN MITIGATION AREAS AND PROVIDE ECOLOGICAL CONNECTIVITY TO EXISTING WETLAND SYSTEM LOCATED IN THE NORTHERN PORTION OF THE PROJECT SITE. 3)PLANT WETLAND MITIGATION AREAS WITH A SUFFICIENT DENSITY AND DIVERSITY OF NATIVE PLANTS, WITH A FOCUS OF CREATING A FORESTED WETLAND COVER TYPE TO COMPENSATE FOR IMPACTED FORESTED WETLANDS, PROVDING ENHANCED FUNCTIONS AND VALUES WITH A PARTICULAR FOCUS ON ENHANCING WILDLIFE HABITAT FUNCTION. GENERAL MITIGATION NOTES 1)THE PROJECT WETLAND SCIENTIST WITH EXPERTISE IN WETLAND CREATION, RESTORATION AND ENHANCEMENT WILL SUPERVISE ALL ELEMENTS OF THE MITIGATION PLAN. 2)PLASTIC MESH SLEEVES, TREE SHELTERS AND DEER REPELLANTS WILL BE USED AS NECESSARY TO PROTECT PLANTED TREES AND SHRUBS FROM EXCESSIVE DEER DAMAGE. PLANTS WITH EXCESSIVE DAMAGE WILL BE REPLACED. 3)A PRE-CONSTRUCTION MEETING WILL BE HELD ON SITE BETWEEN THE PROJECT WETLAND SCIENTIST AND CONTRACTOR(S) PERFORMING ALL ASPECTS OF THE WETLAND MITIGATION PLAN (E.G., WETLAND CREATION, WETLAND RESTORATION, ETC.). THE PRIMARY INTENT OF THE PRE-CONSTRUCTION MEETING IS TO DISCUSS THE GOALS OF THE MITIGATION PLAN AND IMPLEMENTATION OF REQUIRED ELEMENTS NECESSARY TO ACHIEVE THESE GOALS AND SEQUENCE OF ELEMENTS. THE TOWN OF SOUTH WINDSOR SENIOR ENVIRONMENTAL PLANNER WILL BE PROVIDED NOTICE OF THIS MEETING A MINIMUM OF 3 BUSINESS DAYS PRIOR TO THE MEETING WITH AN INVITATION TO ATTEND. 4)THE TOWN OF SOUTH WINDSOR SENIOR ENVIRONMENTAL PLANNER SHALL BE NOTIFIED A MINIMUM OF 48 HOURS IN ADVANCE OF ANY PHASE OF THE MITIGATION PROJECT. PROPOSED WETLAND CREATION AND RESTORATION AREAS 1)THE WETLAND CREATION AND RESTORATION AREAS, COLLECTIVELY REFERRED TO AS WETLAND MITIGATION AREAS, ARE PROPOSED IN CLOSE PROXIMITY TO EXISTING WETLANDS TO THE NORTH AND WEST, WITHIN THE NORTHERN PORTION OF THE PROJECT SITE THAT IS CURRENTLY DOMINATED BY MODERATELY WELL DRAINED SANDY GLACIOFLUVIAL (OUTWASH) SOILS. THE WETLAND CREATION AND RESTORATION AREAS WILL INCLUDE FORESTED, SCRUB-SHRUB, AND EMERGENT COVER TYPES TO PROMOTE A DIVERSE VARIETY OF WETLAND HABITATS THAT WILL SUPPORT SEVERAL WETLAND FUNCTIONS AND VALUES AT PRINCIPAL OR SECONDARY LEVELS. CONSTRUCTION OF THE WETLAND CREATION AND RESTORATION AREAS HAS BEEN DESIGNED TO MINIMIZE EROSION, PREVENT SEDIMENT FROM ENTERING ADJACENT WETLANDS, AND TO MAXIMIZE THE ESTABLISHMENT OF PLANTED NATIVE VEGETATION. THIS OVERALL MITIGAITON AREA WILL PROVIDE SIGNIFICANTLY HIGHER WETLAND FUNCTIONS AND VALUES THAN THE TWO ISOLATED WETLANDS PROPOSED TO BE IMPACTED. THIS WETLAND MITIGAITON PLAN HAS BEEN DEVELOPED UTILIZING CERTAIN ASPECTS CONTAINED WITHIN THE U.S. ARMY CORPS OF ENGINEERS NEW ENGLAND DISTRICT COMPENSATORY MITIGATION STANDARD OPERATING PROCEDURES (DECEMBER 29, 2020) AS GUIDANCE. THE WETLAND CREATION AND RESTORATION AREAS WILL BE CONSTRUCTED PER THE FOLLOWING: 2)PRIOR TO ANY EARTHWORK, A SILT FENCE AND/OR COMPOST FILTER SOCK EROSION CONTROL BARRIER WILL BE INSTALLED BETWEEN THE EXISTING WETLAND AND PROPOSED WETLAND CREATION AREA. 3)THE PROJECT WETLAND SCIENTIST SHALL BE NOTIFIED BY THE CONTRACTOR A MINIMUM OF SEVEN (7) BUSINESS DAYS PRIOR TO ANY PHASE OF THE MITIGATION PROJECT INCLUDING EXCAVATION AND GRADING, SOIL TRANSFER AND PLANTING, TO MONITOR AND OR SEE IMPLEMENTATION OF THE WETLAND CREATION PLAN. 4)THE TOWN OF SOUTH WINDSOR SENIOR ENVIRONMENTAL PLANNER SHALL BE NOTIFIED A MINIMUM OF48 HOURS PRIOR TO THE INSTALLATION OF EROSION CONTROLS AND AGAIN BEFORE THE COMMENCEMENT OF EXCAVATION WORK. 5)MATURE TREES IMMEDIATELY ADJACENT TO THE WETLAND CREATION AREA, WHICH ARE AT OR NEAR THE FINAL DESIGN ELEVATIONS OF THE AREA, WILL BE IDENTIFIED AND PRESERVED (WHERE POSSIBLE). IN ADDITION, SELECT MATURE MAST TREES WITHIN THE INTERIOR OF THE WETLAND CREATION AREA WILL BE IDENTIFIED AND PRESERVED TO RETAIN SOME EXISTING OVERSTORY FOREST COVER. 6)LARGER DBH RED MAPLE TREES WITHIN THE TWO IMPACTED ISOLATED WETLANDS WILL BE SELECTED FOR REUSE IN THE WETLAND CREATION AND RESTORATION AREAS AS RED MAPLES ARE ADEPT AT RESPROUTING. SELECTED RED MAPLE TREES WILL BE CUT WITH A 4-6 FOOT STUMP RETAINED AND EXCAVATED TO INCLUDE SOME OF THE ROOT BALL. RED MAPLE STUMPS WILL BE “PLANTED” WITHIN THE WETLAND CREATION AND RESTORATION AREAS. 7)WETLAND TOPSOIL FROM THE TWO IMPACTED ISOLATED WETLANDS WILL BE REMOVED, SEGREGATED, AND STOCKPILED IN THE WETLAND MITIATION STAGING AREA FOR USE IN THE WETLAND CREATION AREA. STOCKPILED WETLAND TOPSOIL SHALL NOT BE SCREENED SO IT RETAINS ROOT MATTER AND SEED STOCK OF NATIVE WETLAND PLANT SPECIES THAT WILL AID IN NATURALLY ATTENUATING THE WETLAND CREATION AREA WITH NATIVE VEGETATION. 8)AS THE WETLAND CREATION AREA CONSISTS OF NATIVE MODERATEY WELL DRAINED SANDY GLACIOFLUVIAL SOILS WITH A SEASONAL HIGH GROUNDWAER TABLE, EXCAVATION WILL CONSIST OF FIRST REMOVAL AND SEGRETATION OF TOPSOIL. THE EXCAVATED TOPSOIL SHALL BE RETAINED FOR REUSE IN THE WETLAND CREATION AREA FOLLOWING ORGANIC MATTER AMENDMENTS, AS NECESSARY, TO REPLICATE WETLAND TOPSOIL. APPROXIMATELY 1 TO 2 FEET OF SANDY SUBSOIL WILL BE REMOVED IN ORDER TO INTERCEPT THE LOCAL SEASONAL HIGH GROUNDWATER TABLE AND CREATE VARING LEVELS OF WETLAND HYDROLOGY: SEASONAL SOIL SATURATION WITHIN 12 INCHES OF THE FINAL WETLAND SOIL SURFACE GRADE. MODIFICATIONS TO THIS GRADING PLAN MAY BE MADE IN THE FIELD AT THE DIRECTION OF THE PROJECT WETLAND SCIENTIST IN RESPONSE TO ACTUAL SUBSURFACE SOIL AND HYDROLOGIC CONDITIONS. THE PROJECT WETLAND SCIENTIST WILL INSPECT THE SUB-GRADE OF THE WETLAND CREATION AREA TO ENSURE THAT THE PROPER HYDROLOGY HAS BEEN ESTABLISHED PRIOR TO THE PLACEMENT OF WETLAND TOPSOIL. 9)AS THE WETLAND RESTORATION AREA CONSISTS OF FILL MATERIAL OVERLYING ORIGINAL WETLAND SOILS, EXCAVATION WILL CONSIST OF REMOVAL OF FILL MATERIAL UNTIL THE UNDERLYING NATIVE WETLAND SOIL IS EXPOSED. MINOR MODIFICATIONS TO THIS GRADING PLAN MAY BE MADE IN THE FIELD BY THE PROJECT WETLAND SCIENTIST IN RESPONSE TO ACTUAL SUBSURFACE SOIL AND HYDROLOGIC CONDITIONS. THE PROJECT WETLAND SCIENTIST WILL INSPECT THE SUB-GRADE OF THE WETLAND CREATION AREA TO ENSURE THAT THE PROPER HYDROLOGY HAS BEEN ESTABLISHED. 10)THE WETLAND SOIL WITHIN THE WETLAND CREATION AREA SHALL BE A MINIMUM OF TWELVE INCHES DEEP. WETLAND TOPSOIL WILL BE ADDED AS NEEDED TO MEET THESE CONDITIONS. ADDED WETLAND SOILS SHALL CONSIST OF PREPARED WEED-FREE TOPSOIL MADE UP OF A 1: 1 MIXTURE (OR EQUAL VOLUMES) OF ORGANIC AND MINERAL MATERIALS THAT CONTAINS AT LEAST 12 PERCENT ORGANIC CARBON CONTENT BY WEIGHT. CLEAN COMPOSTED LEAF MOLD OR COMMERCIALLY AVAILABLE COMPOST FREE OF WEEDS OR INVASIVE SPECIES IS THE PREFERRED AMENDMENT TO ACHIEVE THIS STANDARD, THOUGH OTHER MATERIALS MAY BE USED IF APPROVED BY THE PROJECT WETLAND SCIENTIST. 11)THESE SOILS WILL THEN BE GRADED TO ACHIEVE A SLIGHT HUMMOCK/HOLLOW MICROTOPOGRAPHY, SIMILAR TO THAT OF A NATURAL WETLAND SUBSTRATE. THE CONTRACTOR SHALL ENSURE THAT PROPER SOIL COMPACTION LEVELS (LOOSE TO FRIABLE) ARE MAINTAINED. IF CORRECTION MEASURES ARE NECESSARY, THE CONTRACTOR SHALL SUBMIT METHOD(S) TO BE EMPLOYED TO THE PROJECT WETLAND SCIENTIST FOR APPROVAL. 12)THE DISTURBED UPLAND SLOPE ADJACENT TO THE MITIGATION AREAS WILL BE ROUGH GRADED TO REMOVE UNWANTED LARGE DEBRIS. SIX INCHES OF TOPSOIL WILL BE PLACED ON THE SLOPE AND SEEDED WITH A NEW ENGLAND CONSERVATION/WILDLIFE MIX (NEW ENGLAND WETLAND PLANTS, INC. [413.548.8000] OR EQUIVALENT). APPROPRIATE EROSION CONTROLS MEASURES (I.E., EROSION CONTROL BLANKET, HYDROSEEDING WITH BONDED FIBER MATRIX, STRAW MULCH, ETC.) WILL BE UTILIZED TO STABILIZE THE SLOPE UNTIL VEGETATION IS ESTABLISHED. 13)WETLAND CREATION AND RESTORATION AREAS PLANTINGS SHALL TAKE PLACE ONCE THE ABOVE LISTED TASKS HAVE BEEN COMPLETED. THE WETLAND CREATION AND RESTORATION AREAS WILL BE PLANTED WITH NATIVE TREES AND SHRUBS AS NOTED IN THE PLANTING SCHEDULE AND UNDER SOWN WITH A NATIVE NEW ENGLAND WETLAND SEED MIX (NEW ENGLAND WETLAND PLANTS, INC. [413.548.8000] OR APPROVED EQUIVALENT) AFTER THE GRADING IS COMPLETED. 14)THE PROJECT WETLAND SCIENTIST SHALL INSPECT THE PLANTING STOCK SPECIMENS FOR HEALTH, PEST, AND SUITABLE FOR USE WITHIN THE REPLICATION AREA. UNSUITABLE SPECIMENS WILL BE REJECTED AND REPLACED WITH SUITABLE SPECIMENS. ANY PLANTING SUBSTITUTIONS MUST BE APPROVED BY THE PROJECT WETLAND SCIENTIST. ALL WOODY PLANT STOCK SHALL BE CONTAINER-GROWN OR BURLAP BALLED. PLANTING WITHIN THE WETLAND MITIGATION AREAS WILL CONFORM TO THE PLANS OR WILL BE COMPLETED IN ACCORDANCE WITH DIRECTIONS PROVIDED IN THE FIELD BY THE PROJECT WETLAND SCIENTIST. ONLY PLANT MATERIALS NATIVE AND INDIGENOUS TO CONNECTICUT SHALL BE USED. INVASIVE PLANT SPECIES WILL NOT BE USED IN THE MITIGATION AREA. 15)ALL PLANT MATERIALS INSTALLED SHALL MEET OR EXCEED THE SPECIFICATIONS OF THE “AMERICAN STANDARDS FOR NURSERY STOCK SECTION 10: SEEDLING TREES AND SHRUBS" BY THE AMERICAN ASSOCIATION OF NURSERYMEN. 16)NO CULTIVARS OF NATIVE PLANTS IDENTIFIED IN THE PLANTING SCHEDULE SHALL BE USED UNLESS APPROVED BY THE PROJECT WETLAND SCIENTIST. 17)THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CAREFUL INSTALLATION, MAINTENANCE (INCLUDING WATERING), AND ESTABLISHMENT OF THE PLANT MATERIAL IN THE MITIGATION AREAS. A MAINTENANCE SCHEDULE FOR IRRIGATION AND PRUNING (AS NECESSARY) WILL BE ESTABLISHED BY THE CONTRACTOR. ALL PLANTS SHALL BE GUARANTEED BY THE CONTRACTOR TO REMAIN ALIVE AND HEALTHY FOR THE FULL TWELVE (12) MONTH PERIOD FOLLOWING THE DATE OF PLANTING. 18)ALL PLANTINGS TO BE SPACED GENERALLY AS NOTED ON THE PLANTING SCHEDULE WITH ASSISTANCE FROM THE PROJECT WETLAND SCIENTIST TO SIMULATE NATURAL GROWTH PATTERNS. 19)ROCKS AND BOULDERS UNCOVERED DURING EXCAVATION OF THE WETLAND RESTORATION AREAS MAY BE LEFT IN PLACE PROVIDED THAT THEY DO NOT SIGNIFICANTLY DECREASE THE PLANTABLE AREA OF THE MITIGATION AREAS. ROCKS AND BOULDERS WILL BE PLACED IN SUCH A WAY AS TO PROVIDE CREVICES AND CAVITIES SUITABLE FOR USE BY WILDLIFE. NO MORE THAN 5 PERCENT OF THE MITIGATION AREAS WILL BE TREATED IN THIS MANNER. 20)FALLEN LOGS, BRANCHES, STUMPS AND OTHER NATURAL DEBRIS WITHIN THE WETLAND MITIGAITON AREAS, EXCLUDING INVASIVE PLANTS, WILL BE REUSED TO PROVIDE BENEFICIAL HABITAT FEATURES FOR WILDLIFE. THIS WILL INCLUDE DOWNED AND UNCOVERED MATERIAL THAT IS ACQUIRED DURING THE PROJECT'S CLEARING ACTIVITIES AND WILL BE DISTRIBUTED TO COVER NO MORE THAN 5 PERCENT OF THE MITIGAITON AREA'S SURFACE. THE NATURAL DEBRIS CAN BE OF VARYING SIZES AND IN VARYING DEGREES OF DECOMPOSITION. 21)THE EROSION CONTROL BARRIERS WILL BE DISASSEMBLED AND PROPERLY DISPOSED OF ONCE THE MITIGAITON AREAS ARE PERMANENTLY STABLIZED BY NATIVE VEGETATION. ANY SEDIMENT COLLECTED BY THESE DEVICES WILL BE REMOVED AND DISPOSED OF IN A MANNER THAT PREVENTS EROSION AND TRANSPORT INTO WETLANDS. MINOR GRADING BY HAND MAY BE PERFORMED IN THIS ZONE TO PROVIDE SURFACE HYDROLOGIC CONNECTION BETWEEN THE MITIGATION AREAS; AREAS WILL BE STABILIZED WITH MULCH AS NECESSARY. INVASIVE SPECIES CONTROL PLAN 1)THE SETTING FOR THE PROPOSED WETLAND MITIGATION AREAS CONSISTS PRIMARILY OF A MATURE FOREST WITH NATIVE TREES, SHRUBS AND FORBS THAT CONTAINS MINIMAL INVASIVE PLANT SPECIES. AS SUCH, CERTAIN PRECAUTIONS ARE RECOMMENDED DURING CONSTRUCTION IN ORDER TO AVOID/MINIMIZE THE IMPORTATION OF INVASIVE PLANT SEEDS/MATERIAL THAT COULD COLONIZE THE WETLAND CREATION AREAS AND DIMINISH ITS WILDLIFE HABITAT VALUE. PROPOSED SOIL DISTURBANCES DURING CONSTRUCTION PROVIDE AN OPPORTUNITY FOR INVASIVE PLANTS TO GAIN A FOOTHOLD AND SPREAD INTO THE SURROUNDING HABITATS. THIS CAN OCCUR THROUGH THE IMPORTATION OF SOIL THAT CONTAINS INVASIVE PLANT SEED STOCK OR CARRIED BY CONSTRUCTION EQUIPMENT THAT HAS PICKED UP SOIL WITH INVASIVE SEED STOCK. THE INVASIVE SPECIES PLAN INCLUDES THE FOLLOWING ELEMENTS: 2)THE CONTRACTOR SHALL ATTEND A PRE-CONSTRUCTION MEETING TO REVIEW THE REQUIREMENTS OF THE INVASIVE SPECIES CONTROL PLAN PRIOR TO MOBILIZATION OF EQUIPMENT, VEHICLES, MATERIALS, ETC. ONTO THE PROJECT SITE. 3)PRIOR TO ENTRY ONTO THE PROJECT SITE, ALL EQUIPMENT AND VEHICLES SHALL BE PRESSURE WASHED BY THE CONTRACTOR AT ITS STORAGE YARD IN ORDER TO REMOVE ANY LOOSE SOIL THAT MAY BE CARRYING INVASIVE PLANT SEEDS. 4)IMPORTATION OF TOPSOIL ONTO THE PROJECT SITE FOR USE IN THE WETLAND MITIGATION AREAS SHOULD BE AVOIDED. TO THE EXTENT PRACTICABLE, WETLAND TOPSOIL FROM THE TWO IMPACTED ISOLATED WETLANDS AND TOPSOIL FROM THE WETLAND CREATION AREA SHALL BE RETAINED FOR REUSE IN THE WETLAND MITIGATION AREAS, AMENDED AS NECESSARY TO ATTAIN THE WETLAND TOPSOIL SPECIFICATIONS IN THE PRECEDING SECTION. 5)TEMPORARILY STOCKPILED TOPSOIL SHALL BE IMMEDIATELY SEEDED WITH EITHER ANNUAL RYE OR WINTER RYE IF IT WILL NOT BE USED WITHIN ONE (1) WEEK. 6)ANY CLEAN FILL MATERIAL IMPORTED ONTO THE PROPERTY SHALL BE FREE OF WEED SEEDS. 7)USE OF HAYBALES IS PROHIBITED ON THIS PROJECT. NATURAL EROSION CONTROL MATERIALS SHALL BE EITHER STRAW BALES OR STRAW- OR COMPOST-FILLED SOCKS/WATTLES. 8)ALL RESTORED AREAS WILL BE INSPECTED DURING THE GROWING SEASON FOR FIVE (5) YEARS FOLLOWING ESTABLISHMENT OF PERMANENT VEGETATION TO MONITOR FOR POSSIBLE COLONIZATION BY INVASIVE PLANTS SPECIES; REFER TO POST-CONSTRUCTION MITIGATION MONITORING SECTION. INVASIVE PLANTS ARE THOSE LISTED AS NON-NATIVE INVASIVE WOODY PLANTS BY THE CONNECTICUT INVASIVE PLANT WORKING GROUP. 9)IF INVASIVE WOODY PLANTS ARE IDENTIFIED TO HAVE MORE THAN 20% AERIAL COVERAGE IN THE RESTORED AREAS, A CONTROL PLAN FOR REMOVAL OF THE INVASIVE WOODY PLANTS WILL BE IMPLEMENTED. FERTILIZER AND PESTICIDE USE NOTES 1)THE USE OF FERTILIZER AND PESTICIDES IN THE WETLAND MITIGATION AREAS ARE PROHIBITED. HERBICIDE USAGE WILL ONLY OCCUR AS NECESSARY FOR THE CONTROL OF INVASIVE SPECIES WITHIN THE MITIGATION AREAS. 2)ALL FEDERAL, STATE AND LOCAL REGULATIONS REGARDING HERBICIDE USE, APPLICATOR PERMIT AND POSTING REQUIREMENTS SHALL BE FOLLOWED. 3)ALL HERBICIDE APPLICATIONS SHALL BE PERFORMED BY A STATE LICENSED INDIVIDUAL UNDER THE SUPERVISION OF THE PROJECT WETLAND SCIENTIST. 4)CERTIFICATIONS, LICENSES AND PERMITS SHALL BE PRODUCED BY THE LICENSED APPLICATOR PRIOR TO THE START OF WORK. 5)ALL HERBICIDES SHALL BE MIXED WITH A DYE APPROVED BY U.S. EPA FOR USE AS A HERBICIDE ADJUVANTS, SUCH AS TURFMARK@DYE OR EQUIVALENT. 6)ONLY NONIONIC SURFACTANTS SHALL BE ADDED TO THE SPECIFIED HERBICIDES. POST-CONSTRUCTION MITIGATION MONITORING 1)LONG-TERM MONITORING OF THE WETLAND MITIGATION AREAS WILL BE CONDUCTED AS FOLLOWS. THE MITIGATION AREAS WILL BE MONITORED THE FIRST FOUR GROWING SEASONS FOLLOWING THEIR CONSTRUCTION. THE FIRST YEAR OF MONITORING WILL BE THE FIRST YEAR THAT THE SITE HAS BEEN THROUGH A FULL GROWING SEASON AFTER COMPLETION OF ALL WETLAND MITIGATION CONSTRUCTION AND PLANTING ACTIVITIES. FOR MONITORING PURPOSES, A GROWING SEASON STARTS NO LATER THAN MAY 31 AND ENDS NO EARLIER THAN NOVEMBER 15. 2)MONITORING REPORTS WILL BE SUBMITTED TO THE TOWN OF SOUTH WINDSOR SENIOR ENVIRONMENTAL PLANNER NO LATER THAN JANUARY 31 OF EACH YEAR FOLLOWING THE PREVIOUS YEAR OF MONITORING. THE REPORTS WILL PROVIDE DETAILS ON THE FIVE SUCCESS STANDARDS DESCRIBED BELOW WITH THE GOAL BEING THAT ALL SUCCESS STANDARDS ARE SATISFIED BY YEAR 5. PERMANENT PHOTO STATIONS SHALL BE ESTABLISHED AT REPRESENTATIVE LOCATIONS WITH PHOTOGRAPHS FROM EACH STATION INCLUDED IN EACH ANNUAL REPORT TO TRACK PROGRESS. MONITORING REPORTS SHALL INCLUDE THE PERCENT SURVIVAL OF PLANTED TREES AND SHRUBS AS WELL AS THE EXTENT OF HERBIVORY. REPORTS WILL ALSO INCLUDE OBSERVATIONS OF VEGETATION DEVELOPMENT AND ANY WILDLIFE USAGE. REMEDIAL ACTIONS RECOMMENDED AND/OR COMPLETED DURING THE MONITORING YEAR WILL ALSO BE PROVIDED IN THE REPORT. 3)PLANTS DETERMINED TO BE DEAD OR UNHEALTHY SHALL BE REPLACED IN KIND, AS NECESSARY, TO ACHIEVE THE SUCCESS STANDARDS NOTED BELOW. IF THERE ARE PROBLEMS THAT NEED TO BE ADDRESSED AND IF THE MEASURES TO CORRECT THEM REQUIRE PRIOR APPROVAL FROM THE TOWN OF SOUTH WINDSOR INLAND WETLANDS AGENCY, THE PERMITTEE WILL CONTACT THE AGENCY AS SOON AS THE NEED FOR CORRECTIVE ACTION IS DISCOVERED. IF FOLLOWING YEAR 5 OF THE MONITORING PROGRAM NOT ALL OF THE SUCCESS STANDARDS ARE SATISFIED, AN ADDITIONAL YEAR OF MONITORING SHALL BE REQUIRED UNTIL ALL SUCCESS STANDARDS ARE ACHIEVED. 4)THE MITIGATION AREAS WILL BE ASSESSED USING FOUR SUCCESS STANDARDS AS FOLLOWS. SUCCESS STANDARD 1: AT LEAST 80% OF THE SURFACE AREA, INCLUDING COLLECTIVELY THE HERBACEOUS, SHRUB, AND FOREST STRATUMS OF THE MITIGATION AREAS, SHOULD BE ESTABLISHED WITH INDIGENOUS NATIVE SPECIES WITHIN THREE GROWING SEASONS. SUCCESS STANDARD 2: VEGETATION SHOULD BE CHECKED TO ENSURE THAT NO MORE THAN 20% OF THE SURFACE AREA IS OCCUPIED BY NON-NATIVE INVASIVE SPECIES. SUCCESS STANDARD 3: SLOPES WITHIN AND ADJACENT TO THE PROPOSED WETLAND CREATION AREAS ARE STABILIZED WITH VEGETATION AND NO EROSION OF SLOPES IS OBSERVED. SUCCESS STANDARD 4: WETLAND CREATION AREAS SUSTAIN SUFFICIENT WETLAND HYDROLOGY TO SUPPORT 50% OR GREATER AERIAL DOMINANCE OF NATIVE WETLAND VEGETATION (WETLAND VEGETATION IS DEFINED AS NATIONAL WETLAND PLANT INDICATOR RATINGS OF FAC OR WETTER). STAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. TREES WHOSE NORTH ORIENTATION IS NOT CHANGED FROM THE NURSERY DO NOT NEED TO BE WRAPPED EXCEPT TREES WITH VERY THIN BARK, SUCH AS RED MAPLE, SHOULD BE WRAPPED IF APPROVED BY THE LANDSCAPE ARCHITECT. TREE WRAP SHOULD BE INSTALLED AT TIME OF PLANTING AND BE REMOVED WHEN DIRECTED BY THE LANDSCAPE ARCHITECT, OPTION 2 APPLY THE PLASTIC SHEETING LOOSELY AROUND THE TRUNK TO LEAVE A 12MM (0.5") GAP BETWEEN THE TRUNK AND THE SHEETING. BUT NO LATER THAN 12 MONTHS AFTER PLANTING. OPTION 1 BIO-DEGRADABLE PLASTIC TAPE TWO-WALLED PLASTIC SHEETING OR TREE SHELTER MATERIAL APPLIED FROM TRUNK FLARE TO FIRST BRANCH BREATHABLE FABRIC TREE WRAP APPLIED FROM TRUNK FLARE TO FIRST BRANCH. WRAP PAPER FROM THE BOTTOM UP WITH SUFFICIENT OVERLAP TO COVER ALL BARK. BIO-DEGRADABLE PLASTIC TAPE WIRE OR CABLE SIZES SHALL BE AS FOLLOWS: TREES UP TO 65 MM (2.5 IN.) CALIPER - 14 GAUGE TREES 65 MM (2.5 IN.) TO 75 MM (3 IN.) CALIPER - 12 GAUGE TIGHTEN WIRE OR CABLE ONLY ENOUGH TO KEEP FROM SLIPPING. ALLOW FOR SOME TRUNK MOVEMENT. PLASTIC HOSE SHALL BE LONG ENOUGH TO ACCOMMODATE 35MM (1.5 IN.) OF GROWTH AND BUFFER ALL BRANCHES FROM THE WIRE. TUCK ANY LOOSE ENDS OF THE WIRE OR CABLE INTO THE WIRE WRAP SO THAT NO SHARP WIRE ENDS ARE EXPOSED. TREES NORMALLY DO NOT NEED TO BE STAKED AND STAKING CAN BE HARMFUL TO THE TREE. STAKING SHOULD BE DONE ONLY WITH THE APPROVAL OF THE LANDSCAPE ARCHITECT IF IT IS EXPECTED THAT THE TREE WILL NOT BE ABLE TO SUPPORT ITSELF. THE FOLLOWING ARE REASONS WHY TREES DO NOT REMAIN STRAIGHT. o TREES WITH POOR QUALITY ROOT BALLS OR ROOT BALLS THAT HAVE BEEN CRACKED OR DAMAGED. REJECT RATHER THAN STAKE. o TREES THAT HAVE GROWN TOO CLOSE TOGETHER IN THE NURSERY, RESULTING IN WEAK TRUNKS. REJECT RATHER THAN STAKE. o PLANTING PROCEDURES THAT DO NOT ADEQUATELY TAMP SOILS AROUND THE ROOT BALL. CORRECT THE PLANTING PROCEDURE. o ROOT BALLS PLACED ON SOFT SOIL. TAMP SOILS UNDER ROOT BALL PRIOR TO PLANTING. o ROOT BALLS WITH VERY SANDY SOIL OR VERY WET CLAY SOIL. STAKING ADVISABLE. o TREES LOCATED IN A PLACE OF EXTREMELY WINDY CONDITIONS. STAKING ADVISABLE. REMOVE ALL STAKING AS SOON AS THE TREE HAS GROWN SUFFICIENT ROOTS TO OVERCOME THE PROBLEM THAT REQUIRED THE TREE TO BE STAKED. STAKES SHALL BE REMOVED NO LATER THE END OF THE FIRST GROWING SEASON AFTER PLANTING. OUTSIDE THE EDGE OF THE ROOT BALL. ASSURE THAT THE BEARING SURFACE OF THE PROTECTIVE COVERING OF THE WIRE OR CABLE AGAINST THE TREE TRUNK IS A MINIMUM OF 12 MM (0.5 IN.). NOTE: ALL STAKES SHALL BE DRIVEN 12 0 0 M M ( 4 ' ) 13MM (0.5") DIAMETER PLASTIC HOSE GALVANIZED WIRE OR CABLE TWIST WIRE TO TIGHTEN. 2"x2"X8' HARDWOOD STAKES OR OTHER APPROVED STAKE MATERIAL. PAINT TOP 6" OF STAKES ORANGE FOR VISIBILITY. 13MM (1/2") DIAMETER PLASTIC HOSE WIRE OR CABLE SIZES SHALL BE AS FOLLOWS: TREES UP TO 65 MM (2.5 IN.) CALIPER - 14 GAUGE TREES 65 MM (2.5 IN.) TO 75 MM (3 IN.) CALIPER - 12 GAUGE TIGHTEN WIRE OR CABLE ONLY ENOUGH TO KEEP FROM SLIPPING. ALLOW FOR SOME TRUNK MOVEMENT. PLASTIC HOSE SHALL BE LONG ENOUGH TO ACCOMMODATE 35MM (1.5 IN.) OF GROWTH AND BUFFER ALL BRANCHES FROM THE WIRE. TUCK ANY LOOSE ENDS OF THE WIRE OR CABLE INTO THE WIRE WRAP SO THAT NO SHARP WIRE ENDS ARE EXPOSED. TREES NORMALLY DO NOT NEED TO BE STAKED AND STAKING CAN BE HARMFUL TO THE TREE. STAKING SHOULD BE DONE ONLY WITH THE APPROVAL OF THE LANDSCAPE ARCHITECT IF IT IS EXPECTED THAT THE TREE WILL NOT BE ABLE TO SUPPORT ITSELF. THE FOLLOWING ARE REASONS WHY TREES DO NOT REMAIN STRAIGHT. o TREES WITH POOR-QUALITY ROOT BALLS OR ROOT BALLS THAT HAVE BEEN CRACKED OR DAMAGED. REJECT RATHER THAN STAKE. o TREES THAT HAVE GROWN TOO CLOSE TOGETHER IN THE NURSERY, RESULTING IN WEAK TRUNKS. REJECT RATHER THAN STAKE. o PLANTING PROCEDURES THAT DO NOT ADEQUATELY TAMP SOILS AROUND THE ROOT BALL. CORRECT THE PLANTING PROCEDURE. o ROOT BALLS PLACED ON SOFT SOIL. TAMP SOILS UNDER ROOT BALL PRIOR TO PLANTING. o ROOT BALLS WITH VERY SANDY SOIL OR VERY WET CLAY SOIL. STAKING ADVISABLE. o TREES LOCATED IN A PLACE OF EXTREMELY WINDY CONDITIONS. STAKING ADVISABLE. REMOVE ALL STAKING AS SOON AS THE TREE HAS GROWN SUFFICIENT ROOTS TO OVERCOME THE PROBLEM THAT REQUIRED THE TREE TO BE STAKED. STAKES SHALL BE REMOVED NO LATER THE END OF THE FIRST GROWING SEASON AFTER PLANTING. THE EDGE OF THE ROOT BALL. ASSURE THAT THE BEARING SURFACE OF THE PROTECTIVE COVERING OF THE WIRE OR CABLE AGAINST THE TREE TRUNK IS A MINIMUM OF 12 MM (0.5 IN.). ALL STAKES SHALL BE DRIVEN OUTSIDE INSTALL THREE GUY WIRES PER TREE, SPACED EVENLY AROUND THE TRUNK. PLASTIC FLAGGING OR OTHER VISUAL MARKER ON EACH WIRE. OPTIONAL METAL DRIVE ANCHORS, INSTALLED PER MANUFACTURERS DIRECTIONS. 750MM (30") LONG WOOD STAKE GALVANIZED WIRE OR CABLE TWIST WIRE TO TIGHTEN. TURNBUCKLES FOR TREES OVER 150MM (6") CALIPER. LOAMY SOILS ARE DEFINED AS GRANULAR OR BLOCKY FRIABLE SOILS, A MIXTURE OF SAND, SILT AND CLAY THE SOIL MUST NOT BE SO COMPACTED AS TO IMPEDE ROOT GROWTH OR DRAINAGE. MASSIVE. THE SOIL MUST BE TESTED FOR TEXTURE, DRAINAGE CAPABILITY, PH, AND NUTRIENT VALUES PRIOR TO DETERMINING PLANT SELECTIONS AND ANY ADDITIONAL SOIL IMPROVEMENTS. THE LOAM CLASSIFICATIONS MAY PRESENT SPECIAL PLANTING PLANTING PROBLEMS NOT ANTICIPATED BY THIS DETAIL. BETWEEN 15 TO 27%: LOAM, SANDY LOAM AND SILT LOAM. NOTE THAT SOILS AT THE OUTER LIMITS OF INCLUDE THE FOLLOWING USDA TEXTURAL CLASSIFICATIONS AND HAVE A CLAY CONTENT OF LOAMY SOILS PARTICLES WITH A MINIMUM OF 1.5% BY DRY WEIGHT ORGANIC MATTER. THE SOIL STRUCTURE SHALL NOT BE PLATY OR NOTES: 2 X ROOT BALL DIAMETER NOTE: FOR DETAILED REQUIREMENTS RELATED TO THE PLANTING OF THE TREE IN THE IMPROVED SOIL, SEE "TREE PLANTING DETAIL."BACK FILL WITH EXISTING SOIL. IN SANDY LOAM SOILS, ADD 20% MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE EXISTING SOIL.LOAMY SOIL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT. 1:1 SLOPE ON SIDES OF PLANTING HOLE. UNEXCAVATED OR COMPACTED MOUND UNDER THE ROOT BALL TO PREVENT SETTLEMENT. 1.FOR TREES PLANTED IN NON-RESTRICTED SOIL CONDITIONS. 2.THIS DETAIL ASSUMES THAT THE AREA OF LOAMY SOIL AVAILABLE TO EACH TREE IS A MINIMUM OF 45 SQ. M (500 SQ. FT) Not to Scale TREE PLANTING DETAIL1 Not to Scale TREE WRAPPING DETAIL5 Not to Scale TREE STAKING DETAIL (3" CAL. OR SMALLER)3 Not to Scale TREE STAKING DETAIL (LARGER THAN 3" CAL.)4 Not to Scale SOIL IMPROVEMENT DETAIL2 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL6 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.1 0.1 0.1 0.3 0.2 0.1 0.1 0.1 0.1 0.2 0.2 0.1 0.7 0.7 0.4 0.2 0.2 0.2 0.2 0.4 0.4 0.3 0.2 0.1 0.1 1.4 1.5 0.9 0.5 0.7 0.7 0.5 0.7 0.9 0.5 0.3 0.2 0.2 0.1 0.1 1.9 2.3 1.7 0.9 0.9 1.1 1.6 2.2 1.0 0.5 0.3 0.2 0.3 0.3 0.1 0.1 0.1 0.4 2.1 3.1 2.3 1.5 1.3 1.6 1.9 2.4 2.1 1.0 0.4 0.3 0.4 0.5 0.5 0.3 0.1 0.1 0.1 0.4 1.2 3.0 2.5 2.0 1.5 1.8 2.0 1.9 1.8 1.5 1.5 0.9 0.8 1.1 0.7 0.4 0.2 0.2 0.1 0.1 0.1 0.1 0.4 0.4 1.4 2.1 1.8 1.5 1.4 1.6 2.1 2.0 1.9 1.7 1.7 2.5 1.8 0.7 0.3 0.3 0.3 0.4 0.2 0.1 0.1 0.1 0.1 0.1 0.2 0.4 0.6 1.5 1.5 1.3 1.1 1.3 1.6 1.8 1.9 2.0 2.0 2.4 2.2 1.6 0.7 0.3 0.4 0.6 0.5 0.4 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.3 0.6 1.1 1.3 1.3 1.1 1.1 1.4 1.5 1.7 1.9 2.1 2.1 1.9 1.6 1.6 1.4 1.0 0.9 0.8 0.4 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.1 0.3 0.7 1.1 1.5 1.6 1.3 1.3 1.4 1.4 1.5 1.5 1.5 1.9 2.0 2.0 1.8 1.7 2.3 2.6 1.0 0.4 0.3 0.3 0.4 0.4 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.4 0.8 1.2 1.6 2.0 2.0 1.7 1.5 1.4 1.3 1.2 1.2 1.5 1.6 1.8 2.0 2.1 2.2 2.2 1.7 1.2 0.5 0.4 0.5 0.7 0.5 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 1.2 1.9 2.2 1.9 1.8 1.7 1.6 1.4 1.3 1.2 1.3 1.4 1.6 1.8 2.0 2.1 2.0 1.7 1.5 1.5 1.5 1.1 1.0 0.5 0.3 0.2 0.3 0.0 0.0 0.0 0.0 0.0 2.5 1.7 1.5 1.6 1.7 1.7 1.6 1.4 1.4 1.4 1.4 1.4 1.5 1.7 1.9 1.9 1.9 1.7 2.1 2.8 1.9 0.6 0.3 0.3 0.4 0.0 0.0 0.0 0.0 1.3 1.3 1.5 1.9 2.1 2.0 1.7 1.5 1.4 1.3 1.2 1.4 1.5 1.7 1.9 2.1 2.0 2.2 1.8 1.6 1.0 0.5 0.5 0.0 0.0 0.0 0.0 0.0 1.4 2.0 2.1 2.0 1.8 1.6 1.5 1.4 1.3 1.2 1.3 1.5 1.6 1.8 2.1 2.2 1.9 1.7 1.6 1.6 2.0 0.0 0.0 0.0 0.0 2.4 1.6 1.6 1.7 1.7 1.7 1.6 1.4 1.4 1.4 1.4 1.4 1.6 1.8 1.9 2.0 1.9 1.9 2.4 0.0 0.0 0.0 0.0 0.0 1.3 1.4 1.3 1.6 2.0 2.1 1.9 1.6 1.4 1.3 1.3 1.3 1.5 1.5 1.7 2.0 2.2 2.1 0.0 0.0 0.0 0.0 1.2 1.5 2.1 2.1 2.0 1.8 1.6 1.4 1.4 1.3 1.3 1.3 1.5 1.6 1.8 2.2 0.0 0.0 0.0 0.0 2.7 2.3 1.6 1.6 1.7 1.7 1.7 1.6 1.4 1.4 1.3 1.3 1.4 1.7 0.0 0.0 0.0 0.0 1.3 1.4 1.4 1.7 2.0 2.1 1.8 1.6 1.3 1.2 1.3 1.4 0.0 0.0 0.0 0.0 1.3 1.6 2.2 2.0 2.0 1.7 1.5 1.4 1.4 1.3 0.0 0.0 0.0 0.0 2.7 2.1 1.6 1.6 1.7 1.6 1.7 1.5 0.0 0.0 0.0 0.0 1.3 1.4 1.4 1.7 2.1 2.0 0.0 0.0 0.0 1.3 1.6 2.1 2.0 0.0 0.1 0.0 2.7 2.0 0.1 0.3 0.8 1.4 0.1 0.2 0.6 1.3 2.1 2.9 2.6 0.1 0.2 0.5 1.1 1.9 2.6 2.2 1.6 1.6 0.1 0.2 0.4 0.6 0.9 1.6 1.8 2.0 2.4 2.6 3.6 0.0 0.1 0.2 0.3 0.5 1.1 1.3 2.3 2.7 3.0 2.5 1.8 1.5 0.1 0.2 0.4 0.8 1.6 2.7 2.3 2.0 2.1 1.9 1.7 1.8 3.1 0.5 1.1 3.9 2.7 1.9 1.2 1.2 1.4 1.7 2.5 2.7 2.1 1.5 2.9 2.0 1.0 0.5 0.7 0.9 1.2 1.6 2.4 2.1 1.7 1.6 2.2 0.4 0.2 0.3 0.4 0.5 0.7 1.3 1.5 1.8 2.2 2.6 2.9 1.5 0.1 0.1 0.2 0.3 0.7 0.9 1.2 1.8 2.5 2.5 1.8 1.8 0.1 0.1 0.2 0.3 0.5 0.7 0.9 1.4 1.8 2.5 2.4 2.4 3.3 0.1 0.2 0.3 0.7 0.9 2.0 2.5 2.3 2.8 2.6 1.9 1.6 0.3 0.6 1.5 3.0 2.5 1.8 1.5 1.9 1.9 1.8 1.8 2.7 3.8 3.0 2.0 1.0 0.7 1.1 1.3 1.6 2.3 2.5 2.4 1.6 1.1 0.3 0.3 0.6 0.8 1.1 1.4 2.1 2.2 1.8 1.6 1.8 0.1 0.1 0.2 0.4 0.5 0.6 1.1 1.4 1.7 2.0 2.4 3.0 1.8 0.1 0.1 0.2 0.3 0.6 0.8 1.1 1.5 2.1 2.5 1.9 1.6 1.6 0.1 0.1 0.3 0.4 0.6 0.7 1.0 1.6 1.8 1.9 2.0 3.0 2.8 0.1 0.2 0.2 0.3 0.5 0.9 1.1 1.5 2.3 2.6 2.1 1.2 0.1 0.1 0.2 0.5 0.7 0.9 1.2 1.8 1.8 2.0 0.1 0.2 0.3 0.4 0.6 1.1 1.1 2.4 0.0 0.1 0.1 0.2 0.4 0.9 1.8 3.0 0.0 0.0 0.1 0.1 0.4 0.5 3.3 2.9 0.0 0.0 0.0 0.0 0.1 0.2 0.6 2.3 2.1 0.0 0.0 0.0 0.0 0.1 0.1 1.0 1.4 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.5 0.7 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0A @ 35' A @ 35' A @ 35' A @ 35' A @ 35' B @ 35' C @ 25' C @ 25' C @ 25' C @ 25' C @ 25' C @ 25' C @ 25' C @ 25' D @ 25' B @ 35' B @ 35' B @ 35' B @ 35' E @ 25' E @ 25' E @ 25' E @ 25' © ··· es i g n ro f e s s i o n a l s 1.6 1.8 1.9 2.0 2.0 2.4 2.2 1.6 0.7 0.3 0.4 0.6 0.5 0.4 0.2 0.1 0.1 0.1 0.1 1.4 1.5 1.7 1.9 2.1 2.1 1.9 1.6 1.6 1.4 1.0 0.9 0.8 0.4 0.3 0.2 0.2 0.1 0.1 0.1 0.1 1.4 1.4 1.5 1.5 1.5 1.9 2.0 2.0 1.8 1.7 2.3 2.6 1.0 0.4 0.3 0.3 0.4 0.4 0.2 0.1 0.1 0.1 0.1 1.5 1.4 1.3 1.2 1.2 1.5 1.6 1.8 2.0 2.1 2.2 2.2 1.7 1.2 0.5 0.4 0.5 0.7 0.5 0.3 0.2 0.1 0.1 0.1 0.1 0.0 1.7 1.6 1.4 1.3 1.2 1.3 1.4 1.6 1.8 2.0 2.1 2.0 1.7 1.5 1.5 1.5 1.1 1.0 0.5 0.3 0.2 0.3 0.2 0.1 0.1 0.1 0.0 0.0 1.6 1.7 1.7 1.6 1.4 1.4 1.4 1.4 1.4 1.5 1.7 1.9 1.9 1.9 1.7 2.1 2.8 1.9 0.6 0.3 0.3 0.4 0.5 0.3 0.2 0.1 0.1 0.1 0.0 0.0 1.3 1.5 1.9 2.1 2.0 1.7 1.5 1.4 1.3 1.2 1.4 1.5 1.7 1.9 2.1 2.0 2.2 1.8 1.6 1.0 0.5 0.5 0.9 0.6 0.4 0.2 0.2 0.1 0.1 0.1 1.4 2.0 2.1 2.0 1.8 1.6 1.5 1.4 1.3 1.2 1.3 1.5 1.6 1.8 2.1 2.2 1.9 1.7 1.6 1.6 2.0 1.1 0.6 0.3 0.2 0.3 0.3 0.1 0.1 2.4 1.6 1.6 1.7 1.7 1.7 1.6 1.4 1.4 1.4 1.4 1.4 1.6 1.8 1.9 2.0 1.9 1.9 2.4 2.4 1.1 0.4 0.3 0.3 0.5 0.4 0.3 0.1 1.3 1.4 1.3 1.6 2.0 2.1 1.9 1.6 1.4 1.3 1.3 1.3 1.5 1.5 1.7 2.0 2.2 2.1 1.9 1.5 1.5 0.9 0.7 1.0 0.8 0.4 0.2 1.2 1.5 2.1 2.1 2.0 1.8 1.6 1.4 1.4 1.3 1.3 1.3 1.5 1.6 1.8 2.2 2.0 1.9 1.6 1.6 2.2 2.1 0.8 0.3 0.2 2.7 2.3 1.6 1.6 1.7 1.7 1.7 1.6 1.4 1.4 1.3 1.3 1.4 1.7 1.8 1.9 1.9 1.9 2.3 2.3 1.5 0.5 0.1 1.3 1.4 1.4 1.7 2.0 2.1 1.8 1.6 1.3 1.2 1.3 1.4 1.4 1.5 1.8 2.1 2.0 1.8 1.3 0.9 0.4 1.3 1.6 2.2 2.0 2.0 1.7 1.5 1.4 1.4 1.3 1.3 1.3 1.4 1.5 1.8 1.7 1.3 0.8 0.4 0.2 2.7 2.1 1.6 1.6 1.7 1.6 1.7 1.5 1.3 1.3 1.2 1.2 1.3 1.2 1.0 0.7 0.3 0.1 1.3 1.4 1.4 1.7 2.1 2.0 1.7 1.4 1.2 1.2 1.2 1.0 0.8 0.5 0.3 0.1 1.3 1.6 2.1 2.0 2.0 1.6 1.4 1.3 1.2 1.0 0.7 0.5 0.3 0.2 2.7 2.0 1.6 1.6 1.7 1.6 1.6 1.2 0.9 0.7 0.5 0.3 0.2 1.3 1.3 1.5 1.7 2.0 1.7 1.4 1.0 0.7 0.5 0.3 1.3 1.7 2.0 1.9 1.7 1.2 1.0 0.8 0.4 2.1 2.6 1.8 1.4 1.2 1.9 1.1 0.5 1.5 1.0 2.3 2.3 1.4 0.5 0.2 3.7 2.4 1.3 0.3 0.1 2.0 2.8 1.8 0.7 0.1 0.0 1.9 2.0 1.1 0.3 0.0 0.0 1.6 2.2 1.0 1.5 1.2 0.6 0.1 0.0 0.0 2.2 2.6 2.9 1.5 1.6 1.3 0.8 0.3 0.1 0.0 0.0 0.0 1.8 2.5 2.5 1.8 1.8 0.1 2.1 2.1 1.3 0.5 0.2 0.0 0.0 0.0 0.0 0.9 1.4 1.8 2.5 2.4 2.4 3.3 3.0 2.1 1.0 0.3 0.1 0.0 0.0 0.0 0.0 0.7 0.9 2.0 2.5 2.3 2.8 2.6 1.9 1.6 2.2 2.7 1.6 0.5 0.1 0.0 0.0 0.0 0.0 0.0 0.6 1.5 3.0 2.5 1.8 1.5 1.9 1.9 1.8 1.8 2.7 1.9 1.9 0.9 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.8 3.0 2.0 1.0 0.7 1.1 1.3 1.6 2.3 2.5 2.4 1.6 1.2 1.5 1.1 0.5 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.3 0.3 0.6 0.8 1.1 1.4 2.1 2.2 1.8 1.6 1.8 1.7 1.2 0.7 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.5 0.6 1.1 1.4 1.7 2.0 2.4 3.0 1.8 2.3 2.1 1.3 0.5 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.6 0.8 1.1 1.5 2.1 2.5 1.9 1.6 1.6 2.9 2.0 0.9 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.4 0.6 0.7 1.0 1.6 1.8 1.9 2.0 3.0 2.8 2.4 2.4 1.5 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.2 0.3 0.5 0.9 1.1 1.5 2.3 2.6 2.1 1.2 1.9 1.9 0.9 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.5 0.7 0.9 1.2 1.8 1.8 2.0 2.1 1.4 0.6 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.4 0.6 1.1 1.1 2.4 2.1 1.1 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.9 1.8 3.0 2.2 1.1 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.4 0.5 3.3 2.9 1.7 0.5 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.6 2.3 2.1 1.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 1.0 1.4 1.3 0.5 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.5 0.7 0.5 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 A @ 35' A @ 35' A @ 35' A @ 35' A @ 35' B @ 35' C @ 25' C @ 25' C @ 25' C @ 25' C @ 25' D @ 25' D @ 25' D @ 25' B @ 35' B @ 35' B @ 35' B @ 35' E @ 25' E @ 25' © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s Not to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale VAN ACCESSIBLE PARKING SPACE4 Not to Scale ACCESSIBLE PARKING SIGN3 “ ” · ·” ·“” · · · © ··· es i g n ro f e s s i o n a l s Not to Scale MONOLITHIC CONCRETE WALK AND CURB3 Not to Scale BITUMINOUS CONCRETE STANDARD DUTY PAVEMENT4 Not to Scale BITUMINOUS CONCRETE HEAVY DUTY PAVEMENT5 Not to Scale BITUMINOUS CONCRETE SIDEWALK6 Not to Scale CONCRETE SIDEWALK7 Not to Scale STOP SIGN12 Not to Scale TRAFFIC ARROWS13 Not to Scale STOP BAR14 Not to Scale BITUMINOUS CONCRETE LIP CURB1 Not to Scale PRECAST CONCRETE CURB2 Not to Scale CONCRETE DOCK APRON8 Not to Scale PERMANENT PAVEMENT PATCHING9 Not to Scale CONCRETE SIDEWALK RAMP10 Not to Scale CONCRETE BOLLARD11 Not to Scale CROSSWALK15 Not to Scale ELECTRIC TRENCH SECTION1 Not to Scale WATER TRENCH SECTION2 © ··· es i g n ro f e s s i o n a l s Not to Scale STORM SEWER TRENCH SECTION3 Not to Scale SANITARY LATERAL CONNECTION TO MANHOLE4 Not to Scale SANITARY MANHOLE5 Not to Scale SANITARY SEWER TRENCH SECTION6 Not to Scale BUILDING SEWER7 Not to Scale PRECAST CONCRETE OIL/WATER SEPARATOR8 Not to Scale STORM & SEWER CROSSING CONCRETE ENCASEMENT9 Not to Scale EV CHARGING STATION LAYOUT10 © ··· es i g n ro f e s s i o n a l s Not to Scale STORM DRAIN MANHOLE10 Not to Scale MANHOLE FRAME AND COVER11 Not to Scale EMERGENCY SPILLWAY12 Not to Scale TYPE C & CL CATCH BASIN6 Not to Scale RIPRAP APRON PLAN VIEW2 Not to Scale RIPRAP APRON SECTION VIEW1 Not to Scale RIPRAP PREFORMED SCOUR HOLE3 Not to Scale CLEAN OUT4 Not to Scale CATCH BASIN TRAP HOOD5 Not to Scale TYPE C & CL CATCH BASIN - TYPE II7 Not to Scale FLARED END TRASH GUARD8 Not to Scale REINFORCED CONCRETE PIPE FLARED END9 Not to Scale HDPE FLARED END WITH CONCRETE ANCHORING13 © ··· es i g n ro f e s s i o n a l s Not to Scale PAVED LEAKOFF1 Not to Scale STANDARD CONCRETE ENDWALL2 Not to Scale PLASTIC YARD DRAIN AND DRAIN MANHOLE (12"-30" DIA.)3 Not to Scale UNDERGROUND STORMWATER CHAMBERS6 ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMS PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. NOTES: 1.SC-310 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", OR ASTM F2922 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2.SC-310 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3."ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS. 4.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 5.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 6.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. ² ³ SUBGRADE SOILS (SEE NOTE 4) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) SC-310 END CAP D C B A PERIMETER STONE (SEE NOTE 6)18" (450 mm) MIN* 8' (2.4 m) MAX 6" (150 mm) MIN EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN 12" (300 mm) TYP34" (865 mm)6" (150 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS 16" (405 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). Not to Scale HDPE YARD DRAIN4 Not to Scale PRECAST CONCRETE YARD DRAIN5 © ··· es i g n ro f e s s i o n a l s Not to Scale TOWN OF SOUTH WINDSOR MONUMENTATION DETAILS1 Not to Scale TYPICAL ROADWAY SECTION - LOCAL ROADS2 Not to Scale IMPROVEMENT TO EXISTING TOWN ROADWAY SECTION4 Not to Scale PRECAST CONCRETE WHEELSTOP3 D es i g n ro f e s s i o n a l s © ···· · · · D D X X X X X X X X X X X X X X X X X X ... ... ... ... ... ... . . . D D es i g n ro f e s s i o n a l s © ···· · · · D es i g n ro f e s s i o n a l s © ···· · · · X X X X X X X X X X X X X X X X X X ... ... ... ... ... ... . . . D D D D D D es i g n ro f e s s i o n a l s © ···· · · · © ··· es i g n ro f e s s i o n a l s Stormwater Management Report 67 Kennedy Road Warehouse & Distribution Center 352 Sullivan Ave, 67 & 68 Kennedy Road South Windsor, Connecticut Prepared by: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 March 30, 2022 Page 2 Table of Contents Section Page Introduction 2 Pre-Development Site Conditions 2 Post-Development Site Conditions 3 Analysis of Results 4 Storm Sewer Analysis 5 Water Quality 5 Conclusion 5 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report C NRCS Soil Map & Data D Drainage Area Maps Existing Condition Drainage Area Map Proposed Condition Drainage Area Map Page 2 Introduction UW Vintage Lane II, LLC is proposing an industrial development of a tract of land comprised of four properties located at 5 & 25 Talbot Lane and 475 & 551 Governor’s Highway, South Windsor, Connecticut. The properties are referenced on the Town of South Windsor Tax Assessors map as GIS#: 88900005, 88900025, 36900475 and 36900551, respectively. The proposed development will include the construction of one 359,640 SF industrial building. Associated site improvements will include but not be limited to new access driveways, parking areas for vehicles, sidewalks, landscaping, lighting, utilities, and stormwater management BMP’s. The total combined tract area is 30.37 acres. 27.1+ acres of this area are proposed to be disturbed during construction. For more information, please refer to the plans entitled “25 Talbot Lane ~ Site Plan Application ~ 5 & 25 Talbot Lane and 475 & 551 Governor’s Highway ~ South Windsor, Ct ~ GIS#: 88900005, 88900025, 36900475 and 36900551” prepared by Design Professionals, Inc., and dated July 02, 2021, as amended. Pre-Development Site Conditions The existing surficial characteristics of the area to be developed can be primarily classified as undisturbed woodland area surrounded by industrial development. The property shares its northern property boundary with Connecticut Southern Rail line. The center of this rail line was identified as the sites northern drainage limit. Further review of the site topography indicated a ridgeline exists spanning east to west across the center of the property. Stormwater that falls north of this boundary would flow to the rail line property. Stormwater that falls south of this boundary would flow to drainage system in Sullivan Ave and Kennedy Road. All stormwater runoff generated across the tract would flow to one of four design points. These four design points were identified as follows: 1. Design Point 1 (DP#1): Existing depression on Rail Line Property. Conveys water to a swale tributary to the Scantic River via an 18” CMP culvert. 2. Design Point 2 (DP#2): Sheet flow across the North-West Property corner to the Rail Line property. 3. Design Point 3 (DP#3): Sheet flow runoff to Sullivan Ave (via subsurface stormwater conveyance system on 330 Sullivan Ave in existing conditions). 4. Design Point 4 (DP#4): Sheet flow runoff to Kennedy Road. 5. Design Point 5 (DP#5): Existing roadway drainage to catchbasin in Kennedy Road. All design points ultimately drain to The Scantic River, and is a part of local basin ID 4200-00-4- R18. Existing conditions watershed delineations are identified in the Existing Conditions Drainage Map located in Appendix F. Page 3 Based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, soils types A, B, C, D, & B/D are located on site. See Appendix C for The NRCS Soil Map & Data. An evaluation was performed to quantify the peak rate of stormwater discharge offsite to the design points identified. The Natural Resources Conservation Service’s TR-55 Manual was followed in predicting the peak rates of runoff and volumes. HydroCAD computer modeling software was utilized. Peak rates of stormwater runoff were evaluated for the 2-, 10-, 25-, 50- and 100-year storm events. For more information, please refer to the enclosed Pre-Development Drainage HydroCAD Report located in Appendix A. Post-Development Site Conditions The proposed development will include the construction of one 241,800 SF industrial building. Associated site improvements will include but not be limited to new access driveways, parking areas for vehicles, sidewalks, landscaping, lighting, utilities, and stormwater management BMP’s. Site generated runoff from all proposed roofs, roadways, parking, and landscaped areas will be either collected in an underground storm water conveyance system or allowed to sheet flow to one of eight proposed detention systems. A general description of each detention system is included below: 1. Proposed Pond 1 (PP1) : 101,025+ cft underground storage system collecting runoff from the proposed roof area and detained flow from pond water quality basin PP2. Detained discharge from this pond will be released to a proposed preformed scour hole near the 18” Pipe outlet (DP1) adjacent to the Rail Road Property. 2. Proposed Pond 2 (PP2) : 136,855+ cft Water quality basin collecting runoff from the west truck parking and loading area. Detained discharge from this pond will be released pond underground chamber system PP1. 3. Proposed Pond 3 (PP3) : 5,027+ cft underground storage system collecting runoff from the grass areas south of the proposed berm along Sullivan Ave. Detained discharge from this pond will be released to an Existing CB in Sullivan Ave. 4. Proposed Pond 4 (PP4) : 62,769+ cft Water quality basin collecting runoff from the northern perimeter drive and detained flow from pond underground chamber system PP5. Detained discharge from this pond will be released to the proposed mitigation area within the existing railroad depression area. 5. Proposed Pond 5 (PP5) : 5,682+ cft underground storage system collecting runoff from the eastern standard parking areas. Detained discharge from this pond will be released to a splitter structure conveying detained flows to pond PP4 and a 6” outlet pipe proposed to send runoff directly to the mitigation area. Page 4 6. Proposed Pond 6 (PP6) : 42,367+ cft Water quality basin collecting runoff from the proposed cul-de-sac and existing Kennedy Road runoff. Detained runoff from this basin will be released to the existing stormwater collection system in Kennedy Road. 7. Proposed Pond 7 (PP7) : 15,391+ cft underground storage system collecting runoff from the grass area on the east side of the site adjacent to Kennedy Road. Detained runoff from this basin will be released to the existing stormwater collection system in Kennedy Road. 8. Proposed Pond 8 (PP7) : 3,839+ cft underground storage system collecting runoff from the grass areas south the proposed building and north of the proposed berm along Sullivan Ave. Detained discharge from this pond will be released to an Existing CB in Sullivan Ave. See Appendix B for the Post Development Condition and Pond summary HydroCAD reports. The Proposed Conditions Drainage Map for the site can be found in Appendix F. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD consistent with National Resource Conservation Service (NRCS) hydrology methods. Four discharge locations (Design Point #1 - 4) were identified as points of interest for assessing downstream effects. The following table contains the data generated from the HydroCAD software: Reach 2 year 10 year 25 year 50 year 100 year DP#1 – Rail Road Pond (North of site) Pre 2.92 8.35 10.74 11.67 12.42 Post 2.86 7.18 10.35 11.48 12.38 DP#2 – North West Corner of Site Pre 0.02 0.29 0.68 1.05 1.52 Post 0.02 0.15 0.28 0.38 0.51 DP#3 – Overland Flow to Sullivan Ave Pre 0.00 0.74 1.77 2.73 3.90 Post 0.00 0.33 1.27 2.14 3.07 DP#4 – Flow to Kennedy Road Drainage System Pre 0.37 0.74 0.99 1.17 1.38 Post 0.34 0.52 0.61 0.67 0.82 As seen in the table above, most of the storm events evaluated for the subject project will result in peak runoff rates in the proposed condition that are less than the peak runoff rates of the existing condition for 2-, 10-, 25-, 50- and 100-year design storms. There was a small 0.03 cfs increase in peak flow to DP#3 in the 2-yr storm. This increase to DP#3 is offset by reductions in the peak flow to DP#2 & 4, all of which ultimately drain to the Podunk River. It is our opinion that this increase is negligible and will not cause any detrimental downstream impacts. Page 5 Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10- year storm event conditions. The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation’s Drainage Manual. It is estimated that during a 10-year storm event, all proposed subsurface culverts will convey storm runoff without resulting in any unacceptable flooding conditions. Water Quality The proposed water quality basin’s and forebay’s were sized to treat a 1” rain event as recommended in the 2004 Connecticut Stormwater Quality Manual. The proposed forebay was sized to store over 10% of this water quality volume as recommended by the 2004 Connecticut Stormwater Quality Manual. Stormtech Isolator rows will also be utilized to address water quality for all other areas draining to one of the proposed underground chamber systems. The number of isolator rows provided will be more than adequate to treat the required water quality flow rate based on the determined water quality flow and manufacture specs for treated flow rate per chamber. The required water quality flow was also calculated considering recommended equations provided in the 2004 Connecticut Stormwater Quality Manual. Conclusion The proposed stormwater management system as discussed herein and shown on the referenced plans is appropriate for the proposed development on the subject site and should not pose any detrimental impacts to the environment. APPENDIX A Watershed Computations (Pre-Development Drainage HydroCAD Report) E1 Existing Flow to Sullivan Ave E2 (DP2) Existing Flow across North West Property Corner E3 Existing E3 E4 Existing E4 E5 Existing E5 E6 Existing Sheet flow to Kennedy Road E7 Existing E7 E8 Existing Kennedy Road runoff to CB EP1 (DP1) Existing Rail Road Pond EP2 (DP3) Existing Depression Adjacet to Sullivan Ave DP4 (DP4) Existing Flow to Kennedy Road Drainage System Routing Diagram for 4670 Hydrocad Prepared by Design Professionals, Inc. , Printed 3/30/2022 HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.002 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=321,193 sf 0.59% Impervious Runoff Depth=0.46"Subcatchment E1: Existing Flow to Flow Length=887' Tc=65.5 min CN=62 Runoff=1.04 cfs 0.283 af Runoff Area=76,582 sf 0.00% Impervious Runoff Depth=0.07"Subcatchment E2: (DP2) Existing Flow Flow Length=421' Tc=47.3 min CN=47 Runoff=0.02 cfs 0.010 af Runoff Area=194,866 sf 0.00% Impervious Runoff Depth=0.58"Subcatchment E3: Existing E3 Flow Length=716' Tc=62.2 min CN=65 Runoff=0.91 cfs 0.215 af Runoff Area=56,986 sf 0.00% Impervious Runoff Depth=0.75"Subcatchment E4: Existing E4 Flow Length=388' Tc=38.6 min CN=69 Runoff=0.50 cfs 0.082 af Runoff Area=282,537 sf 14.41% Impervious Runoff Depth=0.90"Subcatchment E5: Existing E5 Flow Length=1,310' Tc=91.0 min CN=72 Runoff=1.87 cfs 0.486 af Runoff Area=2,937 sf 0.00% Impervious Runoff Depth=0.24"Subcatchment E6: Existing Sheet flow to Flow Length=26' Slope=0.0200 '/' Tc=7.3 min CN=55 Runoff=0.01 cfs 0.001 af Runoff Area=8,447 sf 21.26% Impervious Runoff Depth=0.62"Subcatchment E7: Existing E7 Flow Length=197' Tc=25.0 min CN=66 Runoff=0.07 cfs 0.010 af Runoff Area=7,294 sf 69.19% Impervious Runoff Depth=1.87"Subcatchment E8: Existing Kennedy Road Tc=6.0 min CN=87 Runoff=0.37 cfs 0.026 af Peak Elev=80.74' Storage=551 cf Inflow=2.94 cfs 0.793 afPond EP1: (DP1) Existing Rail Road Pond 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' Outflow=2.92 cfs 0.793 af Peak Elev=82.75' Storage=12,306 cf Inflow=1.04 cfs 0.283 afPond EP2: (DP3) Existing Depression Outflow=0.00 cfs 0.000 af Inflow=0.37 cfs 0.027 afLink DP4: (DP4) Existing Flow to Kennedy Road Drainage System Primary=0.37 cfs 0.027 af Total Runoff Area = 21.828 ac Runoff Volume = 1.112 af Average Runoff Depth = 0.61" 94.80% Pervious = 20.694 ac 5.20% Impervious = 1.135 ac Existing Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.002 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=321,193 sf 0.59% Impervious Runoff Depth=1.43"Subcatchment E1: Existing Flow to Flow Length=887' Tc=65.5 min CN=62 Runoff=4.21 cfs 0.880 af Runoff Area=76,582 sf 0.00% Impervious Runoff Depth=0.53"Subcatchment E2: (DP2) Existing Flow Flow Length=421' Tc=47.3 min CN=47 Runoff=0.29 cfs 0.078 af Runoff Area=194,866 sf 0.00% Impervious Runoff Depth=1.65"Subcatchment E3: Existing E3 Flow Length=716' Tc=62.2 min CN=65 Runoff=3.13 cfs 0.614 af Runoff Area=56,986 sf 0.00% Impervious Runoff Depth=1.95"Subcatchment E4: Existing E4 Flow Length=388' Tc=38.6 min CN=69 Runoff=1.46 cfs 0.213 af Runoff Area=282,537 sf 14.41% Impervious Runoff Depth=2.19"Subcatchment E5: Existing E5 Flow Length=1,310' Tc=91.0 min CN=72 Runoff=4.96 cfs 1.184 af Runoff Area=2,937 sf 0.00% Impervious Runoff Depth=0.97"Subcatchment E6: Existing Sheet flow to Flow Length=26' Slope=0.0200 '/' Tc=7.3 min CN=55 Runoff=0.06 cfs 0.005 af Runoff Area=8,447 sf 21.26% Impervious Runoff Depth=1.72"Subcatchment E7: Existing E7 Flow Length=197' Tc=25.0 min CN=66 Runoff=0.23 cfs 0.028 af Runoff Area=7,294 sf 69.19% Impervious Runoff Depth=3.56"Subcatchment E8: Existing Kennedy Road Tc=6.0 min CN=87 Runoff=0.69 cfs 0.050 af Peak Elev=81.92' Storage=2,326 cf Inflow=8.49 cfs 2.038 afPond EP1: (DP1) Existing Rail Road Pond 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' Outflow=8.35 cfs 2.038 af Peak Elev=83.02' Storage=22,833 cf Inflow=4.21 cfs 0.880 afPond EP2: (DP3) Existing Depression Outflow=0.74 cfs 0.487 af Inflow=0.74 cfs 0.055 afLink DP4: (DP4) Existing Flow to Kennedy Road Drainage System Primary=0.74 cfs 0.055 af Total Runoff Area = 21.828 ac Runoff Volume = 3.052 af Average Runoff Depth = 1.68" 94.80% Pervious = 20.694 ac 5.20% Impervious = 1.135 ac Existing Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.002 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=321,193 sf 0.59% Impervious Runoff Depth=2.18"Subcatchment E1: Existing Flow to Flow Length=887' Tc=65.5 min CN=62 Runoff=6.70 cfs 1.339 af Runoff Area=76,582 sf 0.00% Impervious Runoff Depth=0.99"Subcatchment E2: (DP2) Existing Flow Flow Length=421' Tc=47.3 min CN=47 Runoff=0.68 cfs 0.145 af Runoff Area=194,866 sf 0.00% Impervious Runoff Depth=2.45"Subcatchment E3: Existing E3 Flow Length=716' Tc=62.2 min CN=65 Runoff=4.79 cfs 0.912 af Runoff Area=56,986 sf 0.00% Impervious Runoff Depth=2.81"Subcatchment E4: Existing E4 Flow Length=388' Tc=38.6 min CN=69 Runoff=2.15 cfs 0.307 af Runoff Area=282,537 sf 14.41% Impervious Runoff Depth=3.10"Subcatchment E5: Existing E5 Flow Length=1,310' Tc=91.0 min CN=72 Runoff=7.11 cfs 1.676 af Runoff Area=2,937 sf 0.00% Impervious Runoff Depth=1.59"Subcatchment E6: Existing Sheet flow to Flow Length=26' Slope=0.0200 '/' Tc=7.3 min CN=55 Runoff=0.11 cfs 0.009 af Runoff Area=8,447 sf 21.26% Impervious Runoff Depth=2.54"Subcatchment E7: Existing E7 Flow Length=197' Tc=25.0 min CN=66 Runoff=0.35 cfs 0.041 af Runoff Area=7,294 sf 69.19% Impervious Runoff Depth=4.64"Subcatchment E8: Existing Kennedy Road Tc=6.0 min CN=87 Runoff=0.89 cfs 0.065 af Peak Elev=82.50' Storage=6,867 cf Inflow=12.49 cfs 2.935 afPond EP1: (DP1) Existing Rail Road Pond 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' Outflow=10.74 cfs 2.935 af Peak Elev=83.12' Storage=28,614 cf Inflow=6.70 cfs 1.339 afPond EP2: (DP3) Existing Depression Outflow=1.77 cfs 0.946 af Inflow=0.99 cfs 0.074 afLink DP4: (DP4) Existing Flow to Kennedy Road Drainage System Primary=0.99 cfs 0.074 af Total Runoff Area = 21.828 ac Runoff Volume = 4.494 af Average Runoff Depth = 2.47" 94.80% Pervious = 20.694 ac 5.20% Impervious = 1.135 ac Existing Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.002 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=321,193 sf 0.59% Impervious Runoff Depth=2.78"Subcatchment E1: Existing Flow to Flow Length=887' Tc=65.5 min CN=62 Runoff=8.72 cfs 1.708 af Runoff Area=76,582 sf 0.00% Impervious Runoff Depth=1.39"Subcatchment E2: (DP2) Existing Flow Flow Length=421' Tc=47.3 min CN=47 Runoff=1.05 cfs 0.204 af Runoff Area=194,866 sf 0.00% Impervious Runoff Depth=3.08"Subcatchment E3: Existing E3 Flow Length=716' Tc=62.2 min CN=65 Runoff=6.11 cfs 1.148 af Runoff Area=56,986 sf 0.00% Impervious Runoff Depth=3.49"Subcatchment E4: Existing E4 Flow Length=388' Tc=38.6 min CN=69 Runoff=2.67 cfs 0.380 af Runoff Area=282,537 sf 14.41% Impervious Runoff Depth=3.80"Subcatchment E5: Existing E5 Flow Length=1,310' Tc=91.0 min CN=72 Runoff=8.76 cfs 2.056 af Runoff Area=2,937 sf 0.00% Impervious Runoff Depth=2.10"Subcatchment E6: Existing Sheet flow to Flow Length=26' Slope=0.0200 '/' Tc=7.3 min CN=55 Runoff=0.15 cfs 0.012 af Runoff Area=8,447 sf 21.26% Impervious Runoff Depth=3.18"Subcatchment E7: Existing E7 Flow Length=197' Tc=25.0 min CN=66 Runoff=0.44 cfs 0.051 af Runoff Area=7,294 sf 69.19% Impervious Runoff Depth=5.45"Subcatchment E8: Existing Kennedy Road Tc=6.0 min CN=87 Runoff=1.03 cfs 0.076 af Peak Elev=82.87' Storage=14,445 cf Inflow=15.61 cfs 3.636 afPond EP1: (DP1) Existing Rail Road Pond 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' Outflow=11.67 cfs 3.636 af Peak Elev=83.20' Storage=33,927 cf Inflow=8.72 cfs 1.708 afPond EP2: (DP3) Existing Depression Outflow=2.73 cfs 1.314 af Inflow=1.17 cfs 0.088 afLink DP4: (DP4) Existing Flow to Kennedy Road Drainage System Primary=1.17 cfs 0.088 af Total Runoff Area = 21.828 ac Runoff Volume = 5.635 af Average Runoff Depth = 3.10" 94.80% Pervious = 20.694 ac 5.20% Impervious = 1.135 ac Existing Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.002 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=321,193 sf 0.59% Impervious Runoff Depth=3.48"Subcatchment E1: Existing Flow to Flow Length=887' Tc=65.5 min CN=62 Runoff=11.07 cfs 2.138 af Runoff Area=76,582 sf 0.00% Impervious Runoff Depth=1.88"Subcatchment E2: (DP2) Existing Flow Flow Length=421' Tc=47.3 min CN=47 Runoff=1.52 cfs 0.276 af Runoff Area=194,866 sf 0.00% Impervious Runoff Depth=3.81"Subcatchment E3: Existing E3 Flow Length=716' Tc=62.2 min CN=65 Runoff=7.63 cfs 1.422 af Runoff Area=56,986 sf 0.00% Impervious Runoff Depth=4.26"Subcatchment E4: Existing E4 Flow Length=388' Tc=38.6 min CN=69 Runoff=3.27 cfs 0.465 af Runoff Area=282,537 sf 14.41% Impervious Runoff Depth=4.61"Subcatchment E5: Existing E5 Flow Length=1,310' Tc=91.0 min CN=72 Runoff=10.63 cfs 2.490 af Runoff Area=2,937 sf 0.00% Impervious Runoff Depth=2.72"Subcatchment E6: Existing Sheet flow to Flow Length=26' Slope=0.0200 '/' Tc=7.3 min CN=55 Runoff=0.20 cfs 0.015 af Runoff Area=8,447 sf 21.26% Impervious Runoff Depth=3.93"Subcatchment E7: Existing E7 Flow Length=197' Tc=25.0 min CN=66 Runoff=0.55 cfs 0.063 af Runoff Area=7,294 sf 69.19% Impervious Runoff Depth=6.35"Subcatchment E8: Existing Kennedy Road Tc=6.0 min CN=87 Runoff=1.19 cfs 0.089 af Peak Elev=83.19' Storage=25,625 cf Inflow=19.19 cfs 4.440 afPond EP1: (DP1) Existing Rail Road Pond 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' Outflow=12.42 cfs 4.440 af Peak Elev=83.28' Storage=40,432 cf Inflow=11.07 cfs 2.138 afPond EP2: (DP3) Existing Depression Outflow=3.90 cfs 1.745 af Inflow=1.38 cfs 0.104 afLink DP4: (DP4) Existing Flow to Kennedy Road Drainage System Primary=1.38 cfs 0.104 af Total Runoff Area = 21.828 ac Runoff Volume = 6.958 af Average Runoff Depth = 3.82" 94.80% Pervious = 20.694 ac 5.20% Impervious = 1.135 ac Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Existing Flow to Sullivan Ave Runoff = 1.04 cfs @ 13.10 hrs, Volume= 0.283 af, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description 23,040 61 >75% Grass cover, Good, HSG B 3,445 80 >75% Grass cover, Good, HSG D * 3,223 71 >75% Grass cover, Good, HSG B/D * 1,879 98 IMPERVIOUS 3,151 30 Woods, Good, HSG A 121,413 55 Woods, Good, HSG B * 103,315 66 Woods, Good, HSG B/D 61,727 70 Woods, Good, HSG C 321,193 62 Weighted Average 319,314 99.41% Pervious Area 1,879 0.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.0 100 0.0150 0.07 Sheet Flow, Woodland Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.22" 41.5 787 0.0040 0.32 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 65.5 887 Total Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Flow to Sullivan Ave Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=321,193 sf Runoff Volume=0.283 af Runoff Depth=0.46" Flow Length=887' Tc=65.5 min CN=62 1.04 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E2: (DP2) Existing Flow across North West Property Corner Runoff = 0.02 cfs @ 15.50 hrs, Volume= 0.010 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description 1,541 39 >75% Grass cover, Good, HSG A 3,329 61 >75% Grass cover, Good, HSG B * 285 71 >75% Grass cover, Good, HSG B/D 37,312 30 Woods, Good, HSG A 2,030 55 Woods, Good, HSG B * 31,307 66 Woods, Good, HSG B/D 778 70 Woods, Good, HSG C 76,582 47 Weighted Average 76,582 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 100 0.0160 0.07 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 23.9 321 0.0020 0.22 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 47.3 421 Total Subcatchment E2: (DP2) Existing Flow across North West Property Corner Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=76,582 sf Runoff Volume=0.010 af Runoff Depth=0.07" Flow Length=421' Tc=47.3 min CN=47 0.02 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E3: Existing E3 Runoff = 0.91 cfs @ 12.99 hrs, Volume= 0.215 af, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description * 2,034 71 >75% Grass cover, Good, HSG B/D 19,302 30 Woods, Good, HSG A * 44,406 66 Woods, Good, HSG B/D 129,124 70 Woods, Good, HSG C 194,866 65 Weighted Average 194,866 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 100 0.0140 0.07 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 37.5 616 0.0030 0.27 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 62.2 716 Total Subcatchment E3: Existing E3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=194,866 sf Runoff Volume=0.215 af Runoff Depth=0.58" Flow Length=716' Tc=62.2 min CN=65 0.91 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E4: Existing E4 Runoff = 0.50 cfs @ 12.61 hrs, Volume= 0.082 af, Depth= 0.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description * 20,899 66 Woods, Good, HSG B/D 36,087 70 Woods, Good, HSG C 56,986 69 Weighted Average 56,986 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 100 0.0160 0.07 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 15.2 288 0.0040 0.32 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 38.6 388 Total Subcatchment E4: Existing E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=56,986 sf Runoff Volume=0.082 af Runoff Depth=0.75" Flow Length=388' Tc=38.6 min CN=69 0.50 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E5: Existing E5 Runoff = 1.87 cfs @ 13.35 hrs, Volume= 0.486 af, Depth= 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description * 7,449 71 >75% Grass cover, Good, HSG B/D 5,261 74 >75% Grass cover, Good, HSG C * 40,707 98 IMPERVIOUS 456 55 Woods, Good, HSG B * 158,845 66 Woods, Good, HSG B/D 27,388 70 Woods, Good, HSG C 28,470 71 Meadow, non-grazed, HSG C * 13,961 68 Meadow, non-grazed, HSG B/D 282,537 72 Weighted Average 241,830 85.59% Pervious Area 40,707 14.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.2 100 0.0110 0.06 Sheet Flow, Woodland Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.22" 63.8 1,210 0.0040 0.32 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 91.0 1,310 Total Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E5: Existing E5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=282,537 sf Runoff Volume=0.486 af Runoff Depth=0.90" Flow Length=1,310' Tc=91.0 min CN=72 1.87 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E6: Existing Sheet flow to Kennedy Road Runoff = 0.01 cfs @ 12.37 hrs, Volume= 0.001 af, Depth= 0.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description 2,937 55 Woods, Good, HSG B 2,937 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 26 0.0200 0.06 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" Subcatchment E6: Existing Sheet flow to Kennedy Road Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=2,937 sf Runoff Volume=0.001 af Runoff Depth=0.24" Flow Length=26' Slope=0.0200 '/' Tc=7.3 min CN=55 0.01 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E7: Existing E7 Runoff = 0.07 cfs @ 12.42 hrs, Volume= 0.010 af, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description 2,335 39 >75% Grass cover, Good, HSG A 1,709 74 >75% Grass cover, Good, HSG C * 1,796 98 IMPERVIOUS 450 30 Meadow, non-grazed, HSG A 2,157 71 Meadow, non-grazed, HSG C 8,447 66 Weighted Average 6,651 78.74% Pervious Area 1,796 21.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 100 0.0160 0.07 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 1.6 97 0.0420 1.02 Shallow Concentrated Flow, Woodlan SCF Woodland Kv= 5.0 fps 25.0 197 Total Subcatchment E7: Existing E7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=8,447 sf Runoff Volume=0.010 af Runoff Depth=0.62" Flow Length=197' Tc=25.0 min CN=66 0.07 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E8: Existing Kennedy Road runoff to CB Runoff = 0.37 cfs @ 12.09 hrs, Volume= 0.026 af, Depth= 1.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description * 5,047 98 IMPERVIOUS 2,047 61 >75% Grass cover, Good, HSG B * 200 71 >75% Grass cover, Good, HSG B/D 7,294 87 Weighted Average 2,247 30.81% Pervious Area 5,047 69.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E8: Existing Kennedy Road runoff to CB Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=7,294 sf Runoff Volume=0.026 af Runoff Depth=1.87" Tc=6.0 min CN=87 0.37 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1: (DP1) Existing Rail Road Pond Inflow Area = 12.462 ac, 7.83% Impervious, Inflow Depth = 0.76" for 2-yr event Inflow = 2.94 cfs @ 13.14 hrs, Volume= 0.793 af Outflow = 2.92 cfs @ 13.20 hrs, Volume= 0.793 af, Atten= 0%, Lag= 3.4 min Primary = 2.92 cfs @ 13.20 hrs, Volume= 0.793 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 80.74' @ 13.20 hrs Surf.Area= 953 sf Storage= 551 cf Plug-Flow detention time= 3.0 min calculated for 0.793 af (100% of inflow) Center-of-Mass det. time= 3.0 min ( 947.4 - 944.4 ) Volume Invert Avail.Storage Storage Description #1 79.70' 107,037 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 79.70 10 0 0 80.00 382 59 59 81.00 1,156 769 828 82.00 2,173 1,665 2,492 83.00 29,086 15,630 18,122 84.00 148,744 88,915 107,037 Device Routing Invert Outlet Devices #1 Primary 79.70'18.0" Round Culvert L= 43.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 79.60' / 79.70' S= -0.0023 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=2.92 cfs @ 13.20 hrs HW=80.74' (Free Discharge) 1=Culvert (Barrel Controls 2.92 cfs @ 2.82 fps) Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1: (DP1) Existing Rail Road Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=12.462 ac Peak Elev=80.74' Storage=551 cf 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' 2.94 cfs 2.92 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP2: (DP3) Existing Depression Adjacet to Sullivan Ave Inflow Area = 7.374 ac, 0.59% Impervious, Inflow Depth = 0.46" for 2-yr event Inflow = 1.04 cfs @ 13.10 hrs, Volume= 0.283 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 82.75' @ 27.66 hrs Surf.Area= 32,896 sf Storage= 12,306 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 82.00' 144,179 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 82.00 81 0 0 83.00 44,050 22,066 22,066 84.00 200,176 122,113 144,179 Device Routing Invert Outlet Devices #1 Primary 82.88'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=82.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP2: (DP3) Existing Depression Adjacet to Sullivan Ave Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=7.374 ac Peak Elev=82.75' Storage=12,306 cf 1.04 cfs 0.00 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP4: (DP4) Existing Flow to Kennedy Road Drainage System Inflow Area = 0.235 ac, 49.33% Impervious, Inflow Depth = 1.40" for 2-yr event Inflow = 0.37 cfs @ 12.09 hrs, Volume= 0.027 af Primary = 0.37 cfs @ 12.09 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Link DP4: (DP4) Existing Flow to Kennedy Road Drainage System Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.235 ac 0.37 cfs 0.37 cfs Existing Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Flow to Sullivan Ave Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=321,193 sf Runoff Volume=0.880 af Runoff Depth=1.43" Flow Length=887' Tc=65.5 min CN=62 4.21 cfs Subcatchment E2: (DP2) Existing Flow across North West Property Corner Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=76,582 sf Runoff Volume=0.078 af Runoff Depth=0.53" Flow Length=421' Tc=47.3 min CN=47 0.29 cfs Existing Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: Existing E3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=194,866 sf Runoff Volume=0.614 af Runoff Depth=1.65" Flow Length=716' Tc=62.2 min CN=65 3.13 cfs Subcatchment E4: Existing E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=56,986 sf Runoff Volume=0.213 af Runoff Depth=1.95" Flow Length=388' Tc=38.6 min CN=69 1.46 cfs Existing Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E5: Existing E5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=282,537 sf Runoff Volume=1.184 af Runoff Depth=2.19" Flow Length=1,310' Tc=91.0 min CN=72 4.96 cfs Subcatchment E6: Existing Sheet flow to Kennedy Road Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=2,937 sf Runoff Volume=0.005 af Runoff Depth=0.97" Flow Length=26' Slope=0.0200 '/' Tc=7.3 min CN=55 0.06 cfs Existing Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E7: Existing E7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=8,447 sf Runoff Volume=0.028 af Runoff Depth=1.72" Flow Length=197' Tc=25.0 min CN=66 0.23 cfs Subcatchment E8: Existing Kennedy Road runoff to CB Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=7,294 sf Runoff Volume=0.050 af Runoff Depth=3.56" Tc=6.0 min CN=87 0.69 cfs Existing Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1: (DP1) Existing Rail Road Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=12.462 ac Peak Elev=81.92' Storage=2,326 cf 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' 8.49 cfs 8.35 cfs Pond EP2: (DP3) Existing Depression Adjacet to Sullivan Ave Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=7.374 ac Peak Elev=83.02' Storage=22,833 cf 4.21 cfs 0.74 cfs Existing Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link DP4: (DP4) Existing Flow to Kennedy Road Drainage System Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.235 ac 0.74 cfs 0.74 cfs Existing Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Flow to Sullivan Ave Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=321,193 sf Runoff Volume=1.339 af Runoff Depth=2.18" Flow Length=887' Tc=65.5 min CN=62 6.70 cfs Subcatchment E2: (DP2) Existing Flow across North West Property Corner Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=76,582 sf Runoff Volume=0.145 af Runoff Depth=0.99" Flow Length=421' Tc=47.3 min CN=47 0.68 cfs Existing Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: Existing E3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=194,866 sf Runoff Volume=0.912 af Runoff Depth=2.45" Flow Length=716' Tc=62.2 min CN=65 4.79 cfs Subcatchment E4: Existing E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=56,986 sf Runoff Volume=0.307 af Runoff Depth=2.81" Flow Length=388' Tc=38.6 min CN=69 2.15 cfs Existing Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E5: Existing E5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=282,537 sf Runoff Volume=1.676 af Runoff Depth=3.10" Flow Length=1,310' Tc=91.0 min CN=72 7.11 cfs Subcatchment E6: Existing Sheet flow to Kennedy Road Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=2,937 sf Runoff Volume=0.009 af Runoff Depth=1.59" Flow Length=26' Slope=0.0200 '/' Tc=7.3 min CN=55 0.11 cfs Existing Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E7: Existing E7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=8,447 sf Runoff Volume=0.041 af Runoff Depth=2.54" Flow Length=197' Tc=25.0 min CN=66 0.35 cfs Subcatchment E8: Existing Kennedy Road runoff to CB Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=7,294 sf Runoff Volume=0.065 af Runoff Depth=4.64" Tc=6.0 min CN=87 0.89 cfs Existing Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1: (DP1) Existing Rail Road Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=12.462 ac Peak Elev=82.50' Storage=6,867 cf 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' 12.49 cfs 10.74 cfs Pond EP2: (DP3) Existing Depression Adjacet to Sullivan Ave Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=7.374 ac Peak Elev=83.12' Storage=28,614 cf 6.70 cfs 1.77 cfs Existing Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link DP4: (DP4) Existing Flow to Kennedy Road Drainage System Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=0.235 ac 0.99 cfs 0.99 cfs Existing Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Flow to Sullivan Ave Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=321,193 sf Runoff Volume=1.708 af Runoff Depth=2.78" Flow Length=887' Tc=65.5 min CN=62 8.72 cfs Subcatchment E2: (DP2) Existing Flow across North West Property Corner Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=76,582 sf Runoff Volume=0.204 af Runoff Depth=1.39" Flow Length=421' Tc=47.3 min CN=47 1.05 cfs Existing Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: Existing E3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=194,866 sf Runoff Volume=1.148 af Runoff Depth=3.08" Flow Length=716' Tc=62.2 min CN=65 6.11 cfs Subcatchment E4: Existing E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=56,986 sf Runoff Volume=0.380 af Runoff Depth=3.49" Flow Length=388' Tc=38.6 min CN=69 2.67 cfs Existing Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E5: Existing E5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=282,537 sf Runoff Volume=2.056 af Runoff Depth=3.80" Flow Length=1,310' Tc=91.0 min CN=72 8.76 cfs Subcatchment E6: Existing Sheet flow to Kennedy Road Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=2,937 sf Runoff Volume=0.012 af Runoff Depth=2.10" Flow Length=26' Slope=0.0200 '/' Tc=7.3 min CN=55 0.15 cfs Existing Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E7: Existing E7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=8,447 sf Runoff Volume=0.051 af Runoff Depth=3.18" Flow Length=197' Tc=25.0 min CN=66 0.44 cfs Subcatchment E8: Existing Kennedy Road runoff to CB Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=7,294 sf Runoff Volume=0.076 af Runoff Depth=5.45" Tc=6.0 min CN=87 1.03 cfs Existing Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1: (DP1) Existing Rail Road Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=12.462 ac Peak Elev=82.87' Storage=14,445 cf 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' 15.61 cfs 11.67 cfs Pond EP2: (DP3) Existing Depression Adjacet to Sullivan Ave Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.374 ac Peak Elev=83.20' Storage=33,927 cf 8.72 cfs 2.73 cfs Existing Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 39HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link DP4: (DP4) Existing Flow to Kennedy Road Drainage System Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=0.235 ac 1.17 cfs 1.17 cfs Existing Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 40HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Flow to Sullivan Ave Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=321,193 sf Runoff Volume=2.138 af Runoff Depth=3.48" Flow Length=887' Tc=65.5 min CN=62 11.07 cfs Subcatchment E2: (DP2) Existing Flow across North West Property Corner Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=76,582 sf Runoff Volume=0.276 af Runoff Depth=1.88" Flow Length=421' Tc=47.3 min CN=47 1.52 cfs Existing Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 41HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: Existing E3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=194,866 sf Runoff Volume=1.422 af Runoff Depth=3.81" Flow Length=716' Tc=62.2 min CN=65 7.63 cfs Subcatchment E4: Existing E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=56,986 sf Runoff Volume=0.465 af Runoff Depth=4.26" Flow Length=388' Tc=38.6 min CN=69 3.27 cfs Existing Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 42HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E5: Existing E5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=282,537 sf Runoff Volume=2.490 af Runoff Depth=4.61" Flow Length=1,310' Tc=91.0 min CN=72 10.63 cfs Subcatchment E6: Existing Sheet flow to Kennedy Road Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=2,937 sf Runoff Volume=0.015 af Runoff Depth=2.72" Flow Length=26' Slope=0.0200 '/' Tc=7.3 min CN=55 0.20 cfs Existing Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 43HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E7: Existing E7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=8,447 sf Runoff Volume=0.063 af Runoff Depth=3.93" Flow Length=197' Tc=25.0 min CN=66 0.55 cfs Subcatchment E8: Existing Kennedy Road runoff to CB Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=7,294 sf Runoff Volume=0.089 af Runoff Depth=6.35" Tc=6.0 min CN=87 1.19 cfs Existing Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 44HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1: (DP1) Existing Rail Road Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=12.462 ac Peak Elev=83.19' Storage=25,625 cf 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' 19.19 cfs 12.42 cfs Pond EP2: (DP3) Existing Depression Adjacet to Sullivan Ave Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.374 ac Peak Elev=83.28' Storage=40,432 cf 11.07 cfs 3.90 cfs Existing Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 45HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link DP4: (DP4) Existing Flow to Kennedy Road Drainage System Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=0.235 ac 1.38 cfs 1.38 cfs Existing Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 46HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1: (DP1) Existing Rail Road Pond Inflow Area = 12.462 ac, 7.83% Impervious, Inflow Depth = 4.28" for 100-yr event Inflow = 19.19 cfs @ 12.94 hrs, Volume= 4.440 af Outflow = 12.42 cfs @ 13.71 hrs, Volume= 4.440 af, Atten= 35%, Lag= 46.0 min Primary = 12.42 cfs @ 13.71 hrs, Volume= 4.440 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 83.19' @ 13.71 hrs Surf.Area= 51,397 sf Storage= 25,625 cf Plug-Flow detention time= 15.1 min calculated for 4.440 af (100% of inflow) Center-of-Mass det. time= 15.1 min ( 906.2 - 891.1 ) Volume Invert Avail.Storage Storage Description #1 79.70' 107,037 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 79.70 10 0 0 80.00 382 59 59 81.00 1,156 769 828 82.00 2,173 1,665 2,492 83.00 29,086 15,630 18,122 84.00 148,744 88,915 107,037 Device Routing Invert Outlet Devices #1 Primary 79.70'18.0" Round Culvert L= 43.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 79.60' / 79.70' S= -0.0023 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=12.42 cfs @ 13.71 hrs HW=83.19' (Free Discharge) 1=Culvert (Inlet Controls 12.42 cfs @ 7.03 fps) Summary for Pond EP2: (DP3) Existing Depression Adjacet to Sullivan Ave Inflow Area = 7.374 ac, 0.59% Impervious, Inflow Depth = 3.48" for 100-yr event Inflow = 11.07 cfs @ 12.88 hrs, Volume= 2.138 af Outflow = 3.90 cfs @ 14.06 hrs, Volume= 1.745 af, Atten= 65%, Lag= 70.5 min Primary = 3.90 cfs @ 14.06 hrs, Volume= 1.745 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 83.28' @ 14.06 hrs Surf.Area= 87,610 sf Storage= 40,432 cf Plug-Flow detention time= 227.2 min calculated for 1.745 af (82% of inflow) Center-of-Mass det. time= 151.4 min ( 1,049.0 - 897.6 ) Existing Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 47HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 82.00' 144,179 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 82.00 81 0 0 83.00 44,050 22,066 22,066 84.00 200,176 122,113 144,179 Device Routing Invert Outlet Devices #1 Primary 82.88'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=3.90 cfs @ 14.06 hrs HW=83.28' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 3.90 cfs @ 1.63 fps) APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) P1 Yard Drains to UGC-B P10 CB's to UGC-E (East) P11 Culdesac P12 Yard Drains to UGC-A P13 Yard Drains to UGC-C P2 (DP2*) Proposed Flow across North West Property Corner P3 P3 P4 P4 P5 P5 P6 Sheet flow To West Basin P7 Proposed P7 P8 Proposed Roof to UGC-D (west) P9 Sheetflow to North Basin DMH CB Splitter Structure EP1* (DP1*) Proposed Condition - Rail Road Pond PP1 UGC-D (Stormtech SC-310) PP2 Water Quality Basin (WEST) PP3 UGC-B (Stormtech SC-310) PP4 Water Quality Basin (North) PP5 UGC-E (Stormtech SC-310) PP6 Water Quality Basin (Kennedy Road) PP7 UGC-A (Stormtech SC-310) PP8 UGC-C (Stormtech SC-310) DP3* (DP3*) Proposed Flow to Sullivan Ave DP4* (DP4*) Proposed Flow to Kennedy Road Drainage System Routing Diagram for 4670 Hydrocad Prepared by Design Professionals, Inc. , Printed 3/30/2022 HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.002 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=53,290 sf 8.92% Impervious Runoff Depth=0.58"Subcatchment P1: Yard Drains to UGC-B Tc=7.0 min CN=65 Runoff=0.61 cfs 0.059 af Runoff Area=50,163 sf 84.49% Impervious Runoff Depth=2.40"Subcatchment P10: CB's to UGC-E (East) Tc=6.0 min CN=93 Runoff=3.14 cfs 0.230 af Runoff Area=41,659 sf 70.56% Impervious Runoff Depth=2.04"Subcatchment P11: Culdesac Tc=6.0 min CN=89 Runoff=2.27 cfs 0.162 af Runoff Area=50,556 sf 17.93% Impervious Runoff Depth=1.00"Subcatchment P12: Yard Drains to UGC-A Tc=7.0 min CN=74 Runoff=1.25 cfs 0.097 af Runoff Area=11,086 sf 6.38% Impervious Runoff Depth=0.50"Subcatchment P13: Yard Drains to UGC-C Tc=7.0 min CN=63 Runoff=0.10 cfs 0.011 af Runoff Area=7,789 sf 0.00% Impervious Runoff Depth=0.24"Subcatchment P2: (DP2*) Proposed Flow Tc=8.0 min CN=55 Runoff=0.02 cfs 0.004 af Runoff Area=10,240 sf 0.00% Impervious Runoff Depth=0.58"Subcatchment P3: P3 Tc=8.0 min CN=65 Runoff=0.11 cfs 0.011 af Runoff Area=24,823 sf 0.00% Impervious Runoff Depth=0.75"Subcatchment P4: P4 Flow Length=94' Slope=0.0014 '/' Tc=59.0 min CN=69 Runoff=0.17 cfs 0.036 af Runoff Area=215,643 sf 4.13% Impervious Runoff Depth=0.75"Subcatchment P5: P5 Flow Length=400' Tc=44.4 min CN=69 Runoff=1.78 cfs 0.310 af Runoff Area=203,856 sf 86.83% Impervious Runoff Depth=2.40"Subcatchment P6: Sheet flow To West Tc=6.0 min CN=93 Runoff=12.77 cfs 0.935 af Runoff Area=8,447 sf 21.26% Impervious Runoff Depth=0.62"Subcatchment P7: Proposed P7 Flow Length=197' Tc=25.0 min CN=66 Runoff=0.07 cfs 0.010 af Runoff Area=241,800 sf 100.00% Impervious Runoff Depth=2.92"Subcatchment P8: Proposed Roof to Tc=6.0 min CN=98 Runoff=16.99 cfs 1.350 af Runoff Area=44,272 sf 63.74% Impervious Runoff Depth=2.04"Subcatchment P9: Sheetflow to North Tc=7.0 min CN=89 Runoff=2.33 cfs 0.172 af Peak Elev=85.17' Inflow=1.63 cfs 0.229 afPond DMH: Splitter Structure Primary=1.14 cfs 0.149 af Secondary=0.48 cfs 0.081 af Outflow=1.63 cfs 0.229 af Peak Elev=80.72' Storage=537 cf Inflow=2.88 cfs 2.871 afPond EP1*: (DP1*) Proposed Condition - Rail 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' Outflow=2.86 cfs 2.871 af Peak Elev=83.92' Storage=54,354 cf Inflow=17.37 cfs 2.219 afPond PP1: UGC-D (Stormtech SC-310) Outflow=0.62 cfs 2.142 af Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Peak Elev=84.10' Storage=43,812 cf Inflow=12.77 cfs 0.935 afPond PP2: Water Quality Basin (WEST) 10.0" Round Culvert n=0.012 L=19.0' S=0.0063 '/' Outflow=0.87 cfs 0.869 af Peak Elev=80.83' Storage=2,549 cf Inflow=0.61 cfs 0.059 afPond PP3: UGC-B (Stormtech SC-310) Outflow=0.00 cfs 0.002 af Peak Elev=84.10' Storage=29,492 cf Inflow=3.17 cfs 0.321 afPond PP4: Water Quality Basin (North) Outflow=0.08 cfs 0.282 af Peak Elev=86.41' Storage=2,671 cf Inflow=3.14 cfs 0.230 afPond PP5: UGC-E (Stormtech SC-310) Outflow=1.63 cfs 0.229 af Peak Elev=80.57' Storage=14,381 cf Inflow=2.27 cfs 0.162 afPond PP6: Water Quality Basin (Kennedy Outflow=0.33 cfs 0.161 af Peak Elev=80.33' Storage=3,421 cf Inflow=1.25 cfs 0.097 afPond PP7: UGC-A (Stormtech SC-310) Outflow=0.02 cfs 0.078 af Peak Elev=80.09' Storage=459 cf Inflow=0.10 cfs 0.011 afPond PP8: UGC-C (Stormtech SC-310) Outflow=0.00 cfs 0.000 af Inflow=0.00 cfs 0.002 afLink DP3*: (DP3*) Proposed Flow to Sullivan Ave Primary=0.00 cfs 0.002 af Inflow=0.34 cfs 0.239 afLink DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Primary=0.34 cfs 0.239 af Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.002 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=53,290 sf 8.92% Impervious Runoff Depth=1.65"Subcatchment P1: Yard Drains to UGC-B Tc=7.0 min CN=65 Runoff=2.17 cfs 0.168 af Runoff Area=50,163 sf 84.49% Impervious Runoff Depth=4.19"Subcatchment P10: CB's to UGC-E (East) Tc=6.0 min CN=93 Runoff=5.32 cfs 0.402 af Runoff Area=41,659 sf 70.56% Impervious Runoff Depth=3.76"Subcatchment P11: Culdesac Tc=6.0 min CN=89 Runoff=4.10 cfs 0.300 af Runoff Area=50,556 sf 17.93% Impervious Runoff Depth=2.36"Subcatchment P12: Yard Drains to UGC-A Tc=7.0 min CN=74 Runoff=3.08 cfs 0.228 af Runoff Area=11,086 sf 6.38% Impervious Runoff Depth=1.50"Subcatchment P13: Yard Drains to UGC-C Tc=7.0 min CN=63 Runoff=0.40 cfs 0.032 af Runoff Area=7,789 sf 0.00% Impervious Runoff Depth=0.97"Subcatchment P2: (DP2*) Proposed Flow Tc=8.0 min CN=55 Runoff=0.15 cfs 0.015 af Runoff Area=10,240 sf 0.00% Impervious Runoff Depth=1.65"Subcatchment P3: P3 Tc=8.0 min CN=65 Runoff=0.40 cfs 0.032 af Runoff Area=24,823 sf 0.00% Impervious Runoff Depth=1.95"Subcatchment P4: P4 Flow Length=94' Slope=0.0014 '/' Tc=59.0 min CN=69 Runoff=0.50 cfs 0.093 af Runoff Area=215,643 sf 4.13% Impervious Runoff Depth=1.95"Subcatchment P5: P5 Flow Length=400' Tc=44.4 min CN=69 Runoff=5.13 cfs 0.804 af Runoff Area=203,856 sf 86.83% Impervious Runoff Depth=4.19"Subcatchment P6: Sheet flow To West Tc=6.0 min CN=93 Runoff=21.63 cfs 1.633 af Runoff Area=8,447 sf 21.26% Impervious Runoff Depth=1.72"Subcatchment P7: Proposed P7 Flow Length=197' Tc=25.0 min CN=66 Runoff=0.23 cfs 0.028 af Runoff Area=241,800 sf 100.00% Impervious Runoff Depth=4.75"Subcatchment P8: Proposed Roof to Tc=6.0 min CN=98 Runoff=27.13 cfs 2.199 af Runoff Area=44,272 sf 63.74% Impervious Runoff Depth=3.76"Subcatchment P9: Sheetflow to North Tc=7.0 min CN=89 Runoff=4.21 cfs 0.319 af Peak Elev=85.56' Inflow=3.48 cfs 0.401 afPond DMH: Splitter Structure Primary=2.68 cfs 0.258 af Secondary=0.80 cfs 0.143 af Outflow=3.48 cfs 0.401 af Peak Elev=81.71' Storage=1,900 cf Inflow=7.39 cfs 5.187 afPond EP1*: (DP1*) Proposed Condition - Rail 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' Outflow=7.18 cfs 5.186 af Peak Elev=84.31' Storage=74,556 cf Inflow=28.16 cfs 3.753 afPond PP1: UGC-D (Stormtech SC-310) Outflow=2.14 cfs 3.631 af Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Peak Elev=84.51' Storage=61,924 cf Inflow=21.63 cfs 1.633 afPond PP2: Water Quality Basin (WEST) 10.0" Round Culvert n=0.012 L=19.0' S=0.0063 '/' Outflow=1.70 cfs 1.554 af Peak Elev=81.08' Storage=3,199 cf Inflow=2.17 cfs 0.168 afPond PP3: UGC-B (Stormtech SC-310) Outflow=0.33 cfs 0.111 af Peak Elev=84.70' Storage=39,224 cf Inflow=6.51 cfs 0.577 afPond PP4: Water Quality Basin (North) Outflow=0.12 cfs 0.455 af Peak Elev=86.78' Storage=3,748 cf Inflow=5.32 cfs 0.402 afPond PP5: UGC-E (Stormtech SC-310) Outflow=3.48 cfs 0.401 af Peak Elev=81.03' Storage=17,386 cf Inflow=4.10 cfs 0.300 afPond PP6: Water Quality Basin (Kennedy Outflow=0.49 cfs 0.298 af Peak Elev=80.85' Storage=8,079 cf Inflow=3.08 cfs 0.228 afPond PP7: UGC-A (Stormtech SC-310) Outflow=0.05 cfs 0.161 af Peak Elev=80.56' Storage=1,388 cf Inflow=0.40 cfs 0.032 afPond PP8: UGC-C (Stormtech SC-310) Outflow=0.00 cfs 0.000 af Inflow=0.33 cfs 0.111 afLink DP3*: (DP3*) Proposed Flow to Sullivan Ave Primary=0.33 cfs 0.111 af Inflow=0.52 cfs 0.460 afLink DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Primary=0.52 cfs 0.460 af Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.002 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=53,290 sf 8.92% Impervious Runoff Depth=2.45"Subcatchment P1: Yard Drains to UGC-B Tc=7.0 min CN=65 Runoff=3.32 cfs 0.249 af Runoff Area=50,163 sf 84.49% Impervious Runoff Depth=5.31"Subcatchment P10: CB's to UGC-E (East) Tc=6.0 min CN=93 Runoff=6.66 cfs 0.510 af Runoff Area=41,659 sf 70.56% Impervious Runoff Depth=4.86"Subcatchment P11: Culdesac Tc=6.0 min CN=89 Runoff=5.23 cfs 0.387 af Runoff Area=50,556 sf 17.93% Impervious Runoff Depth=3.29"Subcatchment P12: Yard Drains to UGC-A Tc=7.0 min CN=74 Runoff=4.33 cfs 0.319 af Runoff Area=11,086 sf 6.38% Impervious Runoff Depth=2.27"Subcatchment P13: Yard Drains to UGC-C Tc=7.0 min CN=63 Runoff=0.63 cfs 0.048 af Runoff Area=7,789 sf 0.00% Impervious Runoff Depth=1.59"Subcatchment P2: (DP2*) Proposed Flow Tc=8.0 min CN=55 Runoff=0.28 cfs 0.024 af Runoff Area=10,240 sf 0.00% Impervious Runoff Depth=2.45"Subcatchment P3: P3 Tc=8.0 min CN=65 Runoff=0.62 cfs 0.048 af Runoff Area=24,823 sf 0.00% Impervious Runoff Depth=2.81"Subcatchment P4: P4 Flow Length=94' Slope=0.0014 '/' Tc=59.0 min CN=69 Runoff=0.74 cfs 0.134 af Runoff Area=215,643 sf 4.13% Impervious Runoff Depth=2.81"Subcatchment P5: P5 Flow Length=400' Tc=44.4 min CN=69 Runoff=7.54 cfs 1.161 af Runoff Area=203,856 sf 86.83% Impervious Runoff Depth=5.31"Subcatchment P6: Sheet flow To West Tc=6.0 min CN=93 Runoff=27.06 cfs 2.071 af Runoff Area=8,447 sf 21.26% Impervious Runoff Depth=2.54"Subcatchment P7: Proposed P7 Flow Length=197' Tc=25.0 min CN=66 Runoff=0.35 cfs 0.041 af Runoff Area=241,800 sf 100.00% Impervious Runoff Depth=5.89"Subcatchment P8: Proposed Roof to Tc=6.0 min CN=98 Runoff=33.39 cfs 2.725 af Runoff Area=44,272 sf 63.74% Impervious Runoff Depth=4.86"Subcatchment P9: Sheetflow to North Tc=7.0 min CN=89 Runoff=5.37 cfs 0.412 af Peak Elev=85.77' Inflow=4.53 cfs 0.509 afPond DMH: Splitter Structure Primary=3.60 cfs 0.271 af Secondary=0.93 cfs 0.238 af Outflow=4.53 cfs 0.509 af Peak Elev=82.36' Storage=5,032 cf Inflow=11.92 cfs 6.709 afPond EP1*: (DP1*) Proposed Condition - 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' Outflow=10.35 cfs 6.708 af Peak Elev=84.50' Storage=81,831 cf Inflow=34.84 cfs 4.714 afPond PP1: UGC-D (Stormtech SC-310) Outflow=3.42 cfs 4.572 af Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Peak Elev=84.80' Storage=75,445 cf Inflow=27.06 cfs 2.071 afPond PP2: Water Quality Basin (WEST) 10.0" Round Culvert n=0.012 L=19.0' S=0.0063 '/' Outflow=1.74 cfs 1.989 af Peak Elev=81.39' Storage=3,874 cf Inflow=3.32 cfs 0.249 afPond PP3: UGC-B (Stormtech SC-310) Outflow=1.27 cfs 0.193 af Peak Elev=84.97' Storage=43,878 cf Inflow=8.58 cfs 0.683 afPond PP4: Water Quality Basin (North) Outflow=0.13 cfs 0.516 af Peak Elev=87.01' Storage=4,312 cf Inflow=6.66 cfs 0.510 afPond PP5: UGC-E (Stormtech SC-310) Outflow=4.53 cfs 0.509 af Peak Elev=81.32' Storage=19,328 cf Inflow=5.23 cfs 0.387 afPond PP6: Water Quality Basin (Kennedy Outflow=0.57 cfs 0.386 af Peak Elev=81.31' Storage=11,485 cf Inflow=4.33 cfs 0.319 afPond PP7: UGC-A (Stormtech SC-310) Outflow=0.06 cfs 0.221 af Peak Elev=80.85' Storage=1,981 cf Inflow=0.63 cfs 0.048 afPond PP8: UGC-C (Stormtech SC-310) Outflow=0.01 cfs 0.005 af Inflow=1.27 cfs 0.197 afLink DP3*: (DP3*) Proposed Flow to Sullivan Ave Primary=1.27 cfs 0.197 af Inflow=0.61 cfs 0.606 afLink DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Primary=0.61 cfs 0.606 af Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.002 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=53,290 sf 8.92% Impervious Runoff Depth=3.08"Subcatchment P1: Yard Drains to UGC-B Tc=7.0 min CN=65 Runoff=4.22 cfs 0.314 af Runoff Area=50,163 sf 84.49% Impervious Runoff Depth=6.14"Subcatchment P10: CB's to UGC-E (East) Tc=6.0 min CN=93 Runoff=7.64 cfs 0.589 af Runoff Area=41,659 sf 70.56% Impervious Runoff Depth=5.68"Subcatchment P11: Culdesac Tc=6.0 min CN=89 Runoff=6.06 cfs 0.453 af Runoff Area=50,556 sf 17.93% Impervious Runoff Depth=4.02"Subcatchment P12: Yard Drains to UGC-A Tc=7.0 min CN=74 Runoff=5.28 cfs 0.388 af Runoff Area=11,086 sf 6.38% Impervious Runoff Depth=2.88"Subcatchment P13: Yard Drains to UGC-C Tc=7.0 min CN=63 Runoff=0.82 cfs 0.061 af Runoff Area=7,789 sf 0.00% Impervious Runoff Depth=2.10"Subcatchment P2: (DP2*) Proposed Flow Tc=8.0 min CN=55 Runoff=0.38 cfs 0.031 af Runoff Area=10,240 sf 0.00% Impervious Runoff Depth=3.08"Subcatchment P3: P3 Tc=8.0 min CN=65 Runoff=0.78 cfs 0.060 af Runoff Area=24,823 sf 0.00% Impervious Runoff Depth=3.49"Subcatchment P4: P4 Flow Length=94' Slope=0.0014 '/' Tc=59.0 min CN=69 Runoff=0.92 cfs 0.166 af Runoff Area=215,643 sf 4.13% Impervious Runoff Depth=3.49"Subcatchment P5: P5 Flow Length=400' Tc=44.4 min CN=69 Runoff=9.40 cfs 1.440 af Runoff Area=203,856 sf 86.83% Impervious Runoff Depth=6.14"Subcatchment P6: Sheet flow To West Tc=6.0 min CN=93 Runoff=31.04 cfs 2.395 af Runoff Area=8,447 sf 21.26% Impervious Runoff Depth=3.18"Subcatchment P7: Proposed P7 Flow Length=197' Tc=25.0 min CN=66 Runoff=0.44 cfs 0.051 af Runoff Area=241,800 sf 100.00% Impervious Runoff Depth=6.73"Subcatchment P8: Proposed Roof to Tc=6.0 min CN=98 Runoff=38.00 cfs 3.114 af Runoff Area=44,272 sf 63.74% Impervious Runoff Depth=5.68"Subcatchment P9: Sheetflow to North Tc=7.0 min CN=89 Runoff=6.22 cfs 0.481 af Peak Elev=85.96' Inflow=5.40 cfs 0.589 afPond DMH: Splitter Structure Primary=4.38 cfs 0.291 af Secondary=1.02 cfs 0.298 af Outflow=5.40 cfs 0.589 af Peak Elev=82.79' Storage=12,517 cf Inflow=16.11 cfs 7.841 afPond EP1*: (DP1*) Proposed Condition - 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' Outflow=11.48 cfs 7.840 af Peak Elev=84.69' Storage=87,872 cf Inflow=39.72 cfs 5.424 afPond PP1: UGC-D (Stormtech SC-310) Outflow=4.92 cfs 5.264 af Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Peak Elev=85.01' Storage=85,566 cf Inflow=31.04 cfs 2.395 afPond PP2: Water Quality Basin (WEST) 10.0" Round Culvert n=0.012 L=19.0' S=0.0063 '/' Outflow=1.76 cfs 2.310 af Peak Elev=81.62' Storage=4,282 cf Inflow=4.22 cfs 0.314 afPond PP3: UGC-B (Stormtech SC-310) Outflow=2.14 cfs 0.257 af Peak Elev=85.16' Storage=47,203 cf Inflow=10.07 cfs 0.772 afPond PP4: Water Quality Basin (North) Outflow=0.14 cfs 0.562 af Peak Elev=87.20' Storage=4,692 cf Inflow=7.64 cfs 0.589 afPond PP5: UGC-E (Stormtech SC-310) Outflow=5.40 cfs 0.589 af Peak Elev=81.52' Storage=20,797 cf Inflow=6.06 cfs 0.453 afPond PP6: Water Quality Basin (Kennedy Outflow=0.61 cfs 0.451 af Peak Elev=81.80' Storage=14,075 cf Inflow=5.28 cfs 0.388 afPond PP7: UGC-A (Stormtech SC-310) Outflow=0.07 cfs 0.262 af Peak Elev=80.88' Storage=2,050 cf Inflow=0.82 cfs 0.061 afPond PP8: UGC-C (Stormtech SC-310) Outflow=0.03 cfs 0.018 af Inflow=2.14 cfs 0.275 afLink DP3*: (DP3*) Proposed Flow to Sullivan Ave Primary=2.14 cfs 0.275 af Inflow=0.67 cfs 0.713 afLink DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Primary=0.67 cfs 0.713 af Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.002 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=53,290 sf 8.92% Impervious Runoff Depth=3.81"Subcatchment P1: Yard Drains to UGC-B Tc=7.0 min CN=65 Runoff=5.26 cfs 0.389 af Runoff Area=50,163 sf 84.49% Impervious Runoff Depth=7.06"Subcatchment P10: CB's to UGC-E (East) Tc=6.0 min CN=93 Runoff=8.72 cfs 0.678 af Runoff Area=41,659 sf 70.56% Impervious Runoff Depth=6.59"Subcatchment P11: Culdesac Tc=6.0 min CN=89 Runoff=6.97 cfs 0.525 af Runoff Area=50,556 sf 17.93% Impervious Runoff Depth=4.84"Subcatchment P12: Yard Drains to UGC-A Tc=7.0 min CN=74 Runoff=6.34 cfs 0.468 af Runoff Area=11,086 sf 6.38% Impervious Runoff Depth=3.59"Subcatchment P13: Yard Drains to UGC-C Tc=7.0 min CN=63 Runoff=1.03 cfs 0.076 af Runoff Area=7,789 sf 0.00% Impervious Runoff Depth=2.72"Subcatchment P2: (DP2*) Proposed Flow Tc=8.0 min CN=55 Runoff=0.51 cfs 0.040 af Runoff Area=10,240 sf 0.00% Impervious Runoff Depth=3.81"Subcatchment P3: P3 Tc=8.0 min CN=65 Runoff=0.98 cfs 0.075 af Runoff Area=24,823 sf 0.00% Impervious Runoff Depth=4.26"Subcatchment P4: P4 Flow Length=94' Slope=0.0014 '/' Tc=59.0 min CN=69 Runoff=1.13 cfs 0.203 af Runoff Area=215,643 sf 4.13% Impervious Runoff Depth=4.26"Subcatchment P5: P5 Flow Length=400' Tc=44.4 min CN=69 Runoff=11.52 cfs 1.759 af Runoff Area=203,856 sf 86.83% Impervious Runoff Depth=7.06"Subcatchment P6: Sheet flow To West Tc=6.0 min CN=93 Runoff=35.42 cfs 2.755 af Runoff Area=8,447 sf 21.26% Impervious Runoff Depth=3.93"Subcatchment P7: Proposed P7 Flow Length=197' Tc=25.0 min CN=66 Runoff=0.55 cfs 0.063 af Runoff Area=241,800 sf 100.00% Impervious Runoff Depth=7.66"Subcatchment P8: Proposed Roof to Tc=6.0 min CN=98 Runoff=43.10 cfs 3.543 af Runoff Area=44,272 sf 63.74% Impervious Runoff Depth=6.59"Subcatchment P9: Sheetflow to North Tc=7.0 min CN=89 Runoff=7.16 cfs 0.558 af Peak Elev=86.18' Inflow=6.22 cfs 0.677 afPond DMH: Splitter Structure Primary=5.11 cfs 0.327 af Secondary=1.11 cfs 0.350 af Outflow=6.22 cfs 0.677 af Peak Elev=83.17' Storage=24,454 cf Inflow=20.75 cfs 9.096 afPond EP1*: (DP1*) Proposed Condition - 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' Outflow=12.38 cfs 9.095 af Peak Elev=84.96' Storage=96,103 cf Inflow=44.70 cfs 6.210 afPond PP1: UGC-D (Stormtech SC-310) Outflow=6.89 cfs 6.031 af Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Peak Elev=85.24' Storage=96,918 cf Inflow=35.42 cfs 2.755 afPond PP2: Water Quality Basin (WEST) 10.0" Round Culvert n=0.012 L=19.0' S=0.0063 '/' Outflow=2.04 cfs 2.667 af Peak Elev=81.96' Storage=4,850 cf Inflow=5.26 cfs 0.389 afPond PP3: UGC-B (Stormtech SC-310) Outflow=3.07 cfs 0.332 af Peak Elev=85.40' Storage=51,569 cf Inflow=11.87 cfs 0.885 afPond PP4: Water Quality Basin (North) Outflow=0.15 cfs 0.616 af Peak Elev=87.40' Storage=5,078 cf Inflow=8.72 cfs 0.678 afPond PP5: UGC-E (Stormtech SC-310) Outflow=6.22 cfs 0.677 af Peak Elev=81.75' Storage=22,458 cf Inflow=6.97 cfs 0.525 afPond PP6: Water Quality Basin (Kennedy Outflow=0.66 cfs 0.523 af Peak Elev=82.02' Storage=15,195 cf Inflow=6.34 cfs 0.468 afPond PP7: UGC-A (Stormtech SC-310) Outflow=0.23 cfs 0.336 af Peak Elev=80.92' Storage=2,133 cf Inflow=1.03 cfs 0.076 afPond PP8: UGC-C (Stormtech SC-310) Outflow=0.07 cfs 0.033 af Inflow=3.07 cfs 0.365 afLink DP3*: (DP3*) Proposed Flow to Sullivan Ave Primary=3.07 cfs 0.365 af Inflow=0.82 cfs 0.859 afLink DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Primary=0.82 cfs 0.859 af Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Yard Drains to UGC-B Runoff = 0.61 cfs @ 12.13 hrs, Volume= 0.059 af, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description 45,366 61 >75% Grass cover, Good, HSG B 3,169 80 >75% Grass cover, Good, HSG D * 2 71 >75% Grass cover, Good, HSG B/D * 4,753 98 IMPERVIOUS 53,290 65 Weighted Average 48,537 91.08% Pervious Area 4,753 8.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P1: Yard Drains to UGC-B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=53,290 sf Runoff Volume=0.059 af Runoff Depth=0.58" Tc=7.0 min CN=65 0.61 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P10: CB's to UGC-E (East) Runoff = 3.14 cfs @ 12.09 hrs, Volume= 0.230 af, Depth= 2.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description 922 74 >75% Grass cover, Good, HSG C 2,430 61 >75% Grass cover, Good, HSG B * 4,429 71 >75% Grass cover, Good, HSG B/D * 42,382 98 IMPERVIOUS 50,163 93 Weighted Average 7,781 15.51% Pervious Area 42,382 84.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P10: CB's to UGC-E (East) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=50,163 sf Runoff Volume=0.230 af Runoff Depth=2.40" Tc=6.0 min CN=93 3.14 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P11: Culdesac Runoff = 2.27 cfs @ 12.09 hrs, Volume= 0.162 af, Depth= 2.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description * 29,394 98 IMPERVIOUS 2,607 61 >75% Grass cover, Good, HSG B * 9,658 71 >75% Grass cover, Good, HSG B/D 41,659 89 Weighted Average 12,265 29.44% Pervious Area 29,394 70.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P11: Culdesac Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=41,659 sf Runoff Volume=0.162 af Runoff Depth=2.04" Tc=6.0 min CN=89 2.27 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P12: Yard Drains to UGC-A Runoff = 1.25 cfs @ 12.11 hrs, Volume= 0.097 af, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description * 9,067 98 IMPERVIOUS 12,690 61 >75% Grass cover, Good, HSG B 4,707 74 >75% Grass cover, Good, HSG C * 24,092 71 >75% Grass cover, Good, HSG B/D 50,556 74 Weighted Average 41,489 82.07% Pervious Area 9,067 17.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P12: Yard Drains to UGC-A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=50,556 sf Runoff Volume=0.097 af Runoff Depth=1.00" Tc=7.0 min CN=74 1.25 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P13: Yard Drains to UGC-C Runoff = 0.10 cfs @ 12.13 hrs, Volume= 0.011 af, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description * 707 98 IMPERVIOUS 10,379 61 >75% Grass cover, Good, HSG B 11,086 63 Weighted Average 10,379 93.62% Pervious Area 707 6.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P13: Yard Drains to UGC-C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=11,086 sf Runoff Volume=0.011 af Runoff Depth=0.50" Tc=7.0 min CN=63 0.10 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: (DP2*) Proposed Flow across North West Property Corner Runoff = 0.02 cfs @ 12.38 hrs, Volume= 0.004 af, Depth= 0.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description 2,334 39 >75% Grass cover, Good, HSG A 5,236 61 >75% Grass cover, Good, HSG B * 219 71 >75% Grass cover, Good, HSG B/D 7,789 55 Weighted Average 7,789 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P2: (DP2*) Proposed Flow across North West Property Corner Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=7,789 sf Runoff Volume=0.004 af Runoff Depth=0.24" Tc=8.0 min CN=55 0.02 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 Runoff = 0.11 cfs @ 12.13 hrs, Volume= 0.011 af, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description 2,646 39 >75% Grass cover, Good, HSG A 7,594 74 >75% Grass cover, Good, HSG C 10,240 65 Weighted Average 10,240 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P3: P3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.125 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=10,240 sf Runoff Volume=0.011 af Runoff Depth=0.58" Tc=8.0 min CN=65 0.11 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 Runoff = 0.17 cfs @ 12.91 hrs, Volume= 0.036 af, Depth= 0.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description 4,911 74 >75% Grass cover, Good, HSG C * 2,000 71 >75% Grass cover, Good, HSG B/D * 14,330 66 Woods, Good, HSG B/D 3,582 70 Woods, Good, HSG C 24,823 69 Weighted Average 24,823 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 59.0 94 0.0014 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.22" Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=24,823 sf Runoff Volume=0.036 af Runoff Depth=0.75" Flow Length=94' Slope=0.0014 '/' Tc=59.0 min CN=69 0.17 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 Runoff = 1.78 cfs @ 12.68 hrs, Volume= 0.310 af, Depth= 0.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description 1,504 74 >75% Grass cover, Good, HSG C * 9,745 71 >75% Grass cover, Good, HSG B/D 25,599 70 Woods, Good, HSG C * 127,460 66 Woods, Good, HSG B/D * 8,904 98 IMPERVIOUS * 13,961 68 Meadow, non-grazed, HSG B/D 28,470 71 Meadow, non-grazed, HSG C 215,643 69 Weighted Average 206,739 95.87% Pervious Area 8,904 4.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 23 0.2900 0.25 Sheet Flow, GRASS SF Grass: Dense n= 0.240 P2= 3.22" 22.4 82 0.0120 0.06 Sheet Flow, WOODLAND SF Woods: Light underbrush n= 0.400 P2= 3.22" 20.5 295 0.0023 0.24 Shallow Concentrated Flow, WOOD SCF Woodland Kv= 5.0 fps 44.4 400 Total Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=215,643 sf Runoff Volume=0.310 af Runoff Depth=0.75" Flow Length=400' Tc=44.4 min CN=69 1.78 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P6: Sheet flow To West Basin Runoff = 12.77 cfs @ 12.09 hrs, Volume= 0.935 af, Depth= 2.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description 4,918 39 >75% Grass cover, Good, HSG A 6,710 61 >75% Grass cover, Good, HSG B 6,131 74 >75% Grass cover, Good, HSG C * 9,090 71 >75% Grass cover, Good, HSG B/D * 177,007 98 IMPERVIOUS 203,856 93 Weighted Average 26,849 13.17% Pervious Area 177,007 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P6: Sheet flow To West Basin Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=203,856 sf Runoff Volume=0.935 af Runoff Depth=2.40" Tc=6.0 min CN=93 12.77 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P7: Proposed P7 Runoff = 0.07 cfs @ 12.42 hrs, Volume= 0.010 af, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description 2,335 39 >75% Grass cover, Good, HSG A 1,709 74 >75% Grass cover, Good, HSG C * 1,796 98 IMPERVIOUS 450 30 Meadow, non-grazed, HSG A 2,157 71 Meadow, non-grazed, HSG C 8,447 66 Weighted Average 6,651 78.74% Pervious Area 1,796 21.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 100 0.0160 0.07 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 1.6 97 0.0420 1.02 Shallow Concentrated Flow, Woodlan SCF Woodland Kv= 5.0 fps 25.0 197 Total Subcatchment P7: Proposed P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=8,447 sf Runoff Volume=0.010 af Runoff Depth=0.62" Flow Length=197' Tc=25.0 min CN=66 0.07 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P8: Proposed Roof to UGC-D (west) Runoff = 16.99 cfs @ 12.09 hrs, Volume= 1.350 af, Depth= 2.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description * 241,800 98 IMPERVIOUS 241,800 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P8: Proposed Roof to UGC-D (west) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=241,800 sf Runoff Volume=1.350 af Runoff Depth=2.92" Tc=6.0 min CN=98 16.99 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P9: Sheetflow to North Basin Runoff = 2.33 cfs @ 12.10 hrs, Volume= 0.172 af, Depth= 2.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (sf) CN Description 14,312 74 >75% Grass cover, Good, HSG C * 1,743 71 >75% Grass cover, Good, HSG B/D * 28,217 98 IMPERVIOUS 44,272 89 Weighted Average 16,055 36.26% Pervious Area 28,217 63.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P9: Sheetflow to North Basin Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=44,272 sf Runoff Volume=0.172 af Runoff Depth=2.04" Tc=7.0 min CN=89 2.33 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond DMH: Splitter Structure Inflow Area = 1.152 ac, 84.49% Impervious, Inflow Depth = 2.39" for 2-yr event Inflow = 1.63 cfs @ 12.22 hrs, Volume= 0.229 af Outflow = 1.63 cfs @ 12.22 hrs, Volume= 0.229 af, Atten= 0%, Lag= 0.0 min Primary = 1.14 cfs @ 12.22 hrs, Volume= 0.149 af Secondary = 0.48 cfs @ 12.22 hrs, Volume= 0.081 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 85.17' @ 12.22 hrs Flood Elev= 85.80' Device Routing Invert Outlet Devices #1 Primary 84.55'15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 84.55' / 84.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Secondary 84.55'6.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 84.55' / 84.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf Primary OutFlow Max=1.14 cfs @ 12.22 hrs HW=85.17' TW=83.72' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.14 cfs @ 2.74 fps) Secondary OutFlow Max=0.48 cfs @ 12.22 hrs HW=85.17' TW=80.39' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.48 cfs @ 2.54 fps) Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond DMH: Splitter Structure Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=1.152 ac Peak Elev=85.17' 1.63 cfs 1.63 cfs 1.14 cfs 0.48 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1*: (DP1*) Proposed Condition - Rail Road Pond Inflow Area = 18.348 ac, 62.57% Impervious, Inflow Depth > 1.88" for 2-yr event Inflow = 2.88 cfs @ 12.68 hrs, Volume= 2.871 af Outflow = 2.86 cfs @ 12.73 hrs, Volume= 2.871 af, Atten= 1%, Lag= 3.0 min Primary = 2.86 cfs @ 12.73 hrs, Volume= 2.871 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 80.72' @ 12.73 hrs Surf.Area= 942 sf Storage= 537 cf Plug-Flow detention time= 3.0 min calculated for 2.871 af (100% of inflow) Center-of-Mass det. time= 2.8 min ( 1,879.9 - 1,877.1 ) Volume Invert Avail.Storage Storage Description #1 79.70' 94,801 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 79.70 10 0 0 80.00 382 59 59 81.00 1,156 769 828 82.00 2,173 1,665 2,492 83.00 29,061 15,617 18,109 84.00 124,323 76,692 94,801 Device Routing Invert Outlet Devices #1 Primary 79.70'18.0" Round Culvert L= 43.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 79.60' / 79.70' S= -0.0023 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=2.86 cfs @ 12.73 hrs HW=80.72' (Free Discharge) 1=Culvert (Barrel Controls 2.86 cfs @ 2.80 fps) Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1*: (DP1*) Proposed Condition - Rail Road Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=18.348 ac Peak Elev=80.72' Storage=537 cf 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' 2.88 cfs 2.86 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP1: UGC-D (Stormtech SC-310) Inflow Area = 10.231 ac, 93.98% Impervious, Inflow Depth > 2.60" for 2-yr event Inflow = 17.37 cfs @ 12.09 hrs, Volume= 2.219 af Outflow = 0.62 cfs @ 19.30 hrs, Volume= 2.142 af, Atten= 96%, Lag= 433.0 min Primary = 0.62 cfs @ 19.30 hrs, Volume= 2.142 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 83.92' @ 19.30 hrs Surf.Area= 78,048 sf Storage= 54,354 cf Plug-Flow detention time= 1,078.0 min calculated for 2.142 af (97% of inflow) Center-of-Mass det. time= 997.1 min ( 2,042.6 - 1,045.5 ) Volume Invert Avail.Storage Storage Description #1A 82.78' 48,033 cf 108.17'W x 644.00'L x 2.33'H Field A 162,538 cf Overall - 42,457 cf Embedded = 120,082 cf x 40.0% Voids #2A 83.28' 42,457 cf ADS_StormTech RC-310 +Cap x 2880 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 2880 Chambers in 32 Rows #3B 82.78' 6,025 cf 11.50'W x 729.44'L x 2.33'H Field B 19,573 cf Overall - 4,511 cf Embedded = 15,062 cf x 40.0% Voids #4B 83.28' 4,511 cf ADS_StormTech SC-310 +Cap x 306 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 306 Chambers in 3 Rows 101,025 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 82.78'24.0" Round 24" RCP L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 82.78' / 82.70' S= 0.0057 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf #2 Device 1 82.78'9.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 83.95'24.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.62 cfs @ 19.30 hrs HW=83.92' TW=80.22' (Dynamic Tailwater) 1=24" RCP (Passes 0.62 cfs of 4.78 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.62 cfs @ 4.94 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP1: UGC-D (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=10.231 ac Peak Elev=83.92' Storage=54,354 cf 17.37 cfs 0.62 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP2: Water Quality Basin (WEST) Inflow Area = 4.680 ac, 86.83% Impervious, Inflow Depth = 2.40" for 2-yr event Inflow = 12.77 cfs @ 12.09 hrs, Volume= 0.935 af Outflow = 0.87 cfs @ 13.53 hrs, Volume= 0.869 af, Atten= 93%, Lag= 86.7 min Primary = 0.87 cfs @ 13.53 hrs, Volume= 0.869 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 83.50' Surf.Area= 39,354 sf Storage= 18,954 cf Peak Elev= 84.10' @ 13.53 hrs Surf.Area= 42,980 sf Storage= 43,812 cf (24,857 cf above start) Plug-Flow detention time= 1,387.5 min calculated for 0.434 af (46% of inflow) Center-of-Mass det. time= 700.8 min ( 1,494.0 - 793.2 ) Volume Invert Avail.Storage Storage Description #1 83.00' 136,855 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 83.00 36,482 0 0 36,482 84.00 42,335 39,372 39,372 42,377 85.00 48,730 45,495 84,867 48,817 86.00 55,314 51,987 136,855 55,450 Device Routing Invert Outlet Devices #1 Primary 83.50'10.0" Round Culvert L= 19.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 83.50' / 83.38' S= 0.0063 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.55 sf Primary OutFlow Max=0.87 cfs @ 13.53 hrs HW=84.10' TW=83.73' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.87 cfs @ 2.88 fps) Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP2: Water Quality Basin (WEST) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.680 ac Peak Elev=84.10' Storage=43,812 cf 10.0" Round Culvert n=0.012 L=19.0' S=0.0063 '/' 12.77 cfs 0.87 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP3: UGC-B (Stormtech SC-310) Inflow Area = 1.223 ac, 8.92% Impervious, Inflow Depth = 0.58" for 2-yr event Inflow = 0.61 cfs @ 12.13 hrs, Volume= 0.059 af Outflow = 0.00 cfs @ 24.13 hrs, Volume= 0.002 af, Atten= 99%, Lag= 720.3 min Primary = 0.00 cfs @ 24.13 hrs, Volume= 0.002 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 80.83' @ 24.13 hrs Surf.Area= 4,229 sf Storage= 2,549 cf Plug-Flow detention time= 1,172.4 min calculated for 0.002 af (3% of inflow) Center-of-Mass det. time= 993.2 min ( 1,891.1 - 897.9 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 1,745 cf 4.83'W x 473.12'L x 2.33'H Field A 5,336 cf Overall - 973 cf Embedded = 4,363 cf x 40.0% Voids #2A 80.23' 973 cf ADS_StormTech SC-310 +Cap x 66 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 79.73' 1,483 cf 4.83'W x 401.92'L x 2.33'H Field B 4,533 cf Overall - 826 cf Embedded = 3,707 cf x 40.0% Voids #4B 80.23' 826 cf ADS_StormTech SC-310 +Cap x 56 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 5,027 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.66'12.0" Round 12" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.66' / 79.27' S= 0.0195 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.80'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 2 80.30'12.0" Round 12" HDPE L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.30' / 80.20' S= 0.0083 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 24.13 hrs HW=80.83' TW=0.00' (Dynamic Tailwater) 1=12" HDPE OUT (Passes 0.00 cfs of 3.10 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.60 fps) 3=12" HDPE (Passes 0.00 cfs of 0.30 cfs potential flow) Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP3: UGC-B (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.223 ac Peak Elev=80.83' Storage=2,549 cf 0.61 cfs 0.00 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP4: Water Quality Basin (North) Inflow Area = 2.168 ac, 74.76% Impervious, Inflow Depth = 1.78" for 2-yr event Inflow = 3.17 cfs @ 12.12 hrs, Volume= 0.321 af Outflow = 0.08 cfs @ 18.71 hrs, Volume= 0.282 af, Atten= 97%, Lag= 395.5 min Primary = 0.08 cfs @ 18.71 hrs, Volume= 0.282 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 83.40' Surf.Area= 14,585 sf Storage= 18,791 cf Peak Elev= 84.10' @ 18.71 hrs Surf.Area= 15,836 sf Storage= 29,492 cf (10,701 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 1,326.0 min ( 2,158.6 - 832.6 ) Volume Invert Avail.Storage Storage Description #1 82.00' 62,769 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 82.00 12,313 0 0 12,313 83.00 13,894 13,096 13,096 13,945 84.00 15,654 14,765 27,861 15,757 85.00 17,454 16,546 44,407 17,614 86.00 19,286 18,362 62,769 19,508 Device Routing Invert Outlet Devices #1 Primary 83.40'12.0" Round Culvert L= 19.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 83.40' / 83.31' S= 0.0047 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 83.40'2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.08 cfs @ 18.71 hrs HW=84.10' TW=80.22' (Dynamic Tailwater) 1=Culvert (Passes 0.08 cfs of 1.23 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.08 cfs @ 3.79 fps) Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP4: Water Quality Basin (North) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=2.168 ac Peak Elev=84.10' Storage=29,492 cf 3.17 cfs 0.08 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP5: UGC-E (Stormtech SC-310) Inflow Area = 1.152 ac, 84.49% Impervious, Inflow Depth = 2.40" for 2-yr event Inflow = 3.14 cfs @ 12.09 hrs, Volume= 0.230 af Outflow = 1.63 cfs @ 12.22 hrs, Volume= 0.229 af, Atten= 48%, Lag= 8.1 min Primary = 1.63 cfs @ 12.22 hrs, Volume= 0.229 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 86.41' @ 12.22 hrs Surf.Area= 4,780 sf Storage= 2,671 cf Plug-Flow detention time= 68.5 min calculated for 0.229 af (100% of inflow) Center-of-Mass det. time= 66.8 min ( 860.1 - 793.2 ) Volume Invert Avail.Storage Storage Description #1A 85.38' 1,929 cf 4.83'W x 522.96'L x 2.33'H Field A 5,898 cf Overall - 1,076 cf Embedded = 4,822 cf x 40.0% Voids #2A 85.88' 1,076 cf ADS_StormTech SC-310 +Cap x 73 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 85.38' 1,719 cf 4.83'W x 466.00'L x 2.33'H Field B 5,255 cf Overall - 958 cf Embedded = 4,297 cf x 40.0% Voids #4B 85.88' 958 cf ADS_StormTech SC-310 +Cap x 65 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 5,682 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 85.38'15.0" Round 15" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.38' / 85.28' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #2 Device 1 85.95'10.0" Round ORIFICE A X 2.00 L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.95' / 85.92' S= 0.0060 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.55 sf #3 Device 1 85.38'6.0" Round ORIFICE B L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.38' / 85.31' S= 0.0020 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=1.63 cfs @ 12.22 hrs HW=86.41' TW=85.17' (Dynamic Tailwater) 1=15" HDPE OUT (Passes 1.63 cfs of 2.82 cfs potential flow) 2=ORIFICE A (Barrel Controls 1.00 cfs @ 2.34 fps) 3=ORIFICE B (Barrel Controls 0.62 cfs @ 3.17 fps) Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 39HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP5: UGC-E (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.152 ac Peak Elev=86.41' Storage=2,671 cf 3.14 cfs 1.63 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 40HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP6: Water Quality Basin (Kennedy Road) Inflow Area = 0.956 ac, 70.56% Impervious, Inflow Depth = 2.04" for 2-yr event Inflow = 2.27 cfs @ 12.09 hrs, Volume= 0.162 af Outflow = 0.33 cfs @ 12.61 hrs, Volume= 0.161 af, Atten= 86%, Lag= 31.2 min Primary = 0.33 cfs @ 12.61 hrs, Volume= 0.161 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 80.00' Surf.Area= 5,601 sf Storage= 11,033 cf Peak Elev= 80.57' @ 12.61 hrs Surf.Area= 6,196 sf Storage= 14,381 cf (3,348 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 208.2 min ( 1,019.9 - 811.7 ) Volume Invert Avail.Storage Storage Description #1 75.00' 42,367 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 75.00 239 0 0 239 76.00 786 486 486 791 77.00 1,382 1,070 1,556 1,399 78.00 2,063 1,711 3,267 2,095 78.80 2,824 1,947 5,214 2,869 79.00 4,585 734 5,948 4,630 80.00 5,601 5,085 11,033 5,677 81.00 6,669 6,127 17,160 6,781 82.00 7,793 7,224 24,384 7,944 83.00 8,973 8,376 32,760 9,168 84.00 10,257 9,608 42,367 10,498 Device Routing Invert Outlet Devices #1 Primary 80.00'12.0" Round Culvert L= 19.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.00' / 79.91' S= 0.0047 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 80.00'4.5" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.33 cfs @ 12.61 hrs HW=80.57' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.33 cfs of 0.83 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.33 cfs @ 2.97 fps) Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 41HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP6: Water Quality Basin (Kennedy Road) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=0.956 ac Peak Elev=80.57' Storage=14,381 cf 2.27 cfs 0.33 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 42HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP7: UGC-A (Stormtech SC-310) Inflow Area = 1.161 ac, 17.93% Impervious, Inflow Depth = 1.00" for 2-yr event Inflow = 1.25 cfs @ 12.11 hrs, Volume= 0.097 af Outflow = 0.02 cfs @ 24.04 hrs, Volume= 0.078 af, Atten= 98%, Lag= 716.0 min Primary = 0.02 cfs @ 24.04 hrs, Volume= 0.078 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 80.33' @ 24.04 hrs Surf.Area= 12,415 sf Storage= 3,421 cf Plug-Flow detention time= 1,542.7 min calculated for 0.078 af (80% of inflow) Center-of-Mass det. time= 1,462.1 min ( 2,326.1 - 864.0 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 6,730 cf 11.50'W x 814.88'L x 2.33'H Field A 21,866 cf Overall - 5,042 cf Embedded = 16,824 cf x 40.0% Voids #2A 80.23' 5,042 cf ADS_StormTech SC-310 +Cap x 342 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 342 Chambers in 3 Rows #3B 79.73' 2,322 cf 4.83'W x 629.76'L x 2.33'H Field B 7,102 cf Overall - 1,297 cf Embedded = 5,805 cf x 40.0% Voids #4B 80.23' 1,297 cf ADS_StormTech SC-310 +Cap x 88 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 15,391 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.73'12.0" Round 12" HDPE L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.73' / 79.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.35'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 79.73'1.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 81.86'9.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.02 cfs @ 24.04 hrs HW=80.33' TW=0.00' (Dynamic Tailwater) 1=12" HDPE (Passes 0.02 cfs of 0.95 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.02 cfs @ 3.60 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 43HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP7: UGC-A (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=1.161 ac Peak Elev=80.33' Storage=3,421 cf 1.25 cfs 0.02 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 44HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP8: UGC-C (Stormtech SC-310) Inflow Area = 0.254 ac, 6.38% Impervious, Inflow Depth = 0.50" for 2-yr event Inflow = 0.10 cfs @ 12.13 hrs, Volume= 0.011 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 80.09' @ 24.39 hrs Surf.Area= 3,231 sf Storage= 459 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1A 79.73' 1,299 cf 4.83'W x 352.08'L x 2.33'H Field A 3,971 cf Overall - 722 cf Embedded = 3,248 cf x 40.0% Voids #2A 80.23' 722 cf ADS_StormTech SC-310 +Cap x 49 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 79.73' 1,168 cf 4.83'W x 316.48'L x 2.33'H Field B 3,569 cf Overall - 649 cf Embedded = 2,921 cf x 40.0% Voids #4B 80.23' 649 cf ADS_StormTech SC-310 +Cap x 44 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 3,839 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.73'12.0" Round 12" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.73' / 79.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.80'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 2 80.30'12.0" Round 12" HDPE L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.30' / 80.20' S= 0.0083 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.73' TW=0.00' (Dynamic Tailwater) 1=12" HDPE OUT ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=12" HDPE ( Controls 0.00 cfs) Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 45HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP8: UGC-C (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.254 ac Peak Elev=80.09' Storage=459 cf 0.10 cfs 0.00 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 46HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP3*: (DP3*) Proposed Flow to Sullivan Ave Inflow Area = 1.478 ac, 8.48% Impervious, Inflow Depth > 0.02" for 2-yr event Inflow = 0.00 cfs @ 24.13 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 24.13 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Link DP3*: (DP3*) Proposed Flow to Sullivan Ave Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.005 0.004 0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Inflow Area=1.478 ac 0.00 cfs 0.00 cfs Proposed Condition Type III 24-hr 2-yr Rainfall=3.15"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 47HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Inflow Area = 2.117 ac, 41.71% Impervious, Inflow Depth > 1.35" for 2-yr event Inflow = 0.34 cfs @ 12.63 hrs, Volume= 0.239 af Primary = 0.34 cfs @ 12.63 hrs, Volume= 0.239 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Link DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.117 ac 0.34 cfs 0.34 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 48HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Yard Drains to UGC-B Runoff = 2.17 cfs @ 12.11 hrs, Volume= 0.168 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (sf) CN Description 45,366 61 >75% Grass cover, Good, HSG B 3,169 80 >75% Grass cover, Good, HSG D * 2 71 >75% Grass cover, Good, HSG B/D * 4,753 98 IMPERVIOUS 53,290 65 Weighted Average 48,537 91.08% Pervious Area 4,753 8.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P1: Yard Drains to UGC-B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=53,290 sf Runoff Volume=0.168 af Runoff Depth=1.65" Tc=7.0 min CN=65 2.17 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 49HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P10: CB's to UGC-E (East) Runoff = 5.32 cfs @ 12.09 hrs, Volume= 0.402 af, Depth= 4.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (sf) CN Description 922 74 >75% Grass cover, Good, HSG C 2,430 61 >75% Grass cover, Good, HSG B * 4,429 71 >75% Grass cover, Good, HSG B/D * 42,382 98 IMPERVIOUS 50,163 93 Weighted Average 7,781 15.51% Pervious Area 42,382 84.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P10: CB's to UGC-E (East) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=50,163 sf Runoff Volume=0.402 af Runoff Depth=4.19" Tc=6.0 min CN=93 5.32 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 50HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P11: Culdesac Runoff = 4.10 cfs @ 12.09 hrs, Volume= 0.300 af, Depth= 3.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (sf) CN Description * 29,394 98 IMPERVIOUS 2,607 61 >75% Grass cover, Good, HSG B * 9,658 71 >75% Grass cover, Good, HSG B/D 41,659 89 Weighted Average 12,265 29.44% Pervious Area 29,394 70.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P11: Culdesac Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=41,659 sf Runoff Volume=0.300 af Runoff Depth=3.76" Tc=6.0 min CN=89 4.10 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 51HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P12: Yard Drains to UGC-A Runoff = 3.08 cfs @ 12.10 hrs, Volume= 0.228 af, Depth= 2.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (sf) CN Description * 9,067 98 IMPERVIOUS 12,690 61 >75% Grass cover, Good, HSG B 4,707 74 >75% Grass cover, Good, HSG C * 24,092 71 >75% Grass cover, Good, HSG B/D 50,556 74 Weighted Average 41,489 82.07% Pervious Area 9,067 17.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P12: Yard Drains to UGC-A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=50,556 sf Runoff Volume=0.228 af Runoff Depth=2.36" Tc=7.0 min CN=74 3.08 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 52HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P13: Yard Drains to UGC-C Runoff = 0.40 cfs @ 12.11 hrs, Volume= 0.032 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (sf) CN Description * 707 98 IMPERVIOUS 10,379 61 >75% Grass cover, Good, HSG B 11,086 63 Weighted Average 10,379 93.62% Pervious Area 707 6.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P13: Yard Drains to UGC-C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=11,086 sf Runoff Volume=0.032 af Runoff Depth=1.50" Tc=7.0 min CN=63 0.40 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 53HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: (DP2*) Proposed Flow across North West Property Corner Runoff = 0.15 cfs @ 12.13 hrs, Volume= 0.015 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (sf) CN Description 2,334 39 >75% Grass cover, Good, HSG A 5,236 61 >75% Grass cover, Good, HSG B * 219 71 >75% Grass cover, Good, HSG B/D 7,789 55 Weighted Average 7,789 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P2: (DP2*) Proposed Flow across North West Property Corner Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=7,789 sf Runoff Volume=0.015 af Runoff Depth=0.97" Tc=8.0 min CN=55 0.15 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 54HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 Runoff = 0.40 cfs @ 12.12 hrs, Volume= 0.032 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (sf) CN Description 2,646 39 >75% Grass cover, Good, HSG A 7,594 74 >75% Grass cover, Good, HSG C 10,240 65 Weighted Average 10,240 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P3: P3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=10,240 sf Runoff Volume=0.032 af Runoff Depth=1.65" Tc=8.0 min CN=65 0.40 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 55HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 Runoff = 0.50 cfs @ 12.85 hrs, Volume= 0.093 af, Depth= 1.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (sf) CN Description 4,911 74 >75% Grass cover, Good, HSG C * 2,000 71 >75% Grass cover, Good, HSG B/D * 14,330 66 Woods, Good, HSG B/D 3,582 70 Woods, Good, HSG C 24,823 69 Weighted Average 24,823 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 59.0 94 0.0014 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.22" Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=24,823 sf Runoff Volume=0.093 af Runoff Depth=1.95" Flow Length=94' Slope=0.0014 '/' Tc=59.0 min CN=69 0.50 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 56HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 Runoff = 5.13 cfs @ 12.63 hrs, Volume= 0.804 af, Depth= 1.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (sf) CN Description 1,504 74 >75% Grass cover, Good, HSG C * 9,745 71 >75% Grass cover, Good, HSG B/D 25,599 70 Woods, Good, HSG C * 127,460 66 Woods, Good, HSG B/D * 8,904 98 IMPERVIOUS * 13,961 68 Meadow, non-grazed, HSG B/D 28,470 71 Meadow, non-grazed, HSG C 215,643 69 Weighted Average 206,739 95.87% Pervious Area 8,904 4.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 23 0.2900 0.25 Sheet Flow, GRASS SF Grass: Dense n= 0.240 P2= 3.22" 22.4 82 0.0120 0.06 Sheet Flow, WOODLAND SF Woods: Light underbrush n= 0.400 P2= 3.22" 20.5 295 0.0023 0.24 Shallow Concentrated Flow, WOOD SCF Woodland Kv= 5.0 fps 44.4 400 Total Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 57HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=215,643 sf Runoff Volume=0.804 af Runoff Depth=1.95" Flow Length=400' Tc=44.4 min CN=69 5.13 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 58HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P6: Sheet flow To West Basin Runoff = 21.63 cfs @ 12.09 hrs, Volume= 1.633 af, Depth= 4.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (sf) CN Description 4,918 39 >75% Grass cover, Good, HSG A 6,710 61 >75% Grass cover, Good, HSG B 6,131 74 >75% Grass cover, Good, HSG C * 9,090 71 >75% Grass cover, Good, HSG B/D * 177,007 98 IMPERVIOUS 203,856 93 Weighted Average 26,849 13.17% Pervious Area 177,007 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P6: Sheet flow To West Basin Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=203,856 sf Runoff Volume=1.633 af Runoff Depth=4.19" Tc=6.0 min CN=93 21.63 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 59HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P7: Proposed P7 Runoff = 0.23 cfs @ 12.36 hrs, Volume= 0.028 af, Depth= 1.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (sf) CN Description 2,335 39 >75% Grass cover, Good, HSG A 1,709 74 >75% Grass cover, Good, HSG C * 1,796 98 IMPERVIOUS 450 30 Meadow, non-grazed, HSG A 2,157 71 Meadow, non-grazed, HSG C 8,447 66 Weighted Average 6,651 78.74% Pervious Area 1,796 21.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 100 0.0160 0.07 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 1.6 97 0.0420 1.02 Shallow Concentrated Flow, Woodlan SCF Woodland Kv= 5.0 fps 25.0 197 Total Subcatchment P7: Proposed P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=8,447 sf Runoff Volume=0.028 af Runoff Depth=1.72" Flow Length=197' Tc=25.0 min CN=66 0.23 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 60HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P8: Proposed Roof to UGC-D (west) Runoff = 27.13 cfs @ 12.09 hrs, Volume= 2.199 af, Depth= 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (sf) CN Description * 241,800 98 IMPERVIOUS 241,800 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P8: Proposed Roof to UGC-D (west) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=241,800 sf Runoff Volume=2.199 af Runoff Depth=4.75" Tc=6.0 min CN=98 27.13 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 61HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P9: Sheetflow to North Basin Runoff = 4.21 cfs @ 12.10 hrs, Volume= 0.319 af, Depth= 3.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (sf) CN Description 14,312 74 >75% Grass cover, Good, HSG C * 1,743 71 >75% Grass cover, Good, HSG B/D * 28,217 98 IMPERVIOUS 44,272 89 Weighted Average 16,055 36.26% Pervious Area 28,217 63.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P9: Sheetflow to North Basin Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=44,272 sf Runoff Volume=0.319 af Runoff Depth=3.76" Tc=7.0 min CN=89 4.21 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 62HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond DMH: Splitter Structure Inflow Area = 1.152 ac, 84.49% Impervious, Inflow Depth = 4.18" for 10-yr event Inflow = 3.48 cfs @ 12.17 hrs, Volume= 0.401 af Outflow = 3.48 cfs @ 12.17 hrs, Volume= 0.401 af, Atten= 0%, Lag= 0.0 min Primary = 2.68 cfs @ 12.17 hrs, Volume= 0.258 af Secondary = 0.80 cfs @ 12.17 hrs, Volume= 0.143 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 85.56' @ 12.17 hrs Flood Elev= 85.80' Device Routing Invert Outlet Devices #1 Primary 84.55'15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 84.55' / 84.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Secondary 84.55'6.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 84.55' / 84.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf Primary OutFlow Max=2.68 cfs @ 12.17 hrs HW=85.56' TW=84.02' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.68 cfs @ 3.42 fps) Secondary OutFlow Max=0.80 cfs @ 12.17 hrs HW=85.56' TW=80.80' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.80 cfs @ 4.09 fps) Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 63HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond DMH: Splitter Structure Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.152 ac Peak Elev=85.56' 3.48 cfs 3.48 cfs 2.68 cfs 0.80 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 64HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1*: (DP1*) Proposed Condition - Rail Road Pond Inflow Area = 18.348 ac, 62.57% Impervious, Inflow Depth > 3.39" for 10-yr event Inflow = 7.39 cfs @ 12.68 hrs, Volume= 5.187 af Outflow = 7.18 cfs @ 12.76 hrs, Volume= 5.186 af, Atten= 3%, Lag= 4.9 min Primary = 7.18 cfs @ 12.76 hrs, Volume= 5.186 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 81.71' @ 12.76 hrs Surf.Area= 1,875 sf Storage= 1,900 cf Plug-Flow detention time= 3.1 min calculated for 5.186 af (100% of inflow) Center-of-Mass det. time= 2.8 min ( 1,694.2 - 1,691.3 ) Volume Invert Avail.Storage Storage Description #1 79.70' 94,801 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 79.70 10 0 0 80.00 382 59 59 81.00 1,156 769 828 82.00 2,173 1,665 2,492 83.00 29,061 15,617 18,109 84.00 124,323 76,692 94,801 Device Routing Invert Outlet Devices #1 Primary 79.70'18.0" Round Culvert L= 43.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 79.60' / 79.70' S= -0.0023 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=7.18 cfs @ 12.76 hrs HW=81.71' (Free Discharge) 1=Culvert (Barrel Controls 7.18 cfs @ 4.06 fps) Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 65HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1*: (DP1*) Proposed Condition - Rail Road Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=18.348 ac Peak Elev=81.71' Storage=1,900 cf 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' 7.39 cfs 7.18 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 66HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP1: UGC-D (Stormtech SC-310) Inflow Area = 10.231 ac, 93.98% Impervious, Inflow Depth > 4.40" for 10-yr event Inflow = 28.16 cfs @ 12.09 hrs, Volume= 3.753 af Outflow = 2.14 cfs @ 15.17 hrs, Volume= 3.631 af, Atten= 92%, Lag= 185.4 min Primary = 2.14 cfs @ 15.17 hrs, Volume= 3.631 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 84.31' @ 15.17 hrs Surf.Area= 78,048 sf Storage= 74,556 cf Plug-Flow detention time= 894.4 min calculated for 3.631 af (97% of inflow) Center-of-Mass det. time= 818.2 min ( 1,860.8 - 1,042.6 ) Volume Invert Avail.Storage Storage Description #1A 82.78' 48,033 cf 108.17'W x 644.00'L x 2.33'H Field A 162,538 cf Overall - 42,457 cf Embedded = 120,082 cf x 40.0% Voids #2A 83.28' 42,457 cf ADS_StormTech RC-310 +Cap x 2880 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 2880 Chambers in 32 Rows #3B 82.78' 6,025 cf 11.50'W x 729.44'L x 2.33'H Field B 19,573 cf Overall - 4,511 cf Embedded = 15,062 cf x 40.0% Voids #4B 83.28' 4,511 cf ADS_StormTech SC-310 +Cap x 306 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 306 Chambers in 3 Rows 101,025 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 82.78'24.0" Round 24" RCP L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 82.78' / 82.70' S= 0.0057 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf #2 Device 1 82.78'9.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 83.95'24.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.14 cfs @ 15.17 hrs HW=84.31' TW=80.80' (Dynamic Tailwater) 1=24" RCP (Passes 2.14 cfs of 8.00 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.72 cfs @ 5.80 fps) 3=Orifice/Grate (Orifice Controls 1.41 cfs @ 1.94 fps) Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 67HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP1: UGC-D (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=10.231 ac Peak Elev=84.31' Storage=74,556 cf 28.16 cfs 2.14 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 68HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP2: Water Quality Basin (WEST) Inflow Area = 4.680 ac, 86.83% Impervious, Inflow Depth = 4.19" for 10-yr event Inflow = 21.63 cfs @ 12.09 hrs, Volume= 1.633 af Outflow = 1.70 cfs @ 12.47 hrs, Volume= 1.554 af, Atten= 92%, Lag= 23.3 min Primary = 1.70 cfs @ 12.47 hrs, Volume= 1.554 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 83.50' Surf.Area= 39,354 sf Storage= 18,954 cf Peak Elev= 84.51' @ 13.78 hrs Surf.Area= 45,561 sf Storage= 61,924 cf (42,969 cf above start) Plug-Flow detention time= 1,028.7 min calculated for 1.119 af (69% of inflow) Center-of-Mass det. time= 680.9 min ( 1,459.3 - 778.3 ) Volume Invert Avail.Storage Storage Description #1 83.00' 136,855 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 83.00 36,482 0 0 36,482 84.00 42,335 39,372 39,372 42,377 85.00 48,730 45,495 84,867 48,817 86.00 55,314 51,987 136,855 55,450 Device Routing Invert Outlet Devices #1 Primary 83.50'10.0" Round Culvert L= 19.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 83.50' / 83.38' S= 0.0063 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.55 sf Primary OutFlow Max=1.70 cfs @ 12.47 hrs HW=84.46' TW=84.04' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.70 cfs @ 3.12 fps) Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 69HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP2: Water Quality Basin (WEST) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.680 ac Peak Elev=84.51' Storage=61,924 cf 10.0" Round Culvert n=0.012 L=19.0' S=0.0063 '/' 21.63 cfs 1.70 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 70HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP3: UGC-B (Stormtech SC-310) Inflow Area = 1.223 ac, 8.92% Impervious, Inflow Depth = 1.65" for 10-yr event Inflow = 2.17 cfs @ 12.11 hrs, Volume= 0.168 af Outflow = 0.33 cfs @ 12.81 hrs, Volume= 0.111 af, Atten= 85%, Lag= 41.8 min Primary = 0.33 cfs @ 12.81 hrs, Volume= 0.111 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 81.08' @ 12.81 hrs Surf.Area= 4,229 sf Storage= 3,199 cf Plug-Flow detention time= 251.7 min calculated for 0.111 af (66% of inflow) Center-of-Mass det. time= 140.8 min ( 1,002.7 - 861.9 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 1,745 cf 4.83'W x 473.12'L x 2.33'H Field A 5,336 cf Overall - 973 cf Embedded = 4,363 cf x 40.0% Voids #2A 80.23' 973 cf ADS_StormTech SC-310 +Cap x 66 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 79.73' 1,483 cf 4.83'W x 401.92'L x 2.33'H Field B 4,533 cf Overall - 826 cf Embedded = 3,707 cf x 40.0% Voids #4B 80.23' 826 cf ADS_StormTech SC-310 +Cap x 56 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 5,027 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.66'12.0" Round 12" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.66' / 79.27' S= 0.0195 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.80'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 2 80.30'12.0" Round 12" HDPE L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.30' / 80.20' S= 0.0083 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.33 cfs @ 12.81 hrs HW=81.08' TW=0.00' (Dynamic Tailwater) 1=12" HDPE OUT (Passes 0.33 cfs of 3.64 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.33 cfs @ 1.82 fps) 3=12" HDPE (Passes 0.33 cfs of 1.54 cfs potential flow) Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 71HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP3: UGC-B (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=1.223 ac Peak Elev=81.08' Storage=3,199 cf 2.17 cfs 0.33 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 72HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP4: Water Quality Basin (North) Inflow Area = 2.168 ac, 74.76% Impervious, Inflow Depth = 3.19" for 10-yr event Inflow = 6.51 cfs @ 12.12 hrs, Volume= 0.577 af Outflow = 0.12 cfs @ 18.72 hrs, Volume= 0.455 af, Atten= 98%, Lag= 396.2 min Primary = 0.12 cfs @ 18.72 hrs, Volume= 0.455 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 83.40' Surf.Area= 14,585 sf Storage= 18,791 cf Peak Elev= 84.70' @ 18.72 hrs Surf.Area= 16,901 sf Storage= 39,224 cf (20,433 cf above start) Plug-Flow detention time= 3,678.9 min calculated for 0.024 af (4% of inflow) Center-of-Mass det. time= 1,489.3 min ( 2,288.3 - 799.0 ) Volume Invert Avail.Storage Storage Description #1 82.00' 62,769 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 82.00 12,313 0 0 12,313 83.00 13,894 13,096 13,096 13,945 84.00 15,654 14,765 27,861 15,757 85.00 17,454 16,546 44,407 17,614 86.00 19,286 18,362 62,769 19,508 Device Routing Invert Outlet Devices #1 Primary 83.40'12.0" Round Culvert L= 19.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 83.40' / 83.31' S= 0.0047 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 83.40'2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.12 cfs @ 18.72 hrs HW=84.70' TW=80.58' (Dynamic Tailwater) 1=Culvert (Passes 0.12 cfs of 2.89 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.12 cfs @ 5.31 fps) Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 73HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP4: Water Quality Basin (North) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=2.168 ac Peak Elev=84.70' Storage=39,224 cf 6.51 cfs 0.12 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 74HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP5: UGC-E (Stormtech SC-310) Inflow Area = 1.152 ac, 84.49% Impervious, Inflow Depth = 4.19" for 10-yr event Inflow = 5.32 cfs @ 12.09 hrs, Volume= 0.402 af Outflow = 3.48 cfs @ 12.17 hrs, Volume= 0.401 af, Atten= 35%, Lag= 5.3 min Primary = 3.48 cfs @ 12.17 hrs, Volume= 0.401 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 86.78' @ 12.17 hrs Surf.Area= 4,780 sf Storage= 3,748 cf Plug-Flow detention time= 53.5 min calculated for 0.401 af (100% of inflow) Center-of-Mass det. time= 52.5 min ( 830.9 - 778.3 ) Volume Invert Avail.Storage Storage Description #1A 85.38' 1,929 cf 4.83'W x 522.96'L x 2.33'H Field A 5,898 cf Overall - 1,076 cf Embedded = 4,822 cf x 40.0% Voids #2A 85.88' 1,076 cf ADS_StormTech SC-310 +Cap x 73 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 85.38' 1,719 cf 4.83'W x 466.00'L x 2.33'H Field B 5,255 cf Overall - 958 cf Embedded = 4,297 cf x 40.0% Voids #4B 85.88' 958 cf ADS_StormTech SC-310 +Cap x 65 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 5,682 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 85.38'15.0" Round 15" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.38' / 85.28' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #2 Device 1 85.95'10.0" Round ORIFICE A X 2.00 L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.95' / 85.92' S= 0.0060 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.55 sf #3 Device 1 85.38'6.0" Round ORIFICE B L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.38' / 85.31' S= 0.0020 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=3.48 cfs @ 12.17 hrs HW=86.78' TW=85.56' (Dynamic Tailwater) 1=15" HDPE OUT (Passes 3.48 cfs of 4.42 cfs potential flow) 2=ORIFICE A (Barrel Controls 2.69 cfs @ 3.06 fps) 3=ORIFICE B (Barrel Controls 0.79 cfs @ 4.03 fps) Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 75HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP5: UGC-E (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.152 ac Peak Elev=86.78' Storage=3,748 cf 5.32 cfs 3.48 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 76HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP6: Water Quality Basin (Kennedy Road) Inflow Area = 0.956 ac, 70.56% Impervious, Inflow Depth = 3.76" for 10-yr event Inflow = 4.10 cfs @ 12.09 hrs, Volume= 0.300 af Outflow = 0.49 cfs @ 12.70 hrs, Volume= 0.298 af, Atten= 88%, Lag= 37.0 min Primary = 0.49 cfs @ 12.70 hrs, Volume= 0.298 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 80.00' Surf.Area= 5,601 sf Storage= 11,033 cf Peak Elev= 81.03' @ 12.70 hrs Surf.Area= 6,706 sf Storage= 17,386 cf (6,353 cf above start) Plug-Flow detention time= 953.1 min calculated for 0.045 af (15% of inflow) Center-of-Mass det. time= 204.5 min ( 999.0 - 794.5 ) Volume Invert Avail.Storage Storage Description #1 75.00' 42,367 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 75.00 239 0 0 239 76.00 786 486 486 791 77.00 1,382 1,070 1,556 1,399 78.00 2,063 1,711 3,267 2,095 78.80 2,824 1,947 5,214 2,869 79.00 4,585 734 5,948 4,630 80.00 5,601 5,085 11,033 5,677 81.00 6,669 6,127 17,160 6,781 82.00 7,793 7,224 24,384 7,944 83.00 8,973 8,376 32,760 9,168 84.00 10,257 9,608 42,367 10,498 Device Routing Invert Outlet Devices #1 Primary 80.00'12.0" Round Culvert L= 19.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.00' / 79.91' S= 0.0047 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 80.00'4.5" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.49 cfs @ 12.70 hrs HW=81.03' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.49 cfs of 2.21 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.49 cfs @ 4.43 fps) Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 77HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP6: Water Quality Basin (Kennedy Road) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.956 ac Peak Elev=81.03' Storage=17,386 cf 4.10 cfs 0.49 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 78HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP7: UGC-A (Stormtech SC-310) Inflow Area = 1.161 ac, 17.93% Impervious, Inflow Depth = 2.36" for 10-yr event Inflow = 3.08 cfs @ 12.10 hrs, Volume= 0.228 af Outflow = 0.05 cfs @ 23.02 hrs, Volume= 0.161 af, Atten= 99%, Lag= 654.7 min Primary = 0.05 cfs @ 23.02 hrs, Volume= 0.161 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 80.85' @ 23.02 hrs Surf.Area= 12,415 sf Storage= 8,079 cf Plug-Flow detention time= 1,494.9 min calculated for 0.161 af (71% of inflow) Center-of-Mass det. time= 1,397.4 min ( 2,235.8 - 838.5 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 6,730 cf 11.50'W x 814.88'L x 2.33'H Field A 21,866 cf Overall - 5,042 cf Embedded = 16,824 cf x 40.0% Voids #2A 80.23' 5,042 cf ADS_StormTech SC-310 +Cap x 342 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 342 Chambers in 3 Rows #3B 79.73' 2,322 cf 4.83'W x 629.76'L x 2.33'H Field B 7,102 cf Overall - 1,297 cf Embedded = 5,805 cf x 40.0% Voids #4B 80.23' 1,297 cf ADS_StormTech SC-310 +Cap x 88 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 15,391 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.73'12.0" Round 12" HDPE L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.73' / 79.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.35'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 79.73'1.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 81.86'9.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.05 cfs @ 23.02 hrs HW=80.85' TW=0.00' (Dynamic Tailwater) 1=12" HDPE (Passes 0.05 cfs of 2.53 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 3.27 fps) 3=Orifice/Grate (Orifice Controls 0.03 cfs @ 5.01 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 79HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP7: UGC-A (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.161 ac Peak Elev=80.85' Storage=8,079 cf 3.08 cfs 0.05 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 80HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP8: UGC-C (Stormtech SC-310) Inflow Area = 0.254 ac, 6.38% Impervious, Inflow Depth = 1.50" for 10-yr event Inflow = 0.40 cfs @ 12.11 hrs, Volume= 0.032 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 80.56' @ 24.39 hrs Surf.Area= 3,231 sf Storage= 1,388 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1A 79.73' 1,299 cf 4.83'W x 352.08'L x 2.33'H Field A 3,971 cf Overall - 722 cf Embedded = 3,248 cf x 40.0% Voids #2A 80.23' 722 cf ADS_StormTech SC-310 +Cap x 49 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 79.73' 1,168 cf 4.83'W x 316.48'L x 2.33'H Field B 3,569 cf Overall - 649 cf Embedded = 2,921 cf x 40.0% Voids #4B 80.23' 649 cf ADS_StormTech SC-310 +Cap x 44 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 3,839 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.73'12.0" Round 12" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.73' / 79.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.80'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 2 80.30'12.0" Round 12" HDPE L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.30' / 80.20' S= 0.0083 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.73' TW=0.00' (Dynamic Tailwater) 1=12" HDPE OUT ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=12" HDPE ( Controls 0.00 cfs) Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 81HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP8: UGC-C (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.254 ac Peak Elev=80.56' Storage=1,388 cf 0.40 cfs 0.00 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 82HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP3*: (DP3*) Proposed Flow to Sullivan Ave Inflow Area = 1.478 ac, 8.48% Impervious, Inflow Depth > 0.90" for 10-yr event Inflow = 0.33 cfs @ 12.81 hrs, Volume= 0.111 af Primary = 0.33 cfs @ 12.81 hrs, Volume= 0.111 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Link DP3*: (DP3*) Proposed Flow to Sullivan Ave Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.478 ac 0.33 cfs 0.33 cfs Proposed Condition Type III 24-hr 10-yr Rainfall=4.99"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 83HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Inflow Area = 2.117 ac, 41.71% Impervious, Inflow Depth > 2.60" for 10-yr event Inflow = 0.52 cfs @ 12.81 hrs, Volume= 0.460 af Primary = 0.52 cfs @ 12.81 hrs, Volume= 0.460 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Link DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.117 ac 0.52 cfs 0.52 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 84HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Yard Drains to UGC-B Runoff = 3.32 cfs @ 12.11 hrs, Volume= 0.249 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (sf) CN Description 45,366 61 >75% Grass cover, Good, HSG B 3,169 80 >75% Grass cover, Good, HSG D * 2 71 >75% Grass cover, Good, HSG B/D * 4,753 98 IMPERVIOUS 53,290 65 Weighted Average 48,537 91.08% Pervious Area 4,753 8.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P1: Yard Drains to UGC-B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=53,290 sf Runoff Volume=0.249 af Runoff Depth=2.45" Tc=7.0 min CN=65 3.32 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 85HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P10: CB's to UGC-E (East) Runoff = 6.66 cfs @ 12.09 hrs, Volume= 0.510 af, Depth= 5.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (sf) CN Description 922 74 >75% Grass cover, Good, HSG C 2,430 61 >75% Grass cover, Good, HSG B * 4,429 71 >75% Grass cover, Good, HSG B/D * 42,382 98 IMPERVIOUS 50,163 93 Weighted Average 7,781 15.51% Pervious Area 42,382 84.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P10: CB's to UGC-E (East) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=50,163 sf Runoff Volume=0.510 af Runoff Depth=5.31" Tc=6.0 min CN=93 6.66 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 86HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P11: Culdesac Runoff = 5.23 cfs @ 12.09 hrs, Volume= 0.387 af, Depth= 4.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (sf) CN Description * 29,394 98 IMPERVIOUS 2,607 61 >75% Grass cover, Good, HSG B * 9,658 71 >75% Grass cover, Good, HSG B/D 41,659 89 Weighted Average 12,265 29.44% Pervious Area 29,394 70.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P11: Culdesac Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=41,659 sf Runoff Volume=0.387 af Runoff Depth=4.86" Tc=6.0 min CN=89 5.23 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 87HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P12: Yard Drains to UGC-A Runoff = 4.33 cfs @ 12.10 hrs, Volume= 0.319 af, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (sf) CN Description * 9,067 98 IMPERVIOUS 12,690 61 >75% Grass cover, Good, HSG B 4,707 74 >75% Grass cover, Good, HSG C * 24,092 71 >75% Grass cover, Good, HSG B/D 50,556 74 Weighted Average 41,489 82.07% Pervious Area 9,067 17.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P12: Yard Drains to UGC-A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=50,556 sf Runoff Volume=0.319 af Runoff Depth=3.29" Tc=7.0 min CN=74 4.33 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 88HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P13: Yard Drains to UGC-C Runoff = 0.63 cfs @ 12.11 hrs, Volume= 0.048 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (sf) CN Description * 707 98 IMPERVIOUS 10,379 61 >75% Grass cover, Good, HSG B 11,086 63 Weighted Average 10,379 93.62% Pervious Area 707 6.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P13: Yard Drains to UGC-C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=11,086 sf Runoff Volume=0.048 af Runoff Depth=2.27" Tc=7.0 min CN=63 0.63 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 89HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: (DP2*) Proposed Flow across North West Property Corner Runoff = 0.28 cfs @ 12.13 hrs, Volume= 0.024 af, Depth= 1.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (sf) CN Description 2,334 39 >75% Grass cover, Good, HSG A 5,236 61 >75% Grass cover, Good, HSG B * 219 71 >75% Grass cover, Good, HSG B/D 7,789 55 Weighted Average 7,789 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P2: (DP2*) Proposed Flow across North West Property Corner Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=7,789 sf Runoff Volume=0.024 af Runoff Depth=1.59" Tc=8.0 min CN=55 0.28 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 90HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 Runoff = 0.62 cfs @ 12.12 hrs, Volume= 0.048 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (sf) CN Description 2,646 39 >75% Grass cover, Good, HSG A 7,594 74 >75% Grass cover, Good, HSG C 10,240 65 Weighted Average 10,240 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P3: P3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=10,240 sf Runoff Volume=0.048 af Runoff Depth=2.45" Tc=8.0 min CN=65 0.62 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 91HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 Runoff = 0.74 cfs @ 12.78 hrs, Volume= 0.134 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (sf) CN Description 4,911 74 >75% Grass cover, Good, HSG C * 2,000 71 >75% Grass cover, Good, HSG B/D * 14,330 66 Woods, Good, HSG B/D 3,582 70 Woods, Good, HSG C 24,823 69 Weighted Average 24,823 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 59.0 94 0.0014 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.22" Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=24,823 sf Runoff Volume=0.134 af Runoff Depth=2.81" Flow Length=94' Slope=0.0014 '/' Tc=59.0 min CN=69 0.74 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 92HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 Runoff = 7.54 cfs @ 12.63 hrs, Volume= 1.161 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (sf) CN Description 1,504 74 >75% Grass cover, Good, HSG C * 9,745 71 >75% Grass cover, Good, HSG B/D 25,599 70 Woods, Good, HSG C * 127,460 66 Woods, Good, HSG B/D * 8,904 98 IMPERVIOUS * 13,961 68 Meadow, non-grazed, HSG B/D 28,470 71 Meadow, non-grazed, HSG C 215,643 69 Weighted Average 206,739 95.87% Pervious Area 8,904 4.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 23 0.2900 0.25 Sheet Flow, GRASS SF Grass: Dense n= 0.240 P2= 3.22" 22.4 82 0.0120 0.06 Sheet Flow, WOODLAND SF Woods: Light underbrush n= 0.400 P2= 3.22" 20.5 295 0.0023 0.24 Shallow Concentrated Flow, WOOD SCF Woodland Kv= 5.0 fps 44.4 400 Total Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 93HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=215,643 sf Runoff Volume=1.161 af Runoff Depth=2.81" Flow Length=400' Tc=44.4 min CN=69 7.54 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 94HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P6: Sheet flow To West Basin Runoff = 27.06 cfs @ 12.09 hrs, Volume= 2.071 af, Depth= 5.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (sf) CN Description 4,918 39 >75% Grass cover, Good, HSG A 6,710 61 >75% Grass cover, Good, HSG B 6,131 74 >75% Grass cover, Good, HSG C * 9,090 71 >75% Grass cover, Good, HSG B/D * 177,007 98 IMPERVIOUS 203,856 93 Weighted Average 26,849 13.17% Pervious Area 177,007 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P6: Sheet flow To West Basin Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=203,856 sf Runoff Volume=2.071 af Runoff Depth=5.31" Tc=6.0 min CN=93 27.06 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 95HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P7: Proposed P7 Runoff = 0.35 cfs @ 12.36 hrs, Volume= 0.041 af, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (sf) CN Description 2,335 39 >75% Grass cover, Good, HSG A 1,709 74 >75% Grass cover, Good, HSG C * 1,796 98 IMPERVIOUS 450 30 Meadow, non-grazed, HSG A 2,157 71 Meadow, non-grazed, HSG C 8,447 66 Weighted Average 6,651 78.74% Pervious Area 1,796 21.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 100 0.0160 0.07 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 1.6 97 0.0420 1.02 Shallow Concentrated Flow, Woodlan SCF Woodland Kv= 5.0 fps 25.0 197 Total Subcatchment P7: Proposed P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=8,447 sf Runoff Volume=0.041 af Runoff Depth=2.54" Flow Length=197' Tc=25.0 min CN=66 0.35 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 96HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P8: Proposed Roof to UGC-D (west) Runoff = 33.39 cfs @ 12.09 hrs, Volume= 2.725 af, Depth= 5.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (sf) CN Description * 241,800 98 IMPERVIOUS 241,800 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P8: Proposed Roof to UGC-D (west) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=241,800 sf Runoff Volume=2.725 af Runoff Depth=5.89" Tc=6.0 min CN=98 33.39 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 97HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P9: Sheetflow to North Basin Runoff = 5.37 cfs @ 12.10 hrs, Volume= 0.412 af, Depth= 4.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (sf) CN Description 14,312 74 >75% Grass cover, Good, HSG C * 1,743 71 >75% Grass cover, Good, HSG B/D * 28,217 98 IMPERVIOUS 44,272 89 Weighted Average 16,055 36.26% Pervious Area 28,217 63.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P9: Sheetflow to North Basin Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=44,272 sf Runoff Volume=0.412 af Runoff Depth=4.86" Tc=7.0 min CN=89 5.37 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 98HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond DMH: Splitter Structure Inflow Area = 1.152 ac, 84.49% Impervious, Inflow Depth = 5.30" for 25-yr event Inflow = 4.53 cfs @ 12.17 hrs, Volume= 0.509 af Outflow = 4.53 cfs @ 12.17 hrs, Volume= 0.509 af, Atten= 0%, Lag= 0.0 min Primary = 3.60 cfs @ 12.17 hrs, Volume= 0.271 af Secondary = 0.93 cfs @ 12.17 hrs, Volume= 0.238 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 85.77' @ 12.17 hrs Flood Elev= 85.80' Device Routing Invert Outlet Devices #1 Primary 84.55'15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 84.55' / 84.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Secondary 84.55'6.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 84.55' / 84.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf Primary OutFlow Max=3.60 cfs @ 12.17 hrs HW=85.77' TW=84.22' (Dynamic Tailwater) 1=Culvert (Barrel Controls 3.60 cfs @ 3.72 fps) Secondary OutFlow Max=0.93 cfs @ 12.17 hrs HW=85.77' TW=81.07' (Dynamic Tailwater) 2=Culvert (Inlet Controls 0.93 cfs @ 4.75 fps) Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 99HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond DMH: Splitter Structure Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.152 ac Peak Elev=85.77' 4.53 cfs 4.53 cfs 3.60 cfs 0.93 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 100HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1*: (DP1*) Proposed Condition - Rail Road Pond Inflow Area = 18.348 ac, 62.57% Impervious, Inflow Depth > 4.39" for 25-yr event Inflow = 11.92 cfs @ 12.65 hrs, Volume= 6.709 af Outflow = 10.35 cfs @ 12.91 hrs, Volume= 6.708 af, Atten= 13%, Lag= 15.6 min Primary = 10.35 cfs @ 12.91 hrs, Volume= 6.708 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 82.36' @ 12.91 hrs Surf.Area= 11,888 sf Storage= 5,032 cf Plug-Flow detention time= 3.6 min calculated for 6.708 af (100% of inflow) Center-of-Mass det. time= 3.2 min ( 1,570.5 - 1,567.3 ) Volume Invert Avail.Storage Storage Description #1 79.70' 94,801 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 79.70 10 0 0 80.00 382 59 59 81.00 1,156 769 828 82.00 2,173 1,665 2,492 83.00 29,061 15,617 18,109 84.00 124,323 76,692 94,801 Device Routing Invert Outlet Devices #1 Primary 79.70'18.0" Round Culvert L= 43.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 79.60' / 79.70' S= -0.0023 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=10.35 cfs @ 12.91 hrs HW=82.36' (Free Discharge) 1=Culvert (Barrel Controls 10.35 cfs @ 5.85 fps) Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 101HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1*: (DP1*) Proposed Condition - Rail Road Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=18.348 ac Peak Elev=82.36' Storage=5,032 cf 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' 11.92 cfs 10.35 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 102HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP1: UGC-D (Stormtech SC-310) Inflow Area = 10.231 ac, 93.98% Impervious, Inflow Depth > 5.53" for 25-yr event Inflow = 34.84 cfs @ 12.09 hrs, Volume= 4.714 af Outflow = 3.42 cfs @ 13.72 hrs, Volume= 4.572 af, Atten= 90%, Lag= 97.8 min Primary = 3.42 cfs @ 13.72 hrs, Volume= 4.572 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 84.50' @ 13.72 hrs Surf.Area= 78,048 sf Storage= 81,831 cf Plug-Flow detention time= 767.3 min calculated for 4.572 af (97% of inflow) Center-of-Mass det. time= 696.6 min ( 1,727.6 - 1,031.0 ) Volume Invert Avail.Storage Storage Description #1A 82.78' 48,033 cf 108.17'W x 644.00'L x 2.33'H Field A 162,538 cf Overall - 42,457 cf Embedded = 120,082 cf x 40.0% Voids #2A 83.28' 42,457 cf ADS_StormTech RC-310 +Cap x 2880 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 2880 Chambers in 32 Rows #3B 82.78' 6,025 cf 11.50'W x 729.44'L x 2.33'H Field B 19,573 cf Overall - 4,511 cf Embedded = 15,062 cf x 40.0% Voids #4B 83.28' 4,511 cf ADS_StormTech SC-310 +Cap x 306 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 306 Chambers in 3 Rows 101,025 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 82.78'24.0" Round 24" RCP L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 82.78' / 82.70' S= 0.0057 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf #2 Device 1 82.78'9.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 83.95'24.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=3.42 cfs @ 13.72 hrs HW=84.50' TW=81.56' (Dynamic Tailwater) 1=24" RCP (Passes 3.42 cfs of 9.68 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.77 cfs @ 6.17 fps) 3=Orifice/Grate (Orifice Controls 2.65 cfs @ 2.39 fps) Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 103HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP1: UGC-D (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=10.231 ac Peak Elev=84.50' Storage=81,831 cf 34.84 cfs 3.42 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 104HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP2: Water Quality Basin (WEST) Inflow Area = 4.680 ac, 86.83% Impervious, Inflow Depth = 5.31" for 25-yr event Inflow = 27.06 cfs @ 12.09 hrs, Volume= 2.071 af Outflow = 1.74 cfs @ 12.16 hrs, Volume= 1.989 af, Atten= 94%, Lag= 4.8 min Primary = 1.74 cfs @ 12.16 hrs, Volume= 1.989 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 83.50' Surf.Area= 39,354 sf Storage= 18,954 cf Peak Elev= 84.80' @ 14.01 hrs Surf.Area= 47,442 sf Storage= 75,445 cf (56,491 cf above start) Plug-Flow detention time= 915.3 min calculated for 1.553 af (75% of inflow) Center-of-Mass det. time= 650.8 min ( 1,423.2 - 772.4 ) Volume Invert Avail.Storage Storage Description #1 83.00' 136,855 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 83.00 36,482 0 0 36,482 84.00 42,335 39,372 39,372 42,377 85.00 48,730 45,495 84,867 48,817 86.00 55,314 51,987 136,855 55,450 Device Routing Invert Outlet Devices #1 Primary 83.50'10.0" Round Culvert L= 19.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 83.50' / 83.38' S= 0.0063 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.55 sf Primary OutFlow Max=1.74 cfs @ 12.16 hrs HW=84.48' TW=84.04' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.74 cfs @ 3.19 fps) Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 105HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP2: Water Quality Basin (WEST) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.680 ac Peak Elev=84.80' Storage=75,445 cf 10.0" Round Culvert n=0.012 L=19.0' S=0.0063 '/' 27.06 cfs 1.74 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 106HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP3: UGC-B (Stormtech SC-310) Inflow Area = 1.223 ac, 8.92% Impervious, Inflow Depth = 2.45" for 25-yr event Inflow = 3.32 cfs @ 12.11 hrs, Volume= 0.249 af Outflow = 1.27 cfs @ 12.42 hrs, Volume= 0.193 af, Atten= 62%, Lag= 18.5 min Primary = 1.27 cfs @ 12.42 hrs, Volume= 0.193 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 81.39' @ 12.42 hrs Surf.Area= 4,229 sf Storage= 3,874 cf Plug-Flow detention time= 177.9 min calculated for 0.193 af (77% of inflow) Center-of-Mass det. time= 90.9 min ( 940.9 - 849.9 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 1,745 cf 4.83'W x 473.12'L x 2.33'H Field A 5,336 cf Overall - 973 cf Embedded = 4,363 cf x 40.0% Voids #2A 80.23' 973 cf ADS_StormTech SC-310 +Cap x 66 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 79.73' 1,483 cf 4.83'W x 401.92'L x 2.33'H Field B 4,533 cf Overall - 826 cf Embedded = 3,707 cf x 40.0% Voids #4B 80.23' 826 cf ADS_StormTech SC-310 +Cap x 56 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 5,027 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.66'12.0" Round 12" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.66' / 79.27' S= 0.0195 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.80'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 2 80.30'12.0" Round 12" HDPE L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.30' / 80.20' S= 0.0083 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.27 cfs @ 12.42 hrs HW=81.39' TW=0.00' (Dynamic Tailwater) 1=12" HDPE OUT (Passes 1.27 cfs of 4.20 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.27 cfs @ 2.62 fps) 3=12" HDPE (Passes 1.27 cfs of 2.55 cfs potential flow) Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 107HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP3: UGC-B (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.223 ac Peak Elev=81.39' Storage=3,874 cf 3.32 cfs 1.27 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 108HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP4: Water Quality Basin (North) Inflow Area = 2.168 ac, 74.76% Impervious, Inflow Depth = 3.78" for 25-yr event Inflow = 8.58 cfs @ 12.11 hrs, Volume= 0.683 af Outflow = 0.13 cfs @ 17.08 hrs, Volume= 0.516 af, Atten= 99%, Lag= 298.0 min Primary = 0.13 cfs @ 17.08 hrs, Volume= 0.516 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 83.40' Surf.Area= 14,585 sf Storage= 18,791 cf Peak Elev= 84.97' @ 17.08 hrs Surf.Area= 17,398 sf Storage= 43,878 cf (25,087 cf above start) Plug-Flow detention time= 3,345.6 min calculated for 0.084 af (12% of inflow) Center-of-Mass det. time= 1,534.4 min ( 2,299.9 - 765.4 ) Volume Invert Avail.Storage Storage Description #1 82.00' 62,769 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 82.00 12,313 0 0 12,313 83.00 13,894 13,096 13,096 13,945 84.00 15,654 14,765 27,861 15,757 85.00 17,454 16,546 44,407 17,614 86.00 19,286 18,362 62,769 19,508 Device Routing Invert Outlet Devices #1 Primary 83.40'12.0" Round Culvert L= 19.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 83.40' / 83.31' S= 0.0047 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 83.40'2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.13 cfs @ 17.08 hrs HW=84.97' TW=80.87' (Dynamic Tailwater) 1=Culvert (Passes 0.13 cfs of 3.61 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.13 cfs @ 5.87 fps) Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 109HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP4: Water Quality Basin (North) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.168 ac Peak Elev=84.97' Storage=43,878 cf 8.58 cfs 0.13 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 110HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP5: UGC-E (Stormtech SC-310) Inflow Area = 1.152 ac, 84.49% Impervious, Inflow Depth = 5.31" for 25-yr event Inflow = 6.66 cfs @ 12.09 hrs, Volume= 0.510 af Outflow = 4.53 cfs @ 12.17 hrs, Volume= 0.509 af, Atten= 32%, Lag= 4.9 min Primary = 4.53 cfs @ 12.17 hrs, Volume= 0.509 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 87.01' @ 12.17 hrs Surf.Area= 4,780 sf Storage= 4,312 cf Plug-Flow detention time= 48.6 min calculated for 0.509 af (100% of inflow) Center-of-Mass det. time= 47.7 min ( 820.1 - 772.4 ) Volume Invert Avail.Storage Storage Description #1A 85.38' 1,929 cf 4.83'W x 522.96'L x 2.33'H Field A 5,898 cf Overall - 1,076 cf Embedded = 4,822 cf x 40.0% Voids #2A 85.88' 1,076 cf ADS_StormTech SC-310 +Cap x 73 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 85.38' 1,719 cf 4.83'W x 466.00'L x 2.33'H Field B 5,255 cf Overall - 958 cf Embedded = 4,297 cf x 40.0% Voids #4B 85.88' 958 cf ADS_StormTech SC-310 +Cap x 65 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 5,682 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 85.38'15.0" Round 15" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.38' / 85.28' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #2 Device 1 85.95'10.0" Round ORIFICE A X 2.00 L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.95' / 85.92' S= 0.0060 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.55 sf #3 Device 1 85.38'6.0" Round ORIFICE B L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.38' / 85.31' S= 0.0020 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=4.53 cfs @ 12.17 hrs HW=87.01' TW=85.77' (Dynamic Tailwater) 1=15" HDPE OUT (Passes 4.53 cfs of 5.13 cfs potential flow) 2=ORIFICE A (Barrel Controls 3.65 cfs @ 3.40 fps) 3=ORIFICE B (Barrel Controls 0.88 cfs @ 4.48 fps) Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 111HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP5: UGC-E (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=1.152 ac Peak Elev=87.01' Storage=4,312 cf 6.66 cfs 4.53 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 112HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP6: Water Quality Basin (Kennedy Road) Inflow Area = 0.956 ac, 70.56% Impervious, Inflow Depth = 4.86" for 25-yr event Inflow = 5.23 cfs @ 12.09 hrs, Volume= 0.387 af Outflow = 0.57 cfs @ 12.79 hrs, Volume= 0.386 af, Atten= 89%, Lag= 42.3 min Primary = 0.57 cfs @ 12.79 hrs, Volume= 0.386 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 80.00' Surf.Area= 5,601 sf Storage= 11,033 cf Peak Elev= 81.32' @ 12.79 hrs Surf.Area= 7,016 sf Storage= 19,328 cf (8,296 cf above start) Plug-Flow detention time= 650.6 min calculated for 0.132 af (34% of inflow) Center-of-Mass det. time= 212.9 min ( 1,000.3 - 787.5 ) Volume Invert Avail.Storage Storage Description #1 75.00' 42,367 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 75.00 239 0 0 239 76.00 786 486 486 791 77.00 1,382 1,070 1,556 1,399 78.00 2,063 1,711 3,267 2,095 78.80 2,824 1,947 5,214 2,869 79.00 4,585 734 5,948 4,630 80.00 5,601 5,085 11,033 5,677 81.00 6,669 6,127 17,160 6,781 82.00 7,793 7,224 24,384 7,944 83.00 8,973 8,376 32,760 9,168 84.00 10,257 9,608 42,367 10,498 Device Routing Invert Outlet Devices #1 Primary 80.00'12.0" Round Culvert L= 19.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.00' / 79.91' S= 0.0047 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 80.00'4.5" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.57 cfs @ 12.79 hrs HW=81.32' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.57 cfs of 2.85 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.57 cfs @ 5.12 fps) Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 113HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP6: Water Quality Basin (Kennedy Road) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=0.956 ac Peak Elev=81.32' Storage=19,328 cf 5.23 cfs 0.57 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 114HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP7: UGC-A (Stormtech SC-310) Inflow Area = 1.161 ac, 17.93% Impervious, Inflow Depth = 3.29" for 25-yr event Inflow = 4.33 cfs @ 12.10 hrs, Volume= 0.319 af Outflow = 0.06 cfs @ 23.20 hrs, Volume= 0.221 af, Atten= 99%, Lag= 666.1 min Primary = 0.06 cfs @ 23.20 hrs, Volume= 0.221 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 81.31' @ 23.20 hrs Surf.Area= 12,415 sf Storage= 11,485 cf Plug-Flow detention time= 1,572.1 min calculated for 0.221 af (69% of inflow) Center-of-Mass det. time= 1,474.1 min ( 2,302.8 - 828.8 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 6,730 cf 11.50'W x 814.88'L x 2.33'H Field A 21,866 cf Overall - 5,042 cf Embedded = 16,824 cf x 40.0% Voids #2A 80.23' 5,042 cf ADS_StormTech SC-310 +Cap x 342 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 342 Chambers in 3 Rows #3B 79.73' 2,322 cf 4.83'W x 629.76'L x 2.33'H Field B 7,102 cf Overall - 1,297 cf Embedded = 5,805 cf x 40.0% Voids #4B 80.23' 1,297 cf ADS_StormTech SC-310 +Cap x 88 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 15,391 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.73'12.0" Round 12" HDPE L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.73' / 79.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.35'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 79.73'1.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 81.86'9.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.06 cfs @ 23.20 hrs HW=81.31' TW=0.00' (Dynamic Tailwater) 1=12" HDPE (Passes 0.06 cfs of 3.63 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.03 cfs @ 4.60 fps) 3=Orifice/Grate (Orifice Controls 0.03 cfs @ 5.96 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 115HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP7: UGC-A (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.161 ac Peak Elev=81.31' Storage=11,485 cf 4.33 cfs 0.06 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 116HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP8: UGC-C (Stormtech SC-310) Inflow Area = 0.254 ac, 6.38% Impervious, Inflow Depth = 2.27" for 25-yr event Inflow = 0.63 cfs @ 12.11 hrs, Volume= 0.048 af Outflow = 0.01 cfs @ 23.48 hrs, Volume= 0.005 af, Atten= 98%, Lag= 682.4 min Primary = 0.01 cfs @ 23.48 hrs, Volume= 0.005 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 80.85' @ 23.48 hrs Surf.Area= 3,231 sf Storage= 1,981 cf Plug-Flow detention time= 842.4 min calculated for 0.005 af (10% of inflow) Center-of-Mass det. time= 686.6 min ( 1,541.4 - 854.8 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 1,299 cf 4.83'W x 352.08'L x 2.33'H Field A 3,971 cf Overall - 722 cf Embedded = 3,248 cf x 40.0% Voids #2A 80.23' 722 cf ADS_StormTech SC-310 +Cap x 49 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 79.73' 1,168 cf 4.83'W x 316.48'L x 2.33'H Field B 3,569 cf Overall - 649 cf Embedded = 2,921 cf x 40.0% Voids #4B 80.23' 649 cf ADS_StormTech SC-310 +Cap x 44 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 3,839 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.73'12.0" Round 12" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.73' / 79.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.80'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 2 80.30'12.0" Round 12" HDPE L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.30' / 80.20' S= 0.0083 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.01 cfs @ 23.48 hrs HW=80.85' TW=0.00' (Dynamic Tailwater) 1=12" HDPE OUT (Passes 0.01 cfs of 2.51 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.74 fps) 3=12" HDPE (Passes 0.01 cfs of 0.39 cfs potential flow) Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 117HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP8: UGC-C (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.254 ac Peak Elev=80.85' Storage=1,981 cf 0.63 cfs 0.01 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 118HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP3*: (DP3*) Proposed Flow to Sullivan Ave Inflow Area = 1.478 ac, 8.48% Impervious, Inflow Depth = 1.60" for 25-yr event Inflow = 1.27 cfs @ 12.42 hrs, Volume= 0.197 af Primary = 1.27 cfs @ 12.42 hrs, Volume= 0.197 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Link DP3*: (DP3*) Proposed Flow to Sullivan Ave Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=1.478 ac 1.27 cfs 1.27 cfs Proposed Condition Type III 24-hr 25-yr Rainfall=6.13"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 119HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Inflow Area = 2.117 ac, 41.71% Impervious, Inflow Depth > 3.44" for 25-yr event Inflow = 0.61 cfs @ 12.89 hrs, Volume= 0.606 af Primary = 0.61 cfs @ 12.89 hrs, Volume= 0.606 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Link DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.117 ac 0.61 cfs 0.61 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 120HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Yard Drains to UGC-B Runoff = 4.22 cfs @ 12.11 hrs, Volume= 0.314 af, Depth= 3.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (sf) CN Description 45,366 61 >75% Grass cover, Good, HSG B 3,169 80 >75% Grass cover, Good, HSG D * 2 71 >75% Grass cover, Good, HSG B/D * 4,753 98 IMPERVIOUS 53,290 65 Weighted Average 48,537 91.08% Pervious Area 4,753 8.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P1: Yard Drains to UGC-B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=53,290 sf Runoff Volume=0.314 af Runoff Depth=3.08" Tc=7.0 min CN=65 4.22 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 121HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P10: CB's to UGC-E (East) Runoff = 7.64 cfs @ 12.09 hrs, Volume= 0.589 af, Depth= 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (sf) CN Description 922 74 >75% Grass cover, Good, HSG C 2,430 61 >75% Grass cover, Good, HSG B * 4,429 71 >75% Grass cover, Good, HSG B/D * 42,382 98 IMPERVIOUS 50,163 93 Weighted Average 7,781 15.51% Pervious Area 42,382 84.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P10: CB's to UGC-E (East) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=50,163 sf Runoff Volume=0.589 af Runoff Depth=6.14" Tc=6.0 min CN=93 7.64 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 122HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P11: Culdesac Runoff = 6.06 cfs @ 12.09 hrs, Volume= 0.453 af, Depth= 5.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (sf) CN Description * 29,394 98 IMPERVIOUS 2,607 61 >75% Grass cover, Good, HSG B * 9,658 71 >75% Grass cover, Good, HSG B/D 41,659 89 Weighted Average 12,265 29.44% Pervious Area 29,394 70.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P11: Culdesac Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=41,659 sf Runoff Volume=0.453 af Runoff Depth=5.68" Tc=6.0 min CN=89 6.06 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 123HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P12: Yard Drains to UGC-A Runoff = 5.28 cfs @ 12.10 hrs, Volume= 0.388 af, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (sf) CN Description * 9,067 98 IMPERVIOUS 12,690 61 >75% Grass cover, Good, HSG B 4,707 74 >75% Grass cover, Good, HSG C * 24,092 71 >75% Grass cover, Good, HSG B/D 50,556 74 Weighted Average 41,489 82.07% Pervious Area 9,067 17.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P12: Yard Drains to UGC-A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=50,556 sf Runoff Volume=0.388 af Runoff Depth=4.02" Tc=7.0 min CN=74 5.28 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 124HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P13: Yard Drains to UGC-C Runoff = 0.82 cfs @ 12.11 hrs, Volume= 0.061 af, Depth= 2.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (sf) CN Description * 707 98 IMPERVIOUS 10,379 61 >75% Grass cover, Good, HSG B 11,086 63 Weighted Average 10,379 93.62% Pervious Area 707 6.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P13: Yard Drains to UGC-C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=11,086 sf Runoff Volume=0.061 af Runoff Depth=2.88" Tc=7.0 min CN=63 0.82 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 125HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: (DP2*) Proposed Flow across North West Property Corner Runoff = 0.38 cfs @ 12.12 hrs, Volume= 0.031 af, Depth= 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (sf) CN Description 2,334 39 >75% Grass cover, Good, HSG A 5,236 61 >75% Grass cover, Good, HSG B * 219 71 >75% Grass cover, Good, HSG B/D 7,789 55 Weighted Average 7,789 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P2: (DP2*) Proposed Flow across North West Property Corner Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=7,789 sf Runoff Volume=0.031 af Runoff Depth=2.10" Tc=8.0 min CN=55 0.38 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 126HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 Runoff = 0.78 cfs @ 12.12 hrs, Volume= 0.060 af, Depth= 3.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (sf) CN Description 2,646 39 >75% Grass cover, Good, HSG A 7,594 74 >75% Grass cover, Good, HSG C 10,240 65 Weighted Average 10,240 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P3: P3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=10,240 sf Runoff Volume=0.060 af Runoff Depth=3.08" Tc=8.0 min CN=65 0.78 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 127HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 Runoff = 0.92 cfs @ 12.78 hrs, Volume= 0.166 af, Depth= 3.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (sf) CN Description 4,911 74 >75% Grass cover, Good, HSG C * 2,000 71 >75% Grass cover, Good, HSG B/D * 14,330 66 Woods, Good, HSG B/D 3,582 70 Woods, Good, HSG C 24,823 69 Weighted Average 24,823 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 59.0 94 0.0014 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.22" Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=24,823 sf Runoff Volume=0.166 af Runoff Depth=3.49" Flow Length=94' Slope=0.0014 '/' Tc=59.0 min CN=69 0.92 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 128HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 Runoff = 9.40 cfs @ 12.63 hrs, Volume= 1.440 af, Depth= 3.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (sf) CN Description 1,504 74 >75% Grass cover, Good, HSG C * 9,745 71 >75% Grass cover, Good, HSG B/D 25,599 70 Woods, Good, HSG C * 127,460 66 Woods, Good, HSG B/D * 8,904 98 IMPERVIOUS * 13,961 68 Meadow, non-grazed, HSG B/D 28,470 71 Meadow, non-grazed, HSG C 215,643 69 Weighted Average 206,739 95.87% Pervious Area 8,904 4.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 23 0.2900 0.25 Sheet Flow, GRASS SF Grass: Dense n= 0.240 P2= 3.22" 22.4 82 0.0120 0.06 Sheet Flow, WOODLAND SF Woods: Light underbrush n= 0.400 P2= 3.22" 20.5 295 0.0023 0.24 Shallow Concentrated Flow, WOOD SCF Woodland Kv= 5.0 fps 44.4 400 Total Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 129HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=215,643 sf Runoff Volume=1.440 af Runoff Depth=3.49" Flow Length=400' Tc=44.4 min CN=69 9.40 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 130HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P6: Sheet flow To West Basin Runoff = 31.04 cfs @ 12.09 hrs, Volume= 2.395 af, Depth= 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (sf) CN Description 4,918 39 >75% Grass cover, Good, HSG A 6,710 61 >75% Grass cover, Good, HSG B 6,131 74 >75% Grass cover, Good, HSG C * 9,090 71 >75% Grass cover, Good, HSG B/D * 177,007 98 IMPERVIOUS 203,856 93 Weighted Average 26,849 13.17% Pervious Area 177,007 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P6: Sheet flow To West Basin Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=203,856 sf Runoff Volume=2.395 af Runoff Depth=6.14" Tc=6.0 min CN=93 31.04 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 131HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P7: Proposed P7 Runoff = 0.44 cfs @ 12.36 hrs, Volume= 0.051 af, Depth= 3.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (sf) CN Description 2,335 39 >75% Grass cover, Good, HSG A 1,709 74 >75% Grass cover, Good, HSG C * 1,796 98 IMPERVIOUS 450 30 Meadow, non-grazed, HSG A 2,157 71 Meadow, non-grazed, HSG C 8,447 66 Weighted Average 6,651 78.74% Pervious Area 1,796 21.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 100 0.0160 0.07 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 1.6 97 0.0420 1.02 Shallow Concentrated Flow, Woodlan SCF Woodland Kv= 5.0 fps 25.0 197 Total Subcatchment P7: Proposed P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=8,447 sf Runoff Volume=0.051 af Runoff Depth=3.18" Flow Length=197' Tc=25.0 min CN=66 0.44 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 132HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P8: Proposed Roof to UGC-D (west) Runoff = 38.00 cfs @ 12.09 hrs, Volume= 3.114 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (sf) CN Description * 241,800 98 IMPERVIOUS 241,800 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P8: Proposed Roof to UGC-D (west) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=241,800 sf Runoff Volume=3.114 af Runoff Depth=6.73" Tc=6.0 min CN=98 38.00 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 133HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P9: Sheetflow to North Basin Runoff = 6.22 cfs @ 12.10 hrs, Volume= 0.481 af, Depth= 5.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (sf) CN Description 14,312 74 >75% Grass cover, Good, HSG C * 1,743 71 >75% Grass cover, Good, HSG B/D * 28,217 98 IMPERVIOUS 44,272 89 Weighted Average 16,055 36.26% Pervious Area 28,217 63.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P9: Sheetflow to North Basin Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=44,272 sf Runoff Volume=0.481 af Runoff Depth=5.68" Tc=7.0 min CN=89 6.22 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 134HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond DMH: Splitter Structure Inflow Area = 1.152 ac, 84.49% Impervious, Inflow Depth = 6.13" for 50-yr event Inflow = 5.40 cfs @ 12.16 hrs, Volume= 0.589 af Outflow = 5.40 cfs @ 12.16 hrs, Volume= 0.589 af, Atten= 0%, Lag= 0.0 min Primary = 4.38 cfs @ 12.16 hrs, Volume= 0.291 af Secondary = 1.02 cfs @ 12.16 hrs, Volume= 0.298 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 85.96' @ 12.16 hrs Flood Elev= 85.80' Device Routing Invert Outlet Devices #1 Primary 84.55'15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 84.55' / 84.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Secondary 84.55'6.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 84.55' / 84.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf Primary OutFlow Max=4.38 cfs @ 12.16 hrs HW=85.96' TW=84.37' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.38 cfs @ 3.96 fps) Secondary OutFlow Max=1.02 cfs @ 12.16 hrs HW=85.96' TW=81.31' (Dynamic Tailwater) 2=Culvert (Inlet Controls 1.02 cfs @ 5.18 fps) Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 135HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond DMH: Splitter Structure Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.152 ac Peak Elev=85.96' 5.40 cfs 5.40 cfs 4.38 cfs 1.02 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 136HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1*: (DP1*) Proposed Condition - Rail Road Pond Inflow Area = 18.348 ac, 62.57% Impervious, Inflow Depth > 5.13" for 50-yr event Inflow = 16.11 cfs @ 12.63 hrs, Volume= 7.841 af Outflow = 11.48 cfs @ 13.11 hrs, Volume= 7.840 af, Atten= 29%, Lag= 29.0 min Primary = 11.48 cfs @ 13.11 hrs, Volume= 7.840 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 82.79' @ 13.11 hrs Surf.Area= 23,319 sf Storage= 12,517 cf Plug-Flow detention time= 5.3 min calculated for 7.840 af (100% of inflow) Center-of-Mass det. time= 4.9 min ( 1,505.5 - 1,500.5 ) Volume Invert Avail.Storage Storage Description #1 79.70' 94,801 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 79.70 10 0 0 80.00 382 59 59 81.00 1,156 769 828 82.00 2,173 1,665 2,492 83.00 29,061 15,617 18,109 84.00 124,323 76,692 94,801 Device Routing Invert Outlet Devices #1 Primary 79.70'18.0" Round Culvert L= 43.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 79.60' / 79.70' S= -0.0023 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=11.48 cfs @ 13.11 hrs HW=82.79' (Free Discharge) 1=Culvert (Inlet Controls 11.48 cfs @ 6.49 fps) Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 137HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1*: (DP1*) Proposed Condition - Rail Road Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=18.348 ac Peak Elev=82.79' Storage=12,517 cf 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' 16.11 cfs 11.48 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 138HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP1: UGC-D (Stormtech SC-310) Inflow Area = 10.231 ac, 93.98% Impervious, Inflow Depth > 6.36" for 50-yr event Inflow = 39.72 cfs @ 12.09 hrs, Volume= 5.424 af Outflow = 4.92 cfs @ 12.90 hrs, Volume= 5.264 af, Atten= 88%, Lag= 48.7 min Primary = 4.92 cfs @ 12.90 hrs, Volume= 5.264 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 84.69' @ 12.90 hrs Surf.Area= 78,048 sf Storage= 87,872 cf Plug-Flow detention time= 695.8 min calculated for 5.264 af (97% of inflow) Center-of-Mass det. time= 627.4 min ( 1,653.2 - 1,025.8 ) Volume Invert Avail.Storage Storage Description #1A 82.78' 48,033 cf 108.17'W x 644.00'L x 2.33'H Field A 162,538 cf Overall - 42,457 cf Embedded = 120,082 cf x 40.0% Voids #2A 83.28' 42,457 cf ADS_StormTech RC-310 +Cap x 2880 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 2880 Chambers in 32 Rows #3B 82.78' 6,025 cf 11.50'W x 729.44'L x 2.33'H Field B 19,573 cf Overall - 4,511 cf Embedded = 15,062 cf x 40.0% Voids #4B 83.28' 4,511 cf ADS_StormTech SC-310 +Cap x 306 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 306 Chambers in 3 Rows 101,025 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 82.78'24.0" Round 24" RCP L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 82.78' / 82.70' S= 0.0057 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf #2 Device 1 82.78'9.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 83.95'24.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=4.92 cfs @ 12.90 hrs HW=84.69' TW=82.74' (Dynamic Tailwater) 1=24" RCP (Passes 4.92 cfs of 11.36 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.81 cfs @ 6.51 fps) 3=Orifice/Grate (Orifice Controls 4.10 cfs @ 2.77 fps) Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 139HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP1: UGC-D (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=10.231 ac Peak Elev=84.69' Storage=87,872 cf 39.72 cfs 4.92 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 140HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP2: Water Quality Basin (WEST) Inflow Area = 4.680 ac, 86.83% Impervious, Inflow Depth = 6.14" for 50-yr event Inflow = 31.04 cfs @ 12.09 hrs, Volume= 2.395 af Outflow = 1.76 cfs @ 15.68 hrs, Volume= 2.310 af, Atten= 94%, Lag= 215.5 min Primary = 1.76 cfs @ 15.68 hrs, Volume= 2.310 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 83.50' Surf.Area= 39,354 sf Storage= 18,954 cf Peak Elev= 85.01' @ 14.01 hrs Surf.Area= 48,821 sf Storage= 85,566 cf (66,612 cf above start) Plug-Flow detention time= 865.9 min calculated for 1.875 af (78% of inflow) Center-of-Mass det. time= 638.1 min ( 1,407.0 - 768.9 ) Volume Invert Avail.Storage Storage Description #1 83.00' 136,855 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 83.00 36,482 0 0 36,482 84.00 42,335 39,372 39,372 42,377 85.00 48,730 45,495 84,867 48,817 86.00 55,314 51,987 136,855 55,450 Device Routing Invert Outlet Devices #1 Primary 83.50'10.0" Round Culvert L= 19.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 83.50' / 83.38' S= 0.0063 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.55 sf Primary OutFlow Max=1.76 cfs @ 15.68 hrs HW=84.96' TW=84.51' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.76 cfs @ 3.23 fps) Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 141HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP2: Water Quality Basin (WEST) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.680 ac Peak Elev=85.01' Storage=85,566 cf 10.0" Round Culvert n=0.012 L=19.0' S=0.0063 '/' 31.04 cfs 1.76 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 142HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP3: UGC-B (Stormtech SC-310) Inflow Area = 1.223 ac, 8.92% Impervious, Inflow Depth = 3.08" for 50-yr event Inflow = 4.22 cfs @ 12.11 hrs, Volume= 0.314 af Outflow = 2.14 cfs @ 12.30 hrs, Volume= 0.257 af, Atten= 49%, Lag= 11.3 min Primary = 2.14 cfs @ 12.30 hrs, Volume= 0.257 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 81.62' @ 12.30 hrs Surf.Area= 4,229 sf Storage= 4,282 cf Plug-Flow detention time= 147.9 min calculated for 0.257 af (82% of inflow) Center-of-Mass det. time= 73.3 min ( 916.4 - 843.1 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 1,745 cf 4.83'W x 473.12'L x 2.33'H Field A 5,336 cf Overall - 973 cf Embedded = 4,363 cf x 40.0% Voids #2A 80.23' 973 cf ADS_StormTech SC-310 +Cap x 66 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 79.73' 1,483 cf 4.83'W x 401.92'L x 2.33'H Field B 4,533 cf Overall - 826 cf Embedded = 3,707 cf x 40.0% Voids #4B 80.23' 826 cf ADS_StormTech SC-310 +Cap x 56 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 5,027 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.66'12.0" Round 12" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.66' / 79.27' S= 0.0195 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.80'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 2 80.30'12.0" Round 12" HDPE L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.30' / 80.20' S= 0.0083 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.14 cfs @ 12.30 hrs HW=81.62' TW=0.00' (Dynamic Tailwater) 1=12" HDPE OUT (Passes 2.14 cfs of 4.57 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.14 cfs @ 3.09 fps) 3=12" HDPE (Passes 2.14 cfs of 3.08 cfs potential flow) Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 143HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP3: UGC-B (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.223 ac Peak Elev=81.62' Storage=4,282 cf 4.22 cfs 2.14 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 144HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP4: Water Quality Basin (North) Inflow Area = 2.168 ac, 74.76% Impervious, Inflow Depth = 4.27" for 50-yr event Inflow = 10.07 cfs @ 12.12 hrs, Volume= 0.772 af Outflow = 0.14 cfs @ 17.39 hrs, Volume= 0.562 af, Atten= 99%, Lag= 316.2 min Primary = 0.14 cfs @ 17.39 hrs, Volume= 0.562 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 83.40' Surf.Area= 14,585 sf Storage= 18,791 cf Peak Elev= 85.16' @ 17.39 hrs Surf.Area= 17,739 sf Storage= 47,203 cf (28,413 cf above start) Plug-Flow detention time= 3,186.3 min calculated for 0.130 af (17% of inflow) Center-of-Mass det. time= 1,554.7 min ( 2,311.9 - 757.2 ) Volume Invert Avail.Storage Storage Description #1 82.00' 62,769 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 82.00 12,313 0 0 12,313 83.00 13,894 13,096 13,096 13,945 84.00 15,654 14,765 27,861 15,757 85.00 17,454 16,546 44,407 17,614 86.00 19,286 18,362 62,769 19,508 Device Routing Invert Outlet Devices #1 Primary 83.40'12.0" Round Culvert L= 19.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 83.40' / 83.31' S= 0.0047 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 83.40'2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.14 cfs @ 17.39 hrs HW=85.16' TW=80.96' (Dynamic Tailwater) 1=Culvert (Passes 0.14 cfs of 4.10 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.14 cfs @ 6.23 fps) Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 145HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP4: Water Quality Basin (North) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.168 ac Peak Elev=85.16' Storage=47,203 cf 10.07 cfs 0.14 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 146HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP5: UGC-E (Stormtech SC-310) Inflow Area = 1.152 ac, 84.49% Impervious, Inflow Depth = 6.14" for 50-yr event Inflow = 7.64 cfs @ 12.09 hrs, Volume= 0.589 af Outflow = 5.40 cfs @ 12.16 hrs, Volume= 0.589 af, Atten= 29%, Lag= 4.5 min Primary = 5.40 cfs @ 12.16 hrs, Volume= 0.589 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 87.20' @ 12.16 hrs Surf.Area= 4,780 sf Storage= 4,692 cf Plug-Flow detention time= 45.9 min calculated for 0.589 af (100% of inflow) Center-of-Mass det. time= 45.1 min ( 814.0 - 768.9 ) Volume Invert Avail.Storage Storage Description #1A 85.38' 1,929 cf 4.83'W x 522.96'L x 2.33'H Field A 5,898 cf Overall - 1,076 cf Embedded = 4,822 cf x 40.0% Voids #2A 85.88' 1,076 cf ADS_StormTech SC-310 +Cap x 73 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 85.38' 1,719 cf 4.83'W x 466.00'L x 2.33'H Field B 5,255 cf Overall - 958 cf Embedded = 4,297 cf x 40.0% Voids #4B 85.88' 958 cf ADS_StormTech SC-310 +Cap x 65 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 5,682 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 85.38'15.0" Round 15" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.38' / 85.28' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #2 Device 1 85.95'10.0" Round ORIFICE A X 2.00 L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.95' / 85.92' S= 0.0060 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.55 sf #3 Device 1 85.38'6.0" Round ORIFICE B L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.38' / 85.31' S= 0.0020 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=5.40 cfs @ 12.16 hrs HW=87.20' TW=85.96' (Dynamic Tailwater) 1=15" HDPE OUT (Passes 5.40 cfs of 5.83 cfs potential flow) 2=ORIFICE A (Barrel Controls 4.50 cfs @ 4.13 fps) 3=ORIFICE B (Outlet Controls 0.89 cfs @ 4.54 fps) Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 147HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP5: UGC-E (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=1.152 ac Peak Elev=87.20' Storage=4,692 cf 7.64 cfs 5.40 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 148HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP6: Water Quality Basin (Kennedy Road) Inflow Area = 0.956 ac, 70.56% Impervious, Inflow Depth = 5.68" for 50-yr event Inflow = 6.06 cfs @ 12.09 hrs, Volume= 0.453 af Outflow = 0.61 cfs @ 12.85 hrs, Volume= 0.451 af, Atten= 90%, Lag= 45.8 min Primary = 0.61 cfs @ 12.85 hrs, Volume= 0.451 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 80.00' Surf.Area= 5,601 sf Storage= 11,033 cf Peak Elev= 81.52' @ 12.85 hrs Surf.Area= 7,246 sf Storage= 20,797 cf (9,764 cf above start) Plug-Flow detention time= 585.3 min calculated for 0.198 af (44% of inflow) Center-of-Mass det. time= 220.9 min ( 1,004.3 - 783.3 ) Volume Invert Avail.Storage Storage Description #1 75.00' 42,367 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 75.00 239 0 0 239 76.00 786 486 486 791 77.00 1,382 1,070 1,556 1,399 78.00 2,063 1,711 3,267 2,095 78.80 2,824 1,947 5,214 2,869 79.00 4,585 734 5,948 4,630 80.00 5,601 5,085 11,033 5,677 81.00 6,669 6,127 17,160 6,781 82.00 7,793 7,224 24,384 7,944 83.00 8,973 8,376 32,760 9,168 84.00 10,257 9,608 42,367 10,498 Device Routing Invert Outlet Devices #1 Primary 80.00'12.0" Round Culvert L= 19.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.00' / 79.91' S= 0.0047 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 80.00'4.5" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.61 cfs @ 12.85 hrs HW=81.52' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.61 cfs of 3.41 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.61 cfs @ 5.56 fps) Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 149HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP6: Water Quality Basin (Kennedy Road) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=0.956 ac Peak Elev=81.52' Storage=20,797 cf 6.06 cfs 0.61 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 150HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP7: UGC-A (Stormtech SC-310) Inflow Area = 1.161 ac, 17.93% Impervious, Inflow Depth = 4.02" for 50-yr event Inflow = 5.28 cfs @ 12.10 hrs, Volume= 0.388 af Outflow = 0.07 cfs @ 23.07 hrs, Volume= 0.262 af, Atten= 99%, Lag= 658.0 min Primary = 0.07 cfs @ 23.07 hrs, Volume= 0.262 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 81.80' @ 23.07 hrs Surf.Area= 12,415 sf Storage= 14,075 cf Plug-Flow detention time= 1,590.4 min calculated for 0.262 af (67% of inflow) Center-of-Mass det. time= 1,491.1 min ( 2,314.1 - 823.1 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 6,730 cf 11.50'W x 814.88'L x 2.33'H Field A 21,866 cf Overall - 5,042 cf Embedded = 16,824 cf x 40.0% Voids #2A 80.23' 5,042 cf ADS_StormTech SC-310 +Cap x 342 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 342 Chambers in 3 Rows #3B 79.73' 2,322 cf 4.83'W x 629.76'L x 2.33'H Field B 7,102 cf Overall - 1,297 cf Embedded = 5,805 cf x 40.0% Voids #4B 80.23' 1,297 cf ADS_StormTech SC-310 +Cap x 88 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 15,391 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.73'12.0" Round 12" HDPE L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.73' / 79.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.35'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 79.73'1.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 81.86'9.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.07 cfs @ 23.07 hrs HW=81.80' TW=0.00' (Dynamic Tailwater) 1=12" HDPE (Passes 0.07 cfs of 4.74 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.03 cfs @ 5.71 fps) 3=Orifice/Grate (Orifice Controls 0.04 cfs @ 6.85 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 151HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP7: UGC-A (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.161 ac Peak Elev=81.80' Storage=14,075 cf 5.28 cfs 0.07 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 152HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP8: UGC-C (Stormtech SC-310) Inflow Area = 0.254 ac, 6.38% Impervious, Inflow Depth = 2.88" for 50-yr event Inflow = 0.82 cfs @ 12.11 hrs, Volume= 0.061 af Outflow = 0.03 cfs @ 16.68 hrs, Volume= 0.018 af, Atten= 96%, Lag= 274.4 min Primary = 0.03 cfs @ 16.68 hrs, Volume= 0.018 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 80.88' @ 16.68 hrs Surf.Area= 3,231 sf Storage= 2,050 cf Plug-Flow detention time= 515.0 min calculated for 0.018 af (29% of inflow) Center-of-Mass det. time= 379.5 min ( 1,227.2 - 847.7 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 1,299 cf 4.83'W x 352.08'L x 2.33'H Field A 3,971 cf Overall - 722 cf Embedded = 3,248 cf x 40.0% Voids #2A 80.23' 722 cf ADS_StormTech SC-310 +Cap x 49 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 79.73' 1,168 cf 4.83'W x 316.48'L x 2.33'H Field B 3,569 cf Overall - 649 cf Embedded = 2,921 cf x 40.0% Voids #4B 80.23' 649 cf ADS_StormTech SC-310 +Cap x 44 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 3,839 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.73'12.0" Round 12" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.73' / 79.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.80'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 2 80.30'12.0" Round 12" HDPE L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.30' / 80.20' S= 0.0083 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.03 cfs @ 16.68 hrs HW=80.88' TW=0.00' (Dynamic Tailwater) 1=12" HDPE OUT (Passes 0.03 cfs of 2.60 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.03 cfs @ 0.97 fps) 3=12" HDPE (Passes 0.03 cfs of 0.55 cfs potential flow) Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 153HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP8: UGC-C (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.254 ac Peak Elev=80.88' Storage=2,050 cf 0.82 cfs 0.03 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 154HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP3*: (DP3*) Proposed Flow to Sullivan Ave Inflow Area = 1.478 ac, 8.48% Impervious, Inflow Depth = 2.23" for 50-yr event Inflow = 2.14 cfs @ 12.30 hrs, Volume= 0.275 af Primary = 2.14 cfs @ 12.30 hrs, Volume= 0.275 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Link DP3*: (DP3*) Proposed Flow to Sullivan Ave Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=1.478 ac 2.14 cfs 2.14 cfs Proposed Condition Type III 24-hr 50-yr Rainfall=6.97"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 155HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Inflow Area = 2.117 ac, 41.71% Impervious, Inflow Depth > 4.04" for 50-yr event Inflow = 0.67 cfs @ 12.95 hrs, Volume= 0.713 af Primary = 0.67 cfs @ 12.95 hrs, Volume= 0.713 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Link DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.117 ac 0.67 cfs 0.67 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 156HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Yard Drains to UGC-B Runoff = 5.26 cfs @ 12.10 hrs, Volume= 0.389 af, Depth= 3.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (sf) CN Description 45,366 61 >75% Grass cover, Good, HSG B 3,169 80 >75% Grass cover, Good, HSG D * 2 71 >75% Grass cover, Good, HSG B/D * 4,753 98 IMPERVIOUS 53,290 65 Weighted Average 48,537 91.08% Pervious Area 4,753 8.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P1: Yard Drains to UGC-B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=53,290 sf Runoff Volume=0.389 af Runoff Depth=3.81" Tc=7.0 min CN=65 5.26 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 157HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P10: CB's to UGC-E (East) Runoff = 8.72 cfs @ 12.09 hrs, Volume= 0.678 af, Depth= 7.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (sf) CN Description 922 74 >75% Grass cover, Good, HSG C 2,430 61 >75% Grass cover, Good, HSG B * 4,429 71 >75% Grass cover, Good, HSG B/D * 42,382 98 IMPERVIOUS 50,163 93 Weighted Average 7,781 15.51% Pervious Area 42,382 84.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P10: CB's to UGC-E (East) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=50,163 sf Runoff Volume=0.678 af Runoff Depth=7.06" Tc=6.0 min CN=93 8.72 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 158HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P11: Culdesac Runoff = 6.97 cfs @ 12.09 hrs, Volume= 0.525 af, Depth= 6.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (sf) CN Description * 29,394 98 IMPERVIOUS 2,607 61 >75% Grass cover, Good, HSG B * 9,658 71 >75% Grass cover, Good, HSG B/D 41,659 89 Weighted Average 12,265 29.44% Pervious Area 29,394 70.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P11: Culdesac Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=41,659 sf Runoff Volume=0.525 af Runoff Depth=6.59" Tc=6.0 min CN=89 6.97 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 159HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P12: Yard Drains to UGC-A Runoff = 6.34 cfs @ 12.10 hrs, Volume= 0.468 af, Depth= 4.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (sf) CN Description * 9,067 98 IMPERVIOUS 12,690 61 >75% Grass cover, Good, HSG B 4,707 74 >75% Grass cover, Good, HSG C * 24,092 71 >75% Grass cover, Good, HSG B/D 50,556 74 Weighted Average 41,489 82.07% Pervious Area 9,067 17.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P12: Yard Drains to UGC-A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=50,556 sf Runoff Volume=0.468 af Runoff Depth=4.84" Tc=7.0 min CN=74 6.34 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 160HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P13: Yard Drains to UGC-C Runoff = 1.03 cfs @ 12.10 hrs, Volume= 0.076 af, Depth= 3.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (sf) CN Description * 707 98 IMPERVIOUS 10,379 61 >75% Grass cover, Good, HSG B 11,086 63 Weighted Average 10,379 93.62% Pervious Area 707 6.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P13: Yard Drains to UGC-C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=11,086 sf Runoff Volume=0.076 af Runoff Depth=3.59" Tc=7.0 min CN=63 1.03 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 161HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: (DP2*) Proposed Flow across North West Property Corner Runoff = 0.51 cfs @ 12.12 hrs, Volume= 0.040 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (sf) CN Description 2,334 39 >75% Grass cover, Good, HSG A 5,236 61 >75% Grass cover, Good, HSG B * 219 71 >75% Grass cover, Good, HSG B/D 7,789 55 Weighted Average 7,789 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P2: (DP2*) Proposed Flow across North West Property Corner Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=7,789 sf Runoff Volume=0.040 af Runoff Depth=2.72" Tc=8.0 min CN=55 0.51 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 162HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 Runoff = 0.98 cfs @ 12.12 hrs, Volume= 0.075 af, Depth= 3.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (sf) CN Description 2,646 39 >75% Grass cover, Good, HSG A 7,594 74 >75% Grass cover, Good, HSG C 10,240 65 Weighted Average 10,240 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P3: P3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=10,240 sf Runoff Volume=0.075 af Runoff Depth=3.81" Tc=8.0 min CN=65 0.98 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 163HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 Runoff = 1.13 cfs @ 12.78 hrs, Volume= 0.203 af, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (sf) CN Description 4,911 74 >75% Grass cover, Good, HSG C * 2,000 71 >75% Grass cover, Good, HSG B/D * 14,330 66 Woods, Good, HSG B/D 3,582 70 Woods, Good, HSG C 24,823 69 Weighted Average 24,823 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 59.0 94 0.0014 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.22" Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=24,823 sf Runoff Volume=0.203 af Runoff Depth=4.26" Flow Length=94' Slope=0.0014 '/' Tc=59.0 min CN=69 1.13 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 164HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 Runoff = 11.52 cfs @ 12.63 hrs, Volume= 1.759 af, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (sf) CN Description 1,504 74 >75% Grass cover, Good, HSG C * 9,745 71 >75% Grass cover, Good, HSG B/D 25,599 70 Woods, Good, HSG C * 127,460 66 Woods, Good, HSG B/D * 8,904 98 IMPERVIOUS * 13,961 68 Meadow, non-grazed, HSG B/D 28,470 71 Meadow, non-grazed, HSG C 215,643 69 Weighted Average 206,739 95.87% Pervious Area 8,904 4.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 23 0.2900 0.25 Sheet Flow, GRASS SF Grass: Dense n= 0.240 P2= 3.22" 22.4 82 0.0120 0.06 Sheet Flow, WOODLAND SF Woods: Light underbrush n= 0.400 P2= 3.22" 20.5 295 0.0023 0.24 Shallow Concentrated Flow, WOOD SCF Woodland Kv= 5.0 fps 44.4 400 Total Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 165HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=215,643 sf Runoff Volume=1.759 af Runoff Depth=4.26" Flow Length=400' Tc=44.4 min CN=69 11.52 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 166HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P6: Sheet flow To West Basin Runoff = 35.42 cfs @ 12.09 hrs, Volume= 2.755 af, Depth= 7.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (sf) CN Description 4,918 39 >75% Grass cover, Good, HSG A 6,710 61 >75% Grass cover, Good, HSG B 6,131 74 >75% Grass cover, Good, HSG C * 9,090 71 >75% Grass cover, Good, HSG B/D * 177,007 98 IMPERVIOUS 203,856 93 Weighted Average 26,849 13.17% Pervious Area 177,007 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P6: Sheet flow To West Basin Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=203,856 sf Runoff Volume=2.755 af Runoff Depth=7.06" Tc=6.0 min CN=93 35.42 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 167HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P7: Proposed P7 Runoff = 0.55 cfs @ 12.36 hrs, Volume= 0.063 af, Depth= 3.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (sf) CN Description 2,335 39 >75% Grass cover, Good, HSG A 1,709 74 >75% Grass cover, Good, HSG C * 1,796 98 IMPERVIOUS 450 30 Meadow, non-grazed, HSG A 2,157 71 Meadow, non-grazed, HSG C 8,447 66 Weighted Average 6,651 78.74% Pervious Area 1,796 21.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 100 0.0160 0.07 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 1.6 97 0.0420 1.02 Shallow Concentrated Flow, Woodlan SCF Woodland Kv= 5.0 fps 25.0 197 Total Subcatchment P7: Proposed P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=8,447 sf Runoff Volume=0.063 af Runoff Depth=3.93" Flow Length=197' Tc=25.0 min CN=66 0.55 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 168HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P8: Proposed Roof to UGC-D (west) Runoff = 43.10 cfs @ 12.09 hrs, Volume= 3.543 af, Depth= 7.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (sf) CN Description * 241,800 98 IMPERVIOUS 241,800 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P8: Proposed Roof to UGC-D (west) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=241,800 sf Runoff Volume=3.543 af Runoff Depth=7.66" Tc=6.0 min CN=98 43.10 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 169HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P9: Sheetflow to North Basin Runoff = 7.16 cfs @ 12.09 hrs, Volume= 0.558 af, Depth= 6.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (sf) CN Description 14,312 74 >75% Grass cover, Good, HSG C * 1,743 71 >75% Grass cover, Good, HSG B/D * 28,217 98 IMPERVIOUS 44,272 89 Weighted Average 16,055 36.26% Pervious Area 28,217 63.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P9: Sheetflow to North Basin Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=44,272 sf Runoff Volume=0.558 af Runoff Depth=6.59" Tc=7.0 min CN=89 7.16 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 170HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond DMH: Splitter Structure Inflow Area = 1.152 ac, 84.49% Impervious, Inflow Depth = 7.06" for 100-yr event Inflow = 6.22 cfs @ 12.16 hrs, Volume= 0.677 af Outflow = 6.22 cfs @ 12.16 hrs, Volume= 0.677 af, Atten= 0%, Lag= 0.0 min Primary = 5.11 cfs @ 12.16 hrs, Volume= 0.327 af Secondary = 1.11 cfs @ 12.16 hrs, Volume= 0.350 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 86.18' @ 12.16 hrs Flood Elev= 85.80' Device Routing Invert Outlet Devices #1 Primary 84.55'15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 84.55' / 84.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Secondary 84.55'6.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 84.55' / 84.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf Primary OutFlow Max=5.11 cfs @ 12.16 hrs HW=86.18' TW=84.54' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.11 cfs @ 4.19 fps) Secondary OutFlow Max=1.11 cfs @ 12.16 hrs HW=86.18' TW=81.68' (Dynamic Tailwater) 2=Culvert (Inlet Controls 1.11 cfs @ 5.65 fps) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 171HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond DMH: Splitter Structure Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.152 ac Peak Elev=86.18' 6.22 cfs 6.22 cfs 5.11 cfs 1.11 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 172HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1*: (DP1*) Proposed Condition - Rail Road Pond Inflow Area = 18.348 ac, 62.57% Impervious, Inflow Depth > 5.95" for 100-yr event Inflow = 20.75 cfs @ 12.58 hrs, Volume= 9.096 af Outflow = 12.38 cfs @ 13.30 hrs, Volume= 9.095 af, Atten= 40%, Lag= 43.2 min Primary = 12.38 cfs @ 13.30 hrs, Volume= 9.095 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 83.17' @ 13.30 hrs Surf.Area= 45,313 sf Storage= 24,454 cf Plug-Flow detention time= 9.2 min calculated for 9.095 af (100% of inflow) Center-of-Mass det. time= 8.8 min ( 1,454.2 - 1,445.4 ) Volume Invert Avail.Storage Storage Description #1 79.70' 94,801 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 79.70 10 0 0 80.00 382 59 59 81.00 1,156 769 828 82.00 2,173 1,665 2,492 83.00 29,061 15,617 18,109 84.00 124,323 76,692 94,801 Device Routing Invert Outlet Devices #1 Primary 79.70'18.0" Round Culvert L= 43.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 79.60' / 79.70' S= -0.0023 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=12.38 cfs @ 13.30 hrs HW=83.17' (Free Discharge) 1=Culvert (Inlet Controls 12.38 cfs @ 7.01 fps) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 173HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1*: (DP1*) Proposed Condition - Rail Road Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=18.348 ac Peak Elev=83.17' Storage=24,454 cf 18.0" Round Culvert n=0.012 L=43.0' S=-0.0023 '/' 20.75 cfs 12.38 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 174HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP1: UGC-D (Stormtech SC-310) Inflow Area = 10.231 ac, 93.98% Impervious, Inflow Depth > 7.28" for 100-yr event Inflow = 44.70 cfs @ 12.09 hrs, Volume= 6.210 af Outflow = 6.89 cfs @ 12.59 hrs, Volume= 6.031 af, Atten= 85%, Lag= 30.5 min Primary = 6.89 cfs @ 12.59 hrs, Volume= 6.031 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 84.96' @ 12.59 hrs Surf.Area= 78,048 sf Storage= 96,103 cf Plug-Flow detention time= 633.2 min calculated for 6.031 af (97% of inflow) Center-of-Mass det. time= 566.4 min ( 1,589.5 - 1,023.1 ) Volume Invert Avail.Storage Storage Description #1A 82.78' 48,033 cf 108.17'W x 644.00'L x 2.33'H Field A 162,538 cf Overall - 42,457 cf Embedded = 120,082 cf x 40.0% Voids #2A 83.28' 42,457 cf ADS_StormTech RC-310 +Cap x 2880 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 2880 Chambers in 32 Rows #3B 82.78' 6,025 cf 11.50'W x 729.44'L x 2.33'H Field B 19,573 cf Overall - 4,511 cf Embedded = 15,062 cf x 40.0% Voids #4B 83.28' 4,511 cf ADS_StormTech SC-310 +Cap x 306 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 306 Chambers in 3 Rows 101,025 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 82.78'24.0" Round 24" RCP L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 82.78' / 82.70' S= 0.0057 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf #2 Device 1 82.78'9.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 83.95'24.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=6.89 cfs @ 12.59 hrs HW=84.96' TW=82.78' (Dynamic Tailwater) 1=24" RCP (Passes 6.89 cfs of 13.69 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.87 cfs @ 6.96 fps) 3=Orifice/Grate (Orifice Controls 6.02 cfs @ 3.61 fps) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 175HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP1: UGC-D (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=10.231 ac Peak Elev=84.96' Storage=96,103 cf 44.70 cfs 6.89 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 176HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP2: Water Quality Basin (WEST) Inflow Area = 4.680 ac, 86.83% Impervious, Inflow Depth = 7.06" for 100-yr event Inflow = 35.42 cfs @ 12.09 hrs, Volume= 2.755 af Outflow = 2.04 cfs @ 15.81 hrs, Volume= 2.667 af, Atten= 94%, Lag= 223.4 min Primary = 2.04 cfs @ 15.81 hrs, Volume= 2.667 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 83.50' Surf.Area= 39,354 sf Storage= 18,954 cf Peak Elev= 85.24' @ 14.02 hrs Surf.Area= 50,294 sf Storage= 96,918 cf (77,964 cf above start) Plug-Flow detention time= 831.4 min calculated for 2.232 af (81% of inflow) Center-of-Mass det. time= 631.7 min ( 1,397.4 - 765.7 ) Volume Invert Avail.Storage Storage Description #1 83.00' 136,855 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 83.00 36,482 0 0 36,482 84.00 42,335 39,372 39,372 42,377 85.00 48,730 45,495 84,867 48,817 86.00 55,314 51,987 136,855 55,450 Device Routing Invert Outlet Devices #1 Primary 83.50'10.0" Round Culvert L= 19.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 83.50' / 83.38' S= 0.0063 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.55 sf Primary OutFlow Max=2.04 cfs @ 15.81 hrs HW=85.18' TW=84.57' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.04 cfs @ 3.73 fps) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 177HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP2: Water Quality Basin (WEST) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.680 ac Peak Elev=85.24' Storage=96,918 cf 10.0" Round Culvert n=0.012 L=19.0' S=0.0063 '/' 35.42 cfs 2.04 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 178HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP3: UGC-B (Stormtech SC-310) Inflow Area = 1.223 ac, 8.92% Impervious, Inflow Depth = 3.81" for 100-yr event Inflow = 5.26 cfs @ 12.10 hrs, Volume= 0.389 af Outflow = 3.07 cfs @ 12.24 hrs, Volume= 0.332 af, Atten= 42%, Lag= 8.1 min Primary = 3.07 cfs @ 12.24 hrs, Volume= 0.332 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 81.96' @ 12.24 hrs Surf.Area= 4,229 sf Storage= 4,850 cf Plug-Flow detention time= 125.9 min calculated for 0.332 af (85% of inflow) Center-of-Mass det. time= 61.6 min ( 898.5 - 836.9 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 1,745 cf 4.83'W x 473.12'L x 2.33'H Field A 5,336 cf Overall - 973 cf Embedded = 4,363 cf x 40.0% Voids #2A 80.23' 973 cf ADS_StormTech SC-310 +Cap x 66 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 79.73' 1,483 cf 4.83'W x 401.92'L x 2.33'H Field B 4,533 cf Overall - 826 cf Embedded = 3,707 cf x 40.0% Voids #4B 80.23' 826 cf ADS_StormTech SC-310 +Cap x 56 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 5,027 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.66'12.0" Round 12" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.66' / 79.27' S= 0.0195 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.80'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 2 80.30'12.0" Round 12" HDPE L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.30' / 80.20' S= 0.0083 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.07 cfs @ 12.24 hrs HW=81.96' TW=0.00' (Dynamic Tailwater) 1=12" HDPE OUT (Passes 3.07 cfs of 5.07 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.07 cfs @ 3.91 fps) 3=12" HDPE (Passes 3.07 cfs of 4.07 cfs potential flow) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 179HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP3: UGC-B (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.223 ac Peak Elev=81.96' Storage=4,850 cf 5.26 cfs 3.07 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 180HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP4: Water Quality Basin (North) Inflow Area = 2.168 ac, 74.76% Impervious, Inflow Depth = 4.90" for 100-yr event Inflow = 11.87 cfs @ 12.11 hrs, Volume= 0.885 af Outflow = 0.15 cfs @ 17.63 hrs, Volume= 0.616 af, Atten= 99%, Lag= 331.2 min Primary = 0.15 cfs @ 17.63 hrs, Volume= 0.616 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 83.40' Surf.Area= 14,585 sf Storage= 18,791 cf Peak Elev= 85.40' @ 17.63 hrs Surf.Area= 18,180 sf Storage= 51,569 cf (32,778 cf above start) Plug-Flow detention time= 3,045.6 min calculated for 0.184 af (21% of inflow) Center-of-Mass det. time= 1,573.4 min ( 2,325.5 - 752.1 ) Volume Invert Avail.Storage Storage Description #1 82.00' 62,769 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 82.00 12,313 0 0 12,313 83.00 13,894 13,096 13,096 13,945 84.00 15,654 14,765 27,861 15,757 85.00 17,454 16,546 44,407 17,614 86.00 19,286 18,362 62,769 19,508 Device Routing Invert Outlet Devices #1 Primary 83.40'12.0" Round Culvert L= 19.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 83.40' / 83.31' S= 0.0047 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 83.40'2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.15 cfs @ 17.63 hrs HW=85.40' TW=81.04' (Dynamic Tailwater) 1=Culvert (Passes 0.15 cfs of 4.63 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.15 cfs @ 6.67 fps) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 181HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP4: Water Quality Basin (North) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.168 ac Peak Elev=85.40' Storage=51,569 cf 11.87 cfs 0.15 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 182HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP5: UGC-E (Stormtech SC-310) Inflow Area = 1.152 ac, 84.49% Impervious, Inflow Depth = 7.06" for 100-yr event Inflow = 8.72 cfs @ 12.09 hrs, Volume= 0.678 af Outflow = 6.22 cfs @ 12.16 hrs, Volume= 0.677 af, Atten= 29%, Lag= 4.4 min Primary = 6.22 cfs @ 12.16 hrs, Volume= 0.677 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 87.40' @ 12.16 hrs Surf.Area= 4,780 sf Storage= 5,078 cf Plug-Flow detention time= 43.4 min calculated for 0.677 af (100% of inflow) Center-of-Mass det. time= 42.8 min ( 808.5 - 765.7 ) Volume Invert Avail.Storage Storage Description #1A 85.38' 1,929 cf 4.83'W x 522.96'L x 2.33'H Field A 5,898 cf Overall - 1,076 cf Embedded = 4,822 cf x 40.0% Voids #2A 85.88' 1,076 cf ADS_StormTech SC-310 +Cap x 73 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 85.38' 1,719 cf 4.83'W x 466.00'L x 2.33'H Field B 5,255 cf Overall - 958 cf Embedded = 4,297 cf x 40.0% Voids #4B 85.88' 958 cf ADS_StormTech SC-310 +Cap x 65 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 5,682 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 85.38'15.0" Round 15" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.38' / 85.28' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #2 Device 1 85.95'10.0" Round ORIFICE A X 2.00 L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.95' / 85.92' S= 0.0060 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.55 sf #3 Device 1 85.38'6.0" Round ORIFICE B L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.38' / 85.31' S= 0.0020 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=6.22 cfs @ 12.16 hrs HW=87.40' TW=86.18' (Dynamic Tailwater) 1=15" HDPE OUT (Passes 6.22 cfs of 6.53 cfs potential flow) 2=ORIFICE A (Inlet Controls 5.33 cfs @ 4.89 fps) 3=ORIFICE B (Outlet Controls 0.89 cfs @ 4.51 fps) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 183HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP5: UGC-E (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.152 ac Peak Elev=87.40' Storage=5,078 cf 8.72 cfs 6.22 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 184HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP6: Water Quality Basin (Kennedy Road) Inflow Area = 0.956 ac, 70.56% Impervious, Inflow Depth = 6.59" for 100-yr event Inflow = 6.97 cfs @ 12.09 hrs, Volume= 0.525 af Outflow = 0.66 cfs @ 12.91 hrs, Volume= 0.523 af, Atten= 90%, Lag= 49.2 min Primary = 0.66 cfs @ 12.91 hrs, Volume= 0.523 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 80.00' Surf.Area= 5,601 sf Storage= 11,033 cf Peak Elev= 81.75' @ 12.91 hrs Surf.Area= 7,502 sf Storage= 22,458 cf (11,425 cf above start) Plug-Flow detention time= 549.8 min calculated for 0.270 af (51% of inflow) Center-of-Mass det. time= 231.0 min ( 1,010.5 - 779.4 ) Volume Invert Avail.Storage Storage Description #1 75.00' 42,367 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 75.00 239 0 0 239 76.00 786 486 486 791 77.00 1,382 1,070 1,556 1,399 78.00 2,063 1,711 3,267 2,095 78.80 2,824 1,947 5,214 2,869 79.00 4,585 734 5,948 4,630 80.00 5,601 5,085 11,033 5,677 81.00 6,669 6,127 17,160 6,781 82.00 7,793 7,224 24,384 7,944 83.00 8,973 8,376 32,760 9,168 84.00 10,257 9,608 42,367 10,498 Device Routing Invert Outlet Devices #1 Primary 80.00'12.0" Round Culvert L= 19.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.00' / 79.91' S= 0.0047 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 80.00'4.5" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.66 cfs @ 12.91 hrs HW=81.75' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.66 cfs of 3.99 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.66 cfs @ 6.02 fps) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 185HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP6: Water Quality Basin (Kennedy Road) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=0.956 ac Peak Elev=81.75' Storage=22,458 cf 6.97 cfs 0.66 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 186HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP7: UGC-A (Stormtech SC-310) Inflow Area = 1.161 ac, 17.93% Impervious, Inflow Depth = 4.84" for 100-yr event Inflow = 6.34 cfs @ 12.10 hrs, Volume= 0.468 af Outflow = 0.23 cfs @ 15.85 hrs, Volume= 0.336 af, Atten= 96%, Lag= 224.9 min Primary = 0.23 cfs @ 15.85 hrs, Volume= 0.336 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 82.02' @ 15.85 hrs Surf.Area= 12,415 sf Storage= 15,195 cf Plug-Flow detention time= 1,339.7 min calculated for 0.336 af (72% of inflow) Center-of-Mass det. time= 1,247.4 min ( 2,065.2 - 817.8 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 6,730 cf 11.50'W x 814.88'L x 2.33'H Field A 21,866 cf Overall - 5,042 cf Embedded = 16,824 cf x 40.0% Voids #2A 80.23' 5,042 cf ADS_StormTech SC-310 +Cap x 342 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 342 Chambers in 3 Rows #3B 79.73' 2,322 cf 4.83'W x 629.76'L x 2.33'H Field B 7,102 cf Overall - 1,297 cf Embedded = 5,805 cf x 40.0% Voids #4B 80.23' 1,297 cf ADS_StormTech SC-310 +Cap x 88 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 15,391 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.73'12.0" Round 12" HDPE L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.73' / 79.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.35'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 79.73'1.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 81.86'9.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.23 cfs @ 15.85 hrs HW=82.02' TW=0.00' (Dynamic Tailwater) 1=12" HDPE (Passes 0.23 cfs of 5.07 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.03 cfs @ 6.15 fps) 3=Orifice/Grate (Orifice Controls 0.04 cfs @ 7.23 fps) 4=Orifice/Grate (Orifice Controls 0.16 cfs @ 1.30 fps) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 187HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP7: UGC-A (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=1.161 ac Peak Elev=82.02' Storage=15,195 cf 6.34 cfs 0.23 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 188HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP8: UGC-C (Stormtech SC-310) Inflow Area = 0.254 ac, 6.38% Impervious, Inflow Depth = 3.59" for 100-yr event Inflow = 1.03 cfs @ 12.10 hrs, Volume= 0.076 af Outflow = 0.07 cfs @ 14.45 hrs, Volume= 0.033 af, Atten= 94%, Lag= 140.6 min Primary = 0.07 cfs @ 14.45 hrs, Volume= 0.033 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 80.92' @ 14.45 hrs Surf.Area= 3,231 sf Storage= 2,133 cf Plug-Flow detention time= 378.6 min calculated for 0.033 af (43% of inflow) Center-of-Mass det. time= 253.7 min ( 1,094.9 - 841.2 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 1,299 cf 4.83'W x 352.08'L x 2.33'H Field A 3,971 cf Overall - 722 cf Embedded = 3,248 cf x 40.0% Voids #2A 80.23' 722 cf ADS_StormTech SC-310 +Cap x 49 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 79.73' 1,168 cf 4.83'W x 316.48'L x 2.33'H Field B 3,569 cf Overall - 649 cf Embedded = 2,921 cf x 40.0% Voids #4B 80.23' 649 cf ADS_StormTech SC-310 +Cap x 44 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 3,839 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.73'12.0" Round 12" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.73' / 79.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.80'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 2 80.30'12.0" Round 12" HDPE L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.30' / 80.20' S= 0.0083 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.07 cfs @ 14.45 hrs HW=80.92' TW=0.00' (Dynamic Tailwater) 1=12" HDPE OUT (Passes 0.07 cfs of 2.71 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.07 cfs @ 1.20 fps) 3=12" HDPE (Passes 0.07 cfs of 0.75 cfs potential flow) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 189HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP8: UGC-C (Stormtech SC-310) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=0.254 ac Peak Elev=80.92' Storage=2,133 cf 1.03 cfs 0.07 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 190HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP3*: (DP3*) Proposed Flow to Sullivan Ave Inflow Area = 1.478 ac, 8.48% Impervious, Inflow Depth = 2.96" for 100-yr event Inflow = 3.07 cfs @ 12.24 hrs, Volume= 0.365 af Primary = 3.07 cfs @ 12.24 hrs, Volume= 0.365 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Link DP3*: (DP3*) Proposed Flow to Sullivan Ave Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.478 ac 3.07 cfs 3.07 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 191HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Inflow Area = 2.117 ac, 41.71% Impervious, Inflow Depth > 4.87" for 100-yr event Inflow = 0.82 cfs @ 15.50 hrs, Volume= 0.859 af Primary = 0.82 cfs @ 15.50 hrs, Volume= 0.859 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Link DP4*: (DP4*) Proposed Flow to Kennedy Road Drainage System Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.117 ac 0.82 cfs 0.82 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 192HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond DMH: Splitter Structure Inflow Area = 1.152 ac, 84.49% Impervious, Inflow Depth = 7.06" for 100-yr event Inflow = 6.22 cfs @ 12.16 hrs, Volume= 0.677 af Outflow = 6.22 cfs @ 12.16 hrs, Volume= 0.677 af, Atten= 0%, Lag= 0.0 min Primary = 5.11 cfs @ 12.16 hrs, Volume= 0.327 af Secondary = 1.11 cfs @ 12.16 hrs, Volume= 0.350 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 86.18' @ 12.16 hrs Flood Elev= 85.80' Device Routing Invert Outlet Devices #1 Primary 84.55'15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 84.55' / 84.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Secondary 84.55'6.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 84.55' / 84.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf Primary OutFlow Max=5.11 cfs @ 12.16 hrs HW=86.18' TW=84.54' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.11 cfs @ 4.19 fps) Secondary OutFlow Max=1.11 cfs @ 12.16 hrs HW=86.18' TW=81.68' (Dynamic Tailwater) 2=Culvert (Inlet Controls 1.11 cfs @ 5.65 fps) Summary for Pond EP1*: (DP1*) Proposed Condition - Rail Road Pond Inflow Area = 18.348 ac, 62.57% Impervious, Inflow Depth > 5.95" for 100-yr event Inflow = 20.75 cfs @ 12.58 hrs, Volume= 9.096 af Outflow = 12.38 cfs @ 13.30 hrs, Volume= 9.095 af, Atten= 40%, Lag= 43.2 min Primary = 12.38 cfs @ 13.30 hrs, Volume= 9.095 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 83.17' @ 13.30 hrs Surf.Area= 45,313 sf Storage= 24,454 cf Plug-Flow detention time= 9.2 min calculated for 9.095 af (100% of inflow) Center-of-Mass det. time= 8.8 min ( 1,454.2 - 1,445.4 ) Volume Invert Avail.Storage Storage Description #1 79.70' 94,801 cf Custom Stage Data (Prismatic) Listed below (Recalc) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 193HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 79.70 10 0 0 80.00 382 59 59 81.00 1,156 769 828 82.00 2,173 1,665 2,492 83.00 29,061 15,617 18,109 84.00 124,323 76,692 94,801 Device Routing Invert Outlet Devices #1 Primary 79.70'18.0" Round Culvert L= 43.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 79.60' / 79.70' S= -0.0023 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=12.38 cfs @ 13.30 hrs HW=83.17' (Free Discharge) 1=Culvert (Inlet Controls 12.38 cfs @ 7.01 fps) Summary for Pond PP1: UGC-D (Stormtech SC-310) Inflow Area = 10.231 ac, 93.98% Impervious, Inflow Depth > 7.28" for 100-yr event Inflow = 44.70 cfs @ 12.09 hrs, Volume= 6.210 af Outflow = 6.89 cfs @ 12.59 hrs, Volume= 6.031 af, Atten= 85%, Lag= 30.5 min Primary = 6.89 cfs @ 12.59 hrs, Volume= 6.031 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 84.96' @ 12.59 hrs Surf.Area= 78,048 sf Storage= 96,103 cf Plug-Flow detention time= 633.2 min calculated for 6.031 af (97% of inflow) Center-of-Mass det. time= 566.4 min ( 1,589.5 - 1,023.1 ) Volume Invert Avail.Storage Storage Description #1A 82.78' 48,033 cf 108.17'W x 644.00'L x 2.33'H Field A 162,538 cf Overall - 42,457 cf Embedded = 120,082 cf x 40.0% Voids #2A 83.28' 42,457 cf ADS_StormTech RC-310 +Cap x 2880 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 2880 Chambers in 32 Rows #3B 82.78' 6,025 cf 11.50'W x 729.44'L x 2.33'H Field B 19,573 cf Overall - 4,511 cf Embedded = 15,062 cf x 40.0% Voids #4B 83.28' 4,511 cf ADS_StormTech SC-310 +Cap x 306 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 306 Chambers in 3 Rows 101,025 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 194HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 82.78'24.0" Round 24" RCP L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 82.78' / 82.70' S= 0.0057 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf #2 Device 1 82.78'9.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 83.95'24.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=6.89 cfs @ 12.59 hrs HW=84.96' TW=82.78' (Dynamic Tailwater) 1=24" RCP (Passes 6.89 cfs of 13.69 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.87 cfs @ 6.96 fps) 3=Orifice/Grate (Orifice Controls 6.02 cfs @ 3.61 fps) Summary for Pond PP2: Water Quality Basin (WEST) Inflow Area = 4.680 ac, 86.83% Impervious, Inflow Depth = 7.06" for 100-yr event Inflow = 35.42 cfs @ 12.09 hrs, Volume= 2.755 af Outflow = 2.04 cfs @ 15.81 hrs, Volume= 2.667 af, Atten= 94%, Lag= 223.4 min Primary = 2.04 cfs @ 15.81 hrs, Volume= 2.667 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 83.50' Surf.Area= 39,354 sf Storage= 18,954 cf Peak Elev= 85.24' @ 14.02 hrs Surf.Area= 50,294 sf Storage= 96,918 cf (77,964 cf above start) Plug-Flow detention time= 831.4 min calculated for 2.232 af (81% of inflow) Center-of-Mass det. time= 631.7 min ( 1,397.4 - 765.7 ) Volume Invert Avail.Storage Storage Description #1 83.00' 136,855 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 83.00 36,482 0 0 36,482 84.00 42,335 39,372 39,372 42,377 85.00 48,730 45,495 84,867 48,817 86.00 55,314 51,987 136,855 55,450 Device Routing Invert Outlet Devices #1 Primary 83.50'10.0" Round Culvert L= 19.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 83.50' / 83.38' S= 0.0063 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.55 sf Primary OutFlow Max=2.04 cfs @ 15.81 hrs HW=85.18' TW=84.57' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.04 cfs @ 3.73 fps) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 195HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP3: UGC-B (Stormtech SC-310) Inflow Area = 1.223 ac, 8.92% Impervious, Inflow Depth = 3.81" for 100-yr event Inflow = 5.26 cfs @ 12.10 hrs, Volume= 0.389 af Outflow = 3.07 cfs @ 12.24 hrs, Volume= 0.332 af, Atten= 42%, Lag= 8.1 min Primary = 3.07 cfs @ 12.24 hrs, Volume= 0.332 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 81.96' @ 12.24 hrs Surf.Area= 4,229 sf Storage= 4,850 cf Plug-Flow detention time= 125.9 min calculated for 0.332 af (85% of inflow) Center-of-Mass det. time= 61.6 min ( 898.5 - 836.9 ) Volume Invert Avail.Storage Storage Description #1A 79.73' 1,745 cf 4.83'W x 473.12'L x 2.33'H Field A 5,336 cf Overall - 973 cf Embedded = 4,363 cf x 40.0% Voids #2A 80.23' 973 cf ADS_StormTech SC-310 +Cap x 66 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 79.73' 1,483 cf 4.83'W x 401.92'L x 2.33'H Field B 4,533 cf Overall - 826 cf Embedded = 3,707 cf x 40.0% Voids #4B 80.23' 826 cf ADS_StormTech SC-310 +Cap x 56 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 5,027 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.66'12.0" Round 12" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.66' / 79.27' S= 0.0195 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.80'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 2 80.30'12.0" Round 12" HDPE L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.30' / 80.20' S= 0.0083 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.07 cfs @ 12.24 hrs HW=81.96' TW=0.00' (Dynamic Tailwater) 1=12" HDPE OUT (Passes 3.07 cfs of 5.07 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.07 cfs @ 3.91 fps) 3=12" HDPE (Passes 3.07 cfs of 4.07 cfs potential flow) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 196HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP4: Water Quality Basin (North) Inflow Area = 2.168 ac, 74.76% Impervious, Inflow Depth = 4.90" for 100-yr event Inflow = 11.87 cfs @ 12.11 hrs, Volume= 0.885 af Outflow = 0.15 cfs @ 17.63 hrs, Volume= 0.616 af, Atten= 99%, Lag= 331.2 min Primary = 0.15 cfs @ 17.63 hrs, Volume= 0.616 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 83.40' Surf.Area= 14,585 sf Storage= 18,791 cf Peak Elev= 85.40' @ 17.63 hrs Surf.Area= 18,180 sf Storage= 51,569 cf (32,778 cf above start) Plug-Flow detention time= 3,045.6 min calculated for 0.184 af (21% of inflow) Center-of-Mass det. time= 1,573.4 min ( 2,325.5 - 752.1 ) Volume Invert Avail.Storage Storage Description #1 82.00' 62,769 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 82.00 12,313 0 0 12,313 83.00 13,894 13,096 13,096 13,945 84.00 15,654 14,765 27,861 15,757 85.00 17,454 16,546 44,407 17,614 86.00 19,286 18,362 62,769 19,508 Device Routing Invert Outlet Devices #1 Primary 83.40'12.0" Round Culvert L= 19.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 83.40' / 83.31' S= 0.0047 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 83.40'2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.15 cfs @ 17.63 hrs HW=85.40' TW=81.04' (Dynamic Tailwater) 1=Culvert (Passes 0.15 cfs of 4.63 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.15 cfs @ 6.67 fps) Summary for Pond PP5: UGC-E (Stormtech SC-310) Inflow Area = 1.152 ac, 84.49% Impervious, Inflow Depth = 7.06" for 100-yr event Inflow = 8.72 cfs @ 12.09 hrs, Volume= 0.678 af Outflow = 6.22 cfs @ 12.16 hrs, Volume= 0.677 af, Atten= 29%, Lag= 4.4 min Primary = 6.22 cfs @ 12.16 hrs, Volume= 0.677 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 87.40' @ 12.16 hrs Surf.Area= 4,780 sf Storage= 5,078 cf Plug-Flow detention time= 43.4 min calculated for 0.677 af (100% of inflow) Center-of-Mass det. time= 42.8 min ( 808.5 - 765.7 ) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 197HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1A 85.38' 1,929 cf 4.83'W x 522.96'L x 2.33'H Field A 5,898 cf Overall - 1,076 cf Embedded = 4,822 cf x 40.0% Voids #2A 85.88' 1,076 cf ADS_StormTech SC-310 +Cap x 73 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 85.38' 1,719 cf 4.83'W x 466.00'L x 2.33'H Field B 5,255 cf Overall - 958 cf Embedded = 4,297 cf x 40.0% Voids #4B 85.88' 958 cf ADS_StormTech SC-310 +Cap x 65 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 5,682 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 85.38'15.0" Round 15" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.38' / 85.28' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #2 Device 1 85.95'10.0" Round ORIFICE A X 2.00 L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.95' / 85.92' S= 0.0060 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.55 sf #3 Device 1 85.38'6.0" Round ORIFICE B L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.38' / 85.31' S= 0.0020 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=6.22 cfs @ 12.16 hrs HW=87.40' TW=86.18' (Dynamic Tailwater) 1=15" HDPE OUT (Passes 6.22 cfs of 6.53 cfs potential flow) 2=ORIFICE A (Inlet Controls 5.33 cfs @ 4.89 fps) 3=ORIFICE B (Outlet Controls 0.89 cfs @ 4.51 fps) Summary for Pond PP6: Water Quality Basin (Kennedy Road) Inflow Area = 0.956 ac, 70.56% Impervious, Inflow Depth = 6.59" for 100-yr event Inflow = 6.97 cfs @ 12.09 hrs, Volume= 0.525 af Outflow = 0.66 cfs @ 12.91 hrs, Volume= 0.523 af, Atten= 90%, Lag= 49.2 min Primary = 0.66 cfs @ 12.91 hrs, Volume= 0.523 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Starting Elev= 80.00' Surf.Area= 5,601 sf Storage= 11,033 cf Peak Elev= 81.75' @ 12.91 hrs Surf.Area= 7,502 sf Storage= 22,458 cf (11,425 cf above start) Plug-Flow detention time= 549.8 min calculated for 0.270 af (51% of inflow) Center-of-Mass det. time= 231.0 min ( 1,010.5 - 779.4 ) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 198HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 75.00' 42,367 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 75.00 239 0 0 239 76.00 786 486 486 791 77.00 1,382 1,070 1,556 1,399 78.00 2,063 1,711 3,267 2,095 78.80 2,824 1,947 5,214 2,869 79.00 4,585 734 5,948 4,630 80.00 5,601 5,085 11,033 5,677 81.00 6,669 6,127 17,160 6,781 82.00 7,793 7,224 24,384 7,944 83.00 8,973 8,376 32,760 9,168 84.00 10,257 9,608 42,367 10,498 Device Routing Invert Outlet Devices #1 Primary 80.00'12.0" Round Culvert L= 19.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.00' / 79.91' S= 0.0047 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 80.00'4.5" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.66 cfs @ 12.91 hrs HW=81.75' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.66 cfs of 3.99 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.66 cfs @ 6.02 fps) Summary for Pond PP7: UGC-A (Stormtech SC-310) Inflow Area = 1.161 ac, 17.93% Impervious, Inflow Depth = 4.84" for 100-yr event Inflow = 6.34 cfs @ 12.10 hrs, Volume= 0.468 af Outflow = 0.23 cfs @ 15.85 hrs, Volume= 0.336 af, Atten= 96%, Lag= 224.9 min Primary = 0.23 cfs @ 15.85 hrs, Volume= 0.336 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 82.02' @ 15.85 hrs Surf.Area= 12,415 sf Storage= 15,195 cf Plug-Flow detention time= 1,339.7 min calculated for 0.336 af (72% of inflow) Center-of-Mass det. time= 1,247.4 min ( 2,065.2 - 817.8 ) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 199HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1A 79.73' 6,730 cf 11.50'W x 814.88'L x 2.33'H Field A 21,866 cf Overall - 5,042 cf Embedded = 16,824 cf x 40.0% Voids #2A 80.23' 5,042 cf ADS_StormTech SC-310 +Cap x 342 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 342 Chambers in 3 Rows #3B 79.73' 2,322 cf 4.83'W x 629.76'L x 2.33'H Field B 7,102 cf Overall - 1,297 cf Embedded = 5,805 cf x 40.0% Voids #4B 80.23' 1,297 cf ADS_StormTech SC-310 +Cap x 88 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 15,391 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.73'12.0" Round 12" HDPE L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.73' / 79.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.35'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 79.73'1.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 81.86'9.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.23 cfs @ 15.85 hrs HW=82.02' TW=0.00' (Dynamic Tailwater) 1=12" HDPE (Passes 0.23 cfs of 5.07 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.03 cfs @ 6.15 fps) 3=Orifice/Grate (Orifice Controls 0.04 cfs @ 7.23 fps) 4=Orifice/Grate (Orifice Controls 0.16 cfs @ 1.30 fps) Summary for Pond PP8: UGC-C (Stormtech SC-310) Inflow Area = 0.254 ac, 6.38% Impervious, Inflow Depth = 3.59" for 100-yr event Inflow = 1.03 cfs @ 12.10 hrs, Volume= 0.076 af Outflow = 0.07 cfs @ 14.45 hrs, Volume= 0.033 af, Atten= 94%, Lag= 140.6 min Primary = 0.07 cfs @ 14.45 hrs, Volume= 0.033 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.002 hrs Peak Elev= 80.92' @ 14.45 hrs Surf.Area= 3,231 sf Storage= 2,133 cf Plug-Flow detention time= 378.6 min calculated for 0.033 af (43% of inflow) Center-of-Mass det. time= 253.7 min ( 1,094.9 - 841.2 ) Proposed Condition Type III 24-hr 100-yr Rainfall=7.90"4670 Hydrocad Printed 3/30/2022Prepared by Design Professionals, Inc. Page 200HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1A 79.73' 1,299 cf 4.83'W x 352.08'L x 2.33'H Field A 3,971 cf Overall - 722 cf Embedded = 3,248 cf x 40.0% Voids #2A 80.23' 722 cf ADS_StormTech SC-310 +Cap x 49 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3B 79.73' 1,168 cf 4.83'W x 316.48'L x 2.33'H Field B 3,569 cf Overall - 649 cf Embedded = 2,921 cf x 40.0% Voids #4B 80.23' 649 cf ADS_StormTech SC-310 +Cap x 44 Inside #3 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 3,839 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.73'12.0" Round 12" HDPE OUT L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.73' / 79.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 80.80'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 2 80.30'12.0" Round 12" HDPE L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.30' / 80.20' S= 0.0083 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.07 cfs @ 14.45 hrs HW=80.92' TW=0.00' (Dynamic Tailwater) 1=12" HDPE OUT (Passes 0.07 cfs of 2.71 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.07 cfs @ 1.20 fps) 3=12" HDPE (Passes 0.07 cfs of 0.75 cfs potential flow) APPENDIX C NRCS Soil Map & Data United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for State of ConnecticutNatural Resources Conservation Service March 18, 2022 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 State of Connecticut........................................................................................13 13—Walpole sandy loam, 0 to 3 percent slopes.........................................13 23A—Sudbury sandy loam, 0 to 5 percent slopes......................................14 36A—Windsor loamy sand, 0 to 3 percent slopes......................................16 304—Udorthents, loamy, very steep...........................................................17 306—Udorthents-Urban land complex........................................................19 307—Urban land.........................................................................................20 701A—Ninigret fine sandy loam, 0 to 3 percent slopes..............................21 Soil Information for All Uses...............................................................................23 Soil Properties and Qualities..............................................................................23 Soil Qualities and Features.............................................................................23 Hydrologic Soil Group.................................................................................23 References............................................................................................................28 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 46 3 6 2 6 0 46 3 6 3 5 0 46 3 6 4 4 0 46 3 6 5 3 0 46 3 6 6 2 0 46 3 6 7 1 0 46 3 6 2 6 0 46 3 6 3 5 0 46 3 6 4 4 0 46 3 6 5 3 0 46 3 6 6 2 0 46 3 6 7 1 0 46 3 6 8 0 0 699920 700010 700100 700190 700280 700370 700460 700550 700640 700730 699920 700010 700100 700190 700280 700370 700460 700550 700640 700730 41° 51' 27'' N 72 ° 3 5 ' 3 0 ' ' W 41° 51' 27'' N 72 ° 3 4 ' 5 3 ' ' W 41° 51' 9'' N 72 ° 3 5 ' 3 0 ' ' W 41° 51' 9'' N 72 ° 3 4 ' 5 3 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,950 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 21, Sep 7, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 24, 2019—Oct 24, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes 10.6 32.3% 23A Sudbury sandy loam, 0 to 5 percent slopes 3.7 11.4% 36A Windsor loamy sand, 0 to 3 percent slopes 1.9 5.8% 304 Udorthents, loamy, very steep 0.1 0.2% 306 Udorthents-Urban land complex 5.7 17.2% 307 Urban land 1.4 4.2% 701A Ninigret fine sandy loam, 0 to 3 percent slopes 9.5 28.8% Totals for Area of Interest 32.9 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it Custom Soil Resource Report 11 was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 State of Connecticut 13—Walpole sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkl Elevation: 0 to 1,020 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Walpole and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Walpole Setting Landform:Depressions, outwash plains, outwash terraces, depressions, deltas Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip, talf Down-slope shape:Concave Across-slope shape:Concave Parent material:Sandy glaciofluvial deposits derived from igneous, metamorphic and sedimentary rock Typical profile Oe - 0 to 1 inches: mucky peat A - 1 to 7 inches: sandy loam Bg - 7 to 21 inches: sandy loam BC - 21 to 25 inches: gravelly sandy loam C - 25 to 65 inches: very gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 0 to 4 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: B/D Ecological site: F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 13 Minor Components Sudbury Percent of map unit:10 percent Landform:Outwash plains, deltas, terraces Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Scarboro Percent of map unit:10 percent Landform:Outwash plains, deltas, outwash terraces Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 23A—Sudbury sandy loam, 0 to 5 percent slopes Map Unit Setting National map unit symbol: 9lkv Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Sudbury and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Sudbury Setting Landform:Terraces, outwash plains Down-slope shape:Concave Across-slope shape:Linear Parent material:Sandy and gravelly glaciofluvial deposits derived from granite and/or schist and/or gneiss Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 5 inches: sandy loam Bw1 - 5 to 17 inches: gravelly sandy loam Bw2 - 17 to 25 inches: sandy loam 2C - 25 to 60 inches: stratified gravel to sand Custom Soil Resource Report 14 Properties and qualities Slope:0 to 5 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):High (1.98 to 5.95 in/hr) Depth to water table:About 18 to 36 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B Ecological site: F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Minor Components Agawam Percent of map unit:5 percent Landform:Terraces, outwash plains Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Merrimac Percent of map unit:5 percent Landform:Terraces, outwash plains, kames Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Ninigret Percent of map unit:5 percent Landform:Terraces, outwash plains Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Terraces, outwash plains Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Walpole Percent of map unit:2 percent Landform:Drainageways on terraces, depressions on terraces Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 15 36A—Windsor loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkg Elevation: 0 to 990 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform:Outwash plains, outwash terraces, deltas, dunes Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Custom Soil Resource Report 16 Hydric soil rating: No Minor Components Deerfield, loamy sand Percent of map unit:10 percent Landform:Deltas, terraces, outwash plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Hinckley, loamy sand Percent of map unit:5 percent Landform:Deltas, kames, eskers, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No 304—Udorthents, loamy, very steep Map Unit Setting National map unit symbol: 9lmd Elevation: 0 to 1,200 feet Mean annual precipitation: 37 to 52 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Landform:Escarpments Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Parent material:Glaciolacustrine deposits Typical profile A - 0 to 5 inches: loam C1 - 5 to 21 inches: gravelly loam C2 - 21 to 80 inches: very gravelly sandy loam Custom Soil Resource Report 17 Properties and qualities Slope:25 to 70 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:About 54 to 72 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Shaker Percent of map unit:3 percent Landform:Terraces, drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Scitico Percent of map unit:3 percent Landform:Terraces, drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Maybid Percent of map unit:2 percent Landform:Terraces, drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Raynham Percent of map unit:1 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Unnamed, frequently flooded Percent of map unit:1 percent Landform:Drainageways Hydric soil rating: Yes Custom Soil Resource Report 18 306—Udorthents-Urban land complex Map Unit Setting National map unit symbol: 9lmg Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:50 percent Urban land:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Down-slope shape:Convex Across-slope shape:Linear Parent material:Drift Typical profile A - 0 to 5 inches: loam C1 - 5 to 21 inches: gravelly loam C2 - 21 to 80 inches: very gravelly sandy loam Properties and qualities Slope:0 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:About 54 to 72 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Hydric soil rating: No Description of Urban Land Typical profile H - 0 to 6 inches: material Custom Soil Resource Report 19 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Unnamed, undisturbed soils Percent of map unit:8 percent Hydric soil rating: No Udorthents, wet substratum Percent of map unit:5 percent Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Rock outcrop Percent of map unit:2 percent Hydric soil rating: No 307—Urban land Map Unit Setting National map unit symbol: 9lmh Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Urban land:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Custom Soil Resource Report 20 Minor Components Udorthents, wet substratum Percent of map unit:10 percent Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Unnamed, undisturbed soils Percent of map unit:10 percent Hydric soil rating: No 701A—Ninigret fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07d Elevation: 0 to 1,260 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Ninigret and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform:Kame terraces, outwash plains, moraines, kames, outwash terraces Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Convex, linear Across-slope shape:Convex, concave Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap - 0 to 8 inches: fine sandy loam Bw1 - 8 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C - 26 to 65 inches: stratified loamy sand to loamy fine sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:18 to 38 inches to strongly contrasting textural stratification Drainage class:Moderately well drained Runoff class: Very low Custom Soil Resource Report 21 Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 17 to 39 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Outwash plains, outwash terraces, eskers, kames, moraines Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Agawam Percent of map unit:5 percent Landform:Kame terraces, outwash plains, outwash terraces, moraines, kames Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Outwash terraces, valley trains, deltas, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 22 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 23 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 24 25 Custom Soil Resource Report Map—Hydrologic Soil Group 46 3 6 2 6 0 46 3 6 3 5 0 46 3 6 4 4 0 46 3 6 5 3 0 46 3 6 6 2 0 46 3 6 7 1 0 46 3 6 2 6 0 46 3 6 3 5 0 46 3 6 4 4 0 46 3 6 5 3 0 46 3 6 6 2 0 46 3 6 7 1 0 46 3 6 8 0 0 699920 700010 700100 700190 700280 700370 700460 700550 700640 700730 699920 700010 700100 700190 700280 700370 700460 700550 700640 700730 41° 51' 27'' N 72 ° 3 5 ' 3 0 ' ' W 41° 51' 27'' N 72 ° 3 4 ' 5 3 ' ' W 41° 51' 9'' N 72 ° 3 5 ' 3 0 ' ' W 41° 51' 9'' N 72 ° 3 4 ' 5 3 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,950 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 21, Sep 7, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 24, 2019—Oct 24, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 26 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes B/D 10.6 32.3% 23A Sudbury sandy loam, 0 to 5 percent slopes B 3.7 11.4% 36A Windsor loamy sand, 0 to 3 percent slopes A 1.9 5.8% 304 Udorthents, loamy, very steep B 0.1 0.2% 306 Udorthents-Urban land complex B 5.7 17.2% 307 Urban land D 1.4 4.2% 701A Ninigret fine sandy loam, 0 to 3 percent slopes C 9.5 28.8% Totals for Area of Interest 32.9 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 27 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 28 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 29 APPENDIX D Drainage Area Maps © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s Wetland Assessment Report 67 Kennedy Road Warehouse & Distribution Center 352 Sullivan Avenue 67 & 68 Kennedy Road South Windsor, Connecticut Prepared for: Scannell Properties #644, LLC 294 Grove Lane East, Suite 400 Wayzata, Minnesota 55391 Prepared by: All-Points Technology Corp., P.C. 567 Vauxhall Street Extension – Suite 311 Waterford, Connecticut 06385 In Cooperation with: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, Connecticut 06074 March 2022 i Table of Contents Wetland Assessment .......................................................................................................... 1 Introduction ........................................................................................................................... 1 Location Description ............................................................................................................ 2 Site Vicinity ............................................................................................................................ 3 Mapped Soil Types............................................................................................................... 4 Rare Species Habitat ........................................................................................................... 4 Flood Hazard Areas ............................................................................................................. 4 Wetland Description and Evaluation .............................................................................. 5 Proposed Regulated Activities and Impact Analysis ............................................... 10 Project Alternatives Analysis........................................................................................... 14 Mitigation Measures .......................................................................................................... 15 Summary .............................................................................................................................. 19 ii Figures Title Site Location Map Aerial Photograph Existing Wetland Resources 1934 Aerial Photograph 1965 Aerial Photograph 1991 Aerial Photograph Regulated Activities Open Space Map Attachments Attachment Description A Photographic Documentation B Wetland Inspection Report A-1 Wetland Assessment This document is submitted in accordance with the Connecticut Inland Wetlands and Watercourses Act (Section 22a-36 through 22a-45 of the Connecticut General Statutes) and in accordance with the Inland Wetlands and Watercourses Regulations of the Town of South Windsor, Connecticut. Introduction The Applicant, Scannell Properties #644, LLC (“Scannell”; the “Applicant”) respectfully seeks approval from the Town of South Windsor Inland Wetlands Agency/Conservation Commission (“IWA/CC”) for a warehouse/distribution center facility (“Facility”) proposed on an industrially zoned ±18.83-acre site collectively located at 352 Sullivan Avenue, 67 and 68 Kennedy Road in South Windsor, Connecticut (the “Site” or “Project”). The Site is located within an industrially developed section of town, bound by Sullivan Avenue and industrial developments to the South, industrial developments to the east and west, Kennedy Road splits the 67 and 68 Kennedy Road properties, and a freight rail line and industrial properties to the north. The following 3 parcels have been assembled to form the proposed Kennedy Road Warehouse & Distribution Center development. • 352 Sullivan Avenue - Map No. 122, Block No. 13 (±12.2 ac) • 67 Kennedy Road - Map No. 122, Block No. 12 (±3.75 ac) • 68 Kennedy Road - Map No. 122, Block No. 11, Lot No. 4 (±2.88 ac) All three properties are zoned Industrial and owned by Four Woods LLC. Historically, the majority of the Site has been subject to agricultural use at one time or another that resulted in anthropogenic (influenced by man-made activities) changes to both upland and wetland areas. One of the better examples of anthropogenic changes to the Site was the alteration of the boundaries of Wetland 2 and creation of Wetland 1. Evidence of this manipulation is present in the form of cut slopes forming the boundaries of Wetland 1, and spoil piles north of Wetland 1. Similarly, the aforementioned rail line to the north interrupts hydrology through the creation of a shallow drainage swale which conveys flows under the tracks to off-Site wetland resources to the north. A-2 Four isolated wetlands and one wetland connected to an off-site seasonal intermittent transitioning to a perennial watercourse were identified on the Subject Property. All of the wetland resources identified on the Site have experienced varying degrees of anthropogenic influence resulting from historic agricultural use and industrial development on the Subject Property and industrial development of surrounding properties including an adjacent freight rail line. Wetlands 1/2 consist of isolated depressional wetland with seasonally flooded and saturated soils which have experienced significant historic alteration. Wetland 5 occurs adjacent to the rail line as a constructed drainage ditch which conveys flows under the rail line to the north providing connectivity to a larger intermittent transitioning to perennial watercourse system. Wetland 3 occurs in central portions of the Site as an isolated depressional forested wetland with seasonally saturated soils. Finally, Wetland 4 occupies much of the southern extents of 352 Sullivan Avenue as a broad depressional forested wetland system with complexes of scrub/shrub vegetation and pockets of deeper seasonal flooding. Wetland 5 is associated with a railroad track drainage ditch. Various layouts of the proposed development were considered in an attempt to avoid and minimize impacts to wetland resources. The largest developable area that could support the proposed Facility on the Site is located in the southern and central portions of the Site that front along Sullivan Avenue and Kennedy Road. Comparatively, Wetlands 1 and by association Wetland 2 provides the highest functions and values on Site so avoidance of these wetland areas was weighted heavier than the isolated Wetlands 3 and 4. With the distribution of Wetlands 3 and 4 across the interior of the Site, the ability to site the proposed development without any wetland resource impacts just does not exist. To compensate for unavoidable wetland impacts, a comprehensive wetland mitigation plan is proposed in the northeast portion of the Site in areas bordering Wetland 1 and more importantly Wetland 2. This wetland mitigation plan will include the following components: wetland restoration of historically impacted areas separating Wetlands 1 and 2; creation of new wetlands adjacent to Wetland 2; and placement of a conservation easement area that encompasses Wetlands 1 and 2, the wetland restoration and creation areas, and adjacent forested upland buffer. In totality, this wetland mitigation plan provides an opportunity for ecological connectivity between open space parcels to the east (Rye Street Park and Barton Property) and to the west (Scantic River CTDEEP properties) thereby further enhancing the functions and values of the proposed mitigation site. Location Description The ±18.83-acre industrial Site is located along the north side of Sullivan Avenue (State Route 194) and the east and west sides of Kennedy Road in South Windsor, Connecticut. A-3 The following 3 parcels have been assembled to form the Kennedy Road Warehouse & Distribution Center. • 352 Sullivan Avenue - Map No. 122, Block No. 13 (12.2 ac) • 67 Kennedy Road - Map No. 122, Block No. 12 (3.75 ac) • 68 Kennedy Road - Map No. 122, Block No. 11, Lot No. 4 (2.88 ac) All three properties are zoned Industrial. The property primarily consists of even aged early successional deciduous forest with two interior isolated wetland pockets, vacant residential and industrial buildings, and wetlands in the northeast property corner. Generally, the Site is fairly level with slight micro depressions interspersed throughout the property, largely coinciding with wetland resource areas. Kennedy Road bisects the 67 and 68 Kennedy Road parcels. Access to the Site is provided by frontage along Sullivan Avenue and Kennedy Road. A Site Location Map and Aerial Map (depicting existing conditions) are provided in the Figures Attachment. Representative photographs of the proposed Site and wetlands are provided in Attachment A. Site Vicinity The Site is located along the north side of Sullivan Avenue while Kennedy Road bisects the 67 and 68 Kennedy Road parcels. The following is a summary of properties, and their observed uses, which abut the Site. North – Freight rail line, industrial development and undeveloped industrial property . East – Industrial properties including FedEx Ground Warehouse. South – Sullivan Avenue, Industrial properties including Condor Industrial Park. West – Industrial properties including Boardwalk Auto Sales. A-4 Mapped Soil Types Digitally available updated soil survey information was reviewed from the Natural Resources Conservation Service (“NRCS”). Soil classifications present on the Site have developed primarily in sandy glaciofluvial (outwash) parent material and were field verified and classified as follows: Upland Soils: • Windsor loamy sand • Sudbury sandy loam • Ninigret fine sandy loam • Udorthents Wetland soils: • Walpole sandy loam • Aquents These soil types were generally confirmed during wetland investigations performed during the fall of 2021 and winter of 2022. Rare Species Habitat A review of the December 2021 Connecticut Department of Energy & Environmental Protection (“DEEP”) Natural Diversity Data Base (“NDDB”) map revealed no known populations of State Listed Endangered, Threatened, or Special Concern species occur on the Site. The nearest NDDB buffer area is located ±500 feet to the east. Since the Site is not located within a NDDB buffer area, consultation with DEEP is not required in accordance with their review policy. Flood Hazard Areas United States Federal Emergency Management Agency (“FEMA”) Flood Insurance Rate Maps (“FIRM”) were reviewed for the Site. The Site is located within Flood Zone X (unshaded) per FEMA Flood Insurance Rate Map 09003C0377F, effective September 26, 2008, areas beyond the 100-year and 500-year flood hazard zones. As such, the Project will not impact any flood hazard areas. A-5 Wetland Description and Evaluation Wetlands occupy interior and northeastern areas of the Site with a total of five (5) resources identified for descriptive purposes. Two isolated interior wetlands and three wetlands connected to an off-site seasonal intermittent watercourse were identified on the Subject Property. All of the wetland resources identified on the Site have experienced varying degrees of anthropogenic influence resulting from historic agricultural use and industrial development on the Subject Property and industrial development of surrounding properties including a freight rail line. These wetlands, with the exception of Wetland 5 which is maintained due to its proximity to the freight rail line, generally consist of early successional forest that has emerged since cultivation activities ceased in the mid-1990s. Please refer to the Existing Wetland Resources map provided in the Figures Attachment. Historically, the Site was used for agricultural purposes and was in cultivation until sometime in the 1990’s, remaining as open fallow field in the late 1990’s and slowly succeeding to young forest cover that exists today. Based on a review of historic aerial photographs from the 1930s through 1970s, it appears the Site was used for the production of tobacco due to the presence of tobacco sheds on and adjacent to the Site. An industrial building was constructed on 67 Kennedy Avenue sometime in the 1960’s, which altered adjacent upland and wetland areas. It appears based on these aerials that the alteration/construction of Wetland 1 coincided with the construction of this building. Three historic aerial maps from 1934, 1965 and 1991 are provided in the Figures Attachment which exhibit the various anthropogenic changes that have occurred over that time period to the Site. Wetland Resource Area Delineation A Connecticut registered Soil Scientists conducted field investigations of the Site on August 17, 2021 and a follow-up inspection on January 28, 2022 to identify and delineate wetland resources throughout the Site. The wetland boundaries were delineated in accordance with both the Connecticut Inland Wetlands and Watercourses Act (“IWWA”) regulations and the Corps of Engineers Wetland Delineation Manual (1987) and the Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Northcentral and Northeast Region, Version 2.0 (January 2012; “Corps Manual”). The results of this wetland investigation are summarized in the discussions below with additional details provided in the APT Wetland Inspection Report provided in Attachment B. Federal and State Wetlands The Corps Manual defines wetlands as “[t]hose areas that are inundated or saturated by surface or ground water at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of A-6 vegetation typically adapted for life in saturated soil conditions. Wetlands generally include swamps, marshes, bogs, and similar areas.” The Connecticut IWWA defines wetlands as areas of poorly drained, very poorly drained, floodplain, and alluvial soils, as delineated by a soil scientist. Watercourses are defined as bogs, swamps, or marshes, as well as lakes, ponds, rivers, streams, etc., whether natural or man-made, permanent or intermittent. Intermittent watercourse determinations are based on the presence of a defined permanent channel and bank, and two of the following characteristics: (1) evidence of scour or deposits of recent alluvium or detritus; (2) the presence of standing or flowing water for a duration longer than a particular storm incident; and (3) the presence of hydrophytic vegetation. For descriptive purposes, a total of five (5) wetlands were identified on Site. The Project Site Plans, provided by Design Professionals, Inc. under separate cover, depict these delineated resources along with the associated 80-foot upland review areas. Wetlands 1/2 Wetland 1, a ±0.63-acre wetland located within a local isolated topographical depression, is located in the northern end of the 67 Kennedy Road parcel, immediately adjacent to the northern side of the abandoned industrial building and end of Kennedy Road. Wetland 2, a ±1.05-acre wetland, is located in the northeast corner of the 352 Sullivan Avenue parcel and northern ends of the 67 and 68 Kennedy Road parcels, immediately adjacent to freight railroad tracks located along the northern property boundary. These two wetlands are connected via a shallow slope cut associated with historic disturbance to these wetland areas. As they share direct surface connectivity and similar characteristics, they have been grouped together for the purposes of this assessment since they can be thought to function as a single wetland system. Spoil piles surrounding this wetland and fill/graded/buried soil horizons within this wetland provide evidence to the disturbed nature of this wetland area. A soil pile and berm separate the northwest side of Wetland 1 from Wetland 2 where historically it is anticipated they were one continuous wetland area. This wetland does not contain a topographical depression of sufficient depth to sustain inundation levels or hydroperiod to support vernal pool breeding. A recent inspection on March 30, 2022 confirmed no vernal breeding activity. Wetland 1’s vegetative cover is dominated by very early successional forest, saplings, and scrub-shrub while Wetland 2 is characterized by early to mid-successional forest cover. Both wetlands have been disturbed by historic industrial development associated with the construction of an abandoned industrial building in circa mid- 1960s as well as the adjacent freight rail line, with Wetland 1 being more heavily impacted than Wetland 2. A-7 Wetland 3 Wetland 3, a small ±0.12-acre wetland located within a local isolated shallow topographical depression, occupies the central eastern portion of the 352 Sullivan Avenue parcel. A review of soil profiles within and around the perimeter of this wetland reveal previous agricultural disturbances. This isolated wetland does not contain a topographical depression of sufficient depth to sustain inundation levels or hydroperiod to support vernal pool breeding. A recent inspection on March 30, 2022 confirmed no vernal breeding activity. Wetland 3’s vegetative cover is dominated by very early successional forest and saplings. Wetland 4 Wetland 4, a ±0.57-acre wetland located within a local isolated shallow topographical depression, is located in the southern portion of the 352 Sullivan Avenue parcel. A review of soil profiles within and around the perimeter of this wetland reveal previous agricultural disturbances. This isolated wetland does not contain a topographical depression of sufficient depth to sustain inundation levels or hydroperiod to support vernal pool breeding. A recent inspection on March 30, 2022 confirmed no vernal breeding activity. Wetland 4’s vegetative cover is dominated by very early successional forest and saplings. Wetland 5 Wetland 5, a ±0.02-acre wetland is located adjacent to the northcentral portion of the 352 Sullivan Avenue parcel on the freight railroad track property. This wetland functions primarily as a drainage swale along the south side of the tracks and conveys mainly seasonal surface flows directing them to the west. A culvert conveys those seasonal flows under the tracks, which discharges onto the adjacent property on the north side of the tracks. This discharge flows into an unnamed intermittent watercourse that is a tributary to the Scantic River, which is located ±4,000 feet downstream of the Subject Property. The Applicant is currently in consultation with the Army Corps of Engineers, New England District (“Corps”) requesting an approved jurisdictional determination (“AJD”) under the CWA regulations for a determination on all of the aforementioned wetland resources. The Corps jurisdictional determination of these resources remain pending. Wetland Evaluation There are many methods of evaluating wetlands, all incorporating different parameters to assess these resources. This study uses methodology recommended by the Corps, The Highway Methodology Workbook Supplement, Wetland Functions and Values: A Descriptive Approach issued by the Corps, dated September 1999. This evaluation provides a qualitative approach in which A-8 wetland functions can be considered Principal, Secondary, or unlikely to be provided at a significant level. Functions and values can be Principal if they are an important physical component of a wetland ecosystem (function only), and/or are considered of special value to society, from a local, regional, and/or national perspective. The Corps recommends that wetland values and functions be determined through “best professional judgment” based on a qualitative description of the physical attributes of wetlands and the functions and values exhibited. The basis for determination of this qualitative approach relies on over 30 years of field experience and extensive knowledge of other scientific methods used for wetland evaluation purposes. These functions and values can be grouped into four basic categories as follows: Biological Functions Fish and Shellfish Habitat — This function considers the effectiveness of seasonal or permanent waterbodies associated with the wetland in question for fish and shellfish habitat. Wildlife Habitat — This function considers the effectiveness of the wetland to provide habitat for various types and populations of animals typically associated with wetlands and the wetland edge. Both resident and/or migrating species must be considered. Species lists of observed and potential animals should be included in the wetland assessment report. Production Export (Nutrient) — This function relates to the effectiveness of the wetland to produce food or usable products for humans or other living organisms Hydrologic Functions Floodflow Alteration (Storage & Desynchronization) — This function considers the effectiveness of the wetland in reducing flood damage by attenuation of floodwaters for prolonged periods following precipitation events. Groundwater Recharge/Discharge — This function considers the potential for a wetland to serve as a groundwater recharge and/or discharge area. Recharge should relate to the potential for the wetland to contribute water to an aquifer. Discharge should relate to the potential for the wetland to serve as an area where groundwater can be discharged to the surface. Water Quality Functions Sediment/Toxicant/Pathogen Retention — This function reduces or prevents degradation of water quality. It relates to the effectiveness of the wetland as a trap for sediments, toxicants, or pathogens. Nutrient Removal/Retention/Transformation — This function relates to the effectiveness of the wetland to prevent adverse effects of excess nutrients A-9 entering aquifers or surface waters such as ponds, lakes, streams, rivers, or estuaries. Sediment/Shoreline Stabilization — This function relates to the effectiveness of a wetland to stabilize streambanks and shorelines against erosion. Societal Values Recreation (Consumptive and Non-Consumptive) — This value considers the effectiveness of the wetland and associated watercourses to provide recreational opportunities such as canoeing, boating, fishing, hunting, and other active or passive recreational activities. Consumptive activities consume or diminish the plants, animals, or other resources that are intrinsic to the wetland, whereas non-consumptive activities do not. Educational/Scientific Value — This value considers the effectiveness of the wetland as a site for an “outdoor classroom” or as a location for scientific study or research. Uniqueness/Heritage — This value relates to the effectiveness of the wetland or its associated waterbodies to produce certain special values. Special values may include such things as archaeological sites, unusual aesthetic quality, historical events, or unique plants, animals, or geologic features. Visual Quality/Aesthetics — This value relates to the visual and aesthetic qualities of the wetland. Threatened or Endangered Species Habitat — This value relates to the effectiveness of the wetland or associated waterbodies to support threatened or endangered species. The degree to which a wetland provides each of these functions is determined by one or more of the following factors: landscape position, substrate, hydrology, vegetation, history of disturbance, and size. Each wetland may provide one or more of the listed functions at Principal levels. The determining factors that affect the level of function provided by a wetland can often be broken into two categories. The effectiveness of a wetland to provide a specified function is generally dependent on factors within the wetland whereas the opportunity to provide a function is often influenced by the wetland’s position in the landscape and adjacent land uses. For example, a depressed wetland with a restricted outlet may be considered highly effective in trapping sediment due to the long residence time of runoff water passing through the system. If this wetland is located in gently sloping woodland, however, there is no significant source of sediment in the runoff therefore the wetland is considered to have a small opportunity of providing this function. Table 1 provides a summary of functions and values supported by wetlands identified on the Site. A-10 Table 1 Wetlands Functions and Values Summary We t l a n d I . D . N u m b e r Gr o u n dw a t e r R e c h a r ge / Di s c h a r g e Fl o o d f l o w A l t e r a t io n Fi s h & S h e l l f i s h H a b i t a t Se d i m e nt / T o x i c a n t / Pa t h o g e n R e t e n t i o n Nu t r i e n t R e m o v a l / R e t e n t i o n / Tr a n s f o r m a t i o n Pr o d u c t i o n E x p o r t Se d i m e n t / S h o r e l i n e St a b i l i z a t i o n Wi l d l i f e H a b i t a t Re c r e a t i o n Ed u c a t i o n a l / S c i e n t i f i c Va l u e Un i q u e n es s / H e r i t a g e Vi s u a l Qu a l i t y / A e s t h e t i c s En d a n g e r e d S p e c i e s H a b i t a t 1 - - - S S - - - - - - - - 2 S - - S S - - - - - - - - 3 - - - - - - - - - - - - - 4 S - - S S - - - - - - - - P = Principal Function/Value S = Secondary Function/Value - = Not a Significant Function/Value Proposed Regulated Activities and Impact Analysis The proposed development will include the construction of one 241,800 SF industrial building. Associated site improvements will include but not be limited to new access driveways, parking areas for vehicles, sidewalks, landscaping, lighting, utilities, and stormwater management BMP’s. Existing grades will be modified to accommodate the proposed development and the operational needs of the Facility. The following section summarizes development activities classified as “regulated activities” as defined by the IWA/CC’s regulations and for which a permit application has been submitted to the IWA/CC. All proposed activities in and around wetlands, including the 80-foot Upland Review Area to wetlands and watercourses, are depicted on the Regulated Activities map provided in the Figures Attachment. Details of the proposed regulated activities are also shown on the Project Site Plans, submitted by Design Professionals, Inc. under separate cover. The fundamental concept of wetland impact analysis is based on the precept that wetland impacts should first be avoided where possible. Secondly, if practicable A-11 alternatives do not exist to avoid wetland impacts, then impacts should be minimized. Thirdly, unavoidable wetland impacts should be mitigated. The proposed Facility development has been designed to the extent possible to avoid impact to wetland resource areas and minimize development in the 80-foot upland review areas while satisfying the building program needs. Due primarily to the central locations of the two isolated wetlands which precludes wetland impact avoidance for any effective development of this property, the Project will result in unavoidable direct wetland and upland review area impacts associated with the proposed Facility. Direct Wetland Impacts The largest developable area that is capable of supporting the proposed warehouse and distribution building program on the Site is located in the central- south portion of the Subject Property on the 67 Kennedy Road and 352 Sullivan Avenue parcels. These areas are largely dominated by early successional deciduous forest and well-drained to moderately drained upland sandy soils. Two isolated wetlands occupy interior pockets of the Site’s developable footprint. Far southwestern and northeastern extents of the proposed development will occur within existing developed areas associated with the existing residential/agricultural buildings and industrial building, respectively. As a result, unavoidable impacts to Wetlands 3 and 4 would result from the proposed development with a total of ±30,123 sf of wetlands to be directly impacted . However, with the limited functions supported by isolated Wetlands 3 and 4, no significant loss of wetland functions and values that could be important to downstream resources would occur. No direct impacts would occur to Wetlands 1, 2, or 5. 80-foot Wetland Upland Review Area Activities In total, the Project will result in ±229,098 sf of activities within the 80-foot wetland upland review area with the majority of that area associated with the two wetlands to be directly impacted in Wetlands 3 and 4. The upland review areas associated with Wetlands 3 and 4 total 128,285 sf, or 56% of the Site’s total upland review area. Of that total upland review area activity, ±174,808 sf is associated with development of the warehouse building and associated drives, parking, landscaping, etc. The remaining ±54,290 sf of proposed impacts are associated with the proposed wetland mitigation plan detailed in subsequent sections. Table 3 summarizes the upland review area activities specified by wetland area. A-12 Table 3 80-foot Wetland Upland Review Area Activities Wetland ID Total Area of Activity within 80’ Upland Review Area (sf) Proposed Impervious Activity within 80’ Upland Review Area (sf) Proposed Pervious Activity within 80’ Upland Review Area (sf) Wetlands 1/2 80,414 7,476 72,938 Wetland 3 43,516 43,516 0 Wetland 4 84,769 79,001 5,768 Wetland 5 9,883 4,177 5,706 Off-Site FedEx Detention Pond 10,516 0 10,516 Stormwater Runoff Impacts The Project has been designed in compliance with DEEP’s guidance and recommendations contained in the 2004 Connecticut Stormwater Quality Manual (“SQM”). A primary goal of the SQM is to provide a comprehensive framework for the long-term protection of natural resources in and around the Site from degradation as a result of stormwater discharges. Another goal of the SQM is to ensure that long-term post-development stormwater quality is protected and that there will be no erosion caused by the development. Details of this analysis are provided in the Stormwater Management Report, prepared by Design Professionals, Inc., submitted under separate cover and summarized below. This project incorporates a vast array of stormwater quality measures, including primary treatment practices, secondary treatment practices, and innovative/emerging technologies as defined by the SQM. Site generated runoff from all proposed roofs, roadways, parking, and landscaped areas will be either collected in an underground storm water conveyance system or allowed to sheet flow to one of five proposed detention systems. In addition, all proposed peak flows leaving the site will meet or be reduced from their existing condition. The proposed treatment measures include sediment forebays, extended detention basin, underground detention systems, landscaped areas, and deep- sump catch basins. The combination of the aforementioned treatment facilities has been designed to provide stormwater treatment with the objective of removing a minimum of 80 percent of total suspended solids. The five stormwater detention systems are as follows: • Proposed Pond 1 (PP1) : 97,500+ cft underground storage system collecting runoff from the proposed roof area and detained flow from pond PP2. Detained discharge from this pond will be released to a proposed preformed scour hole near the 18” Pipe outlet (DP1) within the Railroad Property. A-13 • Proposed Pond 2 (PP2) : 55,500+ cft Water quality basin collecting runoff from the west truck parking and loading area. Detained discharge from this pond will be released pond PP1. • Proposed Pond 3 (PP2) : 27,100+ cft underground storage system collecting runoff from the grass areas adjacent to Kennedy Road and Sullivan Ave. Detained discharge from this pond will be released to an Existing CB in Sullivan Ave. • Proposed Pond 4 (PP4) : 62,769+ cft Water quality basin collecting runoff from the northern perimeter drive and detained flow from pond PP5. Detained discharge from this pond will be released to the proposed mitigation area / existing railroad depression. • Proposed Pond 5 (PP5) : 5,000+ cft underground storage system collecting runoff from the eastern standard parking areas. Detained discharge from this pond will be released to a splitter structure conveying the majority of flow rate the pond PP4. A 6” outlet pipe is also proposed to send some runoff directly to the mitigation area / existing railroad depression. • Proposed Pond 6 (PP6): This basin is not shown in the analysis or drainage area map yet. We just got word from the town that we will need to detain flows from the proposed cul-de-sac. A water quality basin will be provided in the area east of the cul-de-sac to detain flows from this area to a rate that matches the flows reaching Kennedy Road (DP4). The proposed conditions drainage patterns maintain the same discharge locations as under the existing conditions for the various sub-watersheds that are associated with wetland locations to ensure the hydrology of the surrounding wetlands are not adversely affected. The proposed drainage systems have been designed to accommodate the Groundwater Recharge Volume (“GRV”) and to temporarily store and infiltrate the Water Quality Volume (“WQV”) for the areas being directed toward them. The proposed stormwater management plan and drainage system have been designed to treat the Water Quality Volume (WQV) through infiltration practices which provide adequate storage to retain and infiltrate the required WQV for each contributing watershed, in accordance with the SQM. Both water quality basins are sized to provide a wet pool and forebay volume that can retain 100% and 10% of the water quality volume for the areas draining to them respectively. The underground chamber systems will have isolator rows sized to treat the water quality flow rate draining to them. The basins wet bottoms will be seeded with a native wetland seed mix. Although the basin bottoms will provide some wetland functions, their principal function is proper treatment of stormwater and therefore should not be considered to mitigate for any wetland loss. Recognizing that fact, these basin bottoms will contribute native wetland marsh-type habitat A-14 that will effectively enhance nearby wetlands on the Site and the proposed wetland mitigation areas. Project Alternatives Analysis The following section provides a discussion of the alternatives that were considered during the design process and the final preferred alternative that seeks to reduce impacts to wetlands to comply with the IWA/CC’s Regulations while satisfying the development goals of the proposed Facility. Alternative Design Analysis No Build Alternative One alternative is a “no build” alternative. The industrial-zoned Site is adjacent to Sullivan Avenue (State Route 194) with great access to State Route 5 and from there I-291 and I-91, making the Site highly desirable from a warehouse use standpoint. In analysis of this “no build” alternative at the Site, the facility could conceivably be located in another location in South Windsor. However, this could result in placing the proposed Facility in a less desirable site which could conflict with surrounding land uses. The current Site is fully surrounded by industrially developed and zoned properties and is not proximate to any residential properties so is appropriate for the proposed warehouse and distribution use. An alternative location could also potentially result in greater overall impact to ecological resources, possibly including to higher functioning valuable wetland and watercourse areas. Therefore, the “no build” alternative is not considered to be a prudent alternative. Alternative Layouts The Applicant considered alternative layouts for the Site. Alternatives were considered if they satisfied the principal goals of the warehouse and distribution facility while minimizing impacts to wetlands and watercourses. As discussed previously, effective development of this Site of generally any scale is not possible without impacting some wetlands and upland review areas since two isolated wetlands occupy central portions of the Site where the largest developable footprint exists. Therefore, the principal goals with respect to activities regulated by the IWA/CC were to avoid and minimize direct impact to higher quality wetland resources and avoid and minimize development within the upland review areas to the extent practicable. The preferred alternative, considered the most prudent and feasible alternative, is exhibited in the Project Site Plans submitted by Design Professionals, Inc. under separate cover as part of this wetland permit application. A-15 Mitigation Measures To compensate for unavoidable impacts to Wetlands 3 and 4, and the 80-foot wetland upland review area, a comprehensive mitigation plan has been designed to compensate for these unavoidable impacts with the restoration of historic wetlands between Wetlands 1 and 2, creation of a new wetland adjacent to the east side of Wetland 1/2, preservation of upland buffer to the east side of the wetland creation area, and placement of all three mitigation areas and Wetlands 1/2 in a conservation easement. With incorporation of this comprehensive wetland mitigation plan, the Project’s proposed regulated activities will be properly balanced with the restoration and creation of wetland habitats that will support function and value services of higher value than those being lost. As a result, the Project will not diminish the wetland resources within the Town of South Windsor either on Site or downstream of the Site and has the opportunity to actually enhance those wetland resources. A suite of mitigation measures is proposed to prevent short- and long-term indirect impacts to wetland resource areas and compensate for unavoidable activities associated with the Project. Details of proposed mitigation measures are provided in the following sections. Wetland Mitigation Plan To compensate for the Project’s unavoidable regulated activities, a comprehensive wetland mitigation plan is proposed in order to compensate for activities proposed within Wetlands 3 and 4 and the 80-foot wetland upland review area. Careful consideration has been given to devising a mitigation plan that enhances various wetland functions and values, particularly wildlife habitat benefits, through restoring and creating new wetlands. A summary of the mitigation plan is provided below. The proposed wetland mitigation plan is depicted on the Regulated Activities map provided in the Figures Attachment. Complete details of this comprehensive mitigation plan are provided in the Project Site Plans on Sheets C-LS1, C-LS2, and C-LS3 provided under separate cover, including planting schedules, construction sequencing notes, and construction and long-term post construction monitoring of the mitigation areas. Wetland Creation Area A wetland creation area totaling ±47,000 sf is proposed in close proximity to Wetland 1/2 within existing bordering upland forest. This particular mitigation area will roughly provide for a 1.5:1 mitigation ratio, increasing the area of new wetlands that compensates for the ±30,123 sf of lost wetlands. This wetland creation area is designed to support a wide variety of important functions and A-16 values including biological functions (focus on wildlife habitat), hydrologic functions (focus on groundwater recharge), water quality functions, and societal values (focus on rare species habitat, aesthetics, and education). The new wetland area will be constructed to a depth that will match or be slightly lower in elevation than the adjacent Wetland 1/2 wetland elevation through excavation of moderately well drained soils to encounter the locally shallow groundwater table to create wetland hydrology. Wetland topsoil from impacted Wetlands 3 and 4 will be extracted and stockpiled separately from other Site materials for use in the wetland creation and if necessary, the wetland restoration areas. This wetland topsoil will not be screened to ensure retainment of native wetland vegetation root and seed stock that will assist in natural attenuation of the newly created wetland habitats. The wetland creation area will be planted with a variety of native wetland trees, shrubs and herbaceous species to provide a greater diversity (both structurally and species) to what currently is supported within Wetland 1/2. Where feasible, existing mature trees will be retained. Suitable stump sprouting species requiring removal will have their root balls retained for replanting with select locations within the proposed creation area. Wetland Restoration Area Restoration of historically filled and altered wetland areas located between Wetlands 1 and 2 will be restored to reestablish connectivity of these two wetland resources. Based on field observations (fill piles, altered soil profiles) boundaries to Wetland 2 have been historically altered and filled resulting in much of Wetland 2 being surficially isolated from Wetland 1. This filled boundary shall be excavation to a depth that is expected to match the adjacent Wetland 1/2 elevations by uncovering buried wetland topsoil. Wetland topsoil from impacted Wetlands 3 and 4 will be extracted and stockpiled separately from other Site materials for use to amend existing buried wetland topsoil within the wetland restoration area, if necessary. This wetland topsoil will not be screened to ensure retainment of native wetland vegetation root and seed stock that will assist in natural attenuation of the newly created wetland habitats. The wetland restoration area will be planted with a variety of native wetland trees, shrubs and herbaceous species to provide a greater diversity (both structurally and species) to what currently is supported within Wetlands 1 and 2. The hydrological connection between these resources shall be restored resulting in a larger, contiguous wetland resource. In conjunction with the wetland creation area, these efforts will result in a dramatic improvement in the function and value that Wetlands 1 and 2 provides. Conservation Easement The applicant is proposing to put valuable wetland and upland resources in the northeastern portion of the Site totaling 147,510 sf into conservation easement including the following: Wetland 1, Wetland 2, wetland creation area, wetland restoration area, and upland forested buffer area. The establishment of these A-17 areas into a conservation easement shall ensure that the remaining on-Site wetlands and mitigation areas and their newly enhanced functions and values are protected in perpetuity. In totality, this wetland mitigation plan provides an opportunity for ecological connectivity between open space parcels to the east (Rye Street Park and Barton Property) and to the west (Scantic River CTDEEP properties) thereby further enhancing the functions and values of the proposed conservation easement and associated wetland and wetland mitigation areas. As the conservation area includes headwater wetlands within the Scantic River watershed, this area provides important services to downstream aquatic resources while also serving as an ecological corridor for movement of various wildlife species. Please refer to the Open Space Map which depicts the Site and wetland mitigation and conservation easement areas in relationship to surrounding open space properties and principal riparian corridors. Wetland Protection Plan As a result of the proposed development’s location in the vicinity of wetlands, the following BMPs are provided to avoid unintentional impact to wetland habitats during construction activities. Complete details of the recommended BMPs are summarized below, which would be incorporated into the construction drawings upon permit approval to ensure the Contractor is fully aware of the project’s environmentally sensitive setting. A wetland scientist from APT experienced in compliance monitoring of construction activities will serve as the Environmental Monitor for this project to ensure that the following BMPs are implemented properly. The proposed wetland protection program consists of several components including: periodic inspection and maintenance of erosion controls and isolation structures; education of all contractors and sub-contractors prior to initiation of work on the site; protective measures; and reporting. Short-term impacts associated with the proposed development proximate to the wetland resources would be minimized by the proper installation and maintenance of erosion and sedimentation controls in accordance with 2002 Connecticut Guidelines for Soil Erosion and Sediment Control. Provided the wetland protection program is properly implemented during construction, it is APT’s opinion the proposed development will not result in a likely adverse impact to nearby wetland resources. Erosion and Sedimentation Controls An Erosion & Sediment Control Plan has been designed in accordance with the 2002 Connecticut Guidelines for Soil Erosion and Sediment Control. A variety of erosion and sedimentation controls will be employed to minimize erosion and transport of sediment to wetland resource areas during the earthwork and A-18 construction phases of the Project. These controls were developed to avoid temporary impacts to wetland resource areas and represent an important element of the Project to avoid and minimize wetland impacts. Details of the erosion and sedimentation controls are provided in the separately attached Project Site Plans. A general summary of the erosion and sedimentation control plan is provided below. The Erosion & Sediment Control Plan calls for the use of the latest erosion and sediment control measures in order to minimize and control disturbance during construction and provide a stable site under finished conditions. These measures may include, but are not limited to the following, depending on site conditions experienced during construction: • Stabilized construction entrance • Temporary sediment traps/basins • Geotextile silt fence • Staked straw wattles/compost filter socks • Temporary soil stockpile areas • Temporary water diversion swales • Temporary seeding of exposed soils • Water quality basins • Erosion control blankets The BMPs identified in this plan and discussed below include, but are not limited to, providing measures to minimize exposed soil areas through sequencing and temporary stabilization; placement of sediment and erosion controls suitable for the type of work and environment and appropriate Site restoration and rehabilitation techniques as soon as practicable. The following general measures will be employed to minimize impacts to the jurisdictional resource areas:  The Contractor will be required to maintain a reserve supply of erosion control BMPs on-site for use as required;  Protective measures will be inspected regularly and after significant precipitation events and repaired, as necessary;  Erosion control measures shall remain in place until soils are clearly stabilized – either by erosion control blankets, or by robust, growing vegetation. Once soils are stable, erosion controls shall be removed and properly disposed; and  Erosion controls shall be removed and properly disposed following plant colonization of disturbed soils. A-19 Summary The Applicant, Scannell Properties #644, LLC, proposes to construct a warehouse and distribution facility consisting of a warehouse-style building, parking areas, landscaping, and stormwater treatment facilities to be installed on properties located off Sullivan Avenue and Kennedy Road in South Windsor, Connecticut. The proposed Facility has been thoughtfully designed to minimize direct wetland and 80-foot upland review area impacts where practicable while satisfying the proposed building program needs. A comprehensive suite of erosion and sedimentation control measures, BMPs, protection measures and comprehensive wetland mitigation plan will be implemented to prevent direct and indirect impacts to nearby wetland resources and enhance wetland habitat and upland review areas within and proximate to the proposed Facility. As a result of design considerations and various mitigation strategies, the proposed Project represents the most prudent and feasible alternative and will not result in a likely adverse impact to nearby wetland resources with implementation of the comprehensive wetland mitigation plan. The Applicant respectfully requests that the Town of South Windsor Inland Wetlands Agency/Conservation Commission find these measures adequately protective of the interests contained in their regulations and issue a wetland permit approving the Project. Figures  Site Location Map  Aerial Photograph  Existing Wetland Resources  1934 Aerial Photograph  1965 Aerial Photograph  1991 Aerial Photograph  Regulated Activities  Open Space Map East Windsor, CT South Windsor, CT Copyright:© 2013 National Geographic Society, i-cubed C:\Users\mkope\Dropbox (APT GIS)\APT GIS Team Folder\Projects\ScannellProperties_CT575\Kennedy_Rd_SWindsor_140\mxd\Permit Application\Kennedy Rd Site Location USGS Permit Application.mxd Site Location Map Map Notes:Base Map Source: USGS 7.5 Minute TopographicQuadrangle Map, Broad Brook, CT (1984) and Manchester, CT (1992)Map Scale: 1:24,000Map Date: March 2022 Legend Site Municipal Boundary Proposed Development352 Sullivan Avenue67 and 68 Kennedy RoadSouth Windsor, Connecticut 1,000 0 1,000500 Feet Site ³ ¬«194 KENNEDY RD STATE HWY 194 SULLIVAN AVE C:\Users\mkope\Dropbox (APT GIS)\APT GIS Team Folder\Projects\ScannellProperties_CT575\Kennedy_Rd_SWindsor_140\mxd\Permit Application\Kennedy Rd Aerial Permit Application.mxd Aerial Photograph Map Notes:Base Map Source: 2019 Aerial Photograph (CTECO) Map Scale:Map Date: March 2022 Legend Site Approximate Parcel Boundary Proposed Development352 Sullivan Avenue67 and 68 Kennedy RoadSouth Windsor, Connecticut 200 0 200100 Feet ³ 1 inch = 200 feet ? ? ? ? ? ? !H !H ¬«194 KENNEDY RD STATE HWY 194 SULLIVAN AVE Wetland 1 Wetland 2 Wetland 3 Wetland 4 Wetland 5 C:\Users\mkope\Dropbox (APT GIS)\APT GIS Team Folder\Projects\ScannellProperties_CT575\Kennedy_Rd_SWindsor_140\mxd\Permit Application\Kennedy Rd Existing Wetland Resources Permit Application.mxd Existing Wetland Resources Map Notes:Base Map Source: 2019 Aerial Photograph (CTECO) Map Scale:Map Date: March 2022 Legend Site ?Intermittent Watercourse 80-Foot Upland Review Area Delineated Wetland Boundary Approximate Wetland Area !H Culvert Approximate Parcel Boundary Proposed Development352 Sullivan Avenue67 and 68 Kennedy RoadSouth Windsor, Connecticut 200 0 200100 Feet ³ 1 inch = 200 feet ¬«194 STATE HWY 194 SULLIVAN AVE C:\Users\mkope\Dropbox (APT GIS)\APT GIS Team Folder\Projects\ScannellProperties_CT575\Kennedy_Rd_SWindsor_140\mxd\Permit Application\Kennedy Rd 1934 Aerial Permit Application.mxd 1934 Aerial Photograph Map Notes:Base Map Source: 1934 Aerial PhotographMap Scale:Map Date: March 2022 Legend Site Proposed Development352 Sullivan Avenue67 and 68 Kennedy RoadSouth Windsor, Connecticut 200 0 200100 Feet ³ 1 inch = 200 feet ¬«194 STATE HWY 194 SULLIVAN AVE C:\Users\mkope\Dropbox (APT GIS)\APT GIS Team Folder\Projects\ScannellProperties_CT575\Kennedy_Rd_SWindsor_140\mxd\Permit Application\Kennedy Rd 1965 Aerial Permit Application.mxd 1965 Aerial Photograph Map Notes:Base Map Source: 1968 Aerial Photograph Map Scale:Map Date: March 2022 Legend Site Proposed Development352 Sullivan Avenue67 and 68 Kennedy RoadSouth Windsor, Connecticut 200 0 200100 Feet ³ 1 inch = 200 feet ¬«194 STATE HWY 194 SULLIVAN AVE C:\Users\mkope\Dropbox (APT GIS)\APT GIS Team Folder\Projects\ScannellProperties_CT575\Kennedy_Rd_SWindsor_140\mxd\Permit Application\Kennedy Rd 1991 Aerial Permit Application.mxd 1991 Aerial Photograph Map Notes:Base Map Source: 1991 Aerial Photograph Map Scale:Map Date: March 2022 Legend Site Proposed Development352 Sullivan Avenue67 and 68 Kennedy RoadSouth Windsor, Connecticut 200 0 200100 Feet ³ 1 inch = 200 feet ? ? ? ? ? ? !H !H , WETLAND RESTORATION , WETLAND CREATION , CONSERVATION EASEMENT AREA , WETLAND MITIGATIONSTAGING AREA ¬«194 KENNEDY RD STATE HWY 194 SULLIVAN AVE Wetland 1 Wetland 2 Wetland 3 Wetland 4 Wetland 5 C:\Users\mkope\Dropbox (APT GIS)\APT GIS Team Folder\Projects\ScannellProperties_CT575\Kennedy_Rd_SWindsor_140\mxd\Permit Application\Kennedy Rd Regulated Activities Permit Application.mxd Regulated Activities Map Notes:Base Map Source: 2019 Aerial Photograph (CTECO) Map Scale:Map Date: March 2022 Legend Site Proposed Development Footprint ?Intermittent Watercourse 80-Foot Upland Review Area Delineated Wetland Boundary !H Culvert Approximate Wetland Area Proposed Rip Rap Approximate Parcel Boundary Limit of Disturbance Proposed Conservation Easement Area Proposed Wetland Mitigation \\\ \\\ \\\Wetland Creation Wetland Restoration Proposed Development352 Sullivan Avenue67 and 68 Kennedy RoadSouth Windsor, Connecticut 200 0 200100 Feet ³ 1 inch = 200 feet Regulated Activities TableDirect Wetland Impacts: 30,123 SF80' Upland Review Area - Proposed Development: 174,808 SF80' Upland Review Area - Proposed Wetland Mitigation: 54,033 SFWetland Mitigation Areas: 64,900 SFConservation Easement Area: 147,510 SF ? ? ! ! ! ! ! !!!!!!!!!! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! !H!H E E E E E E RYE STREETPARK ¬«194 PEAR TREE LN ANN RD APPLEORCHARDLNCHERRYBLOSSOMLN G E O R G E R D SCHWIER RD PATRIA RD DOWERRD KENNEDY RD MERYLRDALISON DR HIGH TOWER DR WESTRD MCGRATH RD J O H N F I T C H B L V D US HWY 5 C O M M E R CEWAY FARNHAM RD TROYRD R Y E S T STATE HWY 194 SULLIVAN AVE £¤5 BrickyardPond Claypit Pond Scantic River Bancroft Brook Dry Bro ok Wetland 1 Wetland 2 Wetland 3 Wetland 4 Wetland 5 C:\Users\mkope\Dropbox (APT GIS)\APT GIS Team Folder\Projects\ScannellProperties_CT575\Kennedy_Rd_SWindsor_140\mxd\Permit Application\Kennedy_Rd_Open_Space_Map.mxd Open Space Map Map Notes:Base Map Source: 2019 CT Aerial Imagery (CTECO)Map Scale: Map Date: March 2022 Legend Site Approximate Parcel Boundary !!Ecological Corridor ?Intermittent Watercourse Delineated Wetland Boundary Approximate Wetland Area !H Culvert Watercourse (CTDEEP) Open Water (CTDEEP) Proposed Conservation Easement Area Municipal and Private Open Space Property Municipal and Private Open Space Property Protected Open Space Property Federal Land Trust Municipal Private State Proposed Wetland Mitigation \\\ \\\Wetland Creation Wetland Restoration 900 0 900450 Feet Proposed Development352 Sullivan Avenue67 and 68 Kennedy RoadSouth Windsor, Connecticut 1 inch = 900 feet Site ³ Attachment A Photographic Documentation PHOTO DOCUMENTATION 67 Kennedy Road Warehouse & Distribution Center South Windsor, Connecticut Photos taken on August 17, 2021 Photo 2: Overview of Wetland 2 looking west. Photo 1: Overview of Wetland 1 looking north. 1 PHOTO DOCUMENTATION 67 Kennedy Road Warehouse & Distribution Center South Windsor, Connecticut Photos taken on August 17, 2021 Photo 4: Overview of Wetland 4 looking west. Photo 3: Overview of Wetland 3 looking west. 2 PHOTO DOCUMENTATION 67 Kennedy Road Warehouse & Distribution Center South Windsor, Connecticut Photos taken on February 22, 2022 Photo 5: Overview of Wetland 5 looking east. 3 Attachment B Wetland Inspection Report WETLAND INSPECTION 3 SADDLEBROOK DRIVE ∙ KILLINGWORTH, CT 06419 ∙ PHONE 860-663-1697 ∙ FAX 860-663-0935 November 8, 2021 Revised February 4, 2022 APT Project No.: CT575140 Prepared For: Scannell Properties, LLC 294 Grove Lane East, Suite 140 Wayzata, MN 55391 Attn: Daniel Madrigal Site Address: 352 Sullivan Avenue and 67 and 68 Kennedy Road South Windsor, Connecticut Date of Investigation: 8/17/2021 & 1/28/22 Field Conditions: Weather: sunny, low 80's on 8/17/22 Sunny, low 30’s on 1/28/22 Soil Moisture: dry to moist Wetland/Watercourse Delineation Methodology *: ☒Connecticut Inland Wetlands and Watercourses ☒U.S. Army Corps of Engineers Municipal Upland Review Area: Wetlands: 80 feet Watercourses: 80 feet The wetlands inspection was performed by †: Dean Gustafson, Professional Soil Scientist & Matthew Gustafson, Registered Soil Scientist Enclosures: Wetland Delineation Field Forms & Wetland Inspection Map This report is provided as a brief summary of findings from APT's wetland investigation of the referenced Study Area that consists of proposed development activities and areas generally within 100 feet.‡ If applicable, APT is available to provide a more comprehensive wetland impact analysis upon receipt of site plans depicting the proposed development activities and surveyed location of identified wetland and watercourse resources. * Wetlands and watercourses were delineated in accordance with applicable local, state and federal statutes, regulations and guidance. † All established wetlands boundary lines are subject to change until officially adopted by local, state, or federal regulatory agencies. ‡ APT has relied upon the accuracy of information provided by Scannell Properties, LLC regarding the Study Area limits for the purposes of identifying wetlands and watercourses. Attachments  Wetland Delineation Field Forms  Wetland Inspection Map Page 1 of 2 Wetland Delineation Field Form Wetland I.D.: Wetland 1 Flag #’s: WF 1-01 to 1-15 (closed loop) Flag Location Method: Site Sketch ☒ GPS (sub-meter) located ☒ WETLAND HYDROLOGY: NONTIDAL ☒ Intermittently Flooded ☐ Artificially Flooded ☐ Permanently Flooded ☐ Semipermanently Flooded ☐ Seasonally Flooded ☐ Temporarily Flooded ☐ Permanently Saturated ☐ Seasonally Saturated/seepage ☐ Seasonally Saturated/perched ☒ Comments: Wetland 1 is an isolated feature located in a local topographic depression. TIDAL ☐ Subtidal ☐ Regularly Flooded ☐ Irregularly Flooded ☐ Irregularly Flooded ☐ Comments: None WETLAND TYPE: SYSTEM: Estuarine ☐ Riverine ☐ Palustrine ☒ Lacustrine ☐ Marine ☐ Comments: None CLASS: Emergent ☐ Scrub-shrub ☒ Forested ☒ Open Water ☐ Disturbed ☒ Wet Meadow ☐ Comments: Vegetative cover is dominated by very early successional forest, saplings, and scrub-shrub. Wetland has been disturbed by historic industrial development associated with the construction of an abandoned industrial building in 1965 as well as the adjacent freight rail line. WATERCOURSE TYPE: Perennial ☐ Intermittent ☐ Tidal ☐ Watercourse Name: None Comments: None Page 2 of 2 Wetland Delineation Field Form (Cont.) SPECIAL AQUATIC HABITAT: Vernal Pool Yes ☐ No ☒ Potential ☐ Other ☐ Vernal Pool Habitat Type: None Comments: None SOILS: Are field identified soils consistent with NRCS mapped soils? Yes ☒ No ☐ DOMINANT PLANTS: Red Maple (Acer rubrum) Silky Dogwood (Cornus amomum) Highbush Blueberry (Vaccinium corymbosum) Specked Alder (Alnus rugosa) Gray Birch (Betula populifolia) Northern Arrow-wood (Viburnum recognitum) Sensitive Fern (Onoclea sensibilis) Sphagnum moss (Sphagnum spp.) Royal Fern (Osmunda regalis) Cinnamon Fern (Osmunda cinnamomea) Black Gum (Nyssa sylvatica) Pin Oak (Quercus palustris) * denotes Connecticut Invasive Species Council invasive plant species GENERAL COMMENTS: All-Points Technology Corp., P.C. (“APT”) performed an inspection of the ±15.95-acre subject property, which consists of two adjoining parcels located at the northwest intersection of Sullivan Avenue (State Route 194) and Kennedy Road in an industrial section of South Windsor, CT. The subject property currently consists of early successional forest, having been in agricultural use with cultivated fields has late as the 1990’s. An industrial building was constructed on the 67 Kennedy Road parcel in 1965. The historical agricultural use, industrial development of the subject property, and historic construction of the adjacent freight rail line (which has existed since at least the early 1900s) has resulted in various anthropogenic changes to the subject property including alternation to and possible creation of wetland areas. Three isolated wetlands and one wetland connected to an off-site seasonal intermittent watercourse were identified on the subject property. Wetland 1, a ±0.63-acre wetland located within a local isolated topographical depression, is located in the northern end of the 67 Kennedy Road parcel, immediately adjacent to the northern side of the abandoned industrial building and end of Kennedy Road. Spoil piles surrounding this wetland and fill/graded/buried soil horizons within this wetland provide evidence to the disturbed nature of this isolated wetland. A soil pile and berm separate this wetland from another wetland area just to the northwest (identified as Wetland 2) as well as an off-site wetland to the northeast. This isolated wetland does not contain a topographical depression of sufficient depth to sustain inundation levels or hydroperiod to support vernal pool breeding. Page 1 of 2 Wetland Delineation Field Form Wetland I.D.: Wetland 2 Flag #’s: WF 2-01 to 2-12 and WF 2-01A to 2-01Q Flag Location Method: Site Sketch ☒ GPS (sub-meter) located ☒ WETLAND HYDROLOGY: NONTIDAL ☒ Intermittently Flooded ☐ Artificially Flooded ☐ Permanently Flooded ☐ Semipermanently Flooded ☐ Seasonally Flooded ☒ Temporarily Flooded ☐ Permanently Saturated ☐ Seasonally Saturated/seepage ☒ Seasonally Saturated/perched ☐ Comments: Wetland 2 consists of seasonally saturated soils resulting from a locally high groundwater table within outwash deposits. Evidence of shallow seasonal flooding is present in the easternmost extents of this resource (<2”). TIDAL ☐ Subtidal ☐ Regularly Flooded ☐ Irregularly Flooded ☐ Irregularly Flooded ☐ Comments: None WETLAND TYPE: SYSTEM: Estuarine ☐ Riverine ☐ Palustrine ☒ Lacustrine ☐ Marine ☐ Comments: None CLASS: Emergent ☐ Scrub-shrub ☐ Forested ☒ Open Water ☐ Disturbed ☒ Wet Meadow ☐ Comments: Vegetative cover is dominated by early successional forest, disturbed by historical industrial development on the adjoining parcel, historical agricultural activities, and construction of a freight rail line. WATERCOURSE TYPE: Perennial ☐ Intermittent ☐ Tidal ☐ Watercourse Name: Comments: None Page 2 of 2 Wetland Delineation Field Form (Cont.) SPECIAL AQUATIC HABITAT: Vernal Pool Yes ☐ No ☒ Potential ☐ Other ☐ Vernal Pool Habitat Type: None Comments: None SOILS: Are field identified soils consistent with NRCS mapped soils? Yes ☒ No ☐ DOMINANT PLANTS: Red Maple (Acer rubrum) Silky Dogwood (Cornus amomum) Highbush Blueberry (Vaccinium corymbosum) Specked Alder (Alnus rugosa) Gray Birch (Betula populifolia) Northern Arrow-wood (Viburnum recognitum) Sensitive Fern (Onoclea sensibilis) Sphagnum moss (Sphagnum spp.) Royal Fern (Osmunda regalis) Cinnamon Fern (Osmunda cinnamomea) Black Gum (Nyssa sylvatica) Pin Oak (Quercus palustris) * denotes Connecticut Invasive Species Council invasive plant species GENERAL COMMENTS: All-Points Technology Corp., P.C. (“APT”) performed an inspection of the ±18.83-acre subject property, which consists of three adjoining parcels located at the northwest intersection of Sullivan Avenue (State Route 194) and Kennedy Road in an industrial section of South Windsor, CT. The subject property currently consists of early successional forest, having been in agricultural use with cultivated fields has late as the 1990’s. An industrial building was constructed on the 67 Kennedy Road parcel in 1965. The historical agricultural use, industrial development of the subject property, and historic construction of the adjacent freight rail line (which has existed since at least the early 1900s) has resulted in various anthropogenic changes to the subject property including alternation to and possible creation of wetland areas. Two isolated wetlands, two wetlands with apparent season interconnectivity, and one wetland connected to an off-site seasonal intermittent watercourse were identified on the subject property. Wetland 2 is located in the northeast corner of the 352 Sullivan Avenue parcel, immediately adjacent to freight railroad tracks located along the northern property boundary. The wetland extends to the east onto 67 and 68 Kennedy Road then continues outside the subject property where it connects to an off-site detention basin. Much of the resource is defined by shallow hummock/hollow topography to the east. Historic surface alterations have resulted in portions of Wetland 1 being artificially disconnected from Wetland 1 along the westernmost boundary. However, a surficial connection was identified along the northernmost boundary of Wetland 1 to Wetland 2. Evidence of these historic alterations are present in fill mounds located along the wetland perimeter, the presence of the freight line to the north, and altered boundaries/interface between Wetlands 1 and 2. Page 1 of 2 Wetland Delineation Field Form Wetland I.D.: Wetland 3 Flag #’s: WF 3-01 to 3-10 (closed loop) Flag Location Method: Site Sketch ☒ GPS (sub-meter) located ☒ WETLAND HYDROLOGY: NONTIDAL ☒ Intermittently Flooded ☐ Artificially Flooded ☐ Permanently Flooded ☐ Semipermanently Flooded ☐ Seasonally Flooded ☐ Temporarily Flooded ☐ Permanently Saturated ☐ Seasonally Saturated/seepage ☐ Seasonally Saturated/perched ☒ Comments: Wetland 3 is an isolated feature located in a local topographic depression. TIDAL ☐ Subtidal ☐ Regularly Flooded ☐ Irregularly Flooded ☐ Irregularly Flooded ☐ Comments: None WETLAND TYPE: SYSTEM: Estuarine ☐ Riverine ☐ Palustrine ☒ Lacustrine ☐ Marine ☐ Comments: None CLASS: Emergent ☐ Scrub-shrub ☐ Forested ☒ Open Water ☐ Disturbed ☒ Wet Meadow ☐ Comments: Vegetative cover is dominated by very early successional forest and saplings. Wetland has been disturbed by historic agricultural activities. WATERCOURSE TYPE: Perennial ☐ Intermittent ☐ Tidal ☐ Watercourse Name: None Comments: None Page 2 of 2 Wetland Delineation Field Form (Cont.) SPECIAL AQUATIC HABITAT: Vernal Pool Yes ☐ No ☒ Potential ☐ Other ☐ Vernal Pool Habitat Type: None Comments: None SOILS: Are field identified soils consistent with NRCS mapped soils? Yes ☒ No ☐ DOMINANT PLANTS: Red Maple (Acer rubrum) Pin Oak (Quercus palustris) Northern Arrow-wood (Viburnum recognitum) * denotes Connecticut Invasive Species Council invasive plant species GENERAL COMMENTS: All-Points Technology Corp., P.C. (“APT”) performed an inspection of the ±15.95-acre subject property, which consists of two adjoining parcels located at the northwest intersection of Sullivan Avenue (State Route 194) and Kennedy Road in an industrial section of South Windsor, CT. The subject property currently consists of early successional forest, having been in agricultural use with cultivated fields has late as the 1990’s. An industrial building was constructed on the 67 Kennedy Road parcel in 1965. The historical agricultural use, industrial development of the subject property, and historic construction of the adjacent freight rail line (which has existed since at least the early 1900s) has resulted in various anthropogenic changes to the subject property including alternation to and possible creation of wetland areas. Three isolated wetlands and one wetland connected to an off-site seasonal intermittent watercourse were identified on the subject property. Wetland 3, a small ±0.12-acre wetland located within a local isolated topographical depression, is located in the central eastern portion of the 352 Sullivan Avenue parcel. A review of soil profiles within and around the perimeter of this wetland reveal previous agricultural disturbances. This isolated wetland does not contain a topographical depression of sufficient depth to sustain inundation levels or hydroperiod to support vernal pool breeding. Page 1 of 2 Wetland Delineation Field Form Wetland I.D.: Wetland 4 Flag #’s: WF 4-01 to 4-20 (closed loop) Flag Location Method: Site Sketch ☒ GPS (sub-meter) located ☒ WETLAND HYDROLOGY: NONTIDAL ☒ Intermittently Flooded ☐ Artificially Flooded ☐ Permanently Flooded ☐ Semipermanently Flooded ☐ Seasonally Flooded ☐ Temporarily Flooded ☐ Permanently Saturated ☐ Seasonally Saturated/seepage ☐ Seasonally Saturated/perched ☒ Comments: Wetland 4 is an isolated feature located in a local topographic depression. TIDAL ☐ Subtidal ☐ Regularly Flooded ☐ Irregularly Flooded ☐ Irregularly Flooded ☐ Comments: None WETLAND TYPE: SYSTEM: Estuarine ☐ Riverine ☐ Palustrine ☒ Lacustrine ☐ Marine ☐ Comments: None CLASS: Emergent ☐ Scrub-shrub ☐ Forested ☒ Open Water ☐ Disturbed ☒ Wet Meadow ☐ Comments: Vegetative cover is dominated by very early successional forest and saplings. Wetland has been disturbed by historic agricultural activities. WATERCOURSE TYPE: Perennial ☐ Intermittent ☐ Tidal ☐ Watercourse Name: None Comments: None Page 2 of 2 Wetland Delineation Field Form (Cont.) SPECIAL AQUATIC HABITAT: Vernal Pool Yes ☐ No ☒ Potential ☐ Other ☐ Vernal Pool Habitat Type: None Comments: None SOILS: Are field identified soils consistent with NRCS mapped soils? Yes ☒ No ☐ DOMINANT PLANTS: Red Maple (Acer rubrum) Pin Oak (Quercus palustris) Northern Arrow-wood (Viburnum recognitum) Silky Dogwood (Cornus amomum) Winterberry (Ilex verticillata) Joe Pye Weed (Eupatorium maculatum) Green Ash (Fraxinus pennsylvanica) Soft Rush (Juncus effuses) * denotes Connecticut Invasive Species Council invasive plant species GENERAL COMMENTS: All-Points Technology Corp., P.C. (“APT”) performed an inspection of the ±15.95-acre subject property, which consists of two adjoining parcels located at the northwest intersection of Sullivan Avenue (State Route 194) and Kennedy Road in an industrial section of South Windsor, CT. The subject property currently consists of early successional forest, having been in agricultural use with cultivated fields has late as the 1990’s. An industrial building was constructed on the 67 Kennedy Road parcel in 1965. The historical agricultural use, industrial development of the subject property, and historic construction of the adjacent freight rail line (which has existed since at least the early 1900s) has resulted in various anthropogenic changes to the subject property including alternation to and possible creation of wetland areas. Three isolated wetlands and one wetland connected to an off-site seasonal intermittent watercourse were identified on the subject property. Wetland 4, a ±0.57-acre wetland located within a local isolated topographical depression, is located in the southern portion of the 352 Sullivan Avenue parcel. A review of soil profiles within and around the perimeter of this wetland reveal previous agricultural disturbances. This isolated wetland does not contain a topographical depression of sufficient depth to sustain inundation levels or hydroperiod to support vernal pool breeding. Page 1 of 2 Wetland Delineation Field Form Wetland I.D.: Wetland 5 Flag #’s: WF 5-01 to 5-08 (closed loop) Flag Location Method: Site Sketch ☒ GPS (sub-meter) located ☒ WETLAND HYDROLOGY: NONTIDAL ☒ Intermittently Flooded ☐ Artificially Flooded ☐ Permanently Flooded ☐ Semipermanently Flooded ☐ Seasonally Flooded ☐ Temporarily Flooded ☐ Permanently Saturated ☐ Seasonally Saturated/seepage ☒ Seasonally Saturated/perched ☐ Comments: Wetland 5 receives surface and subsurface hydrology from an adjacent drainage swale along the rail line, conveying to a culvert that conveys flows under the rail line to an offsite intermittent watercourse to the north. TIDAL ☐ Subtidal ☐ Regularly Flooded ☐ Irregularly Flooded ☐ Irregularly Flooded ☐ Comments: None WETLAND TYPE: SYSTEM: Estuarine ☐ Riverine ☐ Palustrine ☒ Lacustrine ☐ Marine ☐ Comments: None CLASS: Emergent ☐ Scrub-shrub ☐ Forested ☐ Open Water ☐ Disturbed ☒ Wet Meadow ☐ Comments: Vegetative cover is dominated by early successional forest and saplings. Wetland has been disturbed by historic clearing activities. WATERCOURSE TYPE: Perennial ☐ Intermittent ☐ Tidal ☐ Watercourse Name: None Comments: None Page 2 of 2 Wetland Delineation Field Form (Cont.) SPECIAL AQUATIC HABITAT: Vernal Pool Yes ☐ No ☒ Potential ☐ Other ☐ Vernal Pool Habitat Type: None Comments: None SOILS: Are field identified soils consistent with NRCS mapped soils? Yes ☒ No ☐ DOMINANT PLANTS: Red Maple (Acer rubrum) Black Cherry (Prunus serotina) White Oak (Quercus alba) Multiflora Rose* (Rosa multiflora) Sedge (Carex sp. Soft Rush (Juncus effuses) * denotes Connecticut Invasive Species Council invasive plant species GENERAL COMMENTS: All-Points Technology Corp., P.C. (“APT”) performed an inspection of the ±18.83-acre subject property, which consists of three adjoining parcels located at the northwest intersection of Sullivan Avenue (State Route 194) and Kennedy Road in an industrial section of South Windsor, CT. The subject property currently consists of early successional forest, having been in agricultural use with cultivated fields has late as the 1990’s. An industrial building was constructed on the 67 Kennedy Road parcel in 1965. The historical agricultural use, industrial development of the subject property, and historic construction of the adjacent freight rail line (which has existed since at least the early 1900s) has resulted in various anthropogenic changes to the subject property including alternation to and possible creation of wetland areas. Two isolated wetlands, two wetlands with apparent season interconnectivity, and one wetland connected to an off-site seasonal intermittent watercourse were identified on the subject property. Wetland 5 is located in the northcentral portion of the 352 Sullivan Avenue parcel, immediately adjacent to freight railroad tracks located along the northern property boundary. This wetland functions primarily as a drainage swale along the south side of the tracks and conveys seasonal surface flows directing them to the west. A culvert conveys those seasonal flows under the tracks, which discharges onto the adjacent property on the north side of the tracks. This discharge flows into an unnamed intermittent watercourse that is a tributary to the Scantic River, which is located ±4,000 feet downstream of the subject property. !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! ? ? ? ? ? ? !(( !(( !((!(( !(( !(( !(( !(( !H !H ¬«194 KENNEDY RD STATE HWY 194 SULLIVAN AVE Wetland 1 Wetland 2 Wetland 3 Wetland 4 Wetland 5 WF 5-01/08 WF 2-12 WF 2-1F/1-14 WF 2-1E/1-13 WF 2-1Q WF 1-01 WF 3-01/10 WF 4-01/20 C:\Users\mkope\Dropbox (APT GIS)\APT GIS Team Folder\Projects\ScannellProperties_CT575\Kennedy_Rd_SWindsor_140\mxd\Kennedy_Rd_Wetland Inspection Map REVISED.mxd Wetland Inspection Map Map Notes:Base Map Source: 2019 CT Aerial Imagery (CTECO)Map Scale: Map Date: March 2022 Legend Site !((Wetland Flag 80-Foot Upland Review Area Delineated Wetland Boundary Approximate Wetland Area ?Intermittent Watercourse !!!!Drainage Swale Approximate Parcel Boundary 200 0 200100 Feet 5 Proposed Development352 Sullivan Avenue & 67 & 68 Kennedy RoadSouth Windsor, Connecticut 1 inch = 200 feet