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HomeMy WebLinkAbout26-02P Partridge Meadow III - 555 Dart Hill Road Resubdivision555 Dart Hill Road LLC Partridge Meadow III NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 01/20/2026 P.O. BOX 1167 58 CONNECTICUT AVE, SUITE H SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL ENGINEERS | LAND SURVEYORS | PLANNERS | LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island since 1986 Narrative Statement Partridge Meadow III Minor Resubdivision Application 555 Dart Hill Road South Windsor, Connecticut DPI Project No. 5553 January 20, 2026 South Windsor homebuilder and developer, John Jacques, has recently acquired a 4.1+/- acre parcel at the southwest corner of Trumbull Lane and Dart Hill Road, known as 555 Dart Hill Road. This property was acquired through “555 Dart Hill Road, LLC”, of which John is a member. As depicted on the submitted resubdivision plans, the property had three buildings when acquired. The shed at the southwest corner has been removed, the large, dilapidated shed in the center of the property will be removed, as well as the old house at the northwest corner of the property. The overall neighborhood is characterized by three large single-family subdivisions, all built by entities associated with John’s family, and John participated in the construction of those development’s homes, infrastructure, and he participated in related entitlements. The first of the subdivisions to be built was Mountain View Estates, directly across from and northerly of 555 Dart Hill Road. That was followed by Partridge Meadow, to the west of the subject parcel, and then, 25 years ago, by Partridge Meadow II, which included the construction of Trumbull Lane with public water, sanitary sewers and stormwater drainage systems. Design Professionals, Inc. (DPI) was the civil engineer and land surveyor for that development. When John built Trumbull Lane, he included utility laterals for an anticipated three frontage lots on Trumbull Lane at the 555 Dart Hill Road parcel (the A-30 zone requires a minimum of 120 feet frontage, 20 feet side yard, 50 feet front and rear yards, lot depths of at least 150 feet, and a minimum lot size of 30,000 square feet), which is consistent with the lots in Partridge Meadow II and the other area subdivisions. These zoning dimensional requirements are wide enough to accommodate side load garages, when desired by homebuyers, and a large rear yard. The subject property is moderately sloping from the southwest corner down to the northeast corner. Ian Cole, a Professional Registered Soil Scientist/Professional Wetland Scientist, issued a Wetland Delineation Report on September 18, 2025, in which he concluded there are no jurisdictional regulated inland wetlands on the subject property or within 100 feet thereof. He also stated that the primary upland soils are moderately well-drained Narragansett silt loams. The property contains no federally-regulated flood plain either. The subject parcel was rezoned from Rural Residential to A-30 Residential by the South Windsor Planning & Zoning Commission on September 9, 2025. The subject resubdivision is thus in the same zoning district as and consistent with the three aforementioned large subdivisions built decades ago. Mr. Jacques’ proposal is to resubdivide the property into four new building lots, which does not involve construction of any new streets or extension of a major utility, and thus it meets the definition of a “Minor Resubdivision Application” in the Town’s subdivision regulations. All four lots exceed the dimensional requirements in the A-30 zoning district. Lot No. 1 will have 1.69 acres of land area (2.3 times G:\jobs\5553\Docs\Applications\Re-Subdivision Plan 2026\DPI # 5553 Narrative Statement, January, 2026.docx the minimum), 163+ feet of frontage on the south side of Dart Hill Road, and a lot depth of 429+ feet. Lot Nos. 1-3 will have frontage on Trumbull Lane. Of those, Lot No. 2, being a corner lot, will have a full acre of land area, 186+ feet of frontage on Trumbull Lane, and a lot depth of 287+ feet. Lot No. 3, the middle of the three, will have a land area of 33,414 square feet, frontage on Trumbull Lane of 131+ feet, and a lot depth of 278+ feet. The southerly most lot, No. 4, which abuts the Partridge Meadow II subdivision, will have 32,219 square feet of lot area, 131+ feet of frontage, and a lot depth of 268+ feet. All four lots are oversized, and thus can accommodate a large two-story colonial or ranch style residence with a three car garage. Lot Nos. 1 and 2 have adequate room for a side load garage, and Lot Nos. 3 & 4 will have front load garages. Although the house on the proposed Lot No. 1 is now served by a driveway with two curb cuts on Dart Hill Road, the resubdivision plan eliminates one curb cut in furtherance of access management. The entire four lot subdivision will be subject to Section 2.24.3 of the zoning regulations, which will require the applicant to make a $50,000 payment into the Town’s Housing Trust Fund Account established for the purpose of planning, subdividing, acquiring, developing or managing affordable housing units in South Windsor. All four residences will be connected to public sanitary sewer, public water and storm drainage utilities previously installed by the applicant in Trumbull Lane. Our design team at DPI consists of Peter DeMallie, Principal in charge, Daniel Jameson, P.E., Director of Engineering, Barbara Schmitt, P.L.A, Landscape Architect, and Qwuacii Cousins, EIT, Project Engineer. The boundary and topographical surveys were prepared under the direction of Lawrence Geissler, L.S., V.P. for Surveying, and Barry Clarke, L.S., Director of Surveying. The subdivision plans depict one shallow water quality/detention basin at the southwest corner of Lot No. 1, and three small and shallow drainage depressions in front of the proposed homes on the Trumbull Lane lots. These latter facilities are for stormwater attenuation. These features are described more fully in the accompanying stormwater drainage report. Erosion control measures meet the guidelines of the December 2025 DEEP state erosion control document. For marketing purposes, the applicant has elected to identify the four-lot luxury subdivision as “Partridge Meadow III”. Applications have been submitted to the South Windsor Inland Wetlands Agency pursuant to its conservation plan requirements (no wetlands application is warranted), and to the South Windsor Planning & Zoning Commission for minor resubdivision approval. These applications will be followed by an application to the South Windsor Water Pollution Control Authority for permission to connect to the Town’s sanitary sewer system in Trumbull Lane. P.0.BOX 1167 58H CONNECTICUT AVENUE SOUTH WINDSOR,CT 06074 PHONE:860.291.8755 FAX:860.291.8757 www.designprofessiona|sinc.com CIVIL ENGINEERS i PLANNERS i SURVEYORS i LANDSCAPE ARCHITECTS Serving Connecticut,Massachusetts,&Rhoda Island Since 1936 January 20,2026 Dear Abutting Property Owner: Re:PARTRIDGE MEADOW III JAN 2 Minor Subdivision Application 555 DART HILL ROAD 555 DART HILL ROAD LLC In accordance with Section 73b of the "Town of South Windsor lnland Wetlands,Watercourses,and Conservation Regulations",we are required to notify you that a conservation application has been filed on the property abutting yours at the above-referenced address and is subject to a hearing by the lnland 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,youarenotrequiredtoattend.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 the Environmental Planner/Conservation Officer,Planning Department,860-644»2511,ext.2250. Furthermore,in accordance with the Rules &Regulations of the South Windsor Planning &Zoning Commission,youareherebynotifiedthatanapplicationhasbeenfiledonthepropertyabuttingyoursattheabove—referenced address.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,youarenotrequiredtoattend.You may also submit written comments regarding the application prior to the meeting if you so desire.For further information regarding the specific date this application will be heard,please contact Michele Lipe,AICP,Director of Planning,at the South Windsor Planning Department at 860644—2511,ext.2252. 3026 lard .H WINDSOR FMNH‘NG DEPT Ifyou 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. $KWJ Peter R.DeMallie President &Principal Cc:Town of South Windsor Applicant Property Owner TOWN OF SOUTH WINDSOR,CONNECTICUT Parcei iD Site Address Owner Name Mai[ing Address Mailing City Mailing State Mailing Zip 71100035 35 PHEASANT WAY SUNDARESAN RAMACHANDRAN&35 PHEASANT WAY SOUTH WINDSOR CT 06074-0000 71100045 45 PHEASANT WAY CANTOR ELAINE TR 45 PHEASANT WAY SOUTH WINDSOR CT 06074-0000 63300011 11 NEWMARKER ROAD GANDHI NEHAL B TR &11 NEWMARKER ROAD SOUTH WINDSOR CT 06074-0000 25800555 555 DART HILL ROAD 555 DART HILL ROAD LLC 555 DART HILL ROAD SOUTH WINDSOR CT 06074-0000 26700010 10 DEBBIE DRIVE KILBURN CHRISTINE 10 DEBBIE DRIVE SOUTH WINDSOR CT 06074-0000 71100011 11 PHEASANT WAY FLOREZ AISHA 11 PHEASANT WAY SOUTH WINDSOR CT 06074-0000 63300015 15 NEWMARKER ROAD DESY MATTHEW G &JOANN R 15 NEWMARKER ROAD SOUTH WINDSOR CT 06074-0000 25800601 601 DART HILL ROAD MORGAN LANCELOT P &NADRA D 601 DART HILL RD SOUTH WINDSOR CT 06074-0000 71100025 25 PHEASANT WAY CHAN MICHAEL W &25 PHEASANT WAY SOUTH WINDSOR CT 06074»0000 71100015 15 PHEASANT WAY CRAIG MICHAEL S &NICOLE M 15 PHEASANT WAY SOUTH WINDSOR CT 06074-0000 25800525 525 DART HILL ROAD STEVENS DAVID 525 DART HILL ROAD SOUTH WINDSOR CT 06074-0000 85800037 37 STEPHANIE LANE SOUTH WINDSOR TOWN OF 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074-0000 90200051 51TRUMBULL LANE SHABAZIAN JOSEPH I &GRACEANN 51 TRUMBULL LANE SOUTH WINDSOR CT 06074-0000 90200063 63 TRUMBULL LANE BURDZY MATTHEW P 63 TRUMBULL LANE SOUTH WINDSOR CT 06074-0000 90200075 75 TRUMBULL LANE JAYAPRASAD SURESH 75 TRUMBULL LANE SOUTH WINDSOR CT 06074-0000 90200083 83 TRUMBULL LANE CAHOON JEFFREY M &MARY ANN 83 TRUMBULL LANE SOUTH WINDSOR CT 06074—0000 90200086 86 TRUMBULL LANE GOODALL TODD E &PAMELA G 86 TRUMBULL LANE SOUTH WINDSOR CT 06074-0000 90200076 76 TRUMBULL LANE HAVENS EDWARD JR &MARIE T 76TRUMBULL LANE SOUTH WINDSOR CT 06074—0000 54800041 41 MADISON WAY KAMMULURI RATNA KUMAR 41 MADISON WAY SOUTH WINDSOR CT 06074-0000 54800055 55 MADISON WAY SHARMA ANMOL &55 MADISON WAY SOUTH WINDSOR CT 06074-0000 54800060 60 MADISON WAY RHODES JOSHUAW &MEGHAN E 60 MADISON WAY SOUTH WINDSOR CT 06074-0000 54800054 54 MADISON WAY AYOTTE GARY E &DANI 54 MADISON WAY SOUTH WINDSOR CT 06074-0000 54800042 42 MADISON WAY LANDINO DAVID J &TERESAJ 42 MADISON WAY SOUTH WINDSOR CT 06074—0000 54800030 30 MADISON WAY ALTER TIMOTHY &DEBORAH 30 MADISON WAY SOUTH WINDSOR CT 06074-0000 54800020 20 MADISON WAY SYLVESTER DANIEL E &SHERYL A 20 MADISON WAY SOUTH WINDSOR CT 06074—0000 54800010 10 MADISON WAY LOMBARDO KENDRICK D &JANNA L 10 MADISON WAY SOUTH WINDSOR CT 06074~0000 90200048 48 TRUMBULL LANE PELLETIER MICHAEL L &VICKY ROSE 48 TRUMBULL LANE SOUTH WINDSOR CT 06074-0000 25800605 605 DART HILL ROAD ROSAJAMESJ 8 RENELLE P REVTRUST 36 SUSAN ROAD VERNON CT 06066-0000 5553 UNITED STATESFOSTALSERVICEw °‘ U.S.POSTAGE PAID e\ SOUTH WINDSOR.CT JAN 22 26AMOUNTol‘h 0000 $5 60 2324N503829 35 1 Name and Address 01 Sender 555A Dmg'r ‘H‘kl"2'9 Check type of mai!or service D D AdunSIgnalura AduMSignaxure Resmcwd Required Dahvary-U D Pvionly Ragi;lamd Mail Mail Express (é) D Calledan Dellvery(COD)D Signaluve Conn nan D Insumd Mail D Signalure Confirm ion E]Priority Mall Resulcled Dalivery /O4 ;/Affx x w; 51;“p I} H O» e\ \ IR uya!vwf‘ata /USPS YracklnglAnlde Numbar Addressee (Name.sweet any.sme,s ZIP Codew)\Pastagé‘x L §%':s)(Exuy‘¢andtin Che 'Acxum valuei!Rsgislered Insured Value Due Secnggl ASRFee ASRDFee RDFee RRFee ‘scFee SCRD Fee SH Fee 1.—TIMOTHY &DEBORAH ALTER-30 MADISON WAY~SOUTH WINDSOR,CT 06074 2..DANIEL E &SHERYL A SYLVESTER20MADISONWAY SOUTH WINDSOR,CT 06074 3.—MICHAEL L &VICKY ROSE PELLETIER ‘ -48 TRUMBULL LANE'SOUTH WINDSOR,CT 06074 4.555 DART HILL ROAD LLC555DARTHILLROAD SOUTH WINDOSR,CT 06074 5.-LANCELOT P &NADRA D MORGAN'601 DART HILL ROAD'SOUTH WINDSOR,CT 06074 6.DAVID STEVENS 525 DART HILL ROAD SOUTH WINDSOR,CT 06074 7..TOWN OF SOUTH WINDSOR1540SULLIVANAVENUE SOUTH WINDSOR,CT 06074 8.I-JOSEPH i &GRACE ANN SHABAZIAN _ '51 TRUMBULL LANE'SOUTH WINDSOR.CT 05074 Total Number 01 Places Listed by Sender TatalNumber of Pieces Received al Posl Office Pa.s}masler.Pei {Name a!receiving emplayae} PS Form 3877.January 2017 (Page 1 of 2)Complete in lnk"Privacy Notice:For more information on USPS prlvacy pollcles.vlslt usps.cam/privacypolicy.PSN 7530-024100-9098 © ··· es i g n ro f e s s i o n a l s esign rofessionals · · · esign rofessionals 525 DART HILL ROAD STEVENS DAVID 25800525 555 DART HILL ROAD 555 DARTHILL ROAD LLC 25800555 601 DART HILL ROAD MORGAN LANCELOT P & NADRA D 25800601 605 DART HILL ROAD ROSA JAMES J & RENELLE P REV TRUST 25800605 10 DEBBIE DRIVE KILBURN CHRISTINE 26700010 10 MADISON WAY LOMBARDO KENDRICK D & JANNA L 54800010 20 MADISON WAY SYLVESTER DANIEL E & SHERYL A 54800020 30 MADISON WAY TARGET CORPORATION T1249 54800030 41 MADISON WAY KAMMULURI RATNA KUMAR 54800041 42 MADISON WAY LANDINO DAVID J & TERESA J 54800042 54 MADISON WAY AYOTTE GARY E & DANI 54800054 55 MADISON WAY SHARMA ANMOL &54800055 60 MADISON WAY RHODES JOSHUA W & MEGHAN E 54800060 11 NEWMARKER ROAD GANDHI NEHAL B TR &63300011 15 NEWMARKER ROAD DESY MATTHEW G & JOANN R 63300015 11 PHEASANT WAY FLOREZ AISHA 71100011 15 PHEASANT WAY CRAIG MICHAEL S & NICOLE M 71100015 25 PHEASANT WAY CHAN MICHAEL W &71100025 35 PHEASANT WAY SUNDARESAN RAMACHANDRAN&71100035 45 PHEASANT WAY CANTOR ELAINE TR 71100045 37 STEPHANIE LANE SOUTH WINDSOR TOWN OF 85800037 48 TRUMBULL LANE PELLETIER MICHAEL L & VICKY ROSE 90200048 51 TRUMBULL LANE SHABAZIAN JOSEPH I & GRACE ANN 90200051 63 TRUMBULL LANE BURDZY MATTHEW P 90200063 75 TRUMBULL LANE JAYAPRASAD SURESH 90200075 76 TRUMBULL LANE HAVENS EDWARD JR & MARIE T 90200076 83 TRUMBULL LANE CAHOON JEFFREY M & MARY ANN 90200083 86 TRUMBULL LANE GOODALL TODD E & PAMELA G 90200086 © ··· es i g n ro f e s s i o n a l s 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 Not to Scale TREE PROTECTION DETAIL Not to Scale TREE PLANTING DETAIL © ··· es i g n ro f e s s i o n a l s “ ” · ·” ·“” · · · Not to Scale BITUMINOUS CONCRETE LIP CURB1 Not to Scale STORM DRAIN TRENCH SECTION3 Not to Scale RIPRAP INLET PROTECTION2 © ··· es i g n ro f e s s i o n a l s Not to Scale RESIDENTIAL DRIVEWAY DETAILS4 Not to Scale RESIDENTIAL BITUMINOUS DRIVEWAY SECTION6 Not to Scale PERMANENT PAVEMENT PATCH - TOWN ROADS5 Not to Scale CONCRETE SIDEWALK - PUBLIC ROADS7 © ··· es i g n ro f e s s i o n a l s Not to Scale WATER TRENCH SECTION10 Not to Scale SANITARY SEWER TRENCH SECTION8 Not to Scale ROOF LEADER / SANITARY CLEANOUT9 Not to Scale BUILDING SEWER12 Not to Scale SANITARY LATERAL MANHOLE CONNECTION13 Not to Scale ELECTRIC / TELECOMMUNICATIONS TRENCH11 © ··· es i g n ro f e s s i o n a l s IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310 SYSTEM 1.STORMTECH SC-310 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 3" (75 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE; AASHTO M43 #3, 357, 4, 467, 5, 56, OR 57. 8.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". 2.THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-800-821-6710 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. SC-310 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH SC-310. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE OR POLYETHYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLYETHYLENE) OR ASTM F2418 (POLYPROPYLENE), "STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 325 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2922 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 10.MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. 11.ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. D C B A 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.3.25 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 16" (400 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 OR RECYCLED CONCRETE5 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 OR RECYCLED CONCRETE5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS 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. 4.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. 5.WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS 'A' OR 'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL". NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLYETHYLENE) OR ASTM F2418 (POLYPROPYLENE), "STANDARD SPECIFICATION FOR 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.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. REFERENCE STORMTECH DESIGN MANUAL FOR BEARING CAPACITY GUIDANCE. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2” (50 mm). ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 325 LBS/FT/%. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. PERIMETER STONE (SEE NOTE 4) SC-310 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 16" (400 mm) MIN 8' (2.4 m) MAX 3" (75 mm) MIN *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 22" (560 mm). 6" (150 mm) MIN 12" (300 mm) MIN 12" (300 mm) MIN34" (864 mm) 6" (150 mm) MIN (SEE NOTE 3) 16" (406 mm) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) SC-310 CROSS SECTION DETAIL IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-800 SYSTEM 1.STORMTECH SC-800 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH SC-800 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 3" (75 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE; AASHTO M43 #3, 357, 4, 467, 5, 56, OR 57. 8.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH SC-800 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". 2.THE USE OF CONSTRUCTION EQUIPMENT OVER SC-800 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-800-821-6710 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. SC-800 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH SC-800. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 700 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 10.MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. 11.ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. FOR STORMTECH INSTALLATION INSTRUCTIONS VISIT OUR WEBSITE SiteAssist D C B A ACCEPTABLE FILL MATERIALS: STORMTECH SC-800 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. 4.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. 5.WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS 'A' OR 'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL". 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 15" (375 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 OR RECYCLED CONCRETE5 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 OR RECYCLED CONCRETE5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 12" (300 mm) MIN 12" (300 mm) MIN51" (1295 mm)3" (75 mm) MINSUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 8' (2.4 m) MAX ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 21" (525 mm). **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. 15" (375 mm) MIN* 6" (150 mm) MIN EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) PERIMETER STONE (SEE NOTE 4) SC-800 END CAP 33" (838 mm) 6" (150 mm) MIN (SEE NOTE 3) 12" (300 mm) HDPE ACCESS PIPE REQUIRED USE EZ END CAP PART #: SC310ECEZ INSTALL FLAMP ON 12" (300 mm) ACCESS PIPE PART#: SC31012RAMP SC-310 ISOLATOR ROW PLUS DETAIL SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) CATCH BASIN OR MANHOLE SC-310 ISOLATOR ROW PLUS DETAIL NTS OPTIONAL INSPECTION PORT SC-310 END CAP SC-310 CHAMBER STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ONE LAYER OF ADSPLUS625 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD 3 SC-800 ISOLATOR ROW PLUS DETAIL CATCH BASIN OR MANHOLE SC-800 ISOLATOR ROW PLUS DETAIL NTS SC-800 END CAP OPTIONAL INSPECTION PORT SC-800 CHAMBER ONE LAYER OF ADSPLUS625 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE END CAP PART #: SC800ECEZ STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) INSTALL FLAMP ON 24" (600 mm) ACESS PIPE PART #: SC80024RAMP ELEVATED BYPASS MANIFOLD 3 NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION CREST. STORMTECH CHAMBER 8" (200 mm) NYLOPLAST UNIVERSAL INLINE DRAIN BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR ASPHALT OVERLAY FOR TRAFFIC APPLICATIONS 12" (300 mm) MIN WIDTH 8" (200 mm) MIN THICKNESS OF ASPHALT OVERLAY AND CONCRETE COLLAR 4" PVC INSPECTION PORT DETAIL (SC SERIES CHAMBER) NTS CONCRETE COLLAR / ASPHALT OVERLAY NOT REQUIRED FOR GREENSPACE OR NON-TRAFFIC APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION CREST NYLOPLAST 8" (200 mm) LOCKING SOLID COVER AND FRAME 4" PVC INSPECTION PORT DETAIL (SC SERIES CHAMBER) INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SC-800 CROSS SECTION DETAIL1 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2.SC-800 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3.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. REFERENCE STORMTECH DESIGN MANUAL FOR BEARING CAPACITY GUIDANCE. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2” (50 mm). ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 700 LBS/FT/%. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. Advanced Drainage Systems, Inc. D D es i g n ro f e s s i o n a l s © ···· · · · Stormwater Management Report Partridge Meadow III Resubdivision Plan 555 Dart Hill Road South Windsor, CT Prepared for: John Jacques Dart Hill Road, LLC 67 Ridge Road South Windsor, CT Prepared by: Design Professionals, Inc. 58 Connecticut Avenue, Suite H South Windsor, CT January 20, 2026 Table of Contents Section Page Introduction 1 Pre-Development Site Conditions 1 Post-Development Site Conditions 2 Analysis of Results 4 Water Quality 4 Conclusion 5 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report C NRCS Soil Map & Data D NOAA Atlas 14 Precipitation Data E DPI Test Pit Results F Water Quality Calculations Water Quality Flow Stormtech Isolator Row Plus: Summary of Testing G Drainage Area Maps Existing Drainage Map Proposed Drainage Map Introduction On behalf of Dart Hill Road, LLC our client John Jacques, proposes the resubdivision of the 4.1± ac parcel property located at 555 Dart Hill Road as identified by the Town of South Windsor Property Listing Report as Parcel 118-35 (GIS Pin: 25800555). This proposed resubdivision will generate 4 residential lots, one (1) fronting Dart Hill Road, three (3) fronting Trumbull Lane. For the conceptual layout, one (1) dwelling unit per lot was considered each with an annexed garage and driveway. Anticipated site improvements were also considered to include concrete walks, landscaped screening and stormwater best management practices (BMP’s). The estimated on-site disturbance is 3.77± ac, total disturbance including the right-of-way is 3.96± ac with no identified wetlands or wetland upland areas on site. For further details, please refer to the plans entitled “Partridge Meadow III ~ 555 Dart Hill Road ~ South Windsor, CT” prepared by Design Professionals, Inc. (DPI) and dated January 20, 2026 as amended. Pre-Development Site Conditions The parcel is residential in use, located in the Residential (A-30) Zone and accessed directly from Dart Hill Road bordering the Northern property boundary. The site features existing structures include a (1,500± GFA) 1.4 story, cape style dwelling with several outbuildings. Impervious cover is attributed to the residential structures as described, including the bituminous driveway looping back to Dart Hill Road connecting the dwelling with the larger outbuilding, and an additional curb cut - evidence of a once potential driveway location. The remaining landcover is predominantly grass, centrally located, forming a clearing for the impervious structures. The limits of grass are bordered by woods in an almost continuous screen extending towards the property boundaries. Soil Types B and C were identified on site based on the Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping. Refer to Appendix C for The NRCS Soil Maps & Data. For field testing, conducted by DPI, refer to Test Pit results in Appendix E. Review of the existing topography determined that slopes gradually decline across the subject parcel with drainage tending from the Southwestern property boundary, Northeast, towards the intersection of Dart Hill Road and Trumbull Lane. Moreover, this trend continues West, with the site accepting flow from a sizeable upland area. Contributing flow from this upland area, enters the site from the Western and Southern property boundaries. The landcover is comprised mainly of woodlands - with some flow from urban residential development. Note, at the Southern property boundary contour elevations suggest a gentle berm which promotes divergence of runoff along the property boundary (North and South). It is expected that stormwater runoff will enter the site towards the Eastern site of the southern property line where contours taper to lower elevations. In general stormwater runoff discharges to Dart Hill Road and Trumbull Lane, from then on, this flow concatenates, with outflow to Campbell Brook on the other side of Dart Hill Road. Drainage divides were identified based on the subsequent flow to the catch basins along the roadways. As depicted on the Existing Drainage Map enclosed in Appendix G with six (6) areas identified (E1 though E6). Based on the Drainage Areas three Design Points were modelled. Design Point 1 (DPI 1) considered offsite flow to a Catch Basin along Dart Hill Road. Design Point 2 (DP2) considered stormwater runoff to the Double Catch Basin at the intersection of Dart Hill Road and Trumbull Lane and Design Pont 3 (DP3) considered the flow to the Catch basin on Dart Hill Road which drains East towards a sediment structure and existing Water Quality Basin. During the development of the neighboring Patridge Meadow II, stormwater management outlined and implemented this sediment structure and water quality basin - due East - of the site. Another sediment structure was also proposed at the corner of Trumbull Lane and Dart Hill Road opposite the double catch basin. Review of the stormwater report for the Partridge Meadow II subdivision from Town records, indicated that modelling of the water quality basin did not include redevelopment of the subject parcel. Proposed conditions analysis seeks to conserve the flow to the catch basins servicing this water quality basin as detailed in the following section. For Pre-Development Drainage HydroCAD Report data refer to Appendix A. An assessment of the existing stormwater discharge at each design point was performed, utilizing the NRCS’s TR- 55 method to predict the peak rates of runoff and volumes. Peak rates of stormwater runoff discharging to the design point were evaluated for the 2-, 10-, 25-, 50- and 100-year storm events. NOAA Atlas 14 precipitation data was obtained to determine precipitation depths for each rain event. The NOAA Type D rainfall distribution was used for modeling design storms as recommended in the 2024 Connecticut Stormwater Manual. NOAA Atlas 14 precipitation data for the site is included as Appendix D. Post Development Site Conditions As alluded to above, resubdivision of the parcel for residential use will generate four (4) lots, branded Lot 1, Lot 2, Lot 3 and Lot 4 for simplicity, with areas of 1.59±, 1.00±, 0.77± and 0.74± ac respectively. Proposed redevelopment will include the demolition and clearing of the existing dwelling, garage, outbuildings, woods and bituminous surfaces to facilitate the construction of four (4) residential dwellings. Each lot will feature one (1) dwelling with annexed three car garage. Additionally, to mitigate against any future development changes to impervious cover during site planning, a supplementary buffer of 1,600 sqft of impervious area was also considered in proposed drainage analysis (for each lot). In terms of stormwater management practices, stormwater discharge was evaluated based on the design considerations specified in the 2024 Connecticut Stormwater Quality Manual. In accordance with the manual, proposed site changes should result in stormwater runoff rates equal to or less than existing reported values. Stormwater management and water quality considerations were evaluated in tandem. Design Points were conserved and a series of drainage depressions were utilized to conserve flow. For Water Quality considerations, refer to Water Quality Section. Taking advantage of the natural hydrology, for Lot 1, a drainage depression (DD1) is proposed along the Southwestern property to intercept upland flow and is relieved by a 4” PVC pipe and 24” yard drain grate which discharges through a 6” HDPE pipe to an erosion control mat just West of the proposed property boundary. This attenuation of stormwater discharge was so designed to minimize outflow from the site during large storm events. For the remaining lots, gradual swales were delineated on either side of the dwellings to similarly intercept and concentrate upland flow into drainage depressions in the front yard of each lot; drainage depressions: DD2, DD3 and DD4 corresponding to Lots 2, 3 and 4 respectively. These drainage depressions were modelled with 5:1 slopes to allow for ease of maintenance and preserve the aesthetic value of the lots; primarily intended for control of 2-yr storm events. Depressions will be alleviated by a combination of pipes connected to isolation rows prior to discharge to existing catch basins. Furthermore, the crest spillway for each depression was modelled as a broad crested weir in HydroCAD simulations to mimic stormwater flow during large storm events. For drainage depressions DD2 and DD4, secondary drainage over the spillway is directed to the same design point as the outlet pipe. The spillway for DD3 is more nuanced. The outlet pipe connects directly to the existing catch basin considered as a part of DP3; however, any potential overflow - through the virtue of existing grades - will drain towards the catch basin considered for DP2. Proposed drainage divides were modified to consider an isolated area for directed flow to drainage depressions and bypass flow to each design point such that ten (10) divides were considered (P1 through P7). As depicted on the Proposed Drainage Map (Appendix G). For Post-Development Drainage HydroCAD Reports refer to Appendix B. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD modeling software using National Resource Conservation Service (NRCS) hydrology methods. The locations identified as points of interest for assessing stormwater runoff discharge rates were modeled to compare existing and proposed site conditions. The following table contains the data generated from HydroCAD: Reach (cfs) 2-year 10-year 25-year 50-year 100-year DP#1 – Flow to Dart Hill Road Pre 0.56 1.15 1.54 1.82 2.13 Post 0.53 1.11 1.49 1.77 2.08 DP#2 – Flow to Intersection of Dart Hill Road and Trumbull Lane Pre 1.03 4.32 6.91 8.97 11.37 Post 0.98 4.01 6.47 8.45 10.52 DP#3 – Flow to Trumbull Lane Pre 0.55 3.39 5.79 7.73 10.00 Post 0.48 3.32 5.31 6.80 8.52 As indicated in the table above, the project will result in proposed peak runoff rates that are less than the runoff rates of the existing conditions for the design storms considered. In accordance with the 2024 Connecticut Stormwater Quality Manual, Stormwater Management Standard 2 requires a 50% reduction of the peak flow rate for a 2-yr 24hr storm. This requirement may be waived if there is less than 1 acre of Directly Connected Impervious Areas (DCIA). For this project, The DCIA is expected to be less than 1 acre for the final site plan design including the proposed dwellings, garages, driveways and other impervious areas; as such, this would allow for the 50% reduction to the 2-yr storm flow to be waived. Water Quality To satisfy Stormwater Management Standard 1 of the 2024 Connecticut Stormwater Quality Manual, water quality volume should be retained onsite. For the resubdivision water quality is provided by three isolation rows located on the outlets from the drainage depression on Lots 2, 3 and 4. The isolation rows were sized to treat the determined water quality flow rate for the proposed drainage areas draining to them. Respective sizing was based on the provided Stormtech Isolator Row Plus: Summary of Testing (Refer to Appendix F). Treatment is provided by the Stormtech treatment models rated for 80% TSS Removal (or equivalent) as follows: Lot 2: DD2 – Stormtech SC-310 rated for up to 0.16 cfs, 0.121 cfs needed Lot 3: DD3 – Stormtech SC-800 rated for up to 0.256 cfs, 0.170 cfs needed Lot 4: DD4 – Stormtech SC-310 rated for up to 0.16 cfs, 0.154 cfs needed Stormwater Management Standards 3 through 5 - the Construction of Soil Erosion and Sediment Control and Post Construction Operation Maintenance and the Stormwater Management Plan respectively – are satisfied in the enclosed Erosion and Sedimentation control plans as referenced. This includes silt fences, coir logs, temporary sediment traps and basin(s), stockpile areas, and other measures to control sediment accumulation from construction activities. Refer to the site plan entitled “Partridge Meadow III ~ 555 Dart Hill Road ~ South Windsor, CT ” prepared by Design Professionals, Inc. and dated January 20, 2026 as amended for E&S plans, construction sequencing, and post-construction stormwater maintenance requirements. Considerations for Drainage Depression maintenance are also provided. 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 existing stormwater conditions. APPENDIX A (Pre-Development Drainage HydroCAD Report) DP2 DP3 EXISTING CONDITIONS Flow to INT. Dart Hill Road & Trumbull Lane Flow to Trumbull LaneFlow to Dart Hill Road DP1 E1 E1 (DP1) E2 E2 E3 E3 E4 E4 E5 E5 E6 E6 E7 E7 DP2 DP2 DP3 DP3 Routing Diagram for 5553 - HYDROCAD Prepared by Design Professionals Inc., Printed 1/20/2026 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Appendix A - Existing Conditions 5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr NOAA 24-hr D Default 24.00 1 3.15 2 2 10-yr NOAA 24-hr D Default 24.00 1 4.97 2 3 25-yr NOAA 24-hr D Default 24.00 1 6.11 2 4 50-yr NOAA 24-hr D Default 24.00 1 6.94 2 5 100-yr NOAA 24-hr D Default 24.00 1 7.86 2 Appendix A - Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,535 sf 58.80% Impervious Runoff Depth=1.43"Subcatchment E1: E1 (DP1) Tc=6.0 min CN=81 Runoff=0.56 cfs 0.040 af Runoff Area=12,520 sf 37.61% Impervious Runoff Depth=1.24"Subcatchment E2: E2 Tc=8.0 min CN=78 Runoff=0.38 cfs 0.030 af Runoff Area=7,228 sf 27.92% Impervious Runoff Depth=0.80"Subcatchment E3: E3 Tc=8.0 min CN=70 Runoff=0.13 cfs 0.011 af Runoff Area=68,392 sf 5.82% Impervious Runoff Depth=0.46"Subcatchment E4: E4 Flow Length=940' Tc=20.2 min CN=62 Runoff=0.36 cfs 0.060 af Runoff Area=207,163 sf 6.29% Impervious Runoff Depth=0.42"Subcatchment E5: E5 Flow Length=1,605' Tc=40.4 min CN=61 Runoff=0.69 cfs 0.168 af Runoff Area=208,722 sf 3.61% Impervious Runoff Depth=0.32"Subcatchment E6: E6 Flow Length=1,119' Tc=23.9 min CN=58 Runoff=0.52 cfs 0.129 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=0.75"Subcatchment E7: E7 Tc=10.0 min CN=69 Runoff=0.06 cfs 0.006 af Inflow=1.03 cfs 0.269 afLink DP2: DP2 Primary=1.03 cfs 0.269 af Inflow=0.55 cfs 0.135 afLink DP3: DP3 Primary=0.55 cfs 0.135 af Total Runoff Area = 11.993 ac Runoff Volume = 0.443 af Average Runoff Depth = 0.44" 92.16% Pervious = 11.054 ac 7.84% Impervious = 0.940 ac Appendix A - Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,535 sf 58.80% Impervious Runoff Depth=2.96"Subcatchment E1: E1 (DP1) Tc=6.0 min CN=81 Runoff=1.15 cfs 0.082 af Runoff Area=12,520 sf 37.61% Impervious Runoff Depth=2.69"Subcatchment E2: E2 Tc=8.0 min CN=78 Runoff=0.84 cfs 0.064 af Runoff Area=7,228 sf 27.92% Impervious Runoff Depth=2.01"Subcatchment E3: E3 Tc=8.0 min CN=70 Runoff=0.36 cfs 0.028 af Runoff Area=68,392 sf 5.82% Impervious Runoff Depth=1.42"Subcatchment E4: E4 Flow Length=940' Tc=20.2 min CN=62 Runoff=1.55 cfs 0.186 af Runoff Area=207,163 sf 6.29% Impervious Runoff Depth=1.35"Subcatchment E5: E5 Flow Length=1,605' Tc=40.4 min CN=61 Runoff=3.08 cfs 0.535 af Runoff Area=208,722 sf 3.61% Impervious Runoff Depth=1.15"Subcatchment E6: E6 Flow Length=1,119' Tc=23.9 min CN=58 Runoff=3.31 cfs 0.460 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=1.94"Subcatchment E7: E7 Tc=10.0 min CN=69 Runoff=0.17 cfs 0.014 af Inflow=4.32 cfs 0.813 afLink DP2: DP2 Primary=4.32 cfs 0.813 af Inflow=3.39 cfs 0.474 afLink DP3: DP3 Primary=3.39 cfs 0.474 af Total Runoff Area = 11.993 ac Runoff Volume = 1.370 af Average Runoff Depth = 1.37" 92.16% Pervious = 11.054 ac 7.84% Impervious = 0.940 ac Appendix A - Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,535 sf 58.80% Impervious Runoff Depth=3.98"Subcatchment E1: E1 (DP1) Tc=6.0 min CN=81 Runoff=1.54 cfs 0.111 af Runoff Area=12,520 sf 37.61% Impervious Runoff Depth=3.68"Subcatchment E2: E2 Tc=8.0 min CN=78 Runoff=1.14 cfs 0.088 af Runoff Area=7,228 sf 27.92% Impervious Runoff Depth=2.89"Subcatchment E3: E3 Tc=8.0 min CN=70 Runoff=0.52 cfs 0.040 af Runoff Area=68,392 sf 5.82% Impervious Runoff Depth=2.17"Subcatchment E4: E4 Flow Length=940' Tc=20.2 min CN=62 Runoff=2.47 cfs 0.283 af Runoff Area=207,163 sf 6.29% Impervious Runoff Depth=2.08"Subcatchment E5: E5 Flow Length=1,605' Tc=40.4 min CN=61 Runoff=5.00 cfs 0.824 af Runoff Area=208,722 sf 3.61% Impervious Runoff Depth=1.83"Subcatchment E6: E6 Flow Length=1,119' Tc=23.9 min CN=58 Runoff=5.67 cfs 0.729 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=2.80"Subcatchment E7: E7 Tc=10.0 min CN=69 Runoff=0.25 cfs 0.021 af Inflow=6.91 cfs 1.236 afLink DP2: DP2 Primary=6.91 cfs 1.236 af Inflow=5.79 cfs 0.750 afLink DP3: DP3 Primary=5.79 cfs 0.750 af Total Runoff Area = 11.993 ac Runoff Volume = 2.096 af Average Runoff Depth = 2.10" 92.16% Pervious = 11.054 ac 7.84% Impervious = 0.940 ac Appendix A - Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,535 sf 58.80% Impervious Runoff Depth=4.75"Subcatchment E1: E1 (DP1) Tc=6.0 min CN=81 Runoff=1.82 cfs 0.132 af Runoff Area=12,520 sf 37.61% Impervious Runoff Depth=4.42"Subcatchment E2: E2 Tc=8.0 min CN=78 Runoff=1.37 cfs 0.106 af Runoff Area=7,228 sf 27.92% Impervious Runoff Depth=3.57"Subcatchment E3: E3 Tc=8.0 min CN=70 Runoff=0.65 cfs 0.049 af Runoff Area=68,392 sf 5.82% Impervious Runoff Depth=2.76"Subcatchment E4: E4 Flow Length=940' Tc=20.2 min CN=62 Runoff=3.19 cfs 0.361 af Runoff Area=207,163 sf 6.29% Impervious Runoff Depth=2.66"Subcatchment E5: E5 Flow Length=1,605' Tc=40.4 min CN=61 Runoff=6.51 cfs 1.054 af Runoff Area=208,722 sf 3.61% Impervious Runoff Depth=2.37"Subcatchment E6: E6 Flow Length=1,119' Tc=23.9 min CN=58 Runoff=7.58 cfs 0.946 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=3.46"Subcatchment E7: E7 Tc=10.0 min CN=69 Runoff=0.31 cfs 0.026 af Inflow=8.97 cfs 1.570 afLink DP2: DP2 Primary=8.97 cfs 1.570 af Inflow=7.73 cfs 0.971 afLink DP3: DP3 Primary=7.73 cfs 0.971 af Total Runoff Area = 11.993 ac Runoff Volume = 2.673 af Average Runoff Depth = 2.67" 92.16% Pervious = 11.054 ac 7.84% Impervious = 0.940 ac Appendix A - Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,535 sf 58.80% Impervious Runoff Depth=5.61"Subcatchment E1: E1 (DP1) Tc=6.0 min CN=81 Runoff=2.13 cfs 0.156 af Runoff Area=12,520 sf 37.61% Impervious Runoff Depth=5.26"Subcatchment E2: E2 Tc=8.0 min CN=78 Runoff=1.62 cfs 0.126 af Runoff Area=7,228 sf 27.92% Impervious Runoff Depth=4.34"Subcatchment E3: E3 Tc=8.0 min CN=70 Runoff=0.78 cfs 0.060 af Runoff Area=68,392 sf 5.82% Impervious Runoff Depth=3.45"Subcatchment E4: E4 Flow Length=940' Tc=20.2 min CN=62 Runoff=4.04 cfs 0.451 af Runoff Area=207,163 sf 6.29% Impervious Runoff Depth=3.34"Subcatchment E5: E5 Flow Length=1,605' Tc=40.4 min CN=61 Runoff=8.28 cfs 1.323 af Runoff Area=208,722 sf 3.61% Impervious Runoff Depth=3.01"Subcatchment E6: E6 Flow Length=1,119' Tc=23.9 min CN=58 Runoff=9.82 cfs 1.202 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=4.23"Subcatchment E7: E7 Tc=10.0 min CN=69 Runoff=0.38 cfs 0.031 af Inflow=11.37 cfs 1.960 afLink DP2: DP2 Primary=11.37 cfs 1.960 af Inflow=10.00 cfs 1.234 afLink DP3: DP3 Primary=10.00 cfs 1.234 af Total Runoff Area = 11.993 ac Runoff Volume = 3.350 af Average Runoff Depth = 3.35" 92.16% Pervious = 11.054 ac 7.84% Impervious = 0.940 ac Appendix A - Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 (DP1) Runoff = 0.56 cfs @ 12.13 hrs, Volume= 0.040 af, Depth= 1.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 166 61 >75% Grass cover, Good, HSG B 142 74 >75% Grass cover, Good, HSG C * 8,547 98 Impervious Areas 5,680 55 Woods, Good, HSG B 14,535 81 Weighted Average 5,988 41.20% Pervious Area 8,547 58.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1: E1 (DP1) 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=14,535 sf Runoff Volume=0.040 af Runoff Depth=1.43" Tc=6.0 min CN=81 0.56 cfs Appendix A - Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: E2 Runoff = 0.38 cfs @ 12.16 hrs, Volume= 0.030 af, Depth= 1.24" Routed to Link DP2 : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 1,159 61 >75% Grass cover, Good, HSG B 1,415 74 >75% Grass cover, Good, HSG C * 4,709 98 Impervious Areas 1,540 55 Woods, Good, HSG B 3,697 70 Woods, Good, HSG C 12,520 78 Weighted Average 7,811 62.39% Pervious Area 4,709 37.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment E2: E2 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=12,520 sf Runoff Volume=0.030 af Runoff Depth=1.24" Tc=8.0 min CN=78 0.38 cfs Appendix A - Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E3: E3 Runoff = 0.13 cfs @ 12.16 hrs, Volume= 0.011 af, Depth= 0.80" Routed to Link DP2 : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 3,076 61 >75% Grass cover, Good, HSG B * 2,018 98 Impervious Areas 2,134 55 Woods, Good, HSG B 7,228 70 Weighted Average 5,210 72.08% Pervious Area 2,018 27.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment E3: E3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=7,228 sf Runoff Volume=0.011 af Runoff Depth=0.80" Tc=8.0 min CN=70 0.13 cfs Appendix A - Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E4: E4 Runoff = 0.36 cfs @ 12.37 hrs, Volume= 0.060 af, Depth= 0.46" Routed to Link DP2 : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 15,534 61 >75% Grass cover, Good, HSG B 9,629 74 >75% Grass cover, Good, HSG C * 3,977 98 Impervious Areas 37,113 55 Woods, Good, HSG B 2,139 70 Woods, Good, HSG C 68,392 62 Weighted Average 64,415 94.18% Pervious Area 3,977 5.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 56 0.1158 0.14 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 3.15" 3.3 44 0.0602 0.22 Sheet Flow, Grass Grass: Short n= 0.150 P2= 3.15" 0.0 12 0.3325 4.04 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 4.8 366 0.0658 1.28 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 0.6 44 0.0658 1.28 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 4.0 346 0.0417 1.43 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 0.8 72 0.0433 1.46 Shallow Concentrated Flow, Woods Short Grass Pasture Kv= 7.0 fps 20.2 940 Total Appendix A - Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E4: E4 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=68,392 sf Runoff Volume=0.060 af Runoff Depth=0.46" Flow Length=940' Tc=20.2 min CN=62 0.36 cfs Appendix A - Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E5: E5 Runoff = 0.69 cfs @ 12.71 hrs, Volume= 0.168 af, Depth= 0.42" Routed to Link DP2 : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 3,149 48 Brush, Good, HSG B 100,200 61 >75% Grass cover, Good, HSG B * 13,037 98 Impervious Areas 90,777 55 Woods, Good, HSG B 207,163 61 Weighted Average 194,126 93.71% Pervious Area 13,037 6.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.7 100 0.0254 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.15" 10.3 673 0.0470 1.08 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 4.6 374 0.0750 1.37 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 1.5 122 0.0380 1.36 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 0.1 18 0.0480 4.45 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.3 30 0.0460 1.50 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 0.7 43 0.0230 1.06 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 0.5 30 0.0340 0.92 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 2.4 188 0.0360 1.33 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 0.3 27 0.0880 1.48 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 40.4 1,605 Total Appendix A - Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=207,163 sf Runoff Volume=0.168 af Runoff Depth=0.42" Flow Length=1,605' Tc=40.4 min CN=61 0.69 cfs Appendix A - Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E6: E6 Runoff = 0.52 cfs @ 12.49 hrs, Volume= 0.129 af, Depth= 0.32" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 48,643 61 >75% Grass cover, Good, HSG B * 7,535 98 Impervious Areas 152,544 55 Woods, Good, HSG B 208,722 58 Weighted Average 201,187 96.39% Pervious Area 7,535 3.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 100 0.0720 0.13 Sheet Flow, 100ft Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.15" 4.0 362 0.0906 1.50 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 0.9 85 0.0986 1.57 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 4.7 421 0.0448 1.48 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 0.7 52 0.0555 1.18 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 0.1 15 0.0628 1.75 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 0.5 84 0.0196 2.84 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 23.9 1,119 Total Appendix A - Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E6: E6 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=208,722 sf Runoff Volume=0.129 af Runoff Depth=0.32" Flow Length=1,119' Tc=23.9 min CN=58 0.52 cfs Appendix A - Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E7: E7 Runoff = 0.06 cfs @ 12.19 hrs, Volume= 0.006 af, Depth= 0.75" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 1,190 61 >75% Grass cover, Good, HSG B * 1,118 98 Impervious Areas 1,566 55 Woods, Good, HSG B 3,874 69 Weighted Average 2,756 71.14% Pervious Area 1,118 28.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E7: E7 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=3,874 sf Runoff Volume=0.006 af Runoff Depth=0.75" Tc=10.0 min CN=69 0.06 cfs Appendix A - Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP2: DP2 Inflow Area = 6.779 ac, 8.04% Impervious, Inflow Depth = 0.48" for 2-yr event Inflow = 1.03 cfs @ 12.61 hrs, Volume= 0.269 af Primary = 1.03 cfs @ 12.61 hrs, Volume= 0.269 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=6.779 ac 1.03 cfs1.03 cfs Appendix A - Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP3: DP3 Inflow Area = 4.881 ac, 4.07% Impervious, Inflow Depth = 0.33" for 2-yr event Inflow = 0.55 cfs @ 12.48 hrs, Volume= 0.135 af Primary = 0.55 cfs @ 12.48 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link DP3: DP3 Inflow Primary 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 Inflow Area=4.881 ac 0.55 cfs0.55 cfs Appendix A - Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 (DP1) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=14,535 sf Runoff Volume=0.082 af Runoff Depth=2.96" Tc=6.0 min CN=81 1.15 cfs Subcatchment E2: E2 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 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=12,520 sf Runoff Volume=0.064 af Runoff Depth=2.69" Tc=8.0 min CN=78 0.84 cfs Appendix A - Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 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 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=7,228 sf Runoff Volume=0.028 af Runoff Depth=2.01" Tc=8.0 min CN=70 0.36 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=68,392 sf Runoff Volume=0.186 af Runoff Depth=1.42" Flow Length=940' Tc=20.2 min CN=62 1.55 cfs Appendix A - Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=207,163 sf Runoff Volume=0.535 af Runoff Depth=1.35" Flow Length=1,605' Tc=40.4 min CN=61 3.08 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=208,722 sf Runoff Volume=0.460 af Runoff Depth=1.15" Flow Length=1,119' Tc=23.9 min CN=58 3.31 cfs Appendix A - Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E7: E7 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 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=3,874 sf Runoff Volume=0.014 af Runoff Depth=1.94" Tc=10.0 min CN=69 0.17 cfs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=6.779 ac 4.32 cfs4.32 cfs Appendix A - Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP3: DP3 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=4.881 ac 3.39 cfs3.39 cfs Appendix A - Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 (DP1) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=14,535 sf Runoff Volume=0.111 af Runoff Depth=3.98" Tc=6.0 min CN=81 1.54 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=12,520 sf Runoff Volume=0.088 af Runoff Depth=3.68" Tc=8.0 min CN=78 1.14 cfs Appendix A - Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 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 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=7,228 sf Runoff Volume=0.040 af Runoff Depth=2.89" Tc=8.0 min CN=70 0.52 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=68,392 sf Runoff Volume=0.283 af Runoff Depth=2.17" Flow Length=940' Tc=20.2 min CN=62 2.47 cfs Appendix A - Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=207,163 sf Runoff Volume=0.824 af Runoff Depth=2.08" Flow Length=1,605' Tc=40.4 min CN=61 5.00 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=208,722 sf Runoff Volume=0.729 af Runoff Depth=1.83" Flow Length=1,119' Tc=23.9 min CN=58 5.67 cfs Appendix A - Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E7: E7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=3,874 sf Runoff Volume=0.021 af Runoff Depth=2.80" Tc=10.0 min CN=69 0.25 cfs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=6.779 ac 6.91 cfs6.91 cfs Appendix A - Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP3: DP3 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=4.881 ac 5.79 cfs5.79 cfs Appendix A - Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 (DP1) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=14,535 sf Runoff Volume=0.132 af Runoff Depth=4.75" Tc=6.0 min CN=81 1.82 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=12,520 sf Runoff Volume=0.106 af Runoff Depth=4.42" Tc=8.0 min CN=78 1.37 cfs Appendix A - Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 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 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=7,228 sf Runoff Volume=0.049 af Runoff Depth=3.57" Tc=8.0 min CN=70 0.65 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=68,392 sf Runoff Volume=0.361 af Runoff Depth=2.76" Flow Length=940' Tc=20.2 min CN=62 3.19 cfs Appendix A - Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=207,163 sf Runoff Volume=1.054 af Runoff Depth=2.66" Flow Length=1,605' Tc=40.4 min CN=61 6.51 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=208,722 sf Runoff Volume=0.946 af Runoff Depth=2.37" Flow Length=1,119' Tc=23.9 min CN=58 7.58 cfs Appendix A - Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E7: E7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=3,874 sf Runoff Volume=0.026 af Runoff Depth=3.46" Tc=10.0 min CN=69 0.31 cfs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.779 ac 8.97 cfs8.97 cfs Appendix A - Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP3: DP3 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=4.881 ac 7.73 cfs7.73 cfs Appendix A - Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 (DP1) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=14,535 sf Runoff Volume=0.156 af Runoff Depth=5.61" Tc=6.0 min CN=81 2.13 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=12,520 sf Runoff Volume=0.126 af Runoff Depth=5.26" Tc=8.0 min CN=78 1.62 cfs Appendix A - Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 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 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=7,228 sf Runoff Volume=0.060 af Runoff Depth=4.34" Tc=8.0 min CN=70 0.78 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=68,392 sf Runoff Volume=0.451 af Runoff Depth=3.45" Flow Length=940' Tc=20.2 min CN=62 4.04 cfs Appendix A - Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=207,163 sf Runoff Volume=1.323 af Runoff Depth=3.34" Flow Length=1,605' Tc=40.4 min CN=61 8.28 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=208,722 sf Runoff Volume=1.202 af Runoff Depth=3.01" Flow Length=1,119' Tc=23.9 min CN=58 9.82 cfs Appendix A - Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E7: E7 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 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=3,874 sf Runoff Volume=0.031 af Runoff Depth=4.23" Tc=10.0 min CN=69 0.38 cfs Link DP2: DP2 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=6.779 ac 11.37 cfs11.37 cfs Appendix A - Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 39HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP3: DP3 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=4.881 ac 10.00 cfs10.00 cfs APPENDIX B (Post-Development Drainage HydroCAD Report) PROPOSED CONDITIONS DP2 DP3 Flow to INT. Dart Hill Road & Trumbull Lane Flow to Trumbull LaneFlow to Dart Hill Road DP1 P1 P1 (DP1*) P2 P2 P3 P3 P4 P4 P5A P5A P5B P5B P6A P6A P6B P6B P6C P6C P7 P7 DD1 Lot 1 DD2 Lot 2 DD3 Lot 3 DD4 Lot 4 DP2* DP2* DP3* DP3* Routing Diagram for 5553 - HYDROCAD Prepared by Design Professionals Inc., Printed 1/20/2026 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Appendix B - Proposed Conditions 5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr NOAA 24-hr D Default 24.00 1 3.15 2 2 10-yr NOAA 24-hr D Default 24.00 1 4.97 2 3 25-yr NOAA 24-hr D Default 24.00 1 6.11 2 4 50-yr NOAA 24-hr D Default 24.00 1 6.94 2 5 100-yr NOAA 24-hr D Default 24.00 1 7.86 2 Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,417 sf 58.54% Impervious Runoff Depth=1.36"Subcatchment P1: P1 (DP1*) Tc=6.0 min CN=80 Runoff=0.53 cfs 0.038 af Runoff Area=9,706 sf 45.37% Impervious Runoff Depth=1.36"Subcatchment P2: P2 Tc=8.0 min CN=80 Runoff=0.33 cfs 0.025 af Runoff Area=5,013 sf 45.86% Impervious Runoff Depth=1.18"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=0.15 cfs 0.011 af Runoff Area=46,981 sf 18.11% Impervious Runoff Depth=0.90"Subcatchment P4: P4 Flow Length=444' Tc=10.4 min CN=72 Runoff=0.91 cfs 0.081 af Runoff Area=212,552 sf 5.31% Impervious Runoff Depth=0.39"Subcatchment P5A: P5A Flow Length=1,545' Tc=39.4 min CN=60 Runoff=0.62 cfs 0.158 af Runoff Area=6,310 sf 56.20% Impervious Runoff Depth=1.50"Subcatchment P5B: P5B Tc=8.0 min CN=82 Runoff=0.24 cfs 0.018 af Runoff Area=100,882 sf 0.00% Impervious Runoff Depth=0.26"Subcatchment P6A: P6A Tc=18.0 min CN=56 Runoff=0.18 cfs 0.051 af Runoff Area=89,184 sf 6.82% Impervious Runoff Depth=0.42"Subcatchment P6B: P6B Flow Length=505' Tc=16.9 min CN=61 Runoff=0.44 cfs 0.072 af Runoff Area=33,280 sf 24.18% Impervious Runoff Depth=0.71"Subcatchment P6C: P6C Flow Length=913' Tc=20.3 min CN=68 Runoff=0.35 cfs 0.045 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=0.75"Subcatchment P7: P7 Tc=10.0 min CN=69 Runoff=0.06 cfs 0.006 af Peak Elev=287.16' Storage=736 cf Inflow=0.18 cfs 0.051 afPond DD1: Lot 1 Outflow=0.05 cfs 0.050 af Peak Elev=266.53' Storage=639 cf Inflow=0.91 cfs 0.081 afPond DD2: Lot 2 Outflow=0.44 cfs 0.081 af Peak Elev=269.22' Storage=1,408 cf Inflow=0.62 cfs 0.158 afPond DD3: Lot 3 Primary=0.10 cfs 0.120 af Secondary=0.35 cfs 0.038 af Outflow=0.45 cfs 0.158 af Peak Elev=270.65' Storage=622 cf Inflow=0.44 cfs 0.072 afPond DD4: Lot 4 Outflow=0.15 cfs 0.072 af Inflow=0.98 cfs 0.173 afLink DP2*: DP2* Primary=0.98 cfs 0.173 af Inflow=0.48 cfs 0.293 afLink DP3*: DP3* Primary=0.48 cfs 0.293 af Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Total Runoff Area = 11.988 ac Runoff Volume = 0.505 af Average Runoff Depth = 0.51" 89.71% Pervious = 10.755 ac 10.29% Impervious = 1.233 ac Appendix B - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,417 sf 58.54% Impervious Runoff Depth=2.87"Subcatchment P1: P1 (DP1*) Tc=6.0 min CN=80 Runoff=1.11 cfs 0.079 af Runoff Area=9,706 sf 45.37% Impervious Runoff Depth=2.87"Subcatchment P2: P2 Tc=8.0 min CN=80 Runoff=0.69 cfs 0.053 af Runoff Area=5,013 sf 45.86% Impervious Runoff Depth=2.60"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=0.33 cfs 0.025 af Runoff Area=46,981 sf 18.11% Impervious Runoff Depth=2.17"Subcatchment P4: P4 Flow Length=444' Tc=10.4 min CN=72 Runoff=2.32 cfs 0.195 af Runoff Area=212,552 sf 5.31% Impervious Runoff Depth=1.28"Subcatchment P5A: P5A Flow Length=1,545' Tc=39.4 min CN=60 Runoff=2.99 cfs 0.522 af Runoff Area=6,310 sf 56.20% Impervious Runoff Depth=3.05"Subcatchment P5B: P5B Tc=8.0 min CN=82 Runoff=0.48 cfs 0.037 af Runoff Area=100,882 sf 0.00% Impervious Runoff Depth=1.03"Subcatchment P6A: P6A Tc=18.0 min CN=56 Runoff=1.57 cfs 0.198 af Runoff Area=89,184 sf 6.82% Impervious Runoff Depth=1.35"Subcatchment P6B: P6B Flow Length=505' Tc=16.9 min CN=61 Runoff=2.06 cfs 0.231 af Runoff Area=33,280 sf 24.18% Impervious Runoff Depth=1.86"Subcatchment P6C: P6C Flow Length=913' Tc=20.3 min CN=68 Runoff=1.04 cfs 0.118 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=1.94"Subcatchment P7: P7 Tc=10.0 min CN=69 Runoff=0.17 cfs 0.014 af Peak Elev=287.63' Storage=3,128 cf Inflow=1.57 cfs 0.198 afPond DD1: Lot 1 Outflow=0.25 cfs 0.197 af Peak Elev=267.22' Storage=1,799 cf Inflow=2.32 cfs 0.195 afPond DD2: Lot 2 Outflow=1.25 cfs 0.195 af Peak Elev=269.29' Storage=1,512 cf Inflow=2.99 cfs 0.522 afPond DD3: Lot 3 Primary=0.10 cfs 0.135 af Secondary=2.89 cfs 0.387 af Outflow=2.99 cfs 0.522 af Peak Elev=271.26' Storage=1,455 cf Inflow=2.06 cfs 0.231 afPond DD4: Lot 4 Outflow=2.00 cfs 0.230 af Inflow=4.01 cfs 0.697 afLink DP2*: DP2* Primary=4.01 cfs 0.697 af Inflow=3.32 cfs 0.695 afLink DP3*: DP3* Primary=3.32 cfs 0.695 af Appendix B - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Total Runoff Area = 11.988 ac Runoff Volume = 1.473 af Average Runoff Depth = 1.47" 89.71% Pervious = 10.755 ac 10.29% Impervious = 1.233 ac Appendix B - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,417 sf 58.54% Impervious Runoff Depth=3.88"Subcatchment P1: P1 (DP1*) Tc=6.0 min CN=80 Runoff=1.49 cfs 0.107 af Runoff Area=9,706 sf 45.37% Impervious Runoff Depth=3.88"Subcatchment P2: P2 Tc=8.0 min CN=80 Runoff=0.93 cfs 0.072 af Runoff Area=5,013 sf 45.86% Impervious Runoff Depth=3.58"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=0.45 cfs 0.034 af Runoff Area=46,981 sf 18.11% Impervious Runoff Depth=3.08"Subcatchment P4: P4 Flow Length=444' Tc=10.4 min CN=72 Runoff=3.31 cfs 0.277 af Runoff Area=212,552 sf 5.31% Impervious Runoff Depth=1.99"Subcatchment P5A: P5A Flow Length=1,545' Tc=39.4 min CN=60 Runoff=4.94 cfs 0.811 af Runoff Area=6,310 sf 56.20% Impervious Runoff Depth=4.09"Subcatchment P5B: P5B Tc=8.0 min CN=82 Runoff=0.63 cfs 0.049 af Runoff Area=100,882 sf 0.00% Impervious Runoff Depth=1.66"Subcatchment P6A: P6A Tc=18.0 min CN=56 Runoff=2.79 cfs 0.321 af Runoff Area=89,184 sf 6.82% Impervious Runoff Depth=2.08"Subcatchment P6B: P6B Flow Length=505' Tc=16.9 min CN=61 Runoff=3.34 cfs 0.355 af Runoff Area=33,280 sf 24.18% Impervious Runoff Depth=2.71"Subcatchment P6C: P6C Flow Length=913' Tc=20.3 min CN=68 Runoff=1.54 cfs 0.172 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=2.80"Subcatchment P7: P7 Tc=10.0 min CN=69 Runoff=0.25 cfs 0.021 af Peak Elev=288.08' Storage=5,861 cf Inflow=2.79 cfs 0.321 afPond DD1: Lot 1 Outflow=0.35 cfs 0.320 af Peak Elev=267.26' Storage=1,878 cf Inflow=3.31 cfs 0.277 afPond DD2: Lot 2 Outflow=3.20 cfs 0.277 af Peak Elev=269.32' Storage=1,570 cf Inflow=4.94 cfs 0.811 afPond DD3: Lot 3 Primary=0.10 cfs 0.139 af Secondary=4.84 cfs 0.671 af Outflow=4.94 cfs 0.811 af Peak Elev=271.29' Storage=1,497 cf Inflow=3.34 cfs 0.355 afPond DD4: Lot 4 Outflow=3.34 cfs 0.355 af Inflow=6.47 cfs 1.104 afLink DP2*: DP2* Primary=6.47 cfs 1.104 af Inflow=5.31 cfs 1.007 afLink DP3*: DP3* Primary=5.31 cfs 1.007 af Appendix B - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Total Runoff Area = 11.988 ac Runoff Volume = 2.219 af Average Runoff Depth = 2.22" 89.71% Pervious = 10.755 ac 10.29% Impervious = 1.233 ac Appendix B - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,417 sf 58.54% Impervious Runoff Depth=4.64"Subcatchment P1: P1 (DP1*) Tc=6.0 min CN=80 Runoff=1.77 cfs 0.128 af Runoff Area=9,706 sf 45.37% Impervious Runoff Depth=4.64"Subcatchment P2: P2 Tc=8.0 min CN=80 Runoff=1.11 cfs 0.086 af Runoff Area=5,013 sf 45.86% Impervious Runoff Depth=4.31"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=0.54 cfs 0.041 af Runoff Area=46,981 sf 18.11% Impervious Runoff Depth=3.78"Subcatchment P4: P4 Flow Length=444' Tc=10.4 min CN=72 Runoff=4.05 cfs 0.340 af Runoff Area=212,552 sf 5.31% Impervious Runoff Depth=2.56"Subcatchment P5A: P5A Flow Length=1,545' Tc=39.4 min CN=60 Runoff=6.50 cfs 1.041 af Runoff Area=6,310 sf 56.20% Impervious Runoff Depth=4.86"Subcatchment P5B: P5B Tc=8.0 min CN=82 Runoff=0.75 cfs 0.059 af Runoff Area=100,882 sf 0.00% Impervious Runoff Depth=2.18"Subcatchment P6A: P6A Tc=18.0 min CN=56 Runoff=3.79 cfs 0.421 af Runoff Area=89,184 sf 6.82% Impervious Runoff Depth=2.66"Subcatchment P6B: P6B Flow Length=505' Tc=16.9 min CN=61 Runoff=4.35 cfs 0.454 af Runoff Area=33,280 sf 24.18% Impervious Runoff Depth=3.36"Subcatchment P6C: P6C Flow Length=913' Tc=20.3 min CN=68 Runoff=1.93 cfs 0.214 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=3.46"Subcatchment P7: P7 Tc=10.0 min CN=69 Runoff=0.31 cfs 0.026 af Peak Elev=288.35' Storage=7,736 cf Inflow=3.79 cfs 0.421 afPond DD1: Lot 1 Outflow=0.67 cfs 0.419 af Peak Elev=267.27' Storage=1,904 cf Inflow=4.05 cfs 0.340 afPond DD2: Lot 2 Outflow=4.04 cfs 0.340 af Peak Elev=269.34' Storage=1,610 cf Inflow=6.50 cfs 1.041 afPond DD3: Lot 3 Primary=0.10 cfs 0.143 af Secondary=6.39 cfs 0.899 af Outflow=6.50 cfs 1.041 af Peak Elev=271.30' Storage=1,526 cf Inflow=4.35 cfs 0.454 afPond DD4: Lot 4 Outflow=4.34 cfs 0.454 af Inflow=8.45 cfs 1.424 afLink DP2*: DP2* Primary=8.45 cfs 1.424 af Inflow=6.80 cfs 1.255 afLink DP3*: DP3* Primary=6.80 cfs 1.255 af Appendix B - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Total Runoff Area = 11.988 ac Runoff Volume = 2.809 af Average Runoff Depth = 2.81" 89.71% Pervious = 10.755 ac 10.29% Impervious = 1.233 ac Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,417 sf 58.54% Impervious Runoff Depth=5.49"Subcatchment P1: P1 (DP1*) Tc=6.0 min CN=80 Runoff=2.08 cfs 0.152 af Runoff Area=9,706 sf 45.37% Impervious Runoff Depth=5.49"Subcatchment P2: P2 Tc=8.0 min CN=80 Runoff=1.30 cfs 0.102 af Runoff Area=5,013 sf 45.86% Impervious Runoff Depth=5.15"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=0.64 cfs 0.049 af Runoff Area=46,981 sf 18.11% Impervious Runoff Depth=4.57"Subcatchment P4: P4 Flow Length=444' Tc=10.4 min CN=72 Runoff=4.89 cfs 0.411 af Runoff Area=212,552 sf 5.31% Impervious Runoff Depth=3.23"Subcatchment P5A: P5A Flow Length=1,545' Tc=39.4 min CN=60 Runoff=8.32 cfs 1.313 af Runoff Area=6,310 sf 56.20% Impervious Runoff Depth=5.73"Subcatchment P5B: P5B Tc=8.0 min CN=82 Runoff=0.87 cfs 0.069 af Runoff Area=100,882 sf 0.00% Impervious Runoff Depth=2.80"Subcatchment P6A: P6A Tc=18.0 min CN=56 Runoff=4.97 cfs 0.540 af Runoff Area=89,184 sf 6.82% Impervious Runoff Depth=3.34"Subcatchment P6B: P6B Flow Length=505' Tc=16.9 min CN=61 Runoff=5.53 cfs 0.570 af Runoff Area=33,280 sf 24.18% Impervious Runoff Depth=4.12"Subcatchment P6C: P6C Flow Length=913' Tc=20.3 min CN=68 Runoff=2.37 cfs 0.262 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=4.23"Subcatchment P7: P7 Tc=10.0 min CN=69 Runoff=0.38 cfs 0.031 af Peak Elev=288.55' Storage=9,116 cf Inflow=4.97 cfs 0.540 afPond DD1: Lot 1 Outflow=1.02 cfs 0.538 af Peak Elev=267.28' Storage=1,928 cf Inflow=4.89 cfs 0.411 afPond DD2: Lot 2 Outflow=4.88 cfs 0.411 af Peak Elev=269.37' Storage=1,655 cf Inflow=8.32 cfs 1.313 afPond DD3: Lot 3 Primary=0.11 cfs 0.147 af Secondary=8.21 cfs 1.166 af Outflow=8.32 cfs 1.313 af Peak Elev=271.32' Storage=1,556 cf Inflow=5.53 cfs 0.570 afPond DD4: Lot 4 Outflow=5.52 cfs 0.570 af Inflow=10.52 cfs 1.798 afLink DP2*: DP2* Primary=10.52 cfs 1.798 af Inflow=8.52 cfs 1.548 afLink DP3*: DP3* Primary=8.52 cfs 1.548 af Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Total Runoff Area = 11.988 ac Runoff Volume = 3.498 af Average Runoff Depth = 3.50" 89.71% Pervious = 10.755 ac 10.29% Impervious = 1.233 ac Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 (DP1*) Runoff = 0.53 cfs @ 12.13 hrs, Volume= 0.038 af, Depth= 1.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 132 61 >75% Grass cover, Good, HSG B 166 74 >75% Grass cover, Good, HSG C * 8,439 98 Impervious Areas 5,680 55 Woods, Good, HSG B 14,417 80 Weighted Average 5,978 41.46% Pervious Area 8,439 58.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: P1 (DP1*) 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=14,417 sf Runoff Volume=0.038 af Runoff Depth=1.36" Tc=6.0 min CN=80 0.53 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P2: P2 Runoff = 0.33 cfs @ 12.15 hrs, Volume= 0.025 af, Depth= 1.36" Routed to Link DP2* : DP2* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 1,159 61 >75% Grass cover, Good, HSG B 1,294 74 >75% Grass cover, Good, HSG C * 4,404 98 Impervious Areas 1,540 55 Woods, Good, HSG B 1,309 70 Woods, Good, HSG C 9,706 80 Weighted Average 5,302 54.63% Pervious Area 4,404 45.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P2: P2 Runoff 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=9,706 sf Runoff Volume=0.025 af Runoff Depth=1.36" Tc=8.0 min CN=80 0.33 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 Runoff = 0.15 cfs @ 12.16 hrs, Volume= 0.011 af, Depth= 1.18" Routed to Link DP2* : DP2* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 2,233 61 >75% Grass cover, Good, HSG B * 2,299 98 Impervious Areas 481 55 Woods, Good, HSG B 5,013 77 Weighted Average 2,714 54.14% Pervious Area 2,299 45.86% Impervious 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 ) 0.16 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=5,013 sf Runoff Volume=0.011 af Runoff Depth=1.18" Tc=8.0 min CN=77 0.15 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 Runoff = 0.91 cfs @ 12.19 hrs, Volume= 0.081 af, Depth= 0.90" Routed to Pond DD2 : Lot 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 23,606 61 >75% Grass cover, Good, HSG B 12,278 74 >75% Grass cover, Good, HSG C * 8,509 98 Impervious Areas 164 55 Woods, Good, HSG B 2,424 70 Woods, Good, HSG C 46,981 72 Weighted Average 38,472 81.89% Pervious Area 8,509 18.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 27 0.0193 1.04 Sheet Flow, Pavement Smooth surfaces n= 0.011 P2= 3.15" 6.1 73 0.0361 0.20 Sheet Flow, Grass Grass: Short n= 0.150 P2= 3.15" 3.9 344 0.0440 1.47 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 10.4 444 Total Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=46,981 sf Runoff Volume=0.081 af Runoff Depth=0.90" Flow Length=444' Tc=10.4 min CN=72 0.91 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P5A: P5A Runoff = 0.62 cfs @ 12.74 hrs, Volume= 0.158 af, Depth= 0.39" Routed to Pond DD3 : Lot 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 3,104 48 Brush, Good, HSG B 92,419 61 >75% Grass cover, Good, HSG B * 11,286 98 Impervious Areas 105,743 55 Woods, Good, HSG B 212,552 60 Weighted Average 201,266 94.69% Pervious Area 11,286 5.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.7 100 0.0254 0.08 Sheet Flow, 100ft Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.15" 10.3 673 0.0470 1.08 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 4.6 374 0.0750 1.37 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 1.6 135 0.0388 1.38 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 3.2 263 0.0390 1.38 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 39.4 1,545 Total Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5A: P5A 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=212,552 sf Runoff Volume=0.158 af Runoff Depth=0.39" Flow Length=1,545' Tc=39.4 min CN=60 0.62 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P5B: P5B Runoff = 0.24 cfs @ 12.15 hrs, Volume= 0.018 af, Depth= 1.50" Routed to Link DP2* : DP2* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 2,764 61 >75% Grass cover, Good, HSG B * 3,546 98 Impervious Areas 6,310 82 Weighted Average 2,764 43.80% Pervious Area 3,546 56.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P5B: P5B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.26 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=6,310 sf Runoff Volume=0.018 af Runoff Depth=1.50" Tc=8.0 min CN=82 0.24 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P6A: P6A Runoff = 0.18 cfs @ 12.45 hrs, Volume= 0.051 af, Depth= 0.26" Routed to Pond DD1 : Lot 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 14,585 61 >75% Grass cover, Good, HSG B 86,297 55 Woods, Good, HSG B 100,882 56 Weighted Average 100,882 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 Direct Entry, Subcatchment P6A: P6A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=100,882 sf Runoff Volume=0.051 af Runoff Depth=0.26" Tc=18.0 min CN=56 0.18 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P6B: P6B Runoff = 0.44 cfs @ 12.32 hrs, Volume= 0.072 af, Depth= 0.42" Routed to Pond DD4 : Lot 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 52,662 61 >75% Grass cover, Good, HSG B * 6,082 98 Impervious Areas 30,440 55 Woods, Good, HSG B 89,184 61 Weighted Average 83,102 93.18% Pervious Area 6,082 6.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 100 0.0833 0.14 Sheet Flow, Woodland Woods: Light underbrush n= 0.400 P2= 3.15" 1.5 118 0.0663 1.29 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 3.2 287 0.0457 1.50 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 16.9 505 Total Subcatchment P6B: P6B 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=89,184 sf Runoff Volume=0.072 af Runoff Depth=0.42" Flow Length=505' Tc=16.9 min CN=61 0.44 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P6C: P6C Runoff = 0.35 cfs @ 12.34 hrs, Volume= 0.045 af, Depth= 0.71" Routed to Link DP3* : DP3* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 13,063 61 >75% Grass cover, Good, HSG B * 8,047 98 Impervious Areas 12,170 55 Woods, Good, HSG B 33,280 68 Weighted Average 25,233 75.82% Pervious Area 8,047 24.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 100 0.1044 0.15 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 3.15" 8.1 654 0.0722 1.34 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 0.3 32 0.0610 1.73 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 0.3 60 0.0303 3.53 Shallow Concentrated Flow, Pavement Paved Kv= 20.3 fps 0.1 7 0.0300 1.21 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 0.3 60 0.0231 3.09 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 20.3 913 Total Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6C: P6C 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=33,280 sf Runoff Volume=0.045 af Runoff Depth=0.71" Flow Length=913' Tc=20.3 min CN=68 0.35 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P7: P7 Runoff = 0.06 cfs @ 12.19 hrs, Volume= 0.006 af, Depth= 0.75" Routed to Link DP3* : DP3* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 1,190 61 >75% Grass cover, Good, HSG B * 1,118 98 Impervious Areas 1,566 55 Woods, Good, HSG B 3,874 69 Weighted Average 2,756 71.14% Pervious Area 1,118 28.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P7: P7 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=3,874 sf Runoff Volume=0.006 af Runoff Depth=0.75" Tc=10.0 min CN=69 0.06 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond DD1: Lot 1 Inflow Area = 2.316 ac, 0.00% Impervious, Inflow Depth = 0.26" for 2-yr event Inflow = 0.18 cfs @ 12.45 hrs, Volume= 0.051 af Outflow = 0.05 cfs @ 15.47 hrs, Volume= 0.050 af, Atten= 71%, Lag= 181.1 min Primary = 0.05 cfs @ 15.47 hrs, Volume= 0.050 af Routed to Link DP3* : DP3* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 287.16' @ 15.47 hrs Surf.Area= 4,680 sf Storage= 736 cf Plug-Flow detention time= 310.5 min calculated for 0.050 af (98% of inflow) Center-of-Mass det. time= 300.9 min ( 1,283.0 - 982.1 ) Volume Invert Avail.Storage Storage Description #1 287.00' 16,740 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 287.00 4,347 0 0 288.00 6,390 5,369 5,369 289.00 7,977 7,184 12,552 289.50 8,776 4,188 16,740 Device Routing Invert Outlet Devices #1 Primary 286.73'6.0" Round Culvert L= 62.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 286.73' / 285.57' S= 0.0187 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 287.00'4.0" Round Culvert L= 7.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 287.00' / 286.73' S= 0.0386 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.09 sf #3 Device 1 288.30'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.05 cfs @ 15.47 hrs HW=287.16' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.05 cfs of 0.36 cfs potential flow) 2=Culvert (Inlet Controls 0.05 cfs @ 1.21 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DD1: Lot 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 Inflow Area=2.316 ac Peak Elev=287.16' Storage=736 cf 0.18 cfs 0.05 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond DD2: Lot 2 Inflow Area = 1.079 ac, 18.11% Impervious, Inflow Depth = 0.90" for 2-yr event Inflow = 0.91 cfs @ 12.19 hrs, Volume= 0.081 af Outflow = 0.44 cfs @ 12.38 hrs, Volume= 0.081 af, Atten= 51%, Lag= 11.8 min Primary = 0.44 cfs @ 12.38 hrs, Volume= 0.081 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 266.53' @ 12.38 hrs Surf.Area= 1,415 sf Storage= 639 cf Plug-Flow detention time= 41.8 min calculated for 0.081 af (100% of inflow) Center-of-Mass det. time= 41.4 min ( 929.2 - 887.7 ) Volume Invert Avail.Storage Storage Description #1 266.00' 2,377 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 266.00 986 0 0 267.00 1,792 1,389 1,389 267.50 2,158 988 2,377 Device Routing Invert Outlet Devices #1 Primary 263.42'12.0" Round Culvert L= 14.4' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 263.42' / 262.76' S= 0.0458 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 266.00'6.0" Round Culvert L= 4.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 266.00' / 263.82' S= 0.5450 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #3 Primary 267.20'67.0' long + 5.0 '/' SideZ 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=0.44 cfs @ 12.38 hrs HW=266.53' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.44 cfs of 5.39 cfs potential flow) 2=Culvert (Inlet Controls 0.44 cfs @ 2.26 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DD2: Lot 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=1.079 ac Peak Elev=266.53' Storage=639 cf 0.91 cfs 0.44 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond DD3: Lot 3 Inflow Area = 4.880 ac, 5.31% Impervious, Inflow Depth = 0.39" for 2-yr event Inflow = 0.62 cfs @ 12.74 hrs, Volume= 0.158 af Outflow = 0.45 cfs @ 13.23 hrs, Volume= 0.158 af, Atten= 27%, Lag= 29.6 min Primary = 0.10 cfs @ 13.23 hrs, Volume= 0.120 af Routed to Link DP3* : DP3* Secondary = 0.35 cfs @ 13.23 hrs, Volume= 0.038 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 269.22' @ 13.23 hrs Surf.Area= 1,586 sf Storage= 1,408 cf Plug-Flow detention time= 158.6 min calculated for 0.158 af (100% of inflow) Center-of-Mass det. time= 158.7 min ( 1,130.7 - 972.0 ) Volume Invert Avail.Storage Storage Description #1 268.00' 1,881 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 268.00 742 0 0 269.00 1,412 1,077 1,077 269.50 1,805 804 1,881 Device Routing Invert Outlet Devices #1 Primary 264.69'24.0" Round Culvert L= 28.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 264.69' / 264.43' S= 0.0093 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf #2 Device 1 268.00'2.0" Round Culvert L= 8.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 268.00' / 266.28' S= 0.2150 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.02 sf #3 Secondary 269.20'47.0' long + 5.0 '/' SideZ 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=0.10 cfs @ 13.23 hrs HW=269.22' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.10 cfs of 25.08 cfs potential flow) 2=Culvert (Inlet Controls 0.10 cfs @ 4.53 fps) Secondary OutFlow Max=0.35 cfs @ 13.23 hrs HW=269.22' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 0.35 cfs @ 0.35 fps) Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DD3: Lot 3 Inflow Outflow Primary Secondary 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=4.880 ac Peak Elev=269.22' Storage=1,408 cf 0.62 cfs 0.45 cfs 0.10 cfs 0.35 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond DD4: Lot 4 Inflow Area = 2.047 ac, 6.82% Impervious, Inflow Depth = 0.42" for 2-yr event Inflow = 0.44 cfs @ 12.32 hrs, Volume= 0.072 af Outflow = 0.15 cfs @ 13.28 hrs, Volume= 0.072 af, Atten= 66%, Lag= 57.5 min Primary = 0.15 cfs @ 13.28 hrs, Volume= 0.072 af Routed to Link DP3* : DP3* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 270.65' @ 13.28 hrs Surf.Area= 1,163 sf Storage= 622 cf Plug-Flow detention time= 60.6 min calculated for 0.072 af (100% of inflow) Center-of-Mass det. time= 60.6 min ( 1,005.5 - 944.9 ) Volume Invert Avail.Storage Storage Description #1 270.00' 1,855 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 270.00 761 0 0 271.00 1,382 1,072 1,072 271.50 1,752 784 1,855 Device Routing Invert Outlet Devices #1 Primary 267.42'12.0" Round Culvert L= 17.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 267.42' / 266.67' S= 0.0441 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 270.00'3.0" Round Culvert L= 6.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 270.00' / 267.82' S= 0.3633 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.05 sf #3 Primary 271.20'50.0' long + 5.0 '/' SideZ 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=0.15 cfs @ 13.28 hrs HW=270.65' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.15 cfs of 5.51 cfs potential flow) 2=Culvert (Inlet Controls 0.15 cfs @ 3.07 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DD4: Lot 4 Inflow Primary 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 Inflow Area=2.047 ac Peak Elev=270.65' Storage=622 cf 0.44 cfs 0.15 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP2*: DP2* Inflow Area = 1.561 ac, 27.58% Impervious, Inflow Depth = 1.33" for 2-yr event Inflow = 0.98 cfs @ 12.17 hrs, Volume= 0.173 af Primary = 0.98 cfs @ 12.17 hrs, Volume= 0.173 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=1.561 ac 0.98 cfs0.98 cfs Appendix B - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP3*: DP3* Inflow Area = 10.096 ac, 6.03% Impervious, Inflow Depth > 0.35" for 2-yr event Inflow = 0.48 cfs @ 12.38 hrs, Volume= 0.293 af Primary = 0.48 cfs @ 12.38 hrs, Volume= 0.293 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.54 0.52 0.5 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 Inflow Area=10.096 ac 0.48 cfs0.48 cfs Appendix B - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP1*) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=14,417 sf Runoff Volume=0.079 af Runoff Depth=2.87" Tc=6.0 min CN=80 1.11 cfs Subcatchment P2: P2 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 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=9,706 sf Runoff Volume=0.053 af Runoff Depth=2.87" Tc=8.0 min CN=80 0.69 cfs Appendix B - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff 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 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=5,013 sf Runoff Volume=0.025 af Runoff Depth=2.60" Tc=8.0 min CN=77 0.33 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=46,981 sf Runoff Volume=0.195 af Runoff Depth=2.17" Flow Length=444' Tc=10.4 min CN=72 2.32 cfs Appendix B - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5A: P5A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=212,552 sf Runoff Volume=0.522 af Runoff Depth=1.28" Flow Length=1,545' Tc=39.4 min CN=60 2.99 cfs Subcatchment P5B: P5B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.52 0.5 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 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=6,310 sf Runoff Volume=0.037 af Runoff Depth=3.05" Tc=8.0 min CN=82 0.48 cfs Appendix B - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 39HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6A: P6A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=100,882 sf Runoff Volume=0.198 af Runoff Depth=1.03" Tc=18.0 min CN=56 1.57 cfs Subcatchment P6B: P6B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=89,184 sf Runoff Volume=0.231 af Runoff Depth=1.35" Flow Length=505' Tc=16.9 min CN=61 2.06 cfs Appendix B - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 40HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6C: P6C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=33,280 sf Runoff Volume=0.118 af Runoff Depth=1.86" Flow Length=913' Tc=20.3 min CN=68 1.04 cfs Subcatchment P7: P7 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 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=3,874 sf Runoff Volume=0.014 af Runoff Depth=1.94" Tc=10.0 min CN=69 0.17 cfs Appendix B - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 41HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DD1: Lot 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=2.316 ac Peak Elev=287.63' Storage=3,128 cf 1.57 cfs 0.25 cfs Pond DD2: Lot 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=1.079 ac Peak Elev=267.22' Storage=1,799 cf 2.32 cfs 1.25 cfs Appendix B - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 42HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DD3: Lot 3 Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=4.880 ac Peak Elev=269.29' Storage=1,512 cf 2.99 cfs2.99 cfs 0.10 cfs 2.89 cfs Pond DD4: Lot 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=2.047 ac Peak Elev=271.26' Storage=1,455 cf 2.06 cfs2.00 cfs Appendix B - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 43HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.561 ac 4.01 cfs4.01 cfs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=10.096 ac 3.32 cfs3.32 cfs Appendix B - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 44HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP1*) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=14,417 sf Runoff Volume=0.107 af Runoff Depth=3.88" Tc=6.0 min CN=80 1.49 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=9,706 sf Runoff Volume=0.072 af Runoff Depth=3.88" Tc=8.0 min CN=80 0.93 cfs Appendix B - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 45HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.5 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 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=5,013 sf Runoff Volume=0.034 af Runoff Depth=3.58" Tc=8.0 min CN=77 0.45 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=46,981 sf Runoff Volume=0.277 af Runoff Depth=3.08" Flow Length=444' Tc=10.4 min CN=72 3.31 cfs Appendix B - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 46HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5A: P5A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=212,552 sf Runoff Volume=0.811 af Runoff Depth=1.99" Flow Length=1,545' Tc=39.4 min CN=60 4.94 cfs Subcatchment P5B: P5B 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 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=6,310 sf Runoff Volume=0.049 af Runoff Depth=4.09" Tc=8.0 min CN=82 0.63 cfs Appendix B - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 47HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6A: P6A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=100,882 sf Runoff Volume=0.321 af Runoff Depth=1.66" Tc=18.0 min CN=56 2.79 cfs Subcatchment P6B: P6B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=89,184 sf Runoff Volume=0.355 af Runoff Depth=2.08" Flow Length=505' Tc=16.9 min CN=61 3.34 cfs Appendix B - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 48HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6C: P6C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=33,280 sf Runoff Volume=0.172 af Runoff Depth=2.71" Flow Length=913' Tc=20.3 min CN=68 1.54 cfs Subcatchment P7: P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=3,874 sf Runoff Volume=0.021 af Runoff Depth=2.80" Tc=10.0 min CN=69 0.25 cfs Appendix B - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 49HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DD1: Lot 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=2.316 ac Peak Elev=288.08' Storage=5,861 cf 2.79 cfs 0.35 cfs Pond DD2: Lot 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.079 ac Peak Elev=267.26' Storage=1,878 cf 3.31 cfs 3.20 cfs Appendix B - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 50HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DD3: Lot 3 Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=4.880 ac Peak Elev=269.32' Storage=1,570 cf 4.94 cfs4.94 cfs 0.10 cfs 4.84 cfs Pond DD4: Lot 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=2.047 ac Peak Elev=271.29' Storage=1,497 cf 3.34 cfs3.34 cfs Appendix B - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 51HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=1.561 ac 6.47 cfs6.47 cfs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=10.096 ac 5.31 cfs5.31 cfs Appendix B - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 52HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP1*) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=14,417 sf Runoff Volume=0.128 af Runoff Depth=4.64" Tc=6.0 min CN=80 1.77 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=9,706 sf Runoff Volume=0.086 af Runoff Depth=4.64" Tc=8.0 min CN=80 1.11 cfs Appendix B - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 53HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 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 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=5,013 sf Runoff Volume=0.041 af Runoff Depth=4.31" Tc=8.0 min CN=77 0.54 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=46,981 sf Runoff Volume=0.340 af Runoff Depth=3.78" Flow Length=444' Tc=10.4 min CN=72 4.05 cfs Appendix B - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 54HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5A: P5A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=212,552 sf Runoff Volume=1.041 af Runoff Depth=2.56" Flow Length=1,545' Tc=39.4 min CN=60 6.50 cfs Subcatchment P5B: P5B 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 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=6,310 sf Runoff Volume=0.059 af Runoff Depth=4.86" Tc=8.0 min CN=82 0.75 cfs Appendix B - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 55HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6A: P6A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=100,882 sf Runoff Volume=0.421 af Runoff Depth=2.18" Tc=18.0 min CN=56 3.79 cfs Subcatchment P6B: P6B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=89,184 sf Runoff Volume=0.454 af Runoff Depth=2.66" Flow Length=505' Tc=16.9 min CN=61 4.35 cfs Appendix B - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 56HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6C: P6C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=33,280 sf Runoff Volume=0.214 af Runoff Depth=3.36" Flow Length=913' Tc=20.3 min CN=68 1.93 cfs Subcatchment P7: P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=3,874 sf Runoff Volume=0.026 af Runoff Depth=3.46" Tc=10.0 min CN=69 0.31 cfs Appendix B - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 57HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DD1: Lot 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=2.316 ac Peak Elev=288.35' Storage=7,736 cf 3.79 cfs 0.67 cfs Pond DD2: Lot 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.079 ac Peak Elev=267.27' Storage=1,904 cf 4.05 cfs4.04 cfs Appendix B - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 58HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DD3: Lot 3 Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=4.880 ac Peak Elev=269.34' Storage=1,610 cf 6.50 cfs6.50 cfs 0.10 cfs 6.39 cfs Pond DD4: Lot 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=2.047 ac Peak Elev=271.30' Storage=1,526 cf 4.35 cfs4.34 cfs Appendix B - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 59HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.561 ac 8.45 cfs8.45 cfs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=10.096 ac 6.80 cfs6.80 cfs Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 60HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP1*) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=14,417 sf Runoff Volume=0.152 af Runoff Depth=5.49" Tc=6.0 min CN=80 2.08 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=9,706 sf Runoff Volume=0.102 af Runoff Depth=5.49" Tc=8.0 min CN=80 1.30 cfs Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 61HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 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 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=5,013 sf Runoff Volume=0.049 af Runoff Depth=5.15" Tc=8.0 min CN=77 0.64 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=46,981 sf Runoff Volume=0.411 af Runoff Depth=4.57" Flow Length=444' Tc=10.4 min CN=72 4.89 cfs Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 62HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5A: P5A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=212,552 sf Runoff Volume=1.313 af Runoff Depth=3.23" Flow Length=1,545' Tc=39.4 min CN=60 8.32 cfs Subcatchment P5B: P5B 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 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=6,310 sf Runoff Volume=0.069 af Runoff Depth=5.73" Tc=8.0 min CN=82 0.87 cfs Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 63HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6A: P6A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=100,882 sf Runoff Volume=0.540 af Runoff Depth=2.80" Tc=18.0 min CN=56 4.97 cfs Subcatchment P6B: P6B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=89,184 sf Runoff Volume=0.570 af Runoff Depth=3.34" Flow Length=505' Tc=16.9 min CN=61 5.53 cfs Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 64HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6C: P6C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=33,280 sf Runoff Volume=0.262 af Runoff Depth=4.12" Flow Length=913' Tc=20.3 min CN=68 2.37 cfs Subcatchment P7: P7 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 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=3,874 sf Runoff Volume=0.031 af Runoff Depth=4.23" Tc=10.0 min CN=69 0.38 cfs Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 65HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DD1: Lot 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=2.316 ac Peak Elev=288.55' Storage=9,116 cf 4.97 cfs 1.02 cfs Pond DD2: Lot 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.079 ac Peak Elev=267.28' Storage=1,928 cf 4.89 cfs4.88 cfs Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 66HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DD3: Lot 3 Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.880 ac Peak Elev=269.37' Storage=1,655 cf 8.32 cfs8.32 cfs 0.11 cfs 8.21 cfs Pond DD4: Lot 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=2.047 ac Peak Elev=271.32' Storage=1,556 cf 5.53 cfs5.52 cfs Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 67HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2*: DP2* 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=1.561 ac 10.52 cfs10.52 cfs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=10.096 ac 8.52 cfs8.52 cfs Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 68HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond DD1: Lot 1 Inflow Area = 2.316 ac, 0.00% Impervious, Inflow Depth = 2.80" for 100-yr event Inflow = 4.97 cfs @ 12.28 hrs, Volume= 0.540 af Outflow = 1.02 cfs @ 13.20 hrs, Volume= 0.538 af, Atten= 79%, Lag= 55.1 min Primary = 1.02 cfs @ 13.20 hrs, Volume= 0.538 af Routed to Link DP3* : DP3* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 288.55' @ 13.20 hrs Surf.Area= 7,261 sf Storage= 9,116 cf Plug-Flow detention time= 224.8 min calculated for 0.538 af (100% of inflow) Center-of-Mass det. time= 223.9 min ( 1,103.9 - 880.0 ) Volume Invert Avail.Storage Storage Description #1 287.00' 16,740 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 287.00 4,347 0 0 288.00 6,390 5,369 5,369 289.00 7,977 7,184 12,552 289.50 8,776 4,188 16,740 Device Routing Invert Outlet Devices #1 Primary 286.73'6.0" Round Culvert L= 62.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 286.73' / 285.57' S= 0.0187 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 287.00'4.0" Round Culvert L= 7.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 287.00' / 286.73' S= 0.0386 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.09 sf #3 Device 1 288.30'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.02 cfs @ 13.20 hrs HW=288.55' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.02 cfs @ 5.21 fps) 2=Culvert (Passes < 0.44 cfs potential flow) 3=Orifice/Grate (Passes < 2.55 cfs potential flow) Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 69HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond DD2: Lot 2 Inflow Area = 1.079 ac, 18.11% Impervious, Inflow Depth = 4.57" for 100-yr event Inflow = 4.89 cfs @ 12.18 hrs, Volume= 0.411 af Outflow = 4.88 cfs @ 12.19 hrs, Volume= 0.411 af, Atten= 0%, Lag= 0.5 min Primary = 4.88 cfs @ 12.19 hrs, Volume= 0.411 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 267.28' @ 12.19 hrs Surf.Area= 2,000 sf Storage= 1,928 cf Plug-Flow detention time= 25.7 min calculated for 0.411 af (100% of inflow) Center-of-Mass det. time= 25.6 min ( 860.0 - 834.4 ) Volume Invert Avail.Storage Storage Description #1 266.00' 2,377 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 266.00 986 0 0 267.00 1,792 1,389 1,389 267.50 2,158 988 2,377 Device Routing Invert Outlet Devices #1 Primary 263.42'12.0" Round Culvert L= 14.4' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 263.42' / 262.76' S= 0.0458 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 266.00'6.0" Round Culvert L= 4.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 266.00' / 263.82' S= 0.5450 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #3 Primary 267.20'67.0' long + 5.0 '/' SideZ 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=4.87 cfs @ 12.19 hrs HW=267.28' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.85 cfs of 6.12 cfs potential flow) 2=Culvert (Inlet Controls 0.85 cfs @ 4.32 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 4.02 cfs @ 0.71 fps) Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 70HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond DD3: Lot 3 Inflow Area = 4.880 ac, 5.31% Impervious, Inflow Depth = 3.23" for 100-yr event Inflow = 8.32 cfs @ 12.56 hrs, Volume= 1.313 af Outflow = 8.32 cfs @ 12.57 hrs, Volume= 1.313 af, Atten= 0%, Lag= 0.4 min Primary = 0.11 cfs @ 12.57 hrs, Volume= 0.147 af Routed to Link DP3* : DP3* Secondary = 8.21 cfs @ 12.57 hrs, Volume= 1.166 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 269.37' @ 12.57 hrs Surf.Area= 1,703 sf Storage= 1,655 cf Plug-Flow detention time= 24.6 min calculated for 1.313 af (100% of inflow) Center-of-Mass det. time= 24.5 min ( 914.2 - 889.7 ) Volume Invert Avail.Storage Storage Description #1 268.00' 1,881 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 268.00 742 0 0 269.00 1,412 1,077 1,077 269.50 1,805 804 1,881 Device Routing Invert Outlet Devices #1 Primary 264.69'24.0" Round Culvert L= 28.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 264.69' / 264.43' S= 0.0093 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf #2 Device 1 268.00'2.0" Round Culvert L= 8.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 268.00' / 266.28' S= 0.2150 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.02 sf #3 Secondary 269.20'47.0' long + 5.0 '/' SideZ 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=0.11 cfs @ 12.57 hrs HW=269.37' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.11 cfs of 25.61 cfs potential flow) 2=Culvert (Inlet Controls 0.11 cfs @ 4.82 fps) Secondary OutFlow Max=8.21 cfs @ 12.57 hrs HW=269.37' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 8.21 cfs @ 1.00 fps) Appendix B - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HYDROCAD Printed 1/20/2026Prepared by Design Professionals Inc. Page 71HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond DD4: Lot 4 Inflow Area = 2.047 ac, 6.82% Impervious, Inflow Depth = 3.34" for 100-yr event Inflow = 5.53 cfs @ 12.26 hrs, Volume= 0.570 af Outflow = 5.52 cfs @ 12.27 hrs, Volume= 0.570 af, Atten= 0%, Lag= 0.4 min Primary = 5.52 cfs @ 12.27 hrs, Volume= 0.570 af Routed to Link DP3* : DP3* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 271.32' @ 12.27 hrs Surf.Area= 1,621 sf Storage= 1,556 cf Plug-Flow detention time= 41.6 min calculated for 0.569 af (100% of inflow) Center-of-Mass det. time= 41.8 min ( 908.2 - 866.4 ) Volume Invert Avail.Storage Storage Description #1 270.00' 1,855 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 270.00 761 0 0 271.00 1,382 1,072 1,072 271.50 1,752 784 1,855 Device Routing Invert Outlet Devices #1 Primary 267.42'12.0" Round Culvert L= 17.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 267.42' / 266.67' S= 0.0441 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 270.00'3.0" Round Culvert L= 6.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 270.00' / 267.82' S= 0.3633 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.05 sf #3 Primary 271.20'50.0' long + 5.0 '/' SideZ 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=5.51 cfs @ 12.27 hrs HW=271.32' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.23 cfs of 6.16 cfs potential flow) 2=Culvert (Inlet Controls 0.23 cfs @ 4.65 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 5.28 cfs @ 0.85 fps) 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 Connecticut, Eastern Part, and State of Connecticut, Western Part Natural Resources Conservation Service January 16, 2026 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 Soil Map..................................................................................................................5 Soil Map................................................................................................................6 Legend..................................................................................................................7 Map Unit Legend..................................................................................................9 Map Unit Descriptions........................................................................................10 State of Connecticut, Eastern Part..................................................................12 23A—Sudbury sandy loam, 0 to 5 percent slopes......................................12 63B—Cheshire fine sandy loam, 3 to 8 percent slopes..............................13 64B—Cheshire fine sandy loam, 3 to 8 percent slopes, very stony............15 66C—Narragansett silt loam, 8 to 15 percent slopes..................................17 State of Connecticut, Western Part.................................................................19 5—Wilbraham silt loam, 0 to 3 percent slopes............................................19 23A—Sudbury sandy loam, 0 to 5 percent slopes......................................20 53A—Wapping very fine sandy loam, 0 to 3 percent slopes.......................22 53B—Wapping very fine sandy loam, 3 to 8 percent slopes.......................23 55B—Watchaug fine sandy loam, 3 to 8 percent slopes.............................25 63B—Cheshire fine sandy loam, 3 to 8 percent slopes..............................27 63C—Cheshire fine sandy loam, 8 to 15 percent slopes............................29 64B—Cheshire fine sandy loam, 3 to 8 percent slopes, very stony............30 66B—Narragansett silt loam, 2 to 8 percent slopes....................................32 66C—Narragansett silt loam, 8 to 15 percent slopes..................................34 108—Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded.................................................................................36 Soil Information for All Uses...............................................................................38 Soil Properties and Qualities..............................................................................38 Soil Qualities and Features.............................................................................38 Hydrologic Soil Group.................................................................................38 References............................................................................................................45 4 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. 5 6 Custom Soil Resource Report Soil Map 46 3 5 7 0 0 46 3 5 8 0 0 46 3 5 9 0 0 46 3 6 0 0 0 46 3 6 1 0 0 46 3 6 2 0 0 46 3 6 3 0 0 46 3 5 7 0 0 46 3 5 8 0 0 46 3 5 9 0 0 46 3 6 0 0 0 46 3 6 1 0 0 46 3 6 2 0 0 46 3 6 3 0 0 706800 706900 707000 707100 707200 707300 707400 707500 707600 707700 707800 706900 707000 707100 707200 707300 707400 707500 707600 707700 707800 707900 41° 51' 6'' N 72 ° 3 0 ' 3 1 ' ' W 41° 51' 6'' N 72 ° 2 9 ' 4 4 ' ' W 41° 50' 43'' N 72 ° 3 0 ' 3 1 ' ' W 41° 50' 43'' N 72 ° 2 9 ' 4 4 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,970 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, Eastern Part Survey Area Data: Version 6, Sep 16, 2025 Soil Survey Area: State of Connecticut, Western Part Survey Area Data: Version 6, Sep 16, 2025 Your area of interest (AOI) includes more than one soil survey area. These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Custom Soil Resource Report 7 MAP LEGEND MAP INFORMATION Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2022—Oct 6, 2022 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 8 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 23A Sudbury sandy loam, 0 to 5 percent slopes 1.8 1.5% 63B Cheshire fine sandy loam, 3 to 8 percent slopes 9.1 7.4% 64B Cheshire fine sandy loam, 3 to 8 percent slopes, very stony 5.6 4.5% 66C Narragansett silt loam, 8 to 15 percent slopes 10.5 8.6% Subtotals for Soil Survey Area 27.0 22.0% Totals for Area of Interest 122.8 100.0% Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 5 Wilbraham silt loam, 0 to 3 percent slopes 9.2 7.5% 23A Sudbury sandy loam, 0 to 5 percent slopes 0.6 0.5% 53A Wapping very fine sandy loam, 0 to 3 percent slopes 3.1 2.6% 53B Wapping very fine sandy loam, 3 to 8 percent slopes 1.5 1.2% 55B Watchaug fine sandy loam, 3 to 8 percent slopes 6.6 5.4% 63B Cheshire fine sandy loam, 3 to 8 percent slopes 34.1 27.8% 63C Cheshire fine sandy loam, 8 to 15 percent slopes 13.6 11.1% 64B Cheshire fine sandy loam, 3 to 8 percent slopes, very stony 3.2 2.6% 66B Narragansett silt loam, 2 to 8 percent slopes 9.4 7.7% 66C Narragansett silt loam, 8 to 15 percent slopes 13.1 10.7% 108 Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded 1.3 1.0% Subtotals for Soil Survey Area 95.8 78.0% Totals for Area of Interest 122.8 100.0% Custom Soil Resource Report 9 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 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 Custom Soil Resource Report 10 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 11 State of Connecticut, Eastern Part 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:Outwash plains, terraces 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 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 17 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: A/D Ecological site: F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Custom Soil Resource Report 12 Landform:Kames, outwash plains, terraces Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Agawam Percent of map unit:5 percent Landform:Outwash plains, terraces Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Ninigret Percent of map unit:5 percent Landform:Outwash plains, terraces Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Outwash plains, terraces Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Walpole Percent of map unit:2 percent Landform:Depressions on terraces, drainageways on terraces Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 63B—Cheshire fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 9lpw 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 Cheshire and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 13 Description of Cheshire Setting Landform:Hills, till plains Down-slope shape:Linear Across-slope shape:Linear Parent material:Coarse-loamy melt-out till derived from basalt and/or sandstone and shale 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 C - 26 to 65 inches: gravelly sandy loam Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 5.95 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 7.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Ecological site: F145XY013CT - Well Drained Till Uplands Hydric soil rating: No Minor Components Wilbraham Percent of map unit:5 percent Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Watchaug Percent of map unit:3 percent Landform:Hills, till plains Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Wethersfield Percent of map unit:3 percent Landform:Drumlins, hills Down-slope shape:Linear Across-slope shape:Convex Hydric soil rating: No Custom Soil Resource Report 14 Yalesville Percent of map unit:3 percent Landform:Hills, ridges Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Menlo Percent of map unit:2 percent Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Unnamed, less sloping Percent of map unit:2 percent Hydric soil rating: No Unnamed, brown subsoil Percent of map unit:2 percent Hydric soil rating: No 64B—Cheshire fine sandy loam, 3 to 8 percent slopes, very stony Map Unit Setting National map unit symbol: 9lpz 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: Farmland of statewide importance Map Unit Composition Cheshire and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Cheshire Setting Landform:Hills, till plains Down-slope shape:Linear Across-slope shape:Linear Parent material:Coarse-loamy melt-out till derived from basalt and/or sandstone and shale 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 C - 26 to 65 inches: gravelly sandy loam Custom Soil Resource Report 15 Properties and qualities Slope:3 to 8 percent Surface area covered with cobbles, stones or boulders:1.6 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 5.95 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 7.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: B Ecological site: F145XY013CT - Well Drained Till Uplands Hydric soil rating: No Minor Components Wilbraham Percent of map unit:5 percent Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Wethersfield Percent of map unit:5 percent Landform:Drumlins, hills Down-slope shape:Linear Across-slope shape:Convex Hydric soil rating: No Yalesville Percent of map unit:5 percent Landform:Hills, ridges Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Watchaug Percent of map unit:3 percent Landform:Hills, till plains Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Menlo Percent of map unit:2 percent Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 16 66C—Narragansett silt loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 9lq4 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: Farmland of statewide importance Map Unit Composition Narragansett and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform:Hills, till plains Down-slope shape:Linear Across-slope shape:Convex Parent material:Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 6 inches: silt loam Bw1 - 6 to 15 inches: silt loam Bw2 - 15 to 24 inches: silt loam Bw3 - 24 to 28 inches: gravelly silt loam 2C - 28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope:8 to 15 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):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: F144AY034CT - Well Drained Till Uplands Hydric soil rating: No Custom Soil Resource Report 17 Minor Components Broadbrook Percent of map unit:5 percent Landform:Drumlins, hills, till plains Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Canton Percent of map unit:5 percent Landform:Hills Down-slope shape:Linear Across-slope shape:Convex Hydric soil rating: No Charlton Percent of map unit:3 percent Landform:Hills Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Wapping Percent of map unit:3 percent Landform:Hills, till plains Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Sutton, extremely stony Percent of map unit:2 percent Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Leicester Percent of map unit:2 percent Landform:Depressions, drainageways Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 18 State of Connecticut, Western Part 5—Wilbraham silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2wh26 Elevation: 0 to 770 feet Mean annual precipitation: 36 to 53 inches Mean annual air temperature: 41 to 54 degrees F Frost-free period: 140 to 220 days Farmland classification: Farmland of statewide importance Map Unit Composition Wilbraham and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wilbraham Setting Landform:Ground moraines, drumlins, hills, drainageways, depressions Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Head slope, base slope Down-slope shape:Concave Across-slope shape:Concave Parent material:Red coarse-loamy lodgment till derived from basalt and/or sandstone and shale Typical profile Ap - 0 to 8 inches: silt loam Bw1 - 8 to 19 inches: silt loam Bw2 - 19 to 25 inches: silt loam Cd - 25 to 61 inches: gravelly loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:16 to 35 inches to densic material Drainage class:Poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 0 to 10 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 5.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: C/D Ecological site: F144AY009CT - Wet Till Depressions Hydric soil rating: Yes Custom Soil Resource Report 19 Minor Components Ludlow Percent of map unit:10 percent Landform:Hills, drumlins Landform position (two-dimensional):Summit, footslope Landform position (three-dimensional):Crest, base slope Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Menlo Percent of map unit:5 percent Landform:Drainageways, depressions 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 20 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 17 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: A/D Ecological site: F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Terraces, outwash plains, kames Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Agawam Percent of map unit:5 percent Landform:Terraces, outwash plains 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 21 53A—Wapping very fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9lp6 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 Wapping and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wapping Setting Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Linear Parent material:Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 11 inches: very fine sandy loam Bw1 - 11 to 16 inches: very fine sandy loam Bw2 - 16 to 20 inches: very fine sandy loam 2C1 - 20 to 28 inches: gravelly sandy loam 2C2 - 28 to 36 inches: gravelly loamy sand 2C3 - 36 to 80 inches: gravelly loamy sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:About 16 to 30 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F144AY008CT - Moist Till Uplands Hydric soil rating: No Custom Soil Resource Report 22 Minor Components Narragansett Percent of map unit:5 percent Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Convex Hydric soil rating: No Leicester Percent of map unit:5 percent Landform:Drainageways, depressions Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: Yes Wilbraham Percent of map unit:3 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Menlo Percent of map unit:3 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Watchaug Percent of map unit:2 percent Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Ludlow Percent of map unit:2 percent Landform:Hills, drumlins Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No 53B—Wapping very fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 9lp7 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Custom Soil Resource Report 23 Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Wapping and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wapping Setting Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Linear Parent material:Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 11 inches: very fine sandy loam Bw1 - 11 to 16 inches: very fine sandy loam Bw2 - 16 to 20 inches: very fine sandy loam 2C1 - 20 to 28 inches: gravelly sandy loam 2C2 - 28 to 36 inches: gravelly loamy sand 2C3 - 36 to 80 inches: gravelly loamy sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:About 16 to 30 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B/D Ecological site: F144AY008CT - Moist Till Uplands Hydric soil rating: No Minor Components Narragansett Percent of map unit:5 percent Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Convex Hydric soil rating: No Leicester Percent of map unit:5 percent Landform:Drainageways, depressions Down-slope shape:Linear Custom Soil Resource Report 24 Across-slope shape:Concave Hydric soil rating: Yes Wilbraham Percent of map unit:3 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Menlo Percent of map unit:3 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Watchaug Percent of map unit:2 percent Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Ludlow Percent of map unit:2 percent Landform:Hills, drumlins Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No 55B—Watchaug fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 9lpb Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 52 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 Watchaug and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Watchaug Setting Landform:Till plains, hills Down-slope shape:Linear Custom Soil Resource Report 25 Across-slope shape:Concave Parent material:Coarse-loamy melt-out till derived from basalt and/or sandstone and shale Typical profile Ap - 0 to 8 inches: fine sandy loam Bw1 - 8 to 18 inches: fine sandy loam Bw2 - 18 to 24 inches: fine sandy loam C - 24 to 65 inches: gravelly sandy loam Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:About 15 to 30 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): 2w Hydrologic Soil Group: B/D Ecological site: F144AY008CT - Moist Till Uplands Hydric soil rating: No Minor Components Cheshire Percent of map unit:5 percent Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Wilbraham Percent of map unit:5 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Ludlow Percent of map unit:3 percent Landform:Hills, drumlins Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Unnamed, stony surface Percent of map unit:3 percent Hydric soil rating: No Menlo Percent of map unit:2 percent Custom Soil Resource Report 26 Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Unnamed, silt loam surface Percent of map unit:2 percent Hydric soil rating: No 63B—Cheshire fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 9lpw 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 Cheshire and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Cheshire Setting Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Linear Parent material:Coarse-loamy melt-out till derived from basalt and/or sandstone and shale 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 C - 26 to 65 inches: gravelly sandy loam Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 5.95 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 7.8 inches) Custom Soil Resource Report 27 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Ecological site: F145XY013CT - Well Drained Till Uplands Hydric soil rating: No Minor Components Wilbraham Percent of map unit:5 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Watchaug Percent of map unit:3 percent Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Wethersfield Percent of map unit:3 percent Landform:Hills, drumlins Down-slope shape:Linear Across-slope shape:Convex Hydric soil rating: No Yalesville Percent of map unit:3 percent Landform:Ridges, hills Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Menlo Percent of map unit:2 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Unnamed, less sloping Percent of map unit:2 percent Hydric soil rating: No Unnamed, brown subsoil Percent of map unit:2 percent Hydric soil rating: No Custom Soil Resource Report 28 63C—Cheshire fine sandy loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 9lpx 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: Farmland of statewide importance Map Unit Composition Cheshire and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Cheshire Setting Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Linear Parent material:Coarse-loamy melt-out till derived from basalt and/or sandstone and shale 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 C - 26 to 65 inches: gravelly sandy loam Properties and qualities Slope:8 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 5.95 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 7.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: F145XY013CT - Well Drained Till Uplands Hydric soil rating: No Custom Soil Resource Report 29 Minor Components Wilbraham Percent of map unit:5 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Wethersfield Percent of map unit:5 percent Landform:Hills, drumlins Down-slope shape:Linear Across-slope shape:Convex Hydric soil rating: No Yalesville Percent of map unit:5 percent Landform:Ridges, hills Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Watchaug Percent of map unit:3 percent Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Menlo Percent of map unit:2 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 64B—Cheshire fine sandy loam, 3 to 8 percent slopes, very stony Map Unit Setting National map unit symbol: 9lpz 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: Farmland of statewide importance Map Unit Composition Cheshire and similar soils:80 percent Minor components:20 percent Custom Soil Resource Report 30 Estimates are based on observations, descriptions, and transects of the mapunit. Description of Cheshire Setting Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Linear Parent material:Coarse-loamy melt-out till derived from basalt and/or sandstone and shale 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 C - 26 to 65 inches: gravelly sandy loam Properties and qualities Slope:3 to 8 percent Surface area covered with cobbles, stones or boulders:1.6 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 5.95 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 7.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: B Ecological site: F145XY013CT - Well Drained Till Uplands Hydric soil rating: No Minor Components Wilbraham Percent of map unit:5 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Wethersfield Percent of map unit:5 percent Landform:Hills, drumlins Down-slope shape:Linear Across-slope shape:Convex Hydric soil rating: No Yalesville Percent of map unit:5 percent Landform:Ridges, hills Down-slope shape:Convex Across-slope shape:Linear Custom Soil Resource Report 31 Hydric soil rating: No Watchaug Percent of map unit:3 percent Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Menlo Percent of map unit:2 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 66B—Narragansett silt loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: 9lq3 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 Narragansett and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Convex Parent material:Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 6 inches: silt loam Bw1 - 6 to 15 inches: silt loam Bw2 - 15 to 24 inches: silt loam Bw3 - 24 to 28 inches: gravelly silt loam 2C - 28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope:2 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Custom Soil Resource Report 32 Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Ecological site: F144AY034CT - Well Drained Till Uplands Hydric soil rating: No Minor Components Broadbrook Percent of map unit:5 percent Landform:Till plains, hills, drumlins Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Charlton Percent of map unit:5 percent Landform:Hills Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Leicester Percent of map unit:3 percent Landform:Drainageways, depressions Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: Yes Canton Percent of map unit:2 percent Landform:Hills Down-slope shape:Linear Across-slope shape:Convex Hydric soil rating: No Wapping Percent of map unit:2 percent Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Unnamed, red parent material Percent of map unit:2 percent Hydric soil rating: No Sutton Percent of map unit:1 percent Custom Soil Resource Report 33 Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No 66C—Narragansett silt loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 9lq4 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: Farmland of statewide importance Map Unit Composition Narragansett and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Convex Parent material:Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 6 inches: silt loam Bw1 - 6 to 15 inches: silt loam Bw2 - 15 to 24 inches: silt loam Bw3 - 24 to 28 inches: gravelly silt loam 2C - 28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope:8 to 15 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):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Custom Soil Resource Report 34 Hydrologic Soil Group: B Ecological site: F144AY034CT - Well Drained Till Uplands Hydric soil rating: No Minor Components Broadbrook Percent of map unit:5 percent Landform:Till plains, hills, drumlins Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Canton Percent of map unit:5 percent Landform:Hills Down-slope shape:Linear Across-slope shape:Convex Hydric soil rating: No Charlton Percent of map unit:3 percent Landform:Hills Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Wapping Percent of map unit:3 percent Landform:Till plains, hills Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Sutton, extremely stony Percent of map unit:2 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Leicester Percent of map unit:2 percent Landform:Drainageways, depressions Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 35 108—Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded Map Unit Setting National map unit symbol: 9ljv 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: Not prime farmland Map Unit Composition Saco and similar soils:82 percent Minor components:18 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Saco Setting Landform:Flood plains Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Parent material:Coarse-silty alluvium over sandy alluvium Typical profile A - 0 to 12 inches: silt loam Cg1 - 12 to 32 inches: silt loam Cg2 - 32 to 48 inches: silt loam 2Cg3 - 48 to 60 inches: stratified very gravelly coarse sand to loamy fine sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:Frequent Frequency of ponding:Frequent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 10.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: B/D Ecological site: F144AY015NY - Wet Silty Low Floodplain Hydric soil rating: Yes Custom Soil Resource Report 36 Minor Components Rippowam Percent of map unit:5 percent Landform:Flood plains Landform position (three-dimensional):Dip Down-slope shape:Linear Across-slope shape:Concave Ecological site:F144AY014CT - Wet Sandy Low Floodplain Hydric soil rating: Yes Lim Percent of map unit:5 percent Landform:Flood plains Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY015NY - Wet Silty Low Floodplain Hydric soil rating: Yes Bash Percent of map unit:5 percent Landform:Flood plains Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY015NY - Wet Silty Low Floodplain Hydric soil rating: Yes Winooski Percent of map unit:3 percent Landform:Flood plains Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Concave Ecological site:F145XY002MA - Silty Low Floodplain Hydric soil rating: No Custom Soil Resource Report 37 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. 38 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 39 40 Custom Soil Resource Report Map—Hydrologic Soil Group 46 3 5 7 0 0 46 3 5 8 0 0 46 3 5 9 0 0 46 3 6 0 0 0 46 3 6 1 0 0 46 3 6 2 0 0 46 3 6 3 0 0 46 3 5 7 0 0 46 3 5 8 0 0 46 3 5 9 0 0 46 3 6 0 0 0 46 3 6 1 0 0 46 3 6 2 0 0 46 3 6 3 0 0 706800 706900 707000 707100 707200 707300 707400 707500 707600 707700 707800 706900 707000 707100 707200 707300 707400 707500 707600 707700 707800 707900 41° 51' 6'' N 72 ° 3 0 ' 3 1 ' ' W 41° 51' 6'' N 72 ° 2 9 ' 4 4 ' ' W 41° 50' 43'' N 72 ° 3 0 ' 3 1 ' ' W 41° 50' 43'' N 72 ° 2 9 ' 4 4 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,970 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, Eastern Part Survey Area Data: Version 6, Sep 16, 2025 Soil Survey Area: State of Connecticut, Western Part Survey Area Data: Version 6, Sep 16, 2025 Your area of interest (AOI) includes more than one soil survey area. These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Custom Soil Resource Report 41 MAP LEGEND MAP INFORMATION Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2022—Oct 6, 2022 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 42 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 23A Sudbury sandy loam, 0 to 5 percent slopes A/D 1.8 1.5% 63B Cheshire fine sandy loam, 3 to 8 percent slopes B 9.1 7.4% 64B Cheshire fine sandy loam, 3 to 8 percent slopes, very stony B 5.6 4.5% 66C Narragansett silt loam, 8 to 15 percent slopes B 10.5 8.6% Subtotals for Soil Survey Area 27.0 22.0% Totals for Area of Interest 122.8 100.0% Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 5 Wilbraham silt loam, 0 to 3 percent slopes C/D 9.2 7.5% 23A Sudbury sandy loam, 0 to 5 percent slopes A/D 0.6 0.5% 53A Wapping very fine sandy loam, 0 to 3 percent slopes B/D 3.1 2.6% 53B Wapping very fine sandy loam, 3 to 8 percent slopes B/D 1.5 1.2% 55B Watchaug fine sandy loam, 3 to 8 percent slopes B/D 6.6 5.4% 63B Cheshire fine sandy loam, 3 to 8 percent slopes B 34.1 27.8% 63C Cheshire fine sandy loam, 8 to 15 percent slopes B 13.6 11.1% 64B Cheshire fine sandy loam, 3 to 8 percent slopes, very stony B 3.2 2.6% 66B Narragansett silt loam, 2 to 8 percent slopes B 9.4 7.7% 66C Narragansett silt loam, 8 to 15 percent slopes B 13.1 10.7% 108 Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded B/D 1.3 1.0% Subtotals for Soil Survey Area 95.8 78.0% Totals for Area of Interest 122.8 100.0% Custom Soil Resource Report 43 Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 44 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 45 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 46 APPENDIX D NOAA Atlas 14 Precipitation Data NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8492°, Longitude: -72.5016° Elevation: 285 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 4.00 (3.06‑5.22) 4.85 (3.71‑6.34) 6.24 (4.76‑8.18) 7.40 (5.62‑9.77) 9.00 (6.64‑12.4) 10.2 (7.39‑14.4) 11.5 (8.08‑16.7) 12.9 (8.63‑19.2) 14.9 (9.66‑23.0) 16.6 (10.5‑26.1) 10-min 2.83 (2.17‑3.70) 3.43 (2.63‑4.49) 4.42 (3.37‑5.80) 5.24 (3.98‑6.91) 6.37 (4.70‑8.78) 7.22 (5.22‑10.2) 8.11 (5.72‑11.8) 9.12 (6.11‑13.6) 10.6 (6.83‑16.3) 11.8 (7.45‑18.5) 15-min 2.22 (1.70‑2.90) 2.69 (2.06‑3.52) 3.47 (2.64‑4.55) 4.11 (3.12‑5.42) 5.00 (3.68‑6.89) 5.66 (4.10‑7.98) 6.36 (4.49‑9.29) 7.15 (4.79‑10.7) 8.29 (5.36‑12.8) 9.22 (5.84‑14.5) 30-min 1.50 (1.15‑1.96) 1.82 (1.39‑2.38) 2.35 (1.79‑3.08) 2.79 (2.11‑3.68) 3.39 (2.50‑4.67) 3.84 (2.78‑5.41) 4.32 (3.05‑6.30) 4.86 (3.25‑7.24) 5.63 (3.64‑8.68) 6.26 (3.96‑9.85) 60-min 0.943 (0.722‑1.23) 1.15 (0.878‑1.50) 1.48 (1.13‑1.94) 1.76 (1.33‑2.32) 2.14 (1.58‑2.95) 2.43 (1.76‑3.42) 2.73 (1.92‑3.98) 3.07 (2.06‑4.57) 3.56 (2.30‑5.49) 3.96 (2.50‑6.23) 2-hr 0.607 (0.467‑0.788) 0.734 (0.564‑0.955) 0.942 (0.721‑1.23) 1.11 (0.848‑1.46) 1.35 (1.00‑1.86) 1.53 (1.11‑2.15) 1.72 (1.22‑2.51) 1.94 (1.31‑2.88) 2.28 (1.48‑3.50) 2.58 (1.63‑4.02) 3-hr 0.465 (0.358‑0.603) 0.562 (0.433‑0.729) 0.720 (0.553‑0.938) 0.852 (0.651‑1.12) 1.03 (0.769‑1.42) 1.17 (0.854‑1.64) 1.31 (0.940‑1.92) 1.49 (1.00‑2.20) 1.76 (1.14‑2.69) 2.00 (1.27‑3.11) 6-hr 0.293 (0.227‑0.378) 0.356 (0.275‑0.459) 0.458 (0.353‑0.593) 0.542 (0.416‑0.706) 0.658 (0.493‑0.901) 0.744 (0.548‑1.04) 0.838 (0.605‑1.22) 0.955 (0.645‑1.40) 1.14 (0.741‑1.73) 1.30 (0.827‑2.01) 12-hr 0.179 (0.140‑0.230) 0.220 (0.171‑0.282) 0.285 (0.221‑0.368) 0.340 (0.262‑0.440) 0.415 (0.312‑0.564) 0.470 (0.347‑0.655) 0.530 (0.384‑0.771) 0.606 (0.410‑0.885) 0.724 (0.473‑1.09) 0.827 (0.529‑1.27) 24-hr 0.106 (0.082‑0.135) 0.131 (0.102‑0.167) 0.172 (0.134‑0.221) 0.207 (0.160‑0.267) 0.254 (0.192‑0.345) 0.289 (0.215‑0.401) 0.327 (0.239‑0.475) 0.376 (0.255‑0.546) 0.453 (0.297‑0.680) 0.521 (0.334‑0.795) 2-day 0.059 (0.046‑0.075) 0.074 (0.058‑0.095) 0.099 (0.078‑0.127) 0.120 (0.093‑0.154) 0.149 (0.113‑0.201) 0.169 (0.127‑0.235) 0.192 (0.142‑0.280) 0.223 (0.152‑0.322) 0.272 (0.179‑0.406) 0.316 (0.203‑0.479) 3-day 0.043 (0.034‑0.054) 0.054 (0.042‑0.069) 0.072 (0.057‑0.092) 0.087 (0.068‑0.112) 0.108 (0.082‑0.146) 0.123 (0.092‑0.171) 0.140 (0.103‑0.203) 0.162 (0.111‑0.234) 0.199 (0.131‑0.296) 0.232 (0.149‑0.350) 4-day 0.034 (0.027‑0.044) 0.043 (0.034‑0.055) 0.058 (0.045‑0.074) 0.070 (0.055‑0.089) 0.086 (0.066‑0.117) 0.099 (0.074‑0.136) 0.112 (0.083‑0.162) 0.130 (0.089‑0.187) 0.159 (0.105‑0.236) 0.185 (0.119‑0.279) 7-day 0.023 (0.018‑0.029) 0.029 (0.023‑0.037) 0.038 (0.030‑0.049) 0.046 (0.036‑0.059) 0.057 (0.043‑0.076) 0.064 (0.049‑0.089) 0.073 (0.054‑0.105) 0.084 (0.058‑0.121) 0.103 (0.068‑0.151) 0.119 (0.077‑0.178) 10-day 0.019 (0.015‑0.024) 0.023 (0.018‑0.029) 0.030 (0.024‑0.038) 0.036 (0.028‑0.045) 0.044 (0.033‑0.058) 0.049 (0.037‑0.068) 0.056 (0.041‑0.080) 0.064 (0.044‑0.091) 0.077 (0.051‑0.113) 0.088 (0.057‑0.132) 20-day 0.013 (0.011‑0.017) 0.016 (0.012‑0.020) 0.019 (0.015‑0.024) 0.022 (0.018‑0.028) 0.027 (0.020‑0.035) 0.030 (0.022‑0.040) 0.033 (0.024‑0.046) 0.037 (0.025‑0.052) 0.043 (0.028‑0.063) 0.048 (0.031‑0.071) 30-day 0.011 (0.009‑0.014) 0.013 (0.010‑0.016) 0.015 (0.012‑0.019) 0.017 (0.014‑0.022) 0.020 (0.015‑0.026) 0.022 (0.017‑0.030) 0.025 (0.018‑0.034) 0.027 (0.019‑0.038) 0.031 (0.020‑0.044) 0.033 (0.022‑0.049) 45-day 0.009 (0.007‑0.012) 0.010 (0.008‑0.013) 0.012 (0.010‑0.015) 0.013 (0.011‑0.017) 0.015 (0.012‑0.020) 0.017 (0.013‑0.022) 0.018 (0.013‑0.025) 0.020 (0.014‑0.028) 0.022 (0.015‑0.032) 0.023 (0.015‑0.035) 60-day 0.008 (0.006‑0.010) 0.009 (0.007‑0.011) 0.010 (0.008‑0.013) 0.011 (0.009‑0.014) 0.013 (0.010‑0.017) 0.014 (0.010‑0.019) 0.015 (0.011‑0.021) 0.016 (0.011‑0.023) 0.018 (0.012‑0.025) 0.018 (0.012‑0.027) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 12/16/25, 2:10 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8492&lon=-72.5016&data=intensity&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 12/16/25, 2:10 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8492&lon=-72.5016&data=intensity&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 12/16/25, 2:10 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8492&lon=-72.5016&data=intensity&units=english&series=pds 3/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi 12/16/25, 2:10 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8492&lon=-72.5016&data=intensity&units=english&series=pds 4/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8492°, Longitude: -72.5016° Elevation: 285 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.333 (0.255‑0.435) 0.404 (0.309‑0.528) 0.520 (0.397‑0.682) 0.617 (0.468‑0.814) 0.750 (0.553‑1.03) 0.850 (0.616‑1.20) 0.955 (0.673‑1.39) 1.07 (0.719‑1.60) 1.24 (0.805‑1.92) 1.38 (0.876‑2.18) 10-min 0.472 (0.361‑0.616) 0.572 (0.438‑0.748) 0.737 (0.562‑0.966) 0.874 (0.663‑1.15) 1.06 (0.783‑1.46) 1.20 (0.870‑1.69) 1.35 (0.954‑1.97) 1.52 (1.02‑2.26) 1.76 (1.14‑2.72) 1.96 (1.24‑3.08) 15-min 0.555 (0.425‑0.724) 0.673 (0.515‑0.880) 0.867 (0.661‑1.14) 1.03 (0.780‑1.36) 1.25 (0.921‑1.72) 1.42 (1.02‑1.99) 1.59 (1.12‑2.32) 1.79 (1.20‑2.67) 2.07 (1.34‑3.20) 2.31 (1.46‑3.63) 30-min 0.749 (0.573‑0.978) 0.910 (0.696‑1.19) 1.17 (0.895‑1.54) 1.39 (1.06‑1.84) 1.70 (1.25‑2.34) 1.92 (1.39‑2.70) 2.16 (1.52‑3.15) 2.43 (1.63‑3.62) 2.82 (1.82‑4.34) 3.13 (1.98‑4.93) 60-min 0.943 (0.722‑1.23) 1.15 (0.878‑1.50) 1.48 (1.13‑1.94) 1.76 (1.33‑2.32) 2.14 (1.58‑2.95) 2.43 (1.76‑3.42) 2.73 (1.92‑3.98) 3.07 (2.06‑4.57) 3.56 (2.30‑5.49) 3.96 (2.50‑6.23) 2-hr 1.21 (0.934‑1.58) 1.47 (1.13‑1.91) 1.88 (1.44‑2.46) 2.23 (1.70‑2.92) 2.70 (2.01‑3.72) 3.06 (2.23‑4.30) 3.44 (2.45‑5.03) 3.89 (2.61‑5.77) 4.57 (2.96‑7.01) 5.15 (3.27‑8.05) 3-hr 1.40 (1.08‑1.81) 1.69 (1.30‑2.19) 2.16 (1.66‑2.82) 2.56 (1.96‑3.35) 3.10 (2.31‑4.26) 3.50 (2.57‑4.92) 3.94 (2.82‑5.77) 4.47 (3.01‑6.61) 5.30 (3.44‑8.09) 6.00 (3.82‑9.35) 6-hr 1.76 (1.36‑2.27) 2.13 (1.65‑2.75) 2.74 (2.12‑3.55) 3.25 (2.49‑4.23) 3.95 (2.95‑5.40) 4.46 (3.28‑6.24) 5.02 (3.62‑7.34) 5.72 (3.86‑8.41) 6.82 (4.44‑10.4) 7.77 (4.96‑12.0) 12-hr 2.17 (1.69‑2.78) 2.65 (2.06‑3.41) 3.44 (2.67‑4.44) 4.10 (3.16‑5.31) 5.00 (3.76‑6.81) 5.66 (4.19‑7.90) 6.39 (4.64‑9.30) 7.30 (4.95‑10.7) 8.73 (5.70‑13.2) 9.97 (6.38‑15.3) 24-hr 2.54 (1.99‑3.25) 3.15 (2.46‑4.03) 4.15 (3.23‑5.32) 4.97 (3.85‑6.41) 6.11 (4.62‑8.29) 6.94 (5.17‑9.64) 7.86 (5.74‑11.4) 9.03 (6.14‑13.1) 10.9 (7.13‑16.3) 12.5 (8.03‑19.1) 2-day 2.87 (2.25‑3.64) 3.60 (2.82‑4.58) 4.80 (3.75‑6.12) 5.79 (4.51‑7.43) 7.16 (5.44‑9.68) 8.15 (6.11‑11.3) 9.26 (6.82‑13.5) 10.7 (7.31‑15.5) 13.1 (8.60‑19.5) 15.2 (9.78‑23.0) 3-day 3.12 (2.46‑3.95) 3.92 (3.09‑4.97) 5.23 (4.11‑6.66) 6.32 (4.93‑8.08) 7.82 (5.96‑10.6) 8.90 (6.69‑12.3) 10.1 (7.48‑14.7) 11.7 (8.01‑16.9) 14.4 (9.46‑21.3) 16.7 (10.8‑25.2) 4-day 3.35 (2.65‑4.24) 4.20 (3.32‑5.32) 5.60 (4.40‑7.11) 6.76 (5.28‑8.62) 8.35 (6.38‑11.2) 9.51 (7.16‑13.1) 10.8 (8.00‑15.6) 12.5 (8.56‑18.0) 15.3 (10.1‑22.7) 17.8 (11.5‑26.8) 7-day 3.99 (3.16‑5.02) 4.95 (3.92‑6.24) 6.52 (5.14‑8.24) 7.82 (6.14‑9.94) 9.61 (7.36‑12.9) 10.9 (8.24‑15.0) 12.4 (9.16‑17.7) 14.3 (9.79‑20.4) 17.3 (11.5‑25.5) 20.0 (13.0‑30.0) 10-day 4.62 (3.68‑5.81) 5.64 (4.48‑7.09) 7.31 (5.78‑9.22) 8.69 (6.84‑11.0) 10.6 (8.12‑14.1) 12.0 (9.04‑16.3) 13.5 (9.99‑19.2) 15.5 (10.6‑22.0) 18.6 (12.3‑27.3) 21.3 (13.8‑31.8) 20-day 6.64 (5.31‑8.31) 7.73 (6.17‑9.67) 9.50 (7.56‑11.9) 11.0 (8.68‑13.8) 13.0 (9.98‑17.1) 14.5 (10.9‑19.5) 16.1 (11.8‑22.4) 18.0 (12.5‑25.4) 20.8 (13.9‑30.4) 23.2 (15.1‑34.5) 30-day 8.37 (6.70‑10.4) 9.48 (7.58‑11.8) 11.3 (9.00‑14.1) 12.8 (10.1‑16.1) 14.9 (11.4‑19.4) 16.4 (12.4‑21.8) 18.1 (13.2‑24.8) 19.8 (13.8‑27.9) 22.4 (14.9‑32.4) 24.4 (15.9‑36.0) 45-day 10.5 (8.46‑13.1) 11.7 (9.36‑14.5) 13.5 (10.8‑16.9) 15.1 (12.0‑18.9) 17.2 (13.2‑22.3) 18.9 (14.2‑24.8) 20.5 (14.9‑27.7) 22.1 (15.4‑30.9) 24.3 (16.3‑35.0) 25.9 (16.9‑38.1) 60-day 12.3 (9.93‑15.3) 13.5 (10.9‑16.8) 15.4 (12.4‑19.2) 17.0 (13.6‑21.3) 19.2 (14.8‑24.7) 20.9 (15.7‑27.4) 22.6 (16.3‑30.3) 24.1 (16.8‑33.6) 26.0 (17.5‑37.4) 27.3 (17.9‑40.1) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 12/16/25, 2:09 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8492&lon=-72.5016&data=depth&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 12/16/25, 2:09 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8492&lon=-72.5016&data=depth&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 12/16/25, 2:09 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8492&lon=-72.5016&data=depth&units=english&series=pds 3/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi 12/16/25, 2:09 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8492&lon=-72.5016&data=depth&units=english&series=pds 4/4 APPENDIX E DPI Test Pit Results P.O. BOX 1167 58 CONNECTICUT AVE, SUITE H SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL AND TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island 555 Dart Hill Road, South Windsor DPI Project #5553 DEEP TEST PIT RESULTS: THE FOLLOWING DEEP TEST PITS WERE WITNESSED BY DAN IEL JAMESON, DIRECTOR OF ENGINEERING & QWUACII COUSINS, E.I.T. OF DESIGN PROFESSIONALS, INC ON 01/08/2026 TEST PIT 1 (TP-01) 0 – 30’’ RED BROWN MIXED FILL MATERIAL 30 – 38” ASSUMED NATURALLY OCCURRING TOPSOIL – DARK BROWN / BLACK 38’ – 67” RED BROWN COARSE TO MEDIUM SAND WITH TRACE FINES NO MOTTLING OBSERVED | STABLE TRENCH | NO SEEPAGE | NO LEDGE | ROOTS @ 33” TEST PIT 2 (TP-02) 0 – 12” YELLOW BROWN / BLACK MIXED FILL MATERIAL 12” – 23” DARK BROWN / BLACK ASSUMED NATURALLY OCCURRING TOPSOIL 23” – 32” YELLOW BROWN MEDIUM TO FINE SANDY LOAM 32” – 72” RED BROWN COARSE TO MEDIUM SANDY LOAM NO MOTTLING OBSERVED | STABLE TRENCH | NO SEEPAGE | NO LEDGE | ROOTS @ 57” TEST PIT 3 (TP-03) 0 – 11” DARK BROWN / RED BROWN MIXED FILL MATERIAL 11” – 16” ASSUMED NATURALLY OCCURRING TOPSOIL – DARK BROWN / BLACK 16” – 22” YELLOW BROWN MEDIUM TO COARSE SANDY LOAM 22” – 33” RED BROWN MOIST COARSE TO MEDIUM SANDY LOAM WITH TRACE FINES 33” – 36” GREY – MOTTLING OBSERVED – COARSE TO MEDIUM SANDY LOAM 36” – 69” RED BROWN COMPACTED COARSE TO MEDIUM SANDY LOAM WITH GRAVEL MOTTLING OBSERVED @ 33” | STABLE TRENCH | NO SEEPAGE | ROOTS @ 33” TEST PIT 4 (TP-04) 0 – 7’’ NATURALLY OCCURRING TOPSOIL DARK BROWN / BLACK 7” – 15” YELLOW BROWN FINE TO MEDIUM SANDY LOAM 15” – 30” RED BROWN FINE TO MEDIUM SANDY LOAM WITH GRAVEL 30” – 32” GREY - MOTTLING OBSERVED - COARSE TO MEDIUM SANDY LOAM 32” – 70” RED BROWN COMPACTED COARSE TO MEDIUM SANDY LOAM WITH TRACE FINES AND GRAVEL MOTTLING OBSERVED @ 30” | STABLE TRENCH | NO SEEPAGE | ROOTS @ 33” TEST PIT 5 (TP-05) 0 – 55” MIXED FILL MATERIAL 55” – 76” YELLOW BROWN COARSE TO MEDIUM SANDY LOAM NO MOTTLING OBSERVED | STABLE TRENCH | NO SEEPAGE | NO LEDGE 2 CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com TEST PIT 6 (TP-06) 0 – 48” MIXED FILL MATERIAL 48” – 60” YELLOW BROWN FINE TO MEDIUM SANDY LOAM 60” – 77” RED BROWN COARSE TO MEDIUM SANDY LOAM WITH GRAVEL NO MOTTLING OBSERVED | STABLE TRENCH | NO SEEPAGE | NO LEDGE TEST PIT 7 (TP-07) 0 – 32’’ MIXED FILL 32” – 36” YELLOW BROWN COARSE TO MEDIUM SANDY LOAM 36” – 43” GREY – MOTTLING OBSERVED - COARSE TO MEDIUM SANDY LOAM 43” – 52” YELLOW BROWN COARSE TO MEDIUM SANDY LOAM 52” – 76” RED BROWN COARSE TO MEDIUM SAND WITH TRACE FINES AND GRAVEL MOTTLING OBSERVED @ 36” | STABLE TRENCH | NO SEEPAGE | NO LEDGE TEST PIT 8 (TP-08) 0 – 12” NATURALLY OCCURRING TOPSOIL 12” – 32” YELLOW BROWN MEDIUM TO FINE SANDY LOAM 32” – 76” RED BROWN COARSE TO MEDIUM SAND WITH TRACE FINES AND GRAVEL NO MOTTLING OBSERVED | STABLE TRENCH | NO SEEPAGE | NO LEDGE TEST PIT 9 (TP-09) 0 – 4” NATURALLY OCCURRING TOPSOIL 4” – 30” YELLOW BROWN MEDIUM TO FINE SANDY LOAM WITH GRAVEL 30” – 66” RED BROWN COARSE TO MEDIUM SAND WITH TRACE SILT AND GRAVEL NO MOTTLING OBSERVED | STABLE TRENCH | NO SEEPAGE | NO LEDGE | ROOTS @ 36” APPENDIX F Water Quality Calculations 5553 Dart Hill Road - WQF Water Quality Flow - Lot 2 (P4) To find Unit Peak Discharge qu with Exhibit 4-III in Chapter 4 of TR-55 (USDA, 1986), the following is needed: Time of Concentration (Tc): 10.4 mins 0.17 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN =72 Ia =0.778 in Design Precipitation (P) for water quality storms per Appendix B P =1.3 in Ia / P =0.598 Unit Peak Discharge qu =260 cfs/mi2/inch Drainage Area A =46,981.00 sqft 1.079 ac 0.0017 sqmi Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = volumetric runoff coefficient R = 0.05 + 0.009(I), where I = percent impervious cover I =18.11 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 18.11 R = 0.213 A = drainage area in acres =1.079 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.213 x 1.079 ac WQV =0.025 acre-feet 1084.04 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.025 ac-ft x 12 in/ft 1.079 ac Q =0.277 in WQF = qu x A(sqmi) x Q WQF =260 cfs/mi2/inch x 0.0017 sqmi x 0.277 in WQF =0.121 cfs Proposed 12 As indicated above, the anticipated Water Quality Flow for drainage area P4 (Lot 2) is 0.121 cfs. Based on the enclosed ADS Isolator Row Performance Report, treatement will be sufficiently satisfied with one (1) StormTech SC-310 chamber which is rated for 80% TSS removal for up to 0.16 cfs/chamber. See manufacture specifications included in Appendix. 5553 Dart Hill Road - WQF Water Quality Flow - Lot 3 (P5A) To find Unit Peak Discharge qu with Exhibit 4-III in Chapter 4 of TR-55 (USDA, 1986), the following is needed: Time of Concentration (Tc): 39.4 mins 0.66 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN =60 Ia =1.333 in Design Precipitation (P) for water quality storms per Appendix B P =1.3 in Ia / P =1.025 Unit Peak Discharge qu =175 cfs/mi2/inch (Limiting value where Ia/P = 0.50) Drainage Area A =212,552.00 sqft 4.880 ac 0.0076 sqmi Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = volumetric runoff coefficient R = 0.05 + 0.009(I), where I = percent impervious cover I =5.31 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 5.31 R = 0.098 A = drainage area in acres =4.880 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.098 x 4.880 ac WQV =0.052 acre-feet 2251.76 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.052 ac-ft x 12 in/ft 4.880 ac Q =0.127 in WQF = qu x A(sqmi) x Q WQF =175 cfs/mi2/inch x 0.0076 sqmi x 0.127 in WQF =0.170 cfs Proposed 12 As indicated above, the anticipated Water Quality Flow for drainage area P5A (Lot 3) is 0.170 cfs. Based on the enclosed ADS Isolator Row Performance Report, treatement will be sufficiently satisfied with one (1) StormTech SC-800 chambers which is rated for 80% TSS removal for up to 0.256 cfs/chamber. See manufacture specifications included in Appendix. 5553 Dart Hill Road - WQF Water Quality Flow - Lot 4 (P6A & P6B) To find Unit Peak Discharge qu with Exhibit 4-III in Chapter 4 of TR-55 (USDA, 1986), the following is needed: Time of Concentration (Tc): 20 mins 0.33 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN =58 Ia =1.448 in Design Precipitation (P) for water quality storms per Appendix B P =1.3 in Ia / P =1.114 Unit Peak Discharge qu =220 cfs/mi2/inch (Limiting value where Ia/P = 0.50) Drainage Area A =190,066.00 sqft 4.363 ac 0.0068 sqmi Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = volumetric runoff coefficient R = 0.05 + 0.009(I), where I = percent impervious cover I =3.20 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 3.20 R = 0.079 A = drainage area in acres =4.363 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.079 x 4.363 ac WQV =0.037 acre-feet 1622.53 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.037 ac-ft x 12 in/ft 4.363 ac Q =0.102 in WQF = qu x A(sqmi) x Q WQF =220 cfs/mi2/inch x 0.0068 sqmi x 0.102 in WQF =0.154 cfs Proposed 12 As indicated above, the anticipated Water Quality Flow for drainage area P6A & P6B (Lot 4) is 0.154 cfs. Based on the enclosed ADS Isolator Row Performance Report, treatement will be sufficiently satisfied with one (1) StormTech SC-310 chambers which is rated for 80% TSS removal for up to 0.16 cfs/chamber. See manufacture specifications included in Appendix. adspipe.com 800-821-6710 StormTech® Isolator ® Row Plus: Summary of Testing The following information is intended to provide a general overview of the pollutant removal capability of the StormTech Isolato Row Plus, which is a patented filtration type BMP manufactured by StormTech, LLC. The StormTech Isolator Row Plus is covered under several US and International patents. Description The StormTech Isolator Row Plus is a row or rows of thermoplastic chambers that sit on a layer of ADS Plus fabric and are connected to a closely located structure for easy access. The chambers provide for settling and filtration of sediment and other contaminants as stormwater rises in the Isolator Row Plus and ultimately passes through the fabric. The open-bottom chambers allow stormwater to flow out of the chambers. Sediment is captured in the Isolator Row Plus, protecting the storage areas of the adjacent stone and chambers from sediment accumulation. The StormTech Isolator Row Plus is designed to capture the “first flush” and offers the versatility to be sized on a volume basis or a flow-rate basis. An upstream manhole not only provides access to the Isolator Row but includes a high low/concept such that stormwater flow rates or volumes that exceed the capacity of the Isolator Row bypass through a manifold to the other chambers. This is achieved with either a high-flow weir or an elevated manifold. This creates a differential between the Isolator Row Plus and the manifold, thus allowing for settlement time in the Isolator Row Plus. Schematic of the StormTech Isolator Row Plus System Some of the unique features of the Isolator Row that contribute to its effectiveness and practicality include: • Vast filtration surface area. • Large sediment storage volume. • Easily maintainable by most pipe and sewer maintenance companies. • Large network of ADS personnel that can help with designs and provide onsite guidance. • A state-of-the-art structural design that meets ASTM standards and incorporates AASHTO safety factors for both live loads and permanent dead loads. DA T E DR W N CH K D DE S C R I P T I O N 01 / 1 2 / 2 4 JL M JL M UP D A T E E N D C A P C A L L O U T 00 1' 2' 2' 4' 5' 10 ' 10 ' 20 ' 15 ' 30 ' 20 ' 40 ' 25 ' 50 ' 30 ' 60 ' 40 ' 80 ' 50 ' 10 0 ' 60 ' 12 0 ' 10 0 ' 20 0 ' NO T T O S C A L E SC A L E = 1 : 5 0 0 SC A L E = 1 : 5 0 SC A L E = 1 : 2 0 0 SC A L E = 1 : 2 5 0 SC A L E = 1 : 3 5 0 SC A L E = 1 : 1 0 0 0 SC A L E = 1 : 1 2 5 0 SC A L E = 1 : 2 0 AS N O T E D SC A L E = 1 : 3 0 0 SC A L E = 1 : 1 5 0 SC A L E = 1 : 7 5 0 SC A L E = 1 : 1 0 0 P R O J E C T N A M E CI T Y - S T A T E SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) IS O L A T O R R O W P L U S SC - 8 0 0 C H A M B E R 11 / 1 4 / 2 3 JL M CJ D 1 1SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E UL T I M A T E R E S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 St o r m T e c h Ch a m b e r S y s t e m 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION CREST. STORMTECH CHAMBER 8" NYLOPLAST UNIVERSAL INLINE DRAIN BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR ASPHALT OVERLAY FOR TRAFFIC APPLICATIONS 12" (300 mm) MIN WIDTH 8" (200 mm) MIN THICKNESS OF ASPHALT OVERLAYAND CONCRETE COLLAR 4" PVC INSPECTION PORT DETAIL(SC SERIES CHAMBER) NTS CONCRETE COLLAR / ASPHALT OVERLAY NOT REQUIRED FOR GREENSPACE OR NON-TRAFFIC APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION CREST NYLOPLAST 8" LOCKING SOLID COVER AND FRAME CATCH BASIN OR MANHOLE SC-800 ISOLATOR ROW PLUS DETAIL NTS SC-800 END CAP OPTIONAL INSPECTION PORT SC-800 CHAMBER ONE LAYER OF ADSPLUS625 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE END CAP PART #: SC800EPE24BPC WEIR HEIGHT TBD BY SITE DESIGN ENGINEER STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES INSTALL FLAMP ON 24" (600 mm) ACESS PIPE PART #: SC74024RAMP ELEVATED BYPASS MANIFOLD Isolator Row Plus Cross Section Detail Applicable Sites The Isolator Row Plus can be effectively used for essentially all developed sites. The most common applications are highly impervious sites such as paved parking areas, roads as well as developed sites that include grassy or other landscaped areas. It is not intended to be used for construction sediments. StormTech System and Isolator Row Testing October 2006 – Tennessee Tech University’s Civil and Environmental Department prepared the “Performance Evaluation of Sediment Removal Efficiency – StormTech Isolator Row”. Testing on a full-scale Isolator Row in a laboratory was done to determine the sediment removal efficiency with two different silica-water slurries in accordance with NJCAT protocols. In August of 2007, the technology was verified by NJCAT. Results are shown in Table 1. September 2010 – The University of New Hampshire Stormwater Center released the “Final Report on Field Verification Testing of the StormTech Isolator Row Treatment Unit”. Testing consisted of determining the water quality performance for multiple stormwater pollutants in accordance with TARP Tier II protocol. Testing was done for a system only consisting of the StormTech Isolator Row. Data was recorded for 23 storm events. Results are shown in Table 1. January 2020 – BaySaver Technologies prepared the “NJCAT Technology Verification of Isolator Row PLUS”. Testing on a full-scale Isolator Row PLUS in a laboratory was done to determine the sediment removal efficiency with a silica-water slurry in accordance with the updated NJCAT protocols. In July of 2020, the technology was verified by NJCAT. Results are shown in Table 1. June 2020 – North Carolina State University Department of Biological and Agricultural Engineering prepared the technical report “An Evaluation of the StormTech Isolator Row and Subsurface Stormwater Management System at Capital Oaks Retirement Resort, Raleigh, North Carolina”. 14 months of monitoring and over 73 precipitation events were completed to study the hydrologic and water quality performance of a StormTech MC-4500 system in Raleigh, NC. Results are shown in Table 1. Pollutant University of New Hampshire (Isolator Row Only) Median Raleigh, North Carolina (StormTech System with Isolator Row) Tennessee Tech University (Isolator Row Only) NJCAT Verification (Isolator Row Plus only) Total Suspended Solids 83%*91%*84%*81%** Total Phosphorus 33%68%Not Tested Not Tested Total Nitrogen 35%Not Tested Not Tested Total Zinc 81%***Not Tested Not Tested Not Tested Total Petroleum Hydrocarbons 91%Not Tested Not Tested Not Tested Table 1: StormTech Isolator Row 3rd Party Pollutant Removal Efficiency Data * Based on a flow rate of 2.5 gpm/sf (Isolator Row) ** Based on a flow rate of 4.1 gpm/sf (Isolator Row Plus) *** For year 2 only Product Performance and Design Minimum 80% TSS removal is achieved by sizing the Isolator Row Plus to treat the water quality at a specific flow rate per chamber floor area using a single layer of ADS Plus fabric. The design flow rates for each chamber size are listed below. Model Specific Flow Rate Bottom Area Flow Per Model StormTech SC-160LP 4.1 gpm/sf 11.45 sf 0.11 cfs StormTech SC-310 4.1 gpm/sf 17.7 sf 0.16 cfs StormTech SC-800 4.1 gpm/sf 27.8 sf 0.256 cfs StormTech MC-3500 4.1 gpm/sf 42.9 sf 0.40 cfs StormTech MC-4500 4.1 gpm/sf 30.1 sf 0.28 cfs StormTech DC-780 4.1 gpm/sf 27.8 sf 0.256 cfs StormTech MC-7200 4.1 gpm/sf 50.2 sf 0.46 cfs StormTech Isolator Row Approvals The StormTech Isolator Row and Isolator Row Plus have been approved on a project by project basis for tens of thousands of projects around the world. Following are some examples: • The Isolator Row Plus is a verified filtration manufactured treatment device by the New Jersey Corporation for Advanced Testing (NJCAT) in accordance with NJDEP Filter Protocols. • In Ohio, the Isolator Row is approved per the Ohio EPA as a pretreatment to underground storage and can be used for both storage volume and pretreatment as the water quality volume all passes through the Isolator Row. • The Metropolitan St. Louis Sewer District (MSD) has approved the StormTech Isolator Row as a standalone post-construction stormwater Best Management Practice. • In Massachusetts, approvals for the State DEP requirement of 80% TSS removal on an annual load basis are issued at the Conservation Commission level, and the Isolator Row is commonly used to meet these criteria. adspipe.com 800-821-6710 ADS “Terms and Conditions of Sale” are available on the ADS website, www.adspipe.com The ADS logo, StormTech®, Isolator® Row and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. © 2025 Advanced Drainage Systems, Inc. IG 11307 3/25 AB Isolator Row Maintenance The frequency of Inspection and Maintenance varies by location. A routine inspection schedule needs to be established for each individual location, based upon site-specific variables. The type of land use (i.e. industrial, commercial, public, residential), anticipated pollutant load, percent imperviousness, climate, rainfall data, etc., all play a critical role in determining the actual frequency of inspection and maintenance practices. At a minimum, StormTech recommends annual inspections. Initially, the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years, the inspection schedule should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If, upon visual inspection, it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment. When the average depth of sediment exceeds 3” (75 mm) throughout the length of the Isolator Row, clean-out should be performed. The Isolator Row was designed to reduce the cost of periodic maintenance. By “isolating” sediment to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. Maintenance is accomplished with the jetvac process. The jetvac process utilizes a high-pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediment. As the nozzle is retrieved, the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/jetvac combination vehicles. Selection of an appropriate jetvac nozzle will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear-facing jets with an effective spread of at least 45” (1125 mm) are best. Most jetvac reels have 200’ (60 m) of hose, allowing maintenance of an Isolator Row up to 50 chambers long. The jetvac process shall only be performed on StormTech Isolator Rows that have fabric specified by StormTech over their angular base stone. Complete details of the design, operation, and maintenance of the Isolator Row Plus can be found in the StormTech Isolator Row and Isolator Row Plus O&M Manuals. • In Oregon, the Rogue Valley Storm Water Advisory Team (SWAT) has incorporated the StormTech Isolator Row into their Stormwater Design Manual as a pre-approved proprietary device for stormwater quality treatment. • The Kansas City Metro Chapter of the American Public Works have included the StormTech Isolator Row with a value rating of 3.0 in their Manual of Best Management Practices for Stormwater Quality. • Maine DEP has approved the Isolator Row pollutant removal efficiency based on laboratory testing of 110 micron (US Silica OK-110) particle size • In Texas, the City of Houston PWE as well as Harris county, has recognized the Isolator Row as an official water quality device. • Under the New Environmental Technology Evaluation program, the Ontario (Canada) Ministry of the Environment has evaluated the Isolator row and issued a Certificate of Technology Assessment • The Isolator Row PLUS has been evaluated and approved for Canadian Environment Technology Verification (ETV) by VerifiGlobal APPENDIX G 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 PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: January 21, 2026 TO: Michael Maniscalco, Walter Summers, Tory Sidoti, Molly Keays, Marco Mucciacciaro, Trishanna Branford, Kevin Cooney, Tony Manfre, Autum Burke, Dave Turkington, Andrea Cofrancesco, Vincent Stetson, David Gesualdi, Marc Melanson, Scott Roberts, Mary Huda FROM: Michele Lipe, AICP, Director of Planning The Planning & Engineering Departments have received plans for the following projects: Appl. 26-02P, 555 Dart Hill LLC – Partridge Meadows III Location: Corner of Dart Hill and Trumbull Lane Site Plan Subdivision No. Acres 4.1 Zone A-30 Industrial Commercial Residential No. Lots/Units 4 Water: Public Private Well Sewerage: Public Septic System 3 new single family lots with frontage on Trumbull Lane and one on Dart Hill frontage Project Description: Future Town-owned property involved? Yes No new street(s) new detention area new open space/recreation area active passive Planning Department notes: Visit https://www.southwindsor-ct.gov/planning-department/pages/planning-and-zoning- commission-applications to review pending applications Please comment by 2-3-26 and return to the Planning Department. FIANNING DEPARTMENT CERTIFIED MAIL #7022 2410 0000 6508 4975 January 2 1 ,2026 Karen C.Daigle.CCTC.CMC Town Clerk Town of Vernon 14 Park Place Vernon.CT 06066 Dear Ms.Daigle: Re:Notice to Adioining Municipalities In accordance with Connecticut General Statutes concerning notification to municipalities regarding Planning &Zoning Commission applications that could affect the abutting town.we hereby notify you ofthe application #26—02P.333 Dart l-lill Road Resubdivision.submitted by 555 Dart Hill Road.LLC. The applicant requests a resubdivision of4.l acres to create three new building lots. to be known as Partridge Meadows Ill.on property located at 555 Dart Hill Road (comer of Dart l-Iill Road and Trumbull Lane).A-30 zone.The application materials can be viewed at humiwxm'.southwindsor—ct,goyi/planiiinu»dcpartment/pages/planning-and-xoning-commission—applications under Pending Applications. This application is scheduled t0 be heard by the Planning &Zoning Commission on February 24.2026 in the Council Chambers ofthe South Windsor Town Hall. lfyou haye any questions.please feel free to contact the Planning Department at (860)644-251 l.ext.2252. Very truly yours.m f o, Michele M.Lipe.AICP Director of Planning MML/is cc:Ashley Stephens.AICP.Vernon Town Planner 154i]Sullivan Avenue,Smith Windsnr,ET UEUM i Tel (060)“4-2511 Ext 2329 i Planning@SuuthWindsur—CT.gav SUBDIVISION REFERRAL FORM BY LAW, THE PLANNING COMMISSION SHALL GIVE WRITTEN NOTICE OF ITS PROPOSAL TO THE REGIONAL COUNCIL OF GOVERNMENTS NOT LATER THAN THIRTY DAYS BEFORE THE PUBLIC HEARING TO BE HELD IN RELATION TO THE SUBJECT SUBDIVISION. NOTICE SHALL BE MADE BY CERTIFIED MAIL, RETURN RECEIPT REQUESTED OR BY EMAIL TO zoningref@crcog.org. CRCOG-2017 Andover / Avon / Berlin / Bloomfield / Bolton / Canton / Columbia / Coventry / East Granby / East Hartford / East Windsor / Ellington / Enfield / Farmington Glastonbury / Granby / Hartford / Hebron / Manchester / Mansfield / Marlborough / New Britain / Newington / Plainville / Rocky Hill / Simsbury / Somers South Windsor / Southington / Stafford / Suffield / Tolland / Vernon / West Hartford / Wethersfield / Willington / Windsor / Windsor Locks A voluntary Council of Governments formed to initiate and implement regional programs of benefit to the towns and the region FOR: NOTIFICATION OF PROPOSED SUBDIVISION AT MUNICIPAL BOUNDARY Please fill in, save a copy for your records and send with appropriate attachments by certified mail or electronically to: zoningref@crcog.org FROM: Planning Commission Planning and Zoning Commission Municipality: South Windsor, CT TO: Capitol Region Council of Governments Policy Development & Planning Department 241 Main Street, Hartford, CT 06106 Date of Referral: 1/21/26 Pursuant to the provisions of Section 8-26 of the General Statutes of Connecticut, as amended, the following proposed subdivision is referred to the Capitol Region Council of Governments for comment: The proposed subdivision is entitled: Partridge Meadow III Number of Acres: 4.1 Number of Lots to be Created: 4 will include or abut land in the following Capitol Region Municipalities: Vernon, CT will include or abut land in the following towns in adjacent regions: Name, Mailing Address, and e-mail of the Subdivision Applicant is: John Jacques - Jacques Construction, LLC 67 Ridge Road, South Windsor, CT 06074 jacquesconstruction265@gmail.com Additional Comments: DATE PUBLIC HEARING, IF ANY, IS SCHEDULED FOR: 2/24/2026 MATERIAL SUBMITTED HEREWITH (at a minimum, a plot plan should be provided): Application Form Engineering Plans/Profiles Other Specify: Project Narrative Plot Plan Grading Plan HAS THIS SUBDIVISION BEEN SUBMITTED PREVIOUSLY TO CRCOG? YES NO. IF YES, ON WHAT DATE: (FOR USE BY CRCOG) Name: Michele M. Lipe, AICP Date Received: Title: Director Of Planning Sent certified/e-mail? Address: Phone: Email: 1540 Sullivan Avenue South Windsor, CT 06074 (860) 644-2511 ext. 2252 michele.lipe@southwindsor-ct.gov File Number mW’N «3F SQUTH MNDS©RgmwmaDaftzékRTMm 1540 Sullivan Ave, South Windsor,CT 06074 Tel.(860)644-251 1 Ext 2230 February 2,2026 PZC Application 26-02P Resubdivision 555 Dart Hill Rd. The application has been reviewed under the 2022 CT State Building Codes. After reviewing this application,I have n0 issues with this Application. Be advised that this is a review for the Planning and Zoning application only and not for any other permits. If you have any questions,please feel free to contact me. Marc Melanson Building Official CAPITUL REGIONCOUNCILOFGOVERNMENT5 350 Church Street /Hartford /Connecticut /06103 Wark/‘ng Iogethar [or a belrer region.Phone (860)522-221 7/Fax (860)724-1274 wwm cmog org February 5.2026 T0:SOUTH WINDSOR PLANNING AND ZONING COMMISSION REPORT ON ZONING REFERRAL S—2026—2:Proposed resubdivision of 555 Dart Hill Road,South Windsor. COMMISSIONERS:Receipt is acknowledged ofthe above-mentioned referral.Notice ofthis proposalwastransmittedtotheRegionalPlanningandDevelopmentDivisionoftheCapitolRegionCouncilofGovernmentsundertheprovisionsofSection8-3b ofthe Connecticut General Statutes,as amended. COMMENT:The staff ofthe Regional Planning Commission ofthe Capitol Region Council ofGovernmentshasreviewedthiszoningreferralandfindsnoapparentconflictwithregionalplans and policies or the concerns ofneighboring towns. The public hearing date has been scheduled for 2/24/2026. In accordance with our procedures this letter will constitute final CRCOG action on this referral. Questions concerning this referral should be directed to Jacob Knowlton. DISTRIBUTION:Planner:Hartford,Windsor,East Windsor;Ellington,Vernon.Manchester.EastHartford Respectfully submitted. Jennifer Bartiss-Earley,Chairman Regional Planning Commission William Rice,Vice Chairman Regional Planning Commission Jacob Knowlton Community Development Planner Andover /Avon lBerIin/Bloomneld l Bolton /Canton /Columbia /Coventry /East Granby l East Hartford /East VWndsor I Ellington I Enneid I Farmington/Glastonbury /Granby l Hartford l Hebron I Manchester /Mansneld /Marlborough I New Britain I Newington I PIainviHe I Rocky Hill I Simsbury /Somers I SouthWindsorISouthingtonIStaffordISumeldITollandIVernonIWestHartfordIWethersneldIVWIingtonIVWndsorIVWndsorLocks A voluntary Council ol Govemments formed Io initiate and implement regional programs of benefit to (he towns and [he region PLANNING BEPARTMENT February 6,2026 Daniel H.Jameson,P.E. Design Professionals.Inc. 58 Connecticut Avenue.Suite H South Windsor.CT 06074 Dear Mr.Jameson. Re:Appl.25—33P.555 Dart Hill Road‘LLC i request for a resubdivision of4.l acres to create three new building lots to be known as Partridge Meadows lllt on property located at 555 Dart l-lill Road (corner ofDart Hill Road and Trumbull Lane).A-30 zonel Please be advised that the Public Hearing ofthe Planning &Zoning Commission for the above referenced matter has been scheduled for Tuesday,February 247 2026. This meeting will be held in the Council Chambers ofthe South Windsor Town Hall.Someone must be present to represent the application. Two signs advertising the meeting must be posted on the property for ten (10)consecutive days prior to the hearing and must be clearly visible from town streets.The signs must be posted on Dart Hill Road and Trumbull Lane frontage by Saturday.February l4.2026. Signs can be'picked up at the Planning office ofthe South Windsor Town Hall.1540 Sullivan Avenue.Please call (860)644—251 1 ext.2329 if you have any questions.Monday 8:00 a.m.i 7:00 p.m..Tuesday i Thursday 8:00 a.m.i 4:30 pm.and Friday 8:00 a.m.—1:00 p.m. Sincerely. Joshua Stern Administrative Secretary/Land Use Coordinator 1543 Sullivan Avenue,South Windsur,CT DED74 i Tel (860)EM—2511 Ext 2329 [Planning@SnuIhWindsur»CT.guv Good afternoon, The signs have been posted for both the IWA &PZC for Partridge Meadow Ill at the corner of 555 Dart Hill Road &Trumbull Ln.(Photos attached.) Have a great weekend! Amanda Miceli Senior Administrative Assistant CELEBRATING DPI’S 40“ANNIVERSARY 1986 i 2026 DESIGN PROFESSIONALS,INC. CIVIL ENGINEERS i SURVEYORS i PLANNERS i LANDSCAPE ARCHITECTS Serving Cannecticut,Mnsmclmsetls,&Rllm/e Islam]Since 1986 P.O.Box 1167 58 Connecticut Avenue,Suite H South VWndsor,CT 06074 860-291 -8755 www.designprofessionalsmc.com CONFlDENTlALlTY NOTICE This email message is intended only for the person or entity to which it is addressed and may contain conndential arid/or priViteged material Any unauthorized reVIewuse.disclosure or dislribution is prohibited ll you are rial the intended redolent,please contacl the sender by reply e-mail and destroy all copies ottne original message Stern,Joshua From:Amanda Miceli <Amanda‘Mice|i@designprofessionalsinc.com> Sent:Friday,February 6,2026 4:36 PM To:Autum‘Burke;Lipe,Michele;Stern,Joshua Cc:Peter DeMallie;Daniel Jameson;Barbara Schmitt Subject:[ExternaHIWA &PZC Signs Posted i 555 Dart Hill Road/TrumbuH Ln Attachments:IWA 8L PZC Sign 1.jpeg;IWA 8L PZC Sign 2.jpeg l‘ 7‘\ Memo To:Daniel Jameison,PE From:Michele M.Lipe AICP,Director ofPlanning Date:2/9/26 Re:Appl #26—02P,Patridge Meadows III Planning Review Comments The following are the Planning Department comments.Engineering comments have been provided under separate COV6F. Please make the necessary revisions and submit three COMPLETE sets of full—size revised plans and 10 sets of l l”xl 7”plans no later than 2/]8/26 to be sent out with the agenda (scheduled for 2/24/26). General Comments Note:Any structures to be removed over 75 years old will be subject to r’eview by the Demolition Delay Committee This application will be subject to an affordable housing fee in accordance with Chapter 3,Section H ofthe Subdivision Regulations. Resubdivision Plan Comments l.Plot Plan a.The plan should be labelled a resubdivision plan,not site plan. b.What measures are put in place to ensure that grading between lots occurs as shown on the approved plans?Are easements and/or notes required to make the drainage pattem work across lots? c.Street numbers should be assigned as follows:Lot #l —555 Drat Hill Road;Lot 2 —6 Trumbull Lane; Lot 3 —20 Trumbull Lane;and Lot 4 —34 Trumbull Lane. d.The plans appear to show tree clearing within the Town right-of—way.This work shall be coordinated with Marco Mucciacciaro,Tree Warden. lf you have any questions,please do not hesitate to contact me. 1540 Sullivan Avenue,South Windsor.CT 06074 phone 860-644-2511.ext.2229 e-mail iustin.russo@southwindsor-ct.qov South Windsor Planning Department P.O. BOX 1167 58 CONNECTICUT AVENUE, SUITE H SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island February 11, 2026 Town of South Windsor, CT Attn: Michele Lipe, AICP Director of Planning 1540 Sullivan Avenue South Windsor, CT Re: Appl #26-02P, Partridge Meadow III – Planning Review Comments Dear Michele, This letter addresses comments dated February 9, 2026. Initial comments are italicized; responses are bold: Resubdivision Plan Comment(s) 1. Plot Plan a. The plan should be labelled a resubdivision plan, not site plan. Plans have been updated in kind. See Sheet C-RSP1. b. What measures are put in place to ensure that grading between lots occurs as shown on the approved plans? Are easements and/or notes required to make the drainage pattern work across lots? Notes have been added to the resubdivision plan to note right to drain across lots and the requirement that depressions and associated drainage improvements shall be maintained by the future proprietor of the lot it serves. Please refer to sheet C-RSP1. c. Street numbers should be assigned as follows: Lot #1 – 555 Drat Hill Road; Lot 2 – 6 Trumbull Lane; Lot 3 – 20 Trumbull Lane; and Lot 4 – 34 Trumbull Lane. Street numbers have been added to the plans, please refer to sheet C-RSP1 d. The plans appear to show tree clearing within the Town right-of-way. This work shall be coordinated with Marco Mucciacciaro, Tree Warden. A note has been added to the demolition plan to require coordination with the Tree Warden for the removal of any trees in the ROW if needed. See sheet C- DM1. Should you have any questions or require any additional information, please do not hesitate to contact our office. Sincerely, DESIGN PROFESSIONALS, INC. Daniel Jameson P.E., Director of Engineering P.O. BOX 1167 58 CONNECTICUT AVENUE, SUITE H SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, & Rhode Island February 11, 2026 Tory Sidoti, P.E., Town Engineer 1540 Sullivan Ave. South Windsor, CT 06074 Re: Stormwater Management Report Supplemental Analysis of Results Appl #26-02P ~ Partridge Meadow III Dear Tory: This letter is intended to serve as a supplemental to the Analysis of Results sections of our previously submitted Stormwater Management Report for Appl #26-02P entitled “Stormwater Management Report ~ Partridge Meadow III Resubdivision Plan ~ 555 Dart Hill Road ~ South Windsor, CT ~ Dated January 20, 2026”. Results considered changes to stormwater drainage routing, Drainage Depression 1 (DD1) was rerouted through DD4 before outflow to Design Point 3 (DP#3). For more information, please refer to the plans entitled “Partridge Meadow III ~ 555 Dart Hill Road ~ South Windsor, CT” prepared by Design Professionals, Inc., and dated January 20, 2026, as amended to February 11, 2026. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD modeling software using National Resource Conservation Service (NRCS) hydrology methods. The locations identified as points of interest for assessing stormwater runoff discharge rates were modeled to compare existing and proposed site conditions. The following table contains the data generated from HydroCAD: Reach (cfs) 2-yr 10-yr 25-yr 50-yr 100-yr DP#1 – Flow to Dart Hill Road Pre 0.56 1.15 1.54 1.82 2.13 Post 0.53 1.11 1.49 1.77 2.08 DP#2 – Flow to Intersection of Dart Hill Road and Trumbull Lane Pre 1.03 4.32 6.91 8.97 11.37 Post 0.98 3.89 6.11 8.33 10.39 DP#3 – Flow to Trumbull Lane Pre 0.55 3.39 5.79 7.73 10.00 Post 0.48 3.08 5.01 6.38 7.95 As indicated in the table above, the project will result in proposed peak runoff rates that are less than the runoff rates of the existing conditions for the design storms considered. G:\jobs\5553\Docs\Applications\Re-Subdivision Plan 2026\IWA Application\Submission 2 (2026-02-11)\Archive\5553 - Supplemental Drainage Report.docx5553 - Supplemental Drainage Report.docx In accordance with the 2024 Connecticut Stormwater Quality Manual, Stormwater Management Standard 2 requires a 50% reduction of the peak flow rate for a 2-yr 24hr storm. This requirement may be waived if there is less than 1 acre of Directly Connected Impervious Areas (DCIA). For this project, The DCIA is expected to be less than 1 acre (±0.6 acres) for the final site plan design including the proposed dwellings, garages, driveways and other impervious areas; as such, this would allow for the 50% reduction to the 2-yr storm flow to be waived. Drainage HydroCAD Report is included as Attachment A. The Existing and Proposed Drainage Maps are included as Attachment B. Should you have any questions or require any additional information, please do not hesitate to contact our office. Sincerely, DESIGN PROFESSIONALS, INC. Daniel H. Jameson, P.E. Project Manager Enclosed Attachment A: Post-Development Drainage HydroCAD Report Attachment B: Drainage Area Maps Attachment A (In Place of January 20, 2026 Report Appendix B) Post-Development Drainage HydroCAD Report PROPOSED CONDITIONS DP2 DP3 Flow to INT. Dart Hill Road & Trumbull Lane Flow to Trumbull LaneFlow to Dart Hill Road DP1 P1 P1 (DP1*) P2 P2 P3 P3 P4 P4 P5A P5A P5B P5B P6A P6A P6B P6B P6C P6C P7 P7 DD1 Lot 1 DD2 Lot 2 DD3 Lot 3 DD4 Lot 4 DP2* DP2* DP3* DP3* Routing Diagram for 5553 - HydroCAD Prepared by Design Professionals Inc, Printed 2/11/2026 HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link Attachment A - Proposed Conditions 5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 2HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr NOAA 24-hr D Default 24.00 1 3.15 2 2 10-yr NOAA 24-hr D Default 24.00 1 4.97 2 3 25-yr NOAA 24-hr D Default 24.00 1 6.11 2 4 50-yr NOAA 24-hr D Default 24.00 1 6.94 2 5 100-yr NOAA 24-hr D Default 24.00 1 7.86 2 Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 3HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,417 sf 58.54% Impervious Runoff Depth=1.36"Subcatchment P1: P1 (DP1*) Tc=6.0 min CN=80 Runoff=0.53 cfs 0.038 af Runoff Area=9,706 sf 45.37% Impervious Runoff Depth=1.36"Subcatchment P2: P2 Tc=8.0 min CN=80 Runoff=0.33 cfs 0.025 af Runoff Area=5,013 sf 45.86% Impervious Runoff Depth=1.18"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=0.15 cfs 0.011 af Runoff Area=46,981 sf 18.11% Impervious Runoff Depth=0.90"Subcatchment P4: P4 Flow Length=444' Tc=10.4 min CN=72 Runoff=0.91 cfs 0.081 af Runoff Area=212,552 sf 5.31% Impervious Runoff Depth=0.39"Subcatchment P5A: P5A Flow Length=1,545' Tc=39.4 min CN=60 Runoff=0.62 cfs 0.158 af Runoff Area=6,310 sf 56.20% Impervious Runoff Depth=1.50"Subcatchment P5B: P5B Tc=8.0 min CN=82 Runoff=0.24 cfs 0.018 af Runoff Area=100,882 sf 0.00% Impervious Runoff Depth=0.26"Subcatchment P6A: P6A Tc=18.0 min CN=56 Runoff=0.18 cfs 0.051 af Runoff Area=89,184 sf 6.82% Impervious Runoff Depth=0.42"Subcatchment P6B: P6B Flow Length=949' Tc=22.2 min CN=61 Runoff=0.39 cfs 0.072 af Runoff Area=33,280 sf 24.18% Impervious Runoff Depth=0.71"Subcatchment P6C: P6C Flow Length=913' Tc=20.3 min CN=68 Runoff=0.35 cfs 0.045 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=0.75"Subcatchment P7: P7 Tc=10.0 min CN=69 Runoff=0.06 cfs 0.006 af Peak Elev=287.16' Storage=736 cf Inflow=0.18 cfs 0.051 afPond DD1: Lot 1 Outflow=0.05 cfs 0.050 af Peak Elev=266.53' Storage=639 cf Inflow=0.91 cfs 0.081 afPond DD2: Lot 2 Outflow=0.44 cfs 0.081 af Peak Elev=269.21' Storage=1,395 cf Inflow=0.62 cfs 0.158 afPond DD3: Lot 3 Primary=0.22 cfs 0.152 af Secondary=0.16 cfs 0.006 af Outflow=0.38 cfs 0.158 af Peak Elev=270.69' Storage=677 cf Inflow=0.39 cfs 0.122 afPond DD4: Lot 4 Outflow=0.16 cfs 0.122 af Inflow=0.98 cfs 0.142 afLink DP2*: DP2* Primary=0.98 cfs 0.142 af Inflow=0.48 cfs 0.324 afLink DP3*: DP3* Primary=0.48 cfs 0.324 af Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 4HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Total Runoff Area = 11.988 ac Runoff Volume = 0.505 af Average Runoff Depth = 0.51" 89.71% Pervious = 10.755 ac 10.29% Impervious = 1.233 ac Attachment A - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 5HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,417 sf 58.54% Impervious Runoff Depth=2.87"Subcatchment P1: P1 (DP1*) Tc=6.0 min CN=80 Runoff=1.11 cfs 0.079 af Runoff Area=9,706 sf 45.37% Impervious Runoff Depth=2.87"Subcatchment P2: P2 Tc=8.0 min CN=80 Runoff=0.69 cfs 0.053 af Runoff Area=5,013 sf 45.86% Impervious Runoff Depth=2.60"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=0.33 cfs 0.025 af Runoff Area=46,981 sf 18.11% Impervious Runoff Depth=2.17"Subcatchment P4: P4 Flow Length=444' Tc=10.4 min CN=72 Runoff=2.32 cfs 0.195 af Runoff Area=212,552 sf 5.31% Impervious Runoff Depth=1.28"Subcatchment P5A: P5A Flow Length=1,545' Tc=39.4 min CN=60 Runoff=2.99 cfs 0.522 af Runoff Area=6,310 sf 56.20% Impervious Runoff Depth=3.05"Subcatchment P5B: P5B Tc=8.0 min CN=82 Runoff=0.48 cfs 0.037 af Runoff Area=100,882 sf 0.00% Impervious Runoff Depth=1.03"Subcatchment P6A: P6A Tc=18.0 min CN=56 Runoff=1.57 cfs 0.198 af Runoff Area=89,184 sf 6.82% Impervious Runoff Depth=1.35"Subcatchment P6B: P6B Flow Length=949' Tc=22.2 min CN=61 Runoff=1.81 cfs 0.231 af Runoff Area=33,280 sf 24.18% Impervious Runoff Depth=1.86"Subcatchment P6C: P6C Flow Length=913' Tc=20.3 min CN=68 Runoff=1.04 cfs 0.118 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=1.94"Subcatchment P7: P7 Tc=10.0 min CN=69 Runoff=0.17 cfs 0.014 af Peak Elev=287.63' Storage=3,128 cf Inflow=1.57 cfs 0.198 afPond DD1: Lot 1 Outflow=0.25 cfs 0.197 af Peak Elev=267.22' Storage=1,799 cf Inflow=2.32 cfs 0.195 afPond DD2: Lot 2 Outflow=1.25 cfs 0.195 af Peak Elev=269.28' Storage=1,508 cf Inflow=2.99 cfs 0.522 afPond DD3: Lot 3 Primary=0.22 cfs 0.245 af Secondary=2.76 cfs 0.277 af Outflow=2.99 cfs 0.522 af Peak Elev=271.36' Storage=1,611 cf Inflow=1.94 cfs 0.427 afPond DD4: Lot 4 Outflow=1.88 cfs 0.427 af Inflow=3.89 cfs 0.587 afLink DP2*: DP2* Primary=3.89 cfs 0.587 af Inflow=3.08 cfs 0.805 afLink DP3*: DP3* Primary=3.08 cfs 0.805 af Attachment A - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 6HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Total Runoff Area = 11.988 ac Runoff Volume = 1.473 af Average Runoff Depth = 1.47" 89.71% Pervious = 10.755 ac 10.29% Impervious = 1.233 ac Attachment A - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 7HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,417 sf 58.54% Impervious Runoff Depth=3.88"Subcatchment P1: P1 (DP1*) Tc=6.0 min CN=80 Runoff=1.49 cfs 0.107 af Runoff Area=9,706 sf 45.37% Impervious Runoff Depth=3.88"Subcatchment P2: P2 Tc=8.0 min CN=80 Runoff=0.93 cfs 0.072 af Runoff Area=5,013 sf 45.86% Impervious Runoff Depth=3.58"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=0.45 cfs 0.034 af Runoff Area=46,981 sf 18.11% Impervious Runoff Depth=3.08"Subcatchment P4: P4 Flow Length=444' Tc=10.4 min CN=72 Runoff=3.31 cfs 0.277 af Runoff Area=212,552 sf 5.31% Impervious Runoff Depth=1.99"Subcatchment P5A: P5A Flow Length=1,545' Tc=39.4 min CN=60 Runoff=4.94 cfs 0.811 af Runoff Area=6,310 sf 56.20% Impervious Runoff Depth=4.09"Subcatchment P5B: P5B Tc=8.0 min CN=82 Runoff=0.63 cfs 0.049 af Runoff Area=100,882 sf 0.00% Impervious Runoff Depth=1.66"Subcatchment P6A: P6A Tc=18.0 min CN=56 Runoff=2.79 cfs 0.321 af Runoff Area=89,184 sf 6.82% Impervious Runoff Depth=2.08"Subcatchment P6B: P6B Flow Length=949' Tc=22.2 min CN=61 Runoff=2.93 cfs 0.355 af Runoff Area=33,280 sf 24.18% Impervious Runoff Depth=2.71"Subcatchment P6C: P6C Flow Length=913' Tc=20.3 min CN=68 Runoff=1.54 cfs 0.172 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=2.80"Subcatchment P7: P7 Tc=10.0 min CN=69 Runoff=0.25 cfs 0.021 af Peak Elev=288.08' Storage=5,861 cf Inflow=2.79 cfs 0.321 afPond DD1: Lot 1 Outflow=0.35 cfs 0.320 af Peak Elev=267.26' Storage=1,878 cf Inflow=3.31 cfs 0.277 afPond DD2: Lot 2 Outflow=3.20 cfs 0.277 af Peak Elev=269.32' Storage=1,566 cf Inflow=4.94 cfs 0.811 afPond DD3: Lot 3 Primary=0.23 cfs 0.263 af Secondary=4.71 cfs 0.547 af Outflow=4.94 cfs 0.811 af Peak Elev=271.38' Storage=1,655 cf Inflow=3.16 cfs 0.674 afPond DD4: Lot 4 Outflow=3.15 cfs 0.674 af Inflow=6.11 cfs 0.980 afLink DP2*: DP2* Primary=6.11 cfs 0.980 af Inflow=5.01 cfs 1.131 afLink DP3*: DP3* Primary=5.01 cfs 1.131 af Attachment A - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 8HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Total Runoff Area = 11.988 ac Runoff Volume = 2.219 af Average Runoff Depth = 2.22" 89.71% Pervious = 10.755 ac 10.29% Impervious = 1.233 ac Attachment A - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 9HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,417 sf 58.54% Impervious Runoff Depth=4.64"Subcatchment P1: P1 (DP1*) Tc=6.0 min CN=80 Runoff=1.77 cfs 0.128 af Runoff Area=9,706 sf 45.37% Impervious Runoff Depth=4.64"Subcatchment P2: P2 Tc=8.0 min CN=80 Runoff=1.11 cfs 0.086 af Runoff Area=5,013 sf 45.86% Impervious Runoff Depth=4.31"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=0.54 cfs 0.041 af Runoff Area=46,981 sf 18.11% Impervious Runoff Depth=3.78"Subcatchment P4: P4 Flow Length=444' Tc=10.4 min CN=72 Runoff=4.05 cfs 0.340 af Runoff Area=212,552 sf 5.31% Impervious Runoff Depth=2.56"Subcatchment P5A: P5A Flow Length=1,545' Tc=39.4 min CN=60 Runoff=6.50 cfs 1.041 af Runoff Area=6,310 sf 56.20% Impervious Runoff Depth=4.86"Subcatchment P5B: P5B Tc=8.0 min CN=82 Runoff=0.75 cfs 0.059 af Runoff Area=100,882 sf 0.00% Impervious Runoff Depth=2.18"Subcatchment P6A: P6A Tc=18.0 min CN=56 Runoff=3.79 cfs 0.421 af Runoff Area=89,184 sf 6.82% Impervious Runoff Depth=2.66"Subcatchment P6B: P6B Flow Length=949' Tc=22.2 min CN=61 Runoff=3.82 cfs 0.454 af Runoff Area=33,280 sf 24.18% Impervious Runoff Depth=3.36"Subcatchment P6C: P6C Flow Length=913' Tc=20.3 min CN=68 Runoff=1.93 cfs 0.214 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=3.46"Subcatchment P7: P7 Tc=10.0 min CN=69 Runoff=0.31 cfs 0.026 af Peak Elev=288.35' Storage=7,736 cf Inflow=3.79 cfs 0.421 afPond DD1: Lot 1 Outflow=0.67 cfs 0.419 af Peak Elev=267.27' Storage=1,904 cf Inflow=4.05 cfs 0.340 afPond DD2: Lot 2 Outflow=4.04 cfs 0.340 af Peak Elev=269.34' Storage=1,607 cf Inflow=6.50 cfs 1.041 afPond DD3: Lot 3 Primary=0.23 cfs 0.271 af Secondary=6.27 cfs 0.770 af Outflow=6.50 cfs 1.041 af Peak Elev=271.40' Storage=1,683 cf Inflow=4.10 cfs 0.873 afPond DD4: Lot 4 Outflow=4.10 cfs 0.873 af Inflow=8.33 cfs 1.296 afLink DP2*: DP2* Primary=8.33 cfs 1.296 af Inflow=6.38 cfs 1.383 afLink DP3*: DP3* Primary=6.38 cfs 1.383 af Attachment A - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 10HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Total Runoff Area = 11.988 ac Runoff Volume = 2.809 af Average Runoff Depth = 2.81" 89.71% Pervious = 10.755 ac 10.29% Impervious = 1.233 ac Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 11HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=14,417 sf 58.54% Impervious Runoff Depth=5.49"Subcatchment P1: P1 (DP1*) Tc=6.0 min CN=80 Runoff=2.08 cfs 0.152 af Runoff Area=9,706 sf 45.37% Impervious Runoff Depth=5.49"Subcatchment P2: P2 Tc=8.0 min CN=80 Runoff=1.30 cfs 0.102 af Runoff Area=5,013 sf 45.86% Impervious Runoff Depth=5.15"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=0.64 cfs 0.049 af Runoff Area=46,981 sf 18.11% Impervious Runoff Depth=4.57"Subcatchment P4: P4 Flow Length=444' Tc=10.4 min CN=72 Runoff=4.89 cfs 0.411 af Runoff Area=212,552 sf 5.31% Impervious Runoff Depth=3.23"Subcatchment P5A: P5A Flow Length=1,545' Tc=39.4 min CN=60 Runoff=8.32 cfs 1.313 af Runoff Area=6,310 sf 56.20% Impervious Runoff Depth=5.73"Subcatchment P5B: P5B Tc=8.0 min CN=82 Runoff=0.87 cfs 0.069 af Runoff Area=100,882 sf 0.00% Impervious Runoff Depth=2.80"Subcatchment P6A: P6A Tc=18.0 min CN=56 Runoff=4.97 cfs 0.540 af Runoff Area=89,184 sf 6.82% Impervious Runoff Depth=3.34"Subcatchment P6B: P6B Flow Length=949' Tc=22.2 min CN=61 Runoff=4.85 cfs 0.570 af Runoff Area=33,280 sf 24.18% Impervious Runoff Depth=4.12"Subcatchment P6C: P6C Flow Length=913' Tc=20.3 min CN=68 Runoff=2.37 cfs 0.262 af Runoff Area=3,874 sf 28.86% Impervious Runoff Depth=4.23"Subcatchment P7: P7 Tc=10.0 min CN=69 Runoff=0.38 cfs 0.031 af Peak Elev=288.55' Storage=9,116 cf Inflow=4.97 cfs 0.540 afPond DD1: Lot 1 Outflow=1.02 cfs 0.538 af Peak Elev=267.28' Storage=1,928 cf Inflow=4.89 cfs 0.411 afPond DD2: Lot 2 Outflow=4.88 cfs 0.411 af Peak Elev=269.37' Storage=1,652 cf Inflow=8.32 cfs 1.313 afPond DD3: Lot 3 Primary=0.23 cfs 0.279 af Secondary=8.08 cfs 1.033 af Outflow=8.32 cfs 1.313 af Peak Elev=271.42' Storage=1,713 cf Inflow=5.19 cfs 1.108 afPond DD4: Lot 4 Outflow=5.19 cfs 1.108 af Inflow=10.39 cfs 1.665 afLink DP2*: DP2* Primary=10.39 cfs 1.665 af Inflow=7.95 cfs 1.681 afLink DP3*: DP3* Primary=7.95 cfs 1.681 af Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 12HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Total Runoff Area = 11.988 ac Runoff Volume = 3.498 af Average Runoff Depth = 3.50" 89.71% Pervious = 10.755 ac 10.29% Impervious = 1.233 ac Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 13HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 (DP1*) Runoff = 0.53 cfs @ 12.13 hrs, Volume= 0.038 af, Depth= 1.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 132 61 >75% Grass cover, Good, HSG B 166 74 >75% Grass cover, Good, HSG C * 8,439 98 Impervious Areas 5,680 55 Woods, Good, HSG B 14,417 80 Weighted Average 5,978 41.46% Pervious Area 8,439 58.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: P1 (DP1*) 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=14,417 sf Runoff Volume=0.038 af Runoff Depth=1.36" Tc=6.0 min CN=80 0.53 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 14HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P2: P2 Runoff = 0.33 cfs @ 12.15 hrs, Volume= 0.025 af, Depth= 1.36" Routed to Link DP2* : DP2* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 1,159 61 >75% Grass cover, Good, HSG B 1,294 74 >75% Grass cover, Good, HSG C * 4,404 98 Impervious Areas 1,540 55 Woods, Good, HSG B 1,309 70 Woods, Good, HSG C 9,706 80 Weighted Average 5,302 54.63% Pervious Area 4,404 45.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P2: P2 Runoff 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=9,706 sf Runoff Volume=0.025 af Runoff Depth=1.36" Tc=8.0 min CN=80 0.33 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 15HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 Runoff = 0.15 cfs @ 12.16 hrs, Volume= 0.011 af, Depth= 1.18" Routed to Link DP2* : DP2* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 2,233 61 >75% Grass cover, Good, HSG B * 2,299 98 Impervious Areas 481 55 Woods, Good, HSG B 5,013 77 Weighted Average 2,714 54.14% Pervious Area 2,299 45.86% Impervious 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 ) 0.16 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=5,013 sf Runoff Volume=0.011 af Runoff Depth=1.18" Tc=8.0 min CN=77 0.15 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 16HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 Runoff = 0.91 cfs @ 12.19 hrs, Volume= 0.081 af, Depth= 0.90" Routed to Pond DD2 : Lot 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 23,606 61 >75% Grass cover, Good, HSG B 12,278 74 >75% Grass cover, Good, HSG C * 8,509 98 Impervious Areas 164 55 Woods, Good, HSG B 2,424 70 Woods, Good, HSG C 46,981 72 Weighted Average 38,472 81.89% Pervious Area 8,509 18.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 27 0.0193 1.04 Sheet Flow, Pavement Smooth surfaces n= 0.011 P2= 3.15" 6.1 73 0.0361 0.20 Sheet Flow, Grass Grass: Short n= 0.150 P2= 3.15" 3.9 344 0.0440 1.47 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 10.4 444 Total Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 17HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=46,981 sf Runoff Volume=0.081 af Runoff Depth=0.90" Flow Length=444' Tc=10.4 min CN=72 0.91 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 18HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P5A: P5A Runoff = 0.62 cfs @ 12.74 hrs, Volume= 0.158 af, Depth= 0.39" Routed to Pond DD3 : Lot 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 3,104 48 Brush, Good, HSG B 92,419 61 >75% Grass cover, Good, HSG B * 11,286 98 Impervious Areas 105,743 55 Woods, Good, HSG B 212,552 60 Weighted Average 201,266 94.69% Pervious Area 11,286 5.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.7 100 0.0254 0.08 Sheet Flow, 100ft Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.15" 10.3 673 0.0470 1.08 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 4.6 374 0.0750 1.37 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 1.6 135 0.0388 1.38 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 3.2 263 0.0390 1.38 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 39.4 1,545 Total Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 19HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P5A: P5A 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=212,552 sf Runoff Volume=0.158 af Runoff Depth=0.39" Flow Length=1,545' Tc=39.4 min CN=60 0.62 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 20HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P5B: P5B Runoff = 0.24 cfs @ 12.15 hrs, Volume= 0.018 af, Depth= 1.50" Routed to Link DP2* : DP2* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 2,764 61 >75% Grass cover, Good, HSG B * 3,546 98 Impervious Areas 6,310 82 Weighted Average 2,764 43.80% Pervious Area 3,546 56.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P5B: P5B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.26 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=6,310 sf Runoff Volume=0.018 af Runoff Depth=1.50" Tc=8.0 min CN=82 0.24 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 21HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P6A: P6A Runoff = 0.18 cfs @ 12.45 hrs, Volume= 0.051 af, Depth= 0.26" Routed to Pond DD1 : Lot 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 14,585 61 >75% Grass cover, Good, HSG B 86,297 55 Woods, Good, HSG B 100,882 56 Weighted Average 100,882 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 Direct Entry, Subcatchment P6A: P6A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=100,882 sf Runoff Volume=0.051 af Runoff Depth=0.26" Tc=18.0 min CN=56 0.18 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 22HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P6B: P6B Runoff = 0.39 cfs @ 12.41 hrs, Volume= 0.072 af, Depth= 0.42" Routed to Pond DD4 : Lot 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 52,662 61 >75% Grass cover, Good, HSG B * 6,082 98 Impervious Areas 30,440 55 Woods, Good, HSG B 89,184 61 Weighted Average 83,102 93.18% Pervious Area 6,082 6.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 100 0.0836 0.14 Sheet Flow, Woodland Woods: Light underbrush n= 0.400 P2= 3.15" 7.6 640 0.0792 1.41 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 2.4 209 0.0420 1.43 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 22.2 949 Total Subcatchment P6B: P6B 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=89,184 sf Runoff Volume=0.072 af Runoff Depth=0.42" Flow Length=949' Tc=22.2 min CN=61 0.39 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 23HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P6C: P6C Runoff = 0.35 cfs @ 12.34 hrs, Volume= 0.045 af, Depth= 0.71" Routed to Link DP3* : DP3* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 13,063 61 >75% Grass cover, Good, HSG B * 8,047 98 Impervious Areas 12,170 55 Woods, Good, HSG B 33,280 68 Weighted Average 25,233 75.82% Pervious Area 8,047 24.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 100 0.1044 0.15 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 3.15" 8.1 654 0.0722 1.34 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 0.3 32 0.0610 1.73 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 0.3 60 0.0303 3.53 Shallow Concentrated Flow, Pavement Paved Kv= 20.3 fps 0.1 7 0.0300 1.21 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 0.3 60 0.0231 3.09 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 20.3 913 Total Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 24HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P6C: P6C 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=33,280 sf Runoff Volume=0.045 af Runoff Depth=0.71" Flow Length=913' Tc=20.3 min CN=68 0.35 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 25HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P7: P7 Runoff = 0.06 cfs @ 12.19 hrs, Volume= 0.006 af, Depth= 0.75" Routed to Link DP3* : DP3* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.15" Area (sf) CN Description 1,190 61 >75% Grass cover, Good, HSG B * 1,118 98 Impervious Areas 1,566 55 Woods, Good, HSG B 3,874 69 Weighted Average 2,756 71.14% Pervious Area 1,118 28.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P7: P7 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 NOAA 24-hr D 2-yr Rainfall=3.15" Runoff Area=3,874 sf Runoff Volume=0.006 af Runoff Depth=0.75" Tc=10.0 min CN=69 0.06 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 26HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Pond DD1: Lot 1 Inflow Area = 2.316 ac, 0.00% Impervious, Inflow Depth = 0.26" for 2-yr event Inflow = 0.18 cfs @ 12.45 hrs, Volume= 0.051 af Outflow = 0.05 cfs @ 15.47 hrs, Volume= 0.050 af, Atten= 71%, Lag= 181.1 min Primary = 0.05 cfs @ 15.47 hrs, Volume= 0.050 af Routed to Pond DD4 : Lot 4 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 287.16' @ 15.47 hrs Surf.Area= 4,680 sf Storage= 736 cf Plug-Flow detention time= 310.5 min calculated for 0.050 af (98% of inflow) Center-of-Mass det. time= 300.9 min ( 1,283.0 - 982.1 ) Volume Invert Avail.Storage Storage Description #1 287.00' 16,740 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 287.00 4,347 0 0 288.00 6,390 5,369 5,369 289.00 7,977 7,184 12,552 289.50 8,776 4,188 16,740 Device Routing Invert Outlet Devices #1 Primary 286.73'6.0" Round Culvert L= 62.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 286.73' / 285.57' S= 0.0187 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 287.00'4.0" Round Culvert L= 7.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 287.00' / 286.73' S= 0.0386 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.09 sf #3 Device 1 288.30'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.05 cfs @ 15.47 hrs HW=287.16' TW=270.60' (Dynamic Tailwater) 1=Culvert (Passes 0.05 cfs of 0.36 cfs potential flow) 2=Culvert (Inlet Controls 0.05 cfs @ 1.21 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 27HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Pond DD1: Lot 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 Inflow Area=2.316 ac Peak Elev=287.16' Storage=736 cf 0.18 cfs 0.05 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 28HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Pond DD2: Lot 2 Inflow Area = 1.079 ac, 18.11% Impervious, Inflow Depth = 0.90" for 2-yr event Inflow = 0.91 cfs @ 12.19 hrs, Volume= 0.081 af Outflow = 0.44 cfs @ 12.38 hrs, Volume= 0.081 af, Atten= 51%, Lag= 11.8 min Primary = 0.44 cfs @ 12.38 hrs, Volume= 0.081 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 266.53' @ 12.38 hrs Surf.Area= 1,415 sf Storage= 639 cf Plug-Flow detention time= 41.8 min calculated for 0.081 af (100% of inflow) Center-of-Mass det. time= 41.4 min ( 929.2 - 887.7 ) Volume Invert Avail.Storage Storage Description #1 266.00' 2,377 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 266.00 986 0 0 267.00 1,792 1,389 1,389 267.50 2,158 988 2,377 Device Routing Invert Outlet Devices #1 Primary 263.42'12.0" Round Culvert L= 14.4' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 263.42' / 262.76' S= 0.0458 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 266.00'6.0" Round Culvert L= 5.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 266.00' / 263.82' S= 0.4360 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #3 Primary 267.20'67.0' long + 5.0 '/' SideZ 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=0.44 cfs @ 12.38 hrs HW=266.53' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.44 cfs of 5.39 cfs potential flow) 2=Culvert (Inlet Controls 0.44 cfs @ 2.26 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 29HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Pond DD2: Lot 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=1.079 ac Peak Elev=266.53' Storage=639 cf 0.91 cfs 0.44 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 30HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Pond DD3: Lot 3 Inflow Area = 4.880 ac, 5.31% Impervious, Inflow Depth = 0.39" for 2-yr event Inflow = 0.62 cfs @ 12.74 hrs, Volume= 0.158 af Outflow = 0.38 cfs @ 13.48 hrs, Volume= 0.158 af, Atten= 39%, Lag= 44.5 min Primary = 0.22 cfs @ 13.48 hrs, Volume= 0.152 af Routed to Link DP3* : DP3* Secondary = 0.16 cfs @ 13.48 hrs, Volume= 0.006 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 269.21' @ 13.48 hrs Surf.Area= 1,579 sf Storage= 1,395 cf Plug-Flow detention time= 77.4 min calculated for 0.158 af (100% of inflow) Center-of-Mass det. time= 77.3 min ( 1,049.3 - 972.0 ) Volume Invert Avail.Storage Storage Description #1 268.00' 1,881 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 268.00 742 0 0 269.00 1,412 1,077 1,077 269.50 1,805 804 1,881 Device Routing Invert Outlet Devices #1 Primary 264.69'24.0" Round Culvert L= 28.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 264.69' / 264.43' S= 0.0093 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf #2 Device 1 268.00'3.0" Round Culvert L= 8.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 268.00' / 266.28' S= 0.2150 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.05 sf #3 Secondary 269.20'47.0' long + 5.0 '/' SideZ 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=0.22 cfs @ 13.48 hrs HW=269.21' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.22 cfs of 25.05 cfs potential flow) 2=Culvert (Inlet Controls 0.22 cfs @ 4.43 fps) Secondary OutFlow Max=0.16 cfs @ 13.48 hrs HW=269.21' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 0.16 cfs @ 0.27 fps) Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 31HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Pond DD3: Lot 3 Inflow Outflow Primary Secondary 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=4.880 ac Peak Elev=269.21' Storage=1,395 cf 0.62 cfs 0.38 cfs 0.22 cfs 0.16 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 32HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Pond DD4: Lot 4 Inflow Area = 4.363 ac, 3.20% Impervious, Inflow Depth > 0.34" for 2-yr event Inflow = 0.39 cfs @ 12.41 hrs, Volume= 0.122 af Outflow = 0.16 cfs @ 13.70 hrs, Volume= 0.122 af, Atten= 60%, Lag= 77.4 min Primary = 0.16 cfs @ 13.70 hrs, Volume= 0.122 af Routed to Link DP3* : DP3* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 270.69' @ 13.70 hrs Surf.Area= 1,192 sf Storage= 677 cf Plug-Flow detention time= 65.5 min calculated for 0.122 af (100% of inflow) Center-of-Mass det. time= 60.4 min ( 1,146.3 - 1,085.9 ) Volume Invert Avail.Storage Storage Description #1 270.00' 1,855 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 270.00 761 0 0 271.00 1,382 1,072 1,072 271.50 1,752 784 1,855 Device Routing Invert Outlet Devices #1 Primary 267.42'12.0" Round Culvert L= 17.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 267.42' / 266.67' S= 0.0441 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 270.00'3.0" Round Culvert L= 6.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 270.00' / 267.82' S= 0.3633 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.05 sf #3 Primary 271.30'50.0' long + 5.0 '/' SideZ 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=0.16 cfs @ 13.70 hrs HW=270.69' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.16 cfs of 5.56 cfs potential flow) 2=Culvert (Inlet Controls 0.16 cfs @ 3.20 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 33HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Pond DD4: Lot 4 Inflow Primary 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 Inflow Area=4.363 ac Peak Elev=270.69' Storage=677 cf 0.39 cfs 0.16 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 34HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Link DP2*: DP2* Inflow Area = 1.561 ac, 27.58% Impervious, Inflow Depth = 1.09" for 2-yr event Inflow = 0.98 cfs @ 12.17 hrs, Volume= 0.142 af Primary = 0.98 cfs @ 12.17 hrs, Volume= 0.142 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=1.561 ac 0.98 cfs 0.98 cfs Attachment A - Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.15"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 35HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Link DP3*: DP3* Inflow Area = 10.096 ac, 6.03% Impervious, Inflow Depth > 0.39" for 2-yr event Inflow = 0.48 cfs @ 12.46 hrs, Volume= 0.324 af Primary = 0.48 cfs @ 12.46 hrs, Volume= 0.324 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.52 0.5 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 Inflow Area=10.096 ac 0.48 cfs 0.48 cfs Attachment A - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 36HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP1*) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=14,417 sf Runoff Volume=0.079 af Runoff Depth=2.87" Tc=6.0 min CN=80 1.11 cfs Subcatchment P2: P2 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 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=9,706 sf Runoff Volume=0.053 af Runoff Depth=2.87" Tc=8.0 min CN=80 0.69 cfs Attachment A - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 37HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff 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 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=5,013 sf Runoff Volume=0.025 af Runoff Depth=2.60" Tc=8.0 min CN=77 0.33 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=46,981 sf Runoff Volume=0.195 af Runoff Depth=2.17" Flow Length=444' Tc=10.4 min CN=72 2.32 cfs Attachment A - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 38HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P5A: P5A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=212,552 sf Runoff Volume=0.522 af Runoff Depth=1.28" Flow Length=1,545' Tc=39.4 min CN=60 2.99 cfs Subcatchment P5B: P5B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.52 0.5 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 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=6,310 sf Runoff Volume=0.037 af Runoff Depth=3.05" Tc=8.0 min CN=82 0.48 cfs Attachment A - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 39HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P6A: P6A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=100,882 sf Runoff Volume=0.198 af Runoff Depth=1.03" Tc=18.0 min CN=56 1.57 cfs Subcatchment P6B: P6B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=89,184 sf Runoff Volume=0.231 af Runoff Depth=1.35" Flow Length=949' Tc=22.2 min CN=61 1.81 cfs Attachment A - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 40HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P6C: P6C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=33,280 sf Runoff Volume=0.118 af Runoff Depth=1.86" Flow Length=913' Tc=20.3 min CN=68 1.04 cfs Subcatchment P7: P7 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 NOAA 24-hr D 10-yr Rainfall=4.97" Runoff Area=3,874 sf Runoff Volume=0.014 af Runoff Depth=1.94" Tc=10.0 min CN=69 0.17 cfs Attachment A - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 41HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Pond DD1: Lot 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=2.316 ac Peak Elev=287.63' Storage=3,128 cf 1.57 cfs 0.25 cfs Pond DD2: Lot 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=1.079 ac Peak Elev=267.22' Storage=1,799 cf 2.32 cfs 1.25 cfs Attachment A - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 42HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Pond DD3: Lot 3 Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=4.880 ac Peak Elev=269.28' Storage=1,508 cf 2.99 cfs 2.99 cfs 0.22 cfs 2.76 cfs Pond DD4: Lot 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=4.363 ac Peak Elev=271.36' Storage=1,611 cf 1.94 cfs 1.88 cfs Attachment A - Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.97"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 43HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.561 ac 3.89 cfs 3.89 cfs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=10.096 ac 3.08 cfs 3.08 cfs Attachment A - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 44HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP1*) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=14,417 sf Runoff Volume=0.107 af Runoff Depth=3.88" Tc=6.0 min CN=80 1.49 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=9,706 sf Runoff Volume=0.072 af Runoff Depth=3.88" Tc=8.0 min CN=80 0.93 cfs Attachment A - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 45HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.5 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 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=5,013 sf Runoff Volume=0.034 af Runoff Depth=3.58" Tc=8.0 min CN=77 0.45 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=46,981 sf Runoff Volume=0.277 af Runoff Depth=3.08" Flow Length=444' Tc=10.4 min CN=72 3.31 cfs Attachment A - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 46HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P5A: P5A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=212,552 sf Runoff Volume=0.811 af Runoff Depth=1.99" Flow Length=1,545' Tc=39.4 min CN=60 4.94 cfs Subcatchment P5B: P5B 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 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=6,310 sf Runoff Volume=0.049 af Runoff Depth=4.09" Tc=8.0 min CN=82 0.63 cfs Attachment A - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 47HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P6A: P6A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=100,882 sf Runoff Volume=0.321 af Runoff Depth=1.66" Tc=18.0 min CN=56 2.79 cfs Subcatchment P6B: P6B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=89,184 sf Runoff Volume=0.355 af Runoff Depth=2.08" Flow Length=949' Tc=22.2 min CN=61 2.93 cfs Attachment A - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 48HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P6C: P6C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=33,280 sf Runoff Volume=0.172 af Runoff Depth=2.71" Flow Length=913' Tc=20.3 min CN=68 1.54 cfs Subcatchment P7: P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 NOAA 24-hr D 25-yr Rainfall=6.11" Runoff Area=3,874 sf Runoff Volume=0.021 af Runoff Depth=2.80" Tc=10.0 min CN=69 0.25 cfs Attachment A - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 49HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Pond DD1: Lot 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=2.316 ac Peak Elev=288.08' Storage=5,861 cf 2.79 cfs 0.35 cfs Pond DD2: Lot 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.079 ac Peak Elev=267.26' Storage=1,878 cf 3.31 cfs 3.20 cfs Attachment A - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 50HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Pond DD3: Lot 3 Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=4.880 ac Peak Elev=269.32' Storage=1,566 cf 4.94 cfs 4.94 cfs 0.23 cfs 4.71 cfs Pond DD4: Lot 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=4.363 ac Peak Elev=271.38' Storage=1,655 cf 3.16 cfs 3.15 cfs Attachment A - Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.11"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 51HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.561 ac 6.11 cfs 6.11 cfs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=10.096 ac 5.01 cfs 5.01 cfs Attachment A - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 52HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP1*) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=14,417 sf Runoff Volume=0.128 af Runoff Depth=4.64" Tc=6.0 min CN=80 1.77 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=9,706 sf Runoff Volume=0.086 af Runoff Depth=4.64" Tc=8.0 min CN=80 1.11 cfs Attachment A - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 53HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P3: P3 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 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=5,013 sf Runoff Volume=0.041 af Runoff Depth=4.31" Tc=8.0 min CN=77 0.54 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=46,981 sf Runoff Volume=0.340 af Runoff Depth=3.78" Flow Length=444' Tc=10.4 min CN=72 4.05 cfs Attachment A - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 54HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P5A: P5A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=212,552 sf Runoff Volume=1.041 af Runoff Depth=2.56" Flow Length=1,545' Tc=39.4 min CN=60 6.50 cfs Subcatchment P5B: P5B 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 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=6,310 sf Runoff Volume=0.059 af Runoff Depth=4.86" Tc=8.0 min CN=82 0.75 cfs Attachment A - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 55HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P6A: P6A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=100,882 sf Runoff Volume=0.421 af Runoff Depth=2.18" Tc=18.0 min CN=56 3.79 cfs Subcatchment P6B: P6B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=89,184 sf Runoff Volume=0.454 af Runoff Depth=2.66" Flow Length=949' Tc=22.2 min CN=61 3.82 cfs Attachment A - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 56HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P6C: P6C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=33,280 sf Runoff Volume=0.214 af Runoff Depth=3.36" Flow Length=913' Tc=20.3 min CN=68 1.93 cfs Subcatchment P7: P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 NOAA 24-hr D 50-yr Rainfall=6.94" Runoff Area=3,874 sf Runoff Volume=0.026 af Runoff Depth=3.46" Tc=10.0 min CN=69 0.31 cfs Attachment A - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 57HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Pond DD1: Lot 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=2.316 ac Peak Elev=288.35' Storage=7,736 cf 3.79 cfs 0.67 cfs Pond DD2: Lot 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.079 ac Peak Elev=267.27' Storage=1,904 cf 4.05 cfs 4.04 cfs Attachment A - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 58HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Pond DD3: Lot 3 Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=4.880 ac Peak Elev=269.34' Storage=1,607 cf 6.50 cfs 6.50 cfs 0.23 cfs 6.27 cfs Pond DD4: Lot 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=4.363 ac Peak Elev=271.40' Storage=1,683 cf 4.10 cfs 4.10 cfs Attachment A - Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.94"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 59HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.561 ac 8.33 cfs 8.33 cfs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=10.096 ac 6.38 cfs 6.38 cfs Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 60HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP1*) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=14,417 sf Runoff Volume=0.152 af Runoff Depth=5.49" Tc=6.0 min CN=80 2.08 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=9,706 sf Runoff Volume=0.102 af Runoff Depth=5.49" Tc=8.0 min CN=80 1.30 cfs Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 61HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P3: P3 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 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=5,013 sf Runoff Volume=0.049 af Runoff Depth=5.15" Tc=8.0 min CN=77 0.64 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=46,981 sf Runoff Volume=0.411 af Runoff Depth=4.57" Flow Length=444' Tc=10.4 min CN=72 4.89 cfs Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 62HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P5A: P5A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=212,552 sf Runoff Volume=1.313 af Runoff Depth=3.23" Flow Length=1,545' Tc=39.4 min CN=60 8.32 cfs Subcatchment P5B: P5B 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 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=6,310 sf Runoff Volume=0.069 af Runoff Depth=5.73" Tc=8.0 min CN=82 0.87 cfs Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 63HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P6A: P6A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=100,882 sf Runoff Volume=0.540 af Runoff Depth=2.80" Tc=18.0 min CN=56 4.97 cfs Subcatchment P6B: P6B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=89,184 sf Runoff Volume=0.570 af Runoff Depth=3.34" Flow Length=949' Tc=22.2 min CN=61 4.85 cfs Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 64HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Subcatchment P6C: P6C Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=33,280 sf Runoff Volume=0.262 af Runoff Depth=4.12" Flow Length=913' Tc=20.3 min CN=68 2.37 cfs Subcatchment P7: P7 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 NOAA 24-hr D 100-yr Rainfall=7.86" Runoff Area=3,874 sf Runoff Volume=0.031 af Runoff Depth=4.23" Tc=10.0 min CN=69 0.38 cfs Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 65HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Pond DD1: Lot 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=2.316 ac Peak Elev=288.55' Storage=9,116 cf 4.97 cfs 1.02 cfs Pond DD2: Lot 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.079 ac Peak Elev=267.28' Storage=1,928 cf 4.89 cfs 4.88 cfs Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 66HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Pond DD3: Lot 3 Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.880 ac Peak Elev=269.37' Storage=1,652 cf 8.32 cfs 8.32 cfs 0.23 cfs 8.08 cfs Pond DD4: Lot 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=4.363 ac Peak Elev=271.42' Storage=1,713 cf 5.19 cfs 5.19 cfs Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 67HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Link DP2*: DP2* 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=1.561 ac 10.39 cfs 10.39 cfs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=10.096 ac 7.95 cfs 7.95 cfs Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 68HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Pond DD1: Lot 1 Inflow Area = 2.316 ac, 0.00% Impervious, Inflow Depth = 2.80" for 100-yr event Inflow = 4.97 cfs @ 12.28 hrs, Volume= 0.540 af Outflow = 1.02 cfs @ 13.20 hrs, Volume= 0.538 af, Atten= 79%, Lag= 55.1 min Primary = 1.02 cfs @ 13.20 hrs, Volume= 0.538 af Routed to Pond DD4 : Lot 4 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 288.55' @ 13.20 hrs Surf.Area= 7,261 sf Storage= 9,116 cf Plug-Flow detention time= 224.8 min calculated for 0.538 af (100% of inflow) Center-of-Mass det. time= 223.9 min ( 1,103.9 - 880.0 ) Volume Invert Avail.Storage Storage Description #1 287.00' 16,740 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 287.00 4,347 0 0 288.00 6,390 5,369 5,369 289.00 7,977 7,184 12,552 289.50 8,776 4,188 16,740 Device Routing Invert Outlet Devices #1 Primary 286.73'6.0" Round Culvert L= 62.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 286.73' / 285.57' S= 0.0187 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 287.00'4.0" Round Culvert L= 7.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 287.00' / 286.73' S= 0.0386 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.09 sf #3 Device 1 288.30'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.02 cfs @ 13.20 hrs HW=288.55' TW=271.36' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.02 cfs @ 5.21 fps) 2=Culvert (Passes < 0.44 cfs potential flow) 3=Orifice/Grate (Passes < 2.55 cfs potential flow) Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 69HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Pond DD2: Lot 2 Inflow Area = 1.079 ac, 18.11% Impervious, Inflow Depth = 4.57" for 100-yr event Inflow = 4.89 cfs @ 12.18 hrs, Volume= 0.411 af Outflow = 4.88 cfs @ 12.19 hrs, Volume= 0.411 af, Atten= 0%, Lag= 0.5 min Primary = 4.88 cfs @ 12.19 hrs, Volume= 0.411 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 267.28' @ 12.19 hrs Surf.Area= 2,000 sf Storage= 1,928 cf Plug-Flow detention time= 25.7 min calculated for 0.411 af (100% of inflow) Center-of-Mass det. time= 25.6 min ( 860.0 - 834.4 ) Volume Invert Avail.Storage Storage Description #1 266.00' 2,377 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 266.00 986 0 0 267.00 1,792 1,389 1,389 267.50 2,158 988 2,377 Device Routing Invert Outlet Devices #1 Primary 263.42'12.0" Round Culvert L= 14.4' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 263.42' / 262.76' S= 0.0458 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 266.00'6.0" Round Culvert L= 5.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 266.00' / 263.82' S= 0.4360 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #3 Primary 267.20'67.0' long + 5.0 '/' SideZ 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=4.87 cfs @ 12.19 hrs HW=267.28' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.85 cfs of 6.12 cfs potential flow) 2=Culvert (Inlet Controls 0.85 cfs @ 4.32 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 4.02 cfs @ 0.71 fps) Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 70HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Pond DD3: Lot 3 Inflow Area = 4.880 ac, 5.31% Impervious, Inflow Depth = 3.23" for 100-yr event Inflow = 8.32 cfs @ 12.56 hrs, Volume= 1.313 af Outflow = 8.32 cfs @ 12.57 hrs, Volume= 1.313 af, Atten= 0%, Lag= 0.4 min Primary = 0.23 cfs @ 12.57 hrs, Volume= 0.279 af Routed to Link DP3* : DP3* Secondary = 8.08 cfs @ 12.57 hrs, Volume= 1.033 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 269.37' @ 12.57 hrs Surf.Area= 1,702 sf Storage= 1,652 cf Plug-Flow detention time= 22.1 min calculated for 1.313 af (100% of inflow) Center-of-Mass det. time= 22.0 min ( 911.7 - 889.7 ) Volume Invert Avail.Storage Storage Description #1 268.00' 1,881 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 268.00 742 0 0 269.00 1,412 1,077 1,077 269.50 1,805 804 1,881 Device Routing Invert Outlet Devices #1 Primary 264.69'24.0" Round Culvert L= 28.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 264.69' / 264.43' S= 0.0093 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf #2 Device 1 268.00'3.0" Round Culvert L= 8.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 268.00' / 266.28' S= 0.2150 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.05 sf #3 Secondary 269.20'47.0' long + 5.0 '/' SideZ 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=0.23 cfs @ 12.57 hrs HW=269.37' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.23 cfs of 25.60 cfs potential flow) 2=Culvert (Inlet Controls 0.23 cfs @ 4.74 fps) Secondary OutFlow Max=8.08 cfs @ 12.57 hrs HW=269.37' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 8.08 cfs @ 1.00 fps) Attachment A - Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.86"5553 - HydroCAD Printed 2/11/2026Prepared by Design Professionals Inc Page 71HydroCAD® 10.20-8a s/n 09320 © 2025 HydroCAD Software Solutions LLC Summary for Pond DD4: Lot 4 Inflow Area = 4.363 ac, 3.20% Impervious, Inflow Depth = 3.05" for 100-yr event Inflow = 5.19 cfs @ 12.33 hrs, Volume= 1.108 af Outflow = 5.19 cfs @ 12.34 hrs, Volume= 1.108 af, Atten= 0%, Lag= 0.5 min Primary = 5.19 cfs @ 12.34 hrs, Volume= 1.108 af Routed to Link DP3* : DP3* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 271.42' @ 12.34 hrs Surf.Area= 1,691 sf Storage= 1,713 cf Plug-Flow detention time= 34.3 min calculated for 1.108 af (100% of inflow) Center-of-Mass det. time= 33.6 min ( 1,018.0 - 984.3 ) Volume Invert Avail.Storage Storage Description #1 270.00' 1,855 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 270.00 761 0 0 271.00 1,382 1,072 1,072 271.50 1,752 784 1,855 Device Routing Invert Outlet Devices #1 Primary 267.42'12.0" Round Culvert L= 17.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 267.42' / 266.67' S= 0.0441 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 270.00'3.0" Round Culvert L= 6.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 270.00' / 267.82' S= 0.3633 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.05 sf #3 Primary 271.30'50.0' long + 5.0 '/' SideZ 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=5.19 cfs @ 12.34 hrs HW=271.42' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.24 cfs of 6.24 cfs potential flow) 2=Culvert (Inlet Controls 0.24 cfs @ 4.83 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 4.95 cfs @ 0.83 fps) Attachment B (In Place of January 20, 2026 Report Appendix G) 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 © ··· es i g n ro f e s s i o n a l s esign rofessionals · · · esign rofessionals 525 DART HILL ROAD STEVENS DAVID 25800525 555 DART HILL ROAD 555 DARTHILL ROAD LLC 25800555 601 DART HILL ROAD MORGAN LANCELOT P & NADRA D 25800601 605 DART HILL ROAD ROSA JAMES J & RENELLE P REV TRUST 25800605 10 DEBBIE DRIVE KILBURN CHRISTINE 26700010 10 MADISON WAY LOMBARDO KENDRICK D & JANNA L 54800010 20 MADISON WAY SYLVESTER DANIEL E & SHERYL A 54800020 30 MADISON WAY TARGET CORPORATION T1249 54800030 41 MADISON WAY KAMMULURI RATNA KUMAR 54800041 42 MADISON WAY LANDINO DAVID J & TERESA J 54800042 54 MADISON WAY AYOTTE GARY E & DANI 54800054 55 MADISON WAY SHARMA ANMOL &54800055 60 MADISON WAY RHODES JOSHUA W & MEGHAN E 54800060 11 NEWMARKER ROAD GANDHI NEHAL B TR &63300011 15 NEWMARKER ROAD DESY MATTHEW G & JOANN R 63300015 11 PHEASANT WAY FLOREZ AISHA 71100011 15 PHEASANT WAY CRAIG MICHAEL S & NICOLE M 71100015 25 PHEASANT WAY CHAN MICHAEL W &71100025 35 PHEASANT WAY SUNDARESAN RAMACHANDRAN&71100035 45 PHEASANT WAY CANTOR ELAINE TR 71100045 37 STEPHANIE LANE SOUTH WINDSOR TOWN OF 85800037 48 TRUMBULL LANE PELLETIER MICHAEL L & VICKY ROSE 90200048 51 TRUMBULL LANE SHABAZIAN JOSEPH I & GRACE ANN 90200051 63 TRUMBULL LANE BURDZY MATTHEW P 90200063 75 TRUMBULL LANE JAYAPRASAD SURESH 90200075 76 TRUMBULL LANE HAVENS EDWARD JR & MARIE T 90200076 83 TRUMBULL LANE CAHOON JEFFREY M & MARY ANN 90200083 86 TRUMBULL LANE GOODALL TODD E & PAMELA G 90200086 © ··· es i g n ro f e s s i o n a l s 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 Not to Scale TREE PROTECTION DETAIL Not to Scale TREE PLANTING DETAIL © ··· es i g n ro f e s s i o n a l s “ ” · ·” ·“” · · · Not to Scale BITUMINOUS CONCRETE LIP CURB1 Not to Scale STORM DRAIN TRENCH SECTION3 Not to Scale RIPRAP INLET PROTECTION2 © ··· es i g n ro f e s s i o n a l s Not to Scale RESIDENTIAL DRIVEWAY DETAILS1 Not to Scale RESIDENTIAL BITUMINOUS DRIVEWAY SECTION3 Not to Scale PERMANENT PAVEMENT PATCH - TOWN ROADS2 Not to Scale CONCRETE SIDEWALK - PUBLIC ROADS4 Not to Scale PERMANENT EROSION CONTROL MATTING5 Not to Scale OUTLET CONTROL STRUCTURE6 © ··· es i g n ro f e s s i o n a l s Not to Scale WATER TRENCH SECTION3 Not to Scale SANITARY SEWER TRENCH SECTION1 Not to Scale ROOF LEADER / SANITARY CLEANOUT2 Not to Scale BUILDING SEWER5 Not to Scale SANITARY LATERAL MANHOLE CONNECTION6 Not to Scale ELECTRIC / TELECOMMUNICATIONS TRENCH4 IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310 SYSTEM 1.STORMTECH SC-310 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 3" (75 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE; AASHTO M43 #3, 357, 4, 467, 5, 56, OR 57. 8.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". 2.THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-800-821-6710 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. SC-310 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH SC-310. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE OR POLYETHYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLYETHYLENE) OR ASTM F2418 (POLYPROPYLENE), "STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 325 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2922 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 10.MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. 11.ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. D C B A 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.3.25 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 16" (400 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 OR RECYCLED CONCRETE5 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 OR RECYCLED CONCRETE5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS 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. 4.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. 5.WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS 'A' OR 'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL". NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLYETHYLENE) OR ASTM F2418 (POLYPROPYLENE), "STANDARD SPECIFICATION FOR 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.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. REFERENCE STORMTECH DESIGN MANUAL FOR BEARING CAPACITY GUIDANCE. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2” (50 mm). ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 325 LBS/FT/%. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. PERIMETER STONE (SEE NOTE 4) SC-310 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 16" (400 mm) MIN 8' (2.4 m) MAX 3" (75 mm) MIN *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 22" (560 mm). 6" (150 mm) MIN 12" (300 mm) MIN 12" (300 mm) MIN34" (864 mm) 6" (150 mm) MIN (SEE NOTE 3) 16" (406 mm) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) SC-310 CROSS SECTION DETAIL IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-800 SYSTEM 1.STORMTECH SC-800 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH SC-800 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 3" (75 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE; AASHTO M43 #3, 357, 4, 467, 5, 56, OR 57. 8.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH SC-800 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". 2.THE USE OF CONSTRUCTION EQUIPMENT OVER SC-800 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH INSTALLATION GUIDE SC-310/DC-780/SC-800". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-800-821-6710 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. SC-800 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH SC-800. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 700 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 10.MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. 11.ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. FOR STORMTECH INSTALLATION INSTRUCTIONS VISIT OUR WEBSITE SiteAssist D C B A ACCEPTABLE FILL MATERIALS: STORMTECH SC-800 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. 4.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. 5.WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS 'A' OR 'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL". 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 15" (375 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 OR RECYCLED CONCRETE5 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 OR RECYCLED CONCRETE5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 12" (300 mm) MIN 12" (300 mm) MIN51" (1295 mm)3" (75 mm) MINSUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 8' (2.4 m) MAX ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 21" (525 mm). **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. 15" (375 mm) MIN* 6" (150 mm) MIN EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) PERIMETER STONE (SEE NOTE 4) SC-800 END CAP 33" (838 mm) 6" (150 mm) MIN (SEE NOTE 3) 12" (300 mm) HDPE ACCESS PIPE REQUIRED USE EZ END CAP PART #: SC310ECEZ INSTALL FLAMP ON 12" (300 mm) ACCESS PIPE PART#: SC31012RAMP SC-310 ISOLATOR ROW PLUS DETAIL SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) CATCH BASIN OR MANHOLE SC-310 ISOLATOR ROW PLUS DETAIL NTS OPTIONAL INSPECTION PORT SC-310 END CAP SC-310 CHAMBER STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ONE LAYER OF ADSPLUS625 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD 3 SC-800 ISOLATOR ROW PLUS DETAIL CATCH BASIN OR MANHOLE SC-800 ISOLATOR ROW PLUS DETAIL NTS SC-800 END CAP OPTIONAL INSPECTION PORT SC-800 CHAMBER ONE LAYER OF ADSPLUS625 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE END CAP PART #: SC800ECEZ STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) INSTALL FLAMP ON 24" (600 mm) ACESS PIPE PART #: SC80024RAMP ELEVATED BYPASS MANIFOLD 3 NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION CREST. STORMTECH CHAMBER 8" (200 mm) NYLOPLAST UNIVERSAL INLINE DRAIN BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR ASPHALT OVERLAY FOR TRAFFIC APPLICATIONS 12" (300 mm) MIN WIDTH 8" (200 mm) MIN THICKNESS OF ASPHALT OVERLAY AND CONCRETE COLLAR 4" PVC INSPECTION PORT DETAIL (SC SERIES CHAMBER) NTS CONCRETE COLLAR / ASPHALT OVERLAY NOT REQUIRED FOR GREENSPACE OR NON-TRAFFIC APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION CREST NYLOPLAST 8" (200 mm) LOCKING SOLID COVER AND FRAME 4" PVC INSPECTION PORT DETAIL (SC SERIES CHAMBER) INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SC-800 CROSS SECTION DETAIL1 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2.SC-800 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3.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. REFERENCE STORMTECH DESIGN MANUAL FOR BEARING CAPACITY GUIDANCE. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2” (50 mm). ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 700 LBS/FT/%. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. Advanced Drainage Systems, Inc. © ··· es i g n ro f e s s i o n a l s D D es i g n ro f e s s i o n a l s © ···· · · · PLANNING DEPARTMENT CERTIFIED MAIL #7011 1570 0000 6332 7485 February 19,2026 555 Dart Hill Road LLC Clo John Jacques 67 Ridge Road South VWndsor.CT 06074 Dear Mr.Jacques: RE:Appl.26-02P,Partridge Meadow III —555 Dart Hill Road Resubdivision At the February 18,2026 regular meeting,the inland Wetlands Agency/Conservation CommissionapprovedAppl.26-O2P.Partridge Meadow lll —Request for Conservation approval for an ErosionandSedimentationplanforafour-lot resubdivision of 4.1 acres with associated tree clearing.grading.stormwater management,and associated utilities on property located at 555 Dart Hill Road,A-30zones 1.The final approved copy of the entire set of plans and this letter reproduced thereon must besubmittedtothePlanningDepartmentThismustbecompletedwithin65daysofapprovalpriortoanyconstructionactivityonthesite.Plans submitted to Planning 8.Zoning Commission shall beconsideredhavingmetthisrequirement, 2.The application shall indemnify and hold harmless the Town of South VWndsor against any liability,which might result from the proposed operation or use 3,Since a zoning approval is required with this application,the inland Wetlands Agency approvalexpirationwillcoincidewiththezoningexpirationdate,lt is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65dayspriortoexpiration All approvals required must be obtained and submitted prior to any activity on the site.A contact person shall be identified on the plans.Notes shall be added to the unal as-builts and on the deeds for the properties filed on the SouthVWndsorLandRecordsindicatingthepresenceofthestormwatercontrolstructuresandthemaintenancerequired.The notes shall indicate that this maintenance is the responsibility of the property owner.The notes shall also include that the stormwater structures were designed toaccommodateanadditional1,600 sf of impervious surface. 03501- Very truly yours, INLAND WETLANDS AGENCY/CONSERVATION COMMlSSlON Barbara Kelly,Chairperson cc:Director ofPlanning Building Dept. Town Engineer Daniel H.Jameson,P.E.,Design Professionals,Inc, lSlD Sullivan Avenue Snuth Windsar.Ci 06014 l Tel (800i Ed4»2511 Ext 2325 I Planning@SouthWindsapC‘fgov Lipe,Michele From:Sidoti,Tory Sent Tuesday,February 24,2026 1:5]PM Please see the Engineerin comment below:g The Eng/neer/ng Department requests the de veloper extend the proposed sidewalk/mpro vements 0n Trumbull Lane t0 the southS/de ofDart H/‘l!Road andpro vide a concrete side walk ramp fora future mid- block crossing end side walk extension on Dart Hill Road. Just let me know if you’d like the wording changed at all. Thanks, Tory Sidoti,P.E. Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor,CT 06074 860—644—2511 Ext.2245 Tory.Sidoti@southwindsor—ctgov From:Lipe,Micheie <Michele.Lipe@southwindsor-ct.gov> Sent:Tuesday,February 24,2026 1:46 PM To:Sidoti,Tory <tory.sidoti@southwindsor-ct.gov> Subject:RE:555 Dart Hill Road —Sidewalk Ramp Tory, Could you give me quick engineering comment a about this for the record?lwill incorporate it into the approval conditions. Thanks, Michele Michele M.Lipe,AICP Director of Planning Town of South Windsor 1540 Sullivan Ave. South Windsor,CT 06074 (860)644—2511,ext.2252 To:Lipe,Michele Subject:RE:555 Dart Hill Road —Sidewalk Ramp Hey Michele, From:Sidoti,Tory <t0ry.sidoti@southwEndsor—ctgow Sent:Tuesday,February 24,2026 9:28 AM To:Lipe,Michele <Miche!e.Lipe@southwindsor—ct.go_g> Subject:555 Dart Hill Road —Sidewalk Ramp Hey Michele, Ispoke with Qwuacii from DPI,and she will notify Daniel and their Client of the additional sidewalk ramp before the meeting tonight. Thankyou, Tory Sidoti,P.E. Town Engineer Town of South Windsor 1540 SuHivan Avenue South Windsor,CT 06074 860-644-2511 Ext.2245 Tory SidotiQwuthwincisor—ctgov Appl #26-02P, Partridge Meadows III Resubdivision Public Hearing 2/24/26 Planning Department Report 1. R equest for a resubdivision of 4.1 acres for an existing lot and three new building lots to be known as Partridge Meadows III, on property located at 555 Dart Hill Road (corner of Dart Hill Road and Trumbull Lane), A-30 zone. 2. This property was recently rezoned by this commission from RR to A-30 zone. Lot areas of all 4 properties either meet or exceed required minimums and appears to meet all other zoning requirements. 3. All 4 properties will be served by public water and public sewers. WPCA approval is required. 4. Access to the lots will include one driveway off Dart Hill Road and three driveways off of Trumbull Lane. The Dart Hill lot will be required to add a turnaround to their driveway. If any tree clearing will occur within the Town’s right-of-way, the developer shall coordinate with Marco Mucciacciaro, Tree Warden. 5. There are no regulated wetlands on site, however, this application proposes disturbance more than 0.5 acres and thus approval from the IWA/CC is required. That application is on the February 18 and I will report the IWA’s action at the meeting. 6. As a part of the PZC Inclusionary zoning regulations and in accordance with Chapter 3, Section H of the Subdivision Regulations, a Fee in Lieu of Affordable Housing is required when three or more new building lots are being created. The fee will be $51,240.00 (based on the Table 1 Fee Formula). This fee is payable on a per-lot basis, at the time of initial conveyance of each lot. 7. CRCOG was notified as required with any subdivision within 500 feet of a town line. In a report dated 2/5/26, they found no apparent conflict with regional plans and concerns of neighboring towns. If this application is approved, the Planning Dept. has no other planning comments. P.O. BOX 1167 58 CONNECTICUT AVE, SUITE H SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL ENGINEERS | LAND SURVEYORS | PLANNERS | LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island since 1986 February 25, 2026 DPI No. 5553 Michele Lipe, AICP Director of Planning Planning Department Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Re: Application #26-02P 555 Dart Hill Road, LLC Partridge Meadow III On behalf of our client/applicant, 555 Dart Hill Road, LLC, we hereby request two ninety-day extensions from the original period to record mylar(s) for the above-referenced application. Please apprise us of when the Planning and Zoning Commission has approved this request. Sincerely, Peter R. DeMallie President & CEO Design Professionals, Inc. PLANNING DEPARTMENT CERTIFIED MAIL #7011 1570 0000 6332 7508 February 26.2026 Daniel I-I.Jameson.RE. Design Professionals,Inc. 58 Connecticut Avenue,Suite H South Windsor,CT 06074 Dear Mr.Jameson: Re:Appl.26—02P,555 Dart I—Iill Road Resubdivision —Panridge Meadow III We are pleased to advise you that the Planning &Zoning Commission voted on February 24.2026 to approve with modifications the above referenced application for a resubdivision of 4.1 acres for an existing lot and three new building lots to be known as Partridge Meadow III.on property located at 555 Dart Hill Road (corner of Dart Hill Road and Trumbull Lane),A—30 zone,as shown on plans prepared by Design Professionals,lnc.,project #5553)dated January 20.2026 as revised February ll.2026.This approval is subject to the following modifications: l.This approval is for 4 lots.numbered 1—4. 2.Concrete sidewalks.built to Town specifications.shall be installed on one side of Trumbull Lane in front 0f the new lots. 3.Drainage and construction for this subdivision is subject to the approval ofthe Town Engineer 4.All lots shall be serviced by the Town OfSouth Windsor sanitarv sewer system and are subject to the approval ofthe Water Pollution Control Authority. Water shall be supplied to this subdivision by public water. 6.This application is subject to the condition of approval ofthe Inland Wetlands Agencv/Conservation Commission. 7.Prior to commencement of any site work.a preconstruction meeting must be held with Town Staff. 8.All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 9.All easements for conservation purposes.drainage or utilities,that may be required in connection with the approval ofthis subdivision.must be submitted on standard Town easement form where appropriate.to this Commission prior to filing the mylars and issuance ofbuilding permits.10.Footing drains are required for each house.Prior to the building ofany structure on a lot,a topographic map,drawn to a scale of l"=40‘.shall be submitted for each lot in the subdivision.showing proposed contours.elevations and the location ofthe footing drains.No building permits will be issued until the proposed contours.floor elevations and location of footing drains have been approved by the Town Engineer. l l.If.for any reason.finished grading and other individual lot site work is not completed,the Town Engineer shall determine the amount ofa cash bond to ensure final grading and sitework.This cash bond must be submitted prior to issuance ofa Certificate ofOcciipancy. kJI 154D Sullivan Avenue,Suuth Windsnr,BT USMA i Tel (BEU)544-2511 Ext 2329 i Flanning@SuuthWindsur—Cl.gov 12.Quantity estimates must be submitted to the Town Engineer (on the enclosed form)for the purpose of determining subdivision bonding.All bonds shall conform to the enclosed bond policy and shall be posted prior to filing the final plans in the Town Clerk’s office. If the developer chooses to submit a Letter of Credit for a one year term,said Letter of Credit must be renewed on a yearly basis until completion of the development.If a new Letter of Credit has not been received within 30 days before the expiration date,the Commission may, at its option,call the Letter it is holding. l3.A drainage assessment fee in the amount of $150.00 shall be submitted to this Commission. l4.No building pennits will be issued until all modifications have been complied with,and the final plans have been filed in the Town Clerk’s office. 15.The Town Engineer’s review comments dated February 24,2026 must be incorporated in the final plans.l6.ln accordance with Chapter 3,Section H ofthe Subdivision Regulations,a Fee in Lieu of Affordable Housing is required.The fee will be $51240 (based on the Table 1 Fee Formula). This fee is payable on a per—lot basis.at the time of initial conveyance of each lot. Black and white transparent mylars of Sheet C—RSPI with the above modifications,together with three print copies and one electronic copy of the entire set of plans,must be submitted to this Commission to be stamped and signed.The letters of approval of this Commission,as well as the Inland Wetlands Agency/Conservation Commission and Water Pollution Control Authority. must be reproduced on the mylars. After mylars have been signed by the Commission,they will be returned to you for filing in the Office ofthe Town Clerk by June l3.2026.After filing these plans,a copy ofthe receipt must be submitted to the Planning Department. Sincerely, x ’ (-/ Paul Bernstein,Chairman Planning and Zoning Commission PBhs cc:Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Board of Education Registrars John Jacques.555 Dan Hill Road.LLC Attachments: Deed/easement policyBondingpolicy Quantity Estimate \ PLANNING BEFARTMENT February 26,2026 555 Dart Hill Road LLC c/o John Jacques 67 Ridge Road South Windsor.CT 06074 Dear Mr.Jacques: Re:Appl.26-O2P,Partridge Meadow III Resubdivision, Payment ofFee In Lieu of Affordable Housing Please be advised that on February 24,2026,in accordance with the requirements of Section H.lnclusionary Zoning Requirements in the South Windsor Subdivision Regulations,the payment in fee in lieu of constructing affordable housing units for the above-referenced subdivision was set at $5 l 240.00. This fee is payable in its entirety or on a per-lot basis at the time of the initial conveyance ofeach lotr One-fourth ofthe total amount,$12,810.00,is due with each lot conveyance. On or before conveyance ofeach lot,a check payable to the Town of South Windsor must be delivered t0 the Planning Department.The check will then be deposited into the Town's Affordable Housing Trust fund. A copy ofthis letter will be filed on the land records so potential buyers will be aware ofthe obligation (lien)on the following lots: Lot #l i 555 Dan Hill Road Lot #2 ~6 Trumbull Lane Lot #3 —20 Trumbull Lane Lot #4 —34 Trumbull Lane Sincerely. Ba Ema:(9ail Paul Bernstein.Chairman PLANNING &ZONING COMMISSION PB/ml cc:Town Clerk Daniel Jameson.P.E..Design Professionals.Inc. 1540 Sullivan Avenue,South Windsur,GT DEUM i Tel (EEO)Mil-2511 Ext 232E I Planning@SnuihWindsur-CT.gnv PLANNING DEPARTMENT Doc ID:003101620001 Type:LANFebruary26,2026 BK3 143 P6223 555 Dart Hill Road LLC c/o John Jacques 67 Ridge Road South Windsor.CT 06074 Dear Mr.Jacques: Re:Appl.26-02P,Panridge Meadow III Resubdivisiom Payment of Fee In Lieu ofAffordable Housing Please be advised that on February 24,2026,in accordance with the requirements of Section H.lnclusionary Zoning Requirements in the South Windsor Subdivision Regulations,the payment in fee in lieu of constructing affordable housing units for the above-referenced subdivision was set at $5 l 240.00. This fee is payable in its entirety or on a per—lot basis at the time of the initial conveyance of each lot.One-fourth ofthe total amount,$12.810.00,is due with each lot conveyance. On or before conveyance of each lot,a check payable to the Town of South Windsor must be delivered to the Planning Department.The check will then be deposited into the Town’s Affordable Housing Trust fund. A copy of this letter will be filed on the land records so potential buyers will be aware ofthe obligation (lien)on the following lots: Lot #1 e 555 Dart Hill Road Lot #2 e 6 Trumbull Lane Lot #3 —20 Trumbull Lane Lot #4 —34 Trumbull Lane Sincerely. Eat Em f W Paul Bernstein.Chairman PLANNING &ZONING COMMlSSlON PB/ml cc:Town Clerk Daniel Jameson.P.Et.Design Professionals.Inc.Received for Record at South Windsor.CT On 02/26/2025 At 11:09:47 am -:(a ,\...>/-» 1540 Sullivan Avenue,Suuth Windsur,CT 05074 l Tel (HEB)644-250 Ext 232§l Planning@SuulhWindsor-Cl.gnv PLANNING HEPARTMENT March 26.2026 Daniel H.Jameson,P.E. Design Professionals)Inc. 58 Connecticut Avenue,Suite H South Windsor.CT 06074 Dear Mr.Jameson: Re:Appl.26-02P,Partridge Meadow Ill —555 Dart Hill Road Resubdivision Please be advised that the Planning &Zoning Commission voted on March 24,2026 to grant two 90—day extensions for tiling subdivision plans for the above-referenced subdivision in the Town Clerk’s office.The original filing deadline was June l3.2026; the new tiling deadline is December 10,2026. These extensions are the final extensions permitted under Connecticut General Statutes §8—25. Very truly yours,/"\ v I k /v/ Paul Bernstein,Chairman Planning &Zoning Commission PB/js 154D Sullivan Avenue,South Windsor,ET UHDM I Tel (BSD)BM-2511 Ext 2329 i Planning@SnuthWindsur-CT.gov Anthony Manfre Superintendent of Pollution Control April 14,2026 Design Professionals 21 Jeffery Drive South Windsor,CT 06074 Re:555 Dart Hill Road WPCA Approval Dear Daniel Jameson, The South Windsor Water Pollution Control Authority,at its Regular Meeting on Aprii 7,2026,gave approval for the connection of four new sanitary sewer service laterals from 555 Dart Hill Road to the sanitary sewer main in Trumbull Lane. The proposed sewer service will connect 4 new sanitary sewer service laterals from the subject property to the sanitary sewer main in Trumbull Lane.The 4 new service connections will serve the resubdivision of 555 Dart Hill Road,to allow for the creation of 3 new lots (4 lots in total),each with a proposed single—family home with up to 5 bedrooms.The existing home is served by septic and well.This house will be demolished and the existing septic and well service will be abandoned. The approval is subject to the following conditions: 1.Technical approval by the Engineering Department; 2.The sewer lines are installed in substantial conformance with the design plans; 3.Final Authority approval and acceptance of the sanitary sewerage connection is conditioned upon the installed sewer lines having been inspected by the Town staff,and upon the written verification of the Town staff that said sanitary sewer lines were installed in substantial conformance with the design plans approved by the Authority and meeting all regulations and appropriate technical specifications relating to sanitary sewer construction. 4.All conditions of the lntermunicipal Agreements between the Town of Vernon and Town of South Windsor are met; 5.Payment of the following charges which shall be updated and due at the time of connection: a.Connection charge for each new connection to public sewer; b.Benefit assessment determined by the minimum zone frontage at the time of connection for the three new lots; c.Any additional fees or charges determined by the Town of Vernon as part of their connection requirements per the lntermunicipal Agreement. This letter must be superimposed on the final approval plans. Very truly yours, i anthfonyiManfre,Superintendent of Pollution Control Tori Sidoti,ibwnEngin‘ee'rCC: Michele Lipe,Director of Planning Marc Melanson,Chief Building Official Town Hall 1540 Sullivan Avenue,South Windsor,CT 06074 l Tel (860)644-2511 ext.2247 l Anthony.Manfre@SouthVWndsor-CT.gov A Dear Ms.Lipe: Re:Appl.26-02P i 555 Dart Hill Road,LLC I Partridge Meadows lll Please note that pins have been set per the approved resubdivision plan dated January 20,2026,and as revised February l 1,2026. For additional information,please contact our office. Sincerely,\ 1 / 0‘I Lukmkéa,Q ((L/LAA)1 ’g ( Lawrence Geissler,L.S. Vice President of Surveying Design Professionals,lnc. P.0.Box 1 167 55 CONNECI'ICUT AVE,SUITE I SOUTH WINDSOR,CT 06074 .onals PHONE:860.291 .8755 FAX:860.291 .8757 CIVIL ENGINEERS i LAND SURVEVORS 1 www.deslgnprofess|ona|sinc.com PLANNERS i LANDSCAPE ARcm‘rEcTs Saving Connectiwr,Maisachuxtlts,E Rhoda l5lnnd sinu 1555 April 24,2026 Michele M.Lipe,AICPDirectorofPlanning Town of South Windsor1540SullivanAvenue South Windsor,CT 06074 PLANNING DEPARTMENT June 3,2026 555 Dart Hill Road LLC c/o John Jacques 67 Ridge Road South Windsor,CT 06074 Dear Mr.Jacques: Re:Appl.26—02P.Partridge Meadow III This is to advise you that the Planning and Zoning Commission voted on Tuesday,May 26,2026 to set the subdivision bond for Appl.26-02P at $25,575. Sincerely,I / Paul Bernstein.Chairman Planning and Zoning Commission PB/js Town Engineer ChiefBuilding Official 1540 Sullivan Avenue,South Windsor,CT DED74 l Tel (HEB)544-2511 Ext 2329 l Planning@SouthWindsnr—CT.gov