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HomeMy WebLinkAbout21-21P Pleasant Valley School G:\jobs\4022\4022.D\Applications\Abutters\4022.D - IWA-PZC Abutter Notice.doc P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Isla nd March 23, 2020 Re: Inland Wetlands & Watercourses / Planning & Zoning Applications Pleasant Valley Elementary School 591, 623, & 647 Ellington Road, South Windsor, CT 06074 Dear Abutting Property Owner: In accordance with Section 7.3b of the “Town of South Win dsor Inland Wetlands, Watercourses, and Conservation Regulations”, we are required to notify you that an application has been filed on the property abutting yours and is subject to a hearing by the Inland Wetlands Agency/Cons ervation Commission. The application and plans are on file with the South Windsor Planning Department. As an abutting property owner, you are invited to the hearing to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application prior to the hearing(s) if you so desire. For further information regarding the specific date this will be heard please contact Jeff Folger, Environmental Planner/Conservation Officer, Planning Departmen t, 860-644-2511, ext. 229. Furthermore, in accordance with the Rules & Regulations of the South Windsor Planning & Zoning Commission, you are hereby notified that an application has been filed on the property abutting yours and is subject to a hearing by the Planning & Zoning 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(s) to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application prior to the meeting if you so desire. For further information regarding the specific date this application will be heard, please contact Michele Lipe, AICP, Town Planner, at the South Windsor Planning Department at 860-644-2511, ext. 252. If you have any questions regarding the specifics of the plans, please feel free to contact our office at 860 -291-8755. Thank you. Sincerely, DESIGN PROFESSIONALS, INC. Benjamin P. Wheeler, PLA Director of Operations Cc: Town of South Windsor Client Parcel ID Site Address Owner Name Mailing Address Mailing City Mailing State Mailing Zip 54600293 293 LONG HILL ROAD JOURNEY FOUND INC 60 HILLIARD STREET MANCHESTER CT 06040- 0000 61500083 83 MURIELLE DRIVE HODGE DAVID & DANIELLE 83 MURIELLE DRIVE SOUTH WINDSOR CT 06074- 0000 30300561 561 ELLINGTON ROAD HEBERT AIMEE A & ADAM M 561 ELLINGTON ROAD SOUTH WINDSOR CT 06074- 0000 61500053 53 MURIELLE DRIVE KAPIL PRANAV 53 MURIELLE DRIVE SOUTH WINDSOR CT 06074- 0000 54600252 252 LONG HILL ROAD URSIN TYLER 252 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 30300566 566 ELLINGTON ROAD HORNAT JOHN V & ARLENE V 566 ELLINGTON ROAD SOUTH WINDSOR CT 06074- 0000 30300554 554 ELLINGTON ROAD PRICE LEON 1131- O -TOLLAND TNPK #119 MANCHESTER CT 06042- 0000 61500061 61 MURIELLE DRIVE GUDAUSKAS MATTHEW W & HOLLY T 61 MURIELLE DRIVE SOUTH WINDSOR CT 06074- 0000 54600260 260 LONG HILL ROAD WILLIAMS JENNIFER & MICHAEL A 260 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 54600268 268 LONG HILL ROAD COSTA REALTY LLC 75 COMMERCE WAY SOUTH WINDSOR CT 06074- 0000 54600242 242 LONG HILL ROAD FOWLER JOHN S & MARIA C 242 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 30300578 578 ELLINGTON ROAD CAMPOS MARCEL R & MARIA A 578 ELLINGTON ROAD SOUTH WINDSOR CT 06074- 0000 61500101 101 MURIELLE DRIVE HAYDEN MICHAEL H & CATHY J 101 MURIELLE DRIVE SOUTH WINDSOR CT 06074- 0000 30300549 549 ELLINGTON ROAD PELLETIER GARY & LINDA 549 ELLINGTON ROAD SOUTH WINDSOR CT 06074- 0000 54600263 263 LONG HILL ROAD KENNEDY CLAIRE 263 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 54600273 273 LONG HILL ROAD MASSON LISE V 273 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 61500091 91 MURIELLE DRIVE BOURKE GEORGE W & CYNTHIA 91 MURIELLE DRIVE SOUTH WINDSOR CT 06074- 0000 61500097 97 MURIELLE DRIVE FAYNOR NICOLE TR &97 MURIELLE DRIVE SOUTH WINDSOR CT 06074- 0000 54600243 243 LONG HILL ROAD FITZGERALD JOY A PARKER 243 LONG HILL RD SOUTH WINDSOR CT 06074- 0000 61500067 67 MURIELLE DRIVE CRICHTON PETER & OLIVER JOANNE 67 MURIELLE DRIVE SOUTH WINDSOR CT 06074- 0000 61500075 75 MURIELLE DRIVE MURIELLE PROPERTY LLC 396 GOODWIN STREET EAST HARTFORD CT 06108- 0000 30300620 620 ELLINGTON ROAD ROTHWELL DOUGLAS A & DIANE B TRUSTEES 620 ELLINGTON ROAD SOUTH WINDSOR CT 06074- 0000 30300600 600 ELLINGTON ROAD FALLETTI MATTHEW S 600 ELLINGTON ROAD SOUTH WINDSOR CT 06074- 0000 54600283 283 LONG HILL ROAD JOURNEY FOUND INC 60 HILLIARD STREET MANCHESTER CT 06040- 0000 61500057 57 MURIELLE DRIVE SOUTH WINDSOR TOWN OF 38 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074- 0000 54600303 303 LONG HILL ROAD BOISSEAU ROGER M & EILEEN K 303 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 30300626 626 ELLINGTON ROAD JACQUES JEAN MARC 626 ELLINGTON ROAD SOUTH WINDSOR CT 06074- 0000 54600370 370 LONG HILL ROAD TRIPLE K LLC 366 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 54600366 366 LONG HILL ROAD TRIPLE K LLC 366 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 54600330 330 LONG HILL ROAD PRESTON DONNA & WILLIAM 330 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 54600360 360 LONG HILL ROAD DESLAURIERS NORBERT J 360 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 54600346 346 LONG HILL ROAD KIZIS JOSEPH A 346 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 54600300 300 LONG HILL ROAD LEBARON KAREN W & NEAL R 300 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 54600320 320 LONG HILL ROAD CASTLE STEPHEN & KAREN 320 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 54600356 356 LONG HILL ROAD DIFIORE DANIEL K 356 LONG HILL ROAD SOUTH WINDSOR CT 06074- 0000 30300673 673 ELLINGTON ROAD SAINT JUNIPERO SERRA PARISH CORP 673 ELLINGTON ROAD SOUTH WINDSOR CT 06074- 0000 30300642 642 ELLINGTON ROAD TURNER JUSTIN 642 ELLINGTON RD SOUTH WINDSOR CT 06074- 0000 30300658 658 ELLINGTON ROAD JACQUES JEAN MARC 626 ELLINGTON RD SOUTH WINDSOR CT 06074- 0000 30300668 668 ELLINGTON ROAD SYCZ GRACE G L/U 668 ELLINGTON ROAD SOUTH WINDSOR CT 06074- 0000 30300674 674 ELLINGTON ROAD TONNESSEN OLAF J & MARGARET E 674 ELLINGTON ROAD SOUTH WINDSOR CT 06074- 0000 PLEASANT VALLEY ELEMENTARY SCHOOL | DIRECT ABUTTERS MAILING LIST 591, 623, & 647 ELLINGTON ROAD | TOWN OF SOUTH WINDSOR, CONNECTICUT © ··· es i g n ro f e s s i o n a l s esign rofessionals· · · esign rofessionals DRA © ··· es i g n ro f e s s i o n a l s 30300521 521 ELLINGTON ROAD VOIGT ANDREW J 30300533 533 ELLINGTON ROAD JACQUES CARRIE 30300536 536 ELLINGTON ROAD ELMORE JOSEPH R & CAROLYN B 30300549 549 ELLINGTON ROAD PELLETIER GARY & LINDA 30300554 554 ELLINGTON ROAD PRICE LEON 30300561 561 ELLINGTON ROAD HEBERT AIMEE A & ADAM M 30300566 566 ELLINGTON ROAD HORNAT JOHN V & ARLENE V 30300578 578 ELLINGTON ROAD CAMPOS MARCEL R & MARIA A 30300591 591 ELLINGTON ROAD SOUTH WINDSOR TOWN OF 17 30300600 600 ELLINGTON ROAD FALLETTI MATTHEW S 30300620 620 ELLINGTON ROAD ROTHWELL DOUGLAS A & DIANE B TRUSTEES 30300623 623 ELLINGTON ROAD SOUTH WINDSOR TOWN OF 30300626 626 ELLINGTON ROAD JACQUES JEAN MARC 30300629 629 ELLINGTON ROAD CURRENT RESIDENT 30300642 642 ELLINGTON ROAD TURNER JUSTIN 30300647 647 ELLINGTON ROAD SOUTH WINDSOR TOWN OF 30300655 655 ELLINGTON ROAD CURRENT RESIDENT 30300658 658 ELLINGTON ROAD JACQUES JEAN MARC 30300661 661 ELLINGTON ROAD CURRENT RESIDENT 30300668 668 ELLINGTON ROAD SYCZ GRACE G L/U 30300674 674 ELLINGTON ROAD TONNESSEN OLAF J & MARGARET E 30300682 682 ELLINGTON ROAD RODRIGUEZ LINDA L & CARLOS 30300690 690 ELLINGTON ROAD 7-ELEVEN INC 34500092 92 GAIL LANE ARMANTANO MICHAEL J & SANDRA N 34500100 100 GAIL LANE MAHER MICHAEL T & JUNE A 34500106 106 GAIL LANE GARCIA MANUEL R & ALEXANDRA J 34500114 114 GAIL LANE STARK DAVID J & MARIE 54600213 213 LONG HILL ROAD BEGLEY MELISSA M 54600214 214 LONG HILL ROAD MARTINO PETER & JUDITH 54600220 220 LONG HILL ROAD KRALL RICHARD & JACQUELINE 54600223 223 LONG HILL ROAD MAGNOTTA LINDA A 54600233 233 LONG HILL ROAD HOWEY SHAWN M & ASHLEY 54600234 234 LONG HILL ROAD DRYBURGH DANIEL J 54600242 242 LONG HILL ROAD FOWLER JOHN S & MARIA C 54600243 243 LONG HILL ROAD FITZGERALD JOY A PARKER 54600252 252 LONG HILL ROAD URSIN TYLER 54600260 260 LONG HILL ROAD WILLIAMS JENNIFER & MICHAEL A 54600263 263 LONG HILL ROAD KENNEDY CLAIRE 54600268 268 LONG HILL ROAD COSTA REALTY LLC 54600273 273 LONG HILL ROAD MASSON LISE V 54600278 278 LONG HILL ROAD COSTA REALTY LLC 54600283 283 LONG HILL ROAD JOURNEY FOUND INC 54600284 284 LONG HILL ROAD SOUTH WINDSOR TOWN OF 54600290 290 LONG HILL ROAD NATION CRAIG D JR 54600293 293 LONG HILL ROAD JOURNEY FOUND INC 54600300 300 LONG HILL ROAD LEBARON KAREN W & NEAL R 54600303 303 LONG HILL ROAD BOISSEAU ROGER M & EILEEN K 54600320 320 LONG HILL ROAD CASTLE STEPHEN & KAREN 54600325 325 LONG HILL ROAD CURRENT RESIDENT 54600330 330 LONG HILL ROAD PRESTON DONNA & WILLIAM 54600346 346 LONG HILL ROAD KIZIS JOSEPH A 54600356 356 LONG HILL ROAD DIFIORE DANIEL K 54600358 358 LONG HILL ROAD LUSSIER NORMAND R & LAUREL A 54600360 360 LONG HILL ROAD DESLAURIERS NORBERT J 54600366 366 LONG HILL ROAD TRIPLE K LLC 54600370 370 LONG HILL ROAD TRIPLE K LLC 54600378 378 LONG HILL ROAD BURNHAM PAUL J 54600384 384 LONG HILL ROAD PECI ILAM 61500025 25 MURIELLE DRIVE SOUTH WINDSOR TOWN OF 39 61500027 27 MURIELLE DRIVE EHLER WILLIAM J & ERICA K 61500033 33 MURIELLE DRIVE GALPER JEAN 61500040 40 MURIELLE DRIVE ROTONDO ANTHONY A ESTATE OF 61500041 41 MURIELLE DRIVE MELIA EDMUND T & KAREN L 61500048 48 MURIELLE DRIVE MARULANDA JOHN J & LETICIA D 61500049 49 MURIELLE DRIVE GARNEAU MICHAEL S & TINA E 61500053 53 MURIELLE DRIVE KAPIL PRANAV 61500057 57 MURIELLE DRIVE SOUTH WINDSOR TOWN OF 38 61500058 58 MURIELLE DRIVE COMAROTTI CLAIRE D 61500061 61 MURIELLE DRIVE GUDAUSKAS MATTHEW W & HOLLY T 61500067 67 MURIELLE DRIVE CRICHTON PETER & OLIVER JOANNE 61500068 68 MURIELLE DRIVE DEGRANDI CHRISTOPHER & JAMIE 61500075 75 MURIELLE DRIVE MURIELLE PROPERTY LLC 61500076 76 MURIELLE DRIVE LACASSE GASTON & FABIENNE 61500083 83 MURIELLE DRIVE HODGE DAVID & DANIELLE 61500084 84 MURIELLE DRIVE STEPHENS BENJAMIN F IV & CATHERINE B 61500091 91 MURIELLE DRIVE BOURKE GEORGE W & CYNTHIA 61500096 96 MURIELLE DRIVE VENTURA JOSEPH J & BARBARA B 61500097 97 MURIELLE DRIVE FAYNOR NICOLE TR & 61500101 101 MURIELLE DRIVE HAYDEN MICHAEL H & CATHY J 61500107 107 MURIELLE DRIVE MCCLELLAN KATIE L ETAL 61500112 112 MURIELLE DRIVE HOLEVER KURT J & SARAH S 61500115 115 MURIELLE DRIVE SILVER R TIM & CHERYL F 61500120 120 MURIELLE DRIVE JOHNSON KEITH A & BARBARA S 61500123 123 MURIELLE DRIVE MINICUCCI ANTHONY 69300014 14 PARKVIEW DRIVE MAGLEY DAVID M & 69300019 19 PARKVIEW DRIVE PEPE JON T & JACQUELINE 69300024 24 PARKVIEW DRIVE DOWLING FAMILY TRUST 69300029 29 PARKVIEW DRIVE TADESSE ESAYAS & 69300032 32 PARKVIEW DRIVE DACOSTA RICARDO & VANESSA 69300037 37 PARKVIEW DRIVE IVES JACQUELINE 69300040 40 PARKVIEW DRIVE SILVA MARIA INES 69300045 45 PARKVIEW DRIVE DORIUS LAURA LEE 72900627 627 PLEASANT VALLEY ROAD DEVAUX GARY J & TRACEY H 72900637 637 PLEASANT VALLEY ROAD PASZEK FRANCISZEK & JADWIGA 72900643 643 PLEASANT VALLEY ROAD VIGURS STEVEN L & MARTHA J 72900653 653 PLEASANT VALLEY ROAD LINDSAY JOHN R & ELIZABETH C 72900661 661 PLEASANT VALLEY ROAD WILLIAMS SASHAY 72900733 733 PLEASANT VALLEY ROAD SMUTNICK PAUL J & SANDRA 72900743 743 PLEASANT VALLEY ROAD LUSSIER NORMAND R & LAUREL A 72900761 761 PLEASANT VALLEY ROAD CUSIMANO JESSICA 72900777 777 PLEASANT VALLEY ROAD MCCARTHY TREVOR 84900000 ST MARC CIRCLE CURRENT RESIDENT EXISTING PLEASANT VALLEY SCHOOL © ··· es i g n ro f e s s i o n a l s 95 23 23 40 75 B A B A A B B B A A A C C D D B A A A A PAVED PLAY (120' x 95') 2-5 PLAY (90' X 60') K-1 PLAY (80' x 45') PRE-K PLAY (65' x 35') STORMWATER MANAGEMENT FFE 109.0 ± FUTURE MULTI-PURPOSE FIELD (330' x 180') PROPOSED BUILDING COURTYARD WETLAND AREA #2 INTEGRAL CONCRETE WALK AND CURB (TYP.) TIMBER GUIDERAIL STANDARD DUTY BITUMINOUS CONCRETE PAVEMENT (TYP.) CONCRETE CURB (TYP.) HEAVY DUTY PAVING ALONG MAIN ACCESS DRIVE AND BUS LOOP DESIGNATED RIGHT-TURN LANE DESIGNATED LEFT-TURN/STRAIGHT LANE LANDSCAPE ISLAND (TYP.) 80' UPLAND REVIEW AREA (TYP.) PRE-K PARENT PARKING FACULTY AND STAFF PARKING VISITOR AND STAFF PARKING CONCRETE SIDEWALK PARENT TRAFFIC LOOP (22 CAR QUEUE) WETLAND AREA #1 BUS LOOP - 17 BUS QUEUE PAVERS OR COLORED CONCRETE (TBD) SPEED HUMP LIGHT POLE (TYP.) - SEE ELECTRICAL SITE PLAN RAISED CROSSWALK TIMBER GUIDERAIL LIMIT OF HEAVY DUTY PAVEMENT LIMIT OF HEAVY DUTY PAVEMENT LIMIT OF HEAVY DUTY PAVEMENT 12" PAINTED WHITE STOP BAR (TYP.) LIMIT OF HEAVY DUTY PAVEMENT BIKE RACKS BIKE RACKS BENCH (TYP.) 5' CONCRETE SIDEWALK PROTECT EXISTING TREE TO REMAIN PAINTED CROSSWALK (TYP.) CONCRETE GENERATOR PAD CONCRETE TRANSFORMER PAD A5' BITUMINOUS CONCRETE WALK E E E A A6' BITUMINOUS CONCRETE WALK SHEET NAME DATE PROJECT NO. DESIGNED SCALE DRAWN CHECKED SHEET NO. DE S C R I P T I O N BY DA T E 0'20'40' 0 1/2"1" Copyright Milone & MacBroom, Inc - 2020 S W N E 99 R E A L T Y D R I V E CH E S H I R E , C T 0 6 4 1 0 20 3 . 2 7 1 . 1 7 7 3 SL R C O N S U L T I N G . C O M LEGEND STANDARD DUTY BITUMINOUS CONCRETE HEAVY DUTY BITUMINOUS CONCRETE CONCRETE SIDEWALK SPECIALITY PAVEMENT STABILIZED REINFORCED TURF STONEDUST WALK ENGINEERED WOOD FIBER MULCH B A C D ·FACULTY/STAFF=118 ·VISITOR & ADD STAFF=41 ·PARENT PICKUP/DROPOFF -CURBSIDE=57 ·BUS QUEUE=17 ·PRE-K -CURBSIDE=10 -PARKING FOR PARENT PICKUP=23 MATCHLINE - SEE SHEET LA-2 MA-1 DWD GEB DWD 1"=40' E MA-1 MARCH 16, 2021 3057-104 SI T E P L A N - M A T E R I A L S SO U T H W I N D S O R , C O N N E C T I C U T PL E A S A N T V A L L E Y E L E M E N T A R Y S C H O O L -- - - 59 1 E L L I N G T O N R O A D ---- OF ---- F G 23 75 B A GRASS PLAY (180' X 100') PAVED PLAY (120' x 95') 2-5 PLAY (90' X 60') K-1 PLAY (80' x 45') FFE 109.0 ± FUTURE FREE PLAY LAWN (170' X 140') FUTURE MULTI-PURPOSE FIELD (330' x 180') FUTURE SOFTBALL FIELD 200'R PROPOSED BUILDING WETLAND AREA #2 EXISTING PEDESTRIAN RIGHT-OF-WAY (TO BE CONFIRMED) 36" OAK TO REMAIN OUTDOOR CLASSROOM LOADING AREA HEAVY DUTY BITUMINOUS CONCRETE PAVEMENT STORAGE SHED 150 L.F. ± OF WALL 16 FT ± TALL AT HIGHEST POINT RECREATIONAL AREA NOT INCLUDED IN EDUCATIONAL PROGRAM BUS LOOP - 17 BUS QUEUE CHAINLINK FENCE (TYP.) EXISTING PAVED PATH TO REMAIN FUTURE PARKING LOT RECONSTRUCTION ·75 SPACES STABILIZED REINFORCED TURF 5' CONCRETE SIDEWALK CONCRETE GENERATOR PAD CONCRETE TRANSFORMER PAD SITE LIGHT (TYP.) - SEE ELECTRICAL SITE PLAN A A A 5' BITUMINOUS CONCRETE WALK 5' BITUMINOUS CONCRETE WALK E E E E A A6' BITUMINOUS CONCRETE WALK F G STUMP SEATING FOR 25-30 STUDENTS WHITE BOARD ENCLOSED IN WEATHER RESISTANT TIMBER FRAME WITH LATCHING DOOR SHEET NAME DATE PROJECT NO. DESIGNED SCALE DRAWN CHECKED SHEET NO. DE S C R I P T I O N BY DA T E 0' 0 1/2"1" Copyright Milone & MacBroom, Inc - 2020 99 R E A L T Y D R I V E CH E S H I R E , C T 0 6 4 1 0 20 3 . 2 7 1 . 1 7 7 3 SL R C O N S U L T I N G . C O M 20'40' S W N E MATCHLINE - SEE SHEET LA-1 IN S E T MA-2 DWD GEB DWD 1"=40' MA-2 MARCH 16, 2021 3057-104 SI T E P L A N - M A T E R I A L S SO U T H W I N D S O R , C O N N E C T I C U T PL E A S A N T V A L L E Y E L E M E N T A R Y S C H O O L -- - - 59 1 E L L I N G T O N R O A D ---- OF ---- EXISTING PLEASANT VALLEY SCHOOL © ··· es i g n ro f e s s i o n a l s EXISTING PLEASANT VALLEY SCHOOL © ··· es i g n ro f e s s i o n a l s EXISTING PLEASANT VALLEY SCHOOL © ··· es i g n ro f e s s i o n a l s EXISTING PLEASANT VALLEY SCHOOL © ··· es i g n ro f e s s i o n a l s EXISTING PLEASANT VALLEY SCHOOL © ··· es i g n ro f e s s i o n a l s EXISTING PLEASANT VALLEY SCHOOL © ··· es i g n ro f e s s i o n a l s 30' 30 ' © ··· 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 · · · ’ · · · · ’ · 30' 30 ' NS NS QR AS TG AA AA AA AA QP QP BR BR BR CS CS CB CB CB CB CB CB AB AB AB TG TG TG CB CB CB CB CB PA PA PA PALS LS LS AA AA AA UP UP UP CK CK CK PA PA PA CK CK CB SP SP AC AC AG AG ABAC AC AC AC AA AA AA TG TG TG AA AA GS GS GS GS GS GS GS GS TG TG TG TG PA 10 TI AA TG TGPG PG PG LS LS CK CK CK AS AS AS AS AF AFAF PS PS PS AF AF 8 TI BR BR BR BR AB AA CS CS AC AC AC AC AC AB AB ABAB AB AB AB QP QP QP PS PG AF PA2 PG PS PA2AF PG PS AFPA2 PGPS PA2AF PS PG PA2 AF PS PG PA2 AF PS PG PA2 AF PS PG PA2 AF PS PG PA2 AF PS PG PA2 AF PS PG AF AF 30' 1 8 ' 2 3 ' 2 4 ' 2 4 ' 1 8 ' 18'30' 24 ' 18 ' 18 ' 24 ' 18 ' 18 ' 24 ' 18 ' 6' 9' 5' 10' 5' 10' 5' 10'8'8' 6' 6' 8' 2 4 ' 9' 24 '18 ' 24 ' 18 ' 9' 5' 10 '5' 10 ' 9' 5' 10 '5' 10 ' PAVED PLAY (120' x 95') 2-5 PLAY (90' X 60') K-1 PLAY (80' x 45') PRE-K PLAY (65' x 35') STORMWATER MANAGEMENT FFE 109.0 ± FUTURE MULTI-PURPOSE FIELD (330' x 180') PROPOSED BUILDING COURTYARD WETLAND AREA #2 24 ' 4' 6' 4' SEE SHEET ENL FOR BASIN LANDSCAPING PLAN TREES QTY BOTANICAL NAME COMMON NAME SIZE CONT.COMMENTS AF 25 Abies fraseri Fraser Fir 5`/6` HT.B&B FULL & DENSE AG 2 Acer griseum Paperbark Maple 3"-3.5" Cal.B&B FULL & DENSE AA 14 Acer rubrum `Armstrong`Armstrong Red Maple 2.5"-3.0" Cal.B&B FULL & DENSE AB 12 Acer rubrum `Bowhall`Bowhall Red Maple 3.5"-4.0" Cal.B&B FULL & DENSE AS 6 Acer saccharum Sugar Maple 3"-3.5" Cal.B&B FULL & DENSE AC 11 Amelanchier canadensis Canadian Serviceberry 2"-2.5" Cal.B&B FULL & DENSE BR 7 Betula nigra River Birch 2"-2.5" Cal.B&B SINGLESTEM CB 12 Carpinus betulus `Fastigiata`Pyramidal European Hornbean 3"-3.5" Cal.B&B FULL & DENSE CK 8 Cornus kousa Kousa Dogwood 2"-2.5" Cal.B&B FULL & DENSE CS 4 Cornus x rutgersensis `Rutgan` TM Stellar Pink Dogwood 3"-3.5" Cal.B&B SINGLESTEM GS 13 Gleditsia triacanthos `Skyline`Skyline Honey Locust 3"-3.5" Cal.B&B FULL & DENSE LS 6 Liquidambar styraciflua American Sweet Gum 3"-3.5" Cal.B&B FULL & DENSE NS 3 Nyssa sylvatica Sour Gum 3"-3.5" Cal.B&B FULL & DENSE PA2 19 Picea abies Norway Spruce 5`/6` HT.B&B FULL & DENSE PG 23 Picea pungens `Glauca`Colorado Blue Spruce 5`/6` HT.B & B FULL & DENSE PS 30 Pinus strobus White Pine 5`/6` HT.B&B FULL & DENSE PA 10 Prunus x `Okame`Okame Flowering Cherry 2.5"-3.0" Cal.B&B SINGLESTEM QP 7 Quercus palustris Pin Oak 3"-3.5" Cal.B&B FULL & DENSE QR 6 Quercus rubra Red Oak 3"-3.5" Cal.B&B FULL & DENSE SP 2 Stewartia pseudocamellia Japanese Stewartia 2"-2.5" Cal.B&B FULL & DENSE TI 18 Thuja x `Green Giant`Green Giant Arborvitae 7`/8` HT.B&B FULL & DENSE TG 13 Tilia cordata `Greenspire`Greenspire Linden 3"-3.5" Cal.B&B FULL & DENSE UP 3 Ulmus americana `Princeton`American Elm 3"-3.5" Cal.B&B FULL & DENSE PLANT SCHEDULE SHEET NAME DATE LA-1 PROJECT NO. DESIGNED DWD SCALE DRAWN GEB CHECKED DWD 1"=40' DE S C R I P T I O N BY DA T E 0'20'40' 0 1/2"1" Copyright Milone & MacBroom, Inc - 2021 S W N E 99 R E A L T Y D R I V E CH E S H I R E , C T 0 6 4 1 0 20 3 . 2 7 1 . 1 7 7 3 SL R C O N S U L T I N G . C O M ·FACULTY/STAFF=118 ·VISITOR & ADD STAFF=41 ·PARENT PICKUP/DROPOFF -CURBSIDE=57 ·BUS QUEUE=17 ·PRE-K -CURBSIDE=10 -PARKING FOR PARENT PICKUP=23MATCHLINE - SEE SHEET LA-2 MARCH 16, 2021 3057-104 SI T E P L A N - L A Y O U T A N D L A N D S C A P I N G SO U T H W I N D S O R , C O N N E C T I C U T PL E A S A N T V A L L E Y E L E M E N T A R Y S C H O O L -- - - 59 1 E L L I N G T O N R O A D ---- OF ---- GS GSGS GS GS PA PA PA 10 TI AF AFAF PS PS PS AF AF 8 TI BR BR BR BR PS PG AF PA2 PG PS PA2AF PG PS AFPA2 PGPS PA2AF PS PG PA2 AF PS PG PA2 AF PS PS PS PS PS PS PS PG PG PG AF AF AF PA2 PA2 PA2 PS PS PS PG PG PG AF AF AF PA2 PA2 PA2 PS PS PS LS QP PS PS PS PG PG PG PA2 PA2 PA2 AS NS QP QR QR QR QR QR AF AF AF AF 6' 18'30' 9' GRASS PLAY (180' X 100') PAVED PLAY (120' x 95') 2-5 PLAY (90' X 60') K-1 PLAY (80' x 45') FFE 109.0 ± FUTURE FREE PLAY LAWN (170' X 140') FUTURE MULTI-PURPOSE FIELD (330' x 180') FUTURE SOFTBALL FIELD 200'R PROPOSED BUILDING WETLAND AREA #2 5' 4' 6' 4' 52' DE S C R I P T I O N BY DA T E 0' 0 1/2"1" 99 R E A L T Y D R I V E CH E S H I R E , C T 0 6 4 1 0 20 3 . 2 7 1 . 1 7 7 3 SL R C O N S U L T I N G . C O M 20'40' S W N E MATCHLINE - SEE SHEET LA-1 MA T C H L I N E - S E E I N S E T IN S E T SHEET NAME DATE LA-2 PROJECT NO. DESIGNED DWD SCALE DRAWN GEB CHECKED DWD 1"=40' Copyright Milone & MacBroom, Inc - 2021 MARCH 16, 2021 3057-104 SI T E P L A N - L A Y O U T A N D L A N D S C A P I N G SO U T H W I N D S O R , C O N N E C T I C U T PL E A S A N T V A L L E Y E L E M E N T A R Y S C H O O L -- - - 59 1 E L L I N G T O N R O A D ---- OF ---- SOLID WHITE LEFT-TURN ARROW (TYP.) A A A A A B B B B C C C D D D E F E E F F G-R H H G-L G-L G-L I K K 50 0 ' 2'1 1 ' 1 1 ' 1 1 ' 2' 15 0 ' 14 0 ' 50 ' 75 ' 2' 1 1 ' 1 1 ' 2'1 1 ' 4' 1 1 . 3 ' 1 1 ' 4. 6 ' 1 1 ' 1 1 ' 4" SOLID WHITE LANE LINE (TYP.) 4" SOLID WHITE EDGE LINE (TYP.) 4" DOUBLE YELLOW CENTERLINE (TYP.) 5' WIDE PAINTED CROSSWALK (TYP.) MATCH EXISTING SOLID WHITE LEFT-TURN ARROW (TYP.) 4" SOLID WHITE LANE LINE (TYP.) 4" SOLID WHITE EDGE LINE (TYP.) 4" DOUBLE YELLOW CENTERLINE (TYP.) 4" SOLID WHITE EDGE LINE (TYP.) MATCH EXISTING MAINTAIN EXISTING CROSSWALK 2 0 0 ' 2 0 0 ' 5 6 5 ' 5 6 5 ' 8' WIDE PAINTED CROSSWALK (TYP.) 12" STOP BAR (TYP.) 4" SOLID WHITE EDGE LINE (TYP.) 4" SOLID WHITE LANE LINE (TYP.) 4" DOUBLE YELLOW CENTERLINE (TYP.) PAINTED PAVEMENT MARKING (TYP.) 10' WIDE RAISED PAINTED CROSSWALK (TYP.) 12" WHITE MARKINGS (TYP.) 4" WHITE STRIPE (TYP.) 12" WHITE MARKINGS (TYP.) PAINTED PAVEMENT MARKING (TYP.) 12" STOP BAR (TYP.) 4" DOUBLE YELLOW CENTERLINE (TYP.) 11 . 5 ' 11 ' 16 ' 15 ' 15 ' 1 5 ' 1 5 ' ELL I N G T O N R D (C T R O U T E 3 0 ) EXISTING CURB PROPOSED SLIVER WIDENING EXISTING CURB L O N G H I L L R D L L 5' WIDE PAINTED CROSSWALK (TYP.) N 40 ' 10 ' N O 4 0 ' 5 0 ' N 40 ' M 12" STOP BAR (TYP.) G-L M B B B B B B B B A M M M M SHEET NAME DATE SPM-1 PROJECT NO. DESIGNED EAF SCALE DRAWN EAF CHECKED DGS MARCH 16, 2021 3057-104 1"=40' SI T E P L A N - S I G N A G E , P A V E M E N T A N D M A R K I N G S SO U T H W I N D S O R , C O N N E C T I C U T PL E A S A N T V A L L E Y E L E M E N T A R Y S C H O O L -- - - 59 1 E L L I N G T O N R O A D SHEET NO. ---- OF ---- DE S C R I P T I O N BY DA T E 0'20'40' 0 1/2"1" Copyright Milone & MacBroom, Inc - 2020 S W N E 99 R E A L T Y D R I V E CH E S H I R E , C T 0 6 4 1 0 20 3 . 2 7 1 . 1 7 7 3 SL R C O N S U L T I N G . C O M SIGN LEGEND INSTALL 31-0552 INSTALL 41-2112 & 41-2617 / 41-2619 INSTALL 41-2101 & 31-5505 & 31-1605 INSTALL 31-5505 INSTALL 41-2112 & 41-2101 INSTALL 31-2103 INSTALL 31-1177 INSTALL 31-1188 B A C D E F G-R H I J K L DO NOT ENTER SPEED LIMIT 8:00 - 10:00 AM 2:30 - 4:30 PM SPEED LIMIT END SCHOOL ZONE INSTALL 31-1119 INSTALL 31-1603 INSTALL 31-1141 INSTALL 41-4591 INSTALL 41-4535 INSTALL CUSTOM 12" X 18" INSTALL 31-0222 INSTALL 31-0283 SPEED HUMP RAISED CROSSWALK G-L ONE WAY ONE WAY M ONLY N O ONLY SIGNING NOTES 1.ALL EXISTING SIGNS WITHIN THE PROJECT LIMITS ARE TO REMAIN UNLESS THEY BECOME CONFLICTING. 2.ANY EXISTING SIGNS THAT BECOME CONFLICTING TO BE REMOVED OR RELOCATED AS NECESSARY. 3.SIGN AND METAL SIGN POSTS SHALL BE INSTALLED IN ACCORDANCE WITH CTDOT STANDARD SHEET TR-1208_01 "SIGN PLACEMENT AND RETROFLECTIVE STRIP DETAILS" AND TR-1208_02 "METAL SIGN POSTS AND SIGN MOUNTING DETAILS". 4.EXACT LOCATION OF SIGNS TO BE VERIFIED BY ENGINEER. 5.SIGNS SHALL BE AT LEAST 10 FEET FROM UTILITY POLES PAVEMENT MARKING NOTES 1.ALL NEW PAVEMENT MARKINGS TO BE EPOXY RESIN. 2.PAVEMENT MARKINGS SHALL BE INSTALLED IN ACCORDANCE WITH CTDOT STANDARD SHEET TR-1210_04 "PAVEMENT MARKING LINES AND SYMBOLS" AND TR-1210_08 "PAVEMENT MARKINGS FOR NON FREEWAYS" EXCEPT AS OTHERWISE DIMENSIONED OR NOTED ON THE PLANS. B B C D E F J 20 0 ' 67 0 ' MAINTAIN EXISTING CROSSWALK 4" DOUBLE YELLOW CENTERLINE (TYP.) 12" STOP BAR (TYP.) 2 1 . 2 ' 12 ' 12 ' 4" DOUBLE YELLOW CENTERLINE (TYP.) 12" STOP BAR (TYP.) 3 3 . 5 ' 12 ' 12 ' ELL I N G T O N R D (C T R O U T E 3 0 ) 5' WIDE PAINTED CROSSWALK (TYP.) 5' WIDE PAINTED CROSSWALK (TYP.) A M M A SHEET NAME DATE SPM-2 PROJECT NO. DESIGNED EAF SCALE DRAWN EAF CHECKED DGS MARCH 16, 2021 3057-104 1"=40' SI T E P L A N - S I G N A G E , P A V E M E N T A N D M A R K I N G S SO U T H W I N D S O R , C O N N E C T I C U T PL E A S A N T V A L L E Y E L E M E N T A R Y S C H O O L -- - - 59 1 E L L I N G T O N R O A D SHEET NO. ---- OF ---- DE S C R I P T I O N BY DA T E 0'20'40' 0 1/2"1" Copyright Milone & MacBroom, Inc - 2020 S W N E 99 R E A L T Y D R I V E CH E S H I R E , C T 0 6 4 1 0 20 3 . 2 7 1 . 1 7 7 3 SL R C O N S U L T I N G . C O M SIGN LEGEND INSTALL 31-0552 INSTALL 41-2112 & 41-2617 / 41-2619 INSTALL 41-2101 & 31-5505 & 31-1605 INSTALL 31-5505 B C D E F JSPEED LIMIT 8:00 - 10:00 AM 2:30 - 4:30 PM SPEED LIMIT END SCHOOL ZONE INSTALL 41-2112 & 41-2101 INSTALL 31-2103 INSTALL 31-1141 INSTALL CUSTOM 12" X 18" SIGNING NOTES 1.ALL EXISTING SIGNS WITHIN THE PROJECT LIMITS ARE TO REMAIN UNLESS THEY BECOME CONFLICTING. 2.ANY EXISTING SIGNS THAT BECOME CONFLICTING TO BE REMOVED OR RELOCATED AS NECESSARY. 3.SIGN AND METAL SIGN POSTS SHALL BE INSTALLED IN ACCORDANCE WITH CTDOT STANDARD SHEET TR-1208_01 "SIGN PLACEMENT AND RETROFLECTIVE STRIP DETAILS" AND TR-1208_02 "METAL SIGN POSTS AND SIGN MOUNTING DETAILS". 4.EXACT LOCATION OF SIGNS TO BE VERIFIED BY ENGINEER. 5.SIGNS SHALL BE AT LEAST 10 FEET FROM UTILITY POLES PAVEMENT MARKING NOTES 1.ALL NEW PAVEMENT MARKINGS TO BE EPOXY RESIN. 2.PAVEMENT MARKINGS SHALL BE INSTALLED IN ACCORDANCE WITH CTDOT STANDARD SHEET TR-1210_04 "PAVEMENT MARKING LINES AND SYMBOLS" AND TR-1210_08 "PAVEMENT MARKINGS FOR NON FREEWAYS" EXCEPT AS OTHERWISE DIMENSIONED OR NOTED ON THE PLANS. A M PAVED PLAY (125' x 95') 2-5 PLAY (90' X 60') K-1 PLAY (80' x 45') PRE-K PLAY (65' x 35') STORMWATER MANAGEMENT FFE 109.0 ± PAVED PLAY (125' x 95') FUTURE MULTI-PURPOSE FIELD (330' x 180') PROPOSED BUILDING COURTYARD WETLAND AREA #2 A A A AAAB A A SHEET NAME DATE PROJECT NO. DESIGNED SCALE DRAWN CHECKED SHEET NO. DE S C R I P T I O N BY DA T E 0'20'40' 0 1/2"1" Copyright Milone & MacBroom, Inc - 2020 S W N E 99 R E A L T Y D R I V E CH E S H I R E , C T 0 6 4 1 0 20 3 . 2 7 1 . 1 7 7 3 SL R C O N S U L T I N G . C O M MATCHLINE - SEE SHEET LA-2 AR-1 DWD MEW DWD 1"=40' AR-1 MARCH 16, 2021 3057-104 SI T E P L A N - A C C E S S I B L E R O U T E S SO U T H W I N D S O R , C O N N E C T I C U T PL E A S A N T V A L L E Y E L E M E N T A R Y S C H O O L -- - - 59 1 E L L I N G T O N R O A D ---- OF ---- LEGEND VAN ACCESSIBLE PARKING SPACE ACCESSIBLE PARKING SPACE ACCESSIBLE MEANS OF INGRESS/EGRESS ACCESSIBLE ROUTE A 1."ACCESSIBLE ROUTES' SLOPES SHALL BE 1:20 (5%) OR LESS AND THE CROSS SLOPES SHALL NOT EXCEED 1:50 (2%). CHANGES IN LEVELS SHALL NOT BE GREATER THAN 1/2 INCH, AND SLOPES SHALL NOT BE GREATER THAN 1:20 UNLESS RAMPS OR LIFTS ARE PROVIDED". 2.ALL RAMPS SHALL HAVE A MAXIMUM SLOPE OF 1:12. ALL RAMPS, EXCLUDING SIDEWALK DROP RAMPS, SHALL HAVE HANDRAILS ON BOTH SIDES (AS SPECIFIED AND DETAILED). 3.ALL RAMP LANDINGS SHALL BE A MINIMUM OF 5'X5' CLEAR WITH A MAXIMUM SLOPE AND CROSS-PITCH OF 2%. 4.ALL ACCESSIBLE DOORS SHOWN ARE .02" DIFFERENCE IN ELEVATION FROM EXTERIOR TO INTERIOR FINISHED FLOOR ELEVATIONS. LINES AT ACCESSIBLE DOORS DO NOT INDICATE A CHANGE IN ELEVATION GREATER THAN .02". SEE GRADING PLAN FOR MORE DETAILED INFORMATION. 5.ALL ACCESSIBLE PARKING SPACES SHALL NOT EXCEED 2% CROSS PITCH IN ANY DIRECTION. 6.SEE ACCESSIBLE DROP RAMP DETAILS ON SHEET C009 NOTES B GRASS PLAY (180' X 100') PAVED PLAY (125' x 95') 2-5 PLAY (90' X 60') K-1 PLAY (80' x 45') FFE 109.0 ± FUTURE FREE PLAY LAWN (170' X 140') PAVED PLAY (125' x 95') FUTURE MULTI-PURPOSE FIELD (330' x 180') FUTURE SOFTBALL FIELD 200'R PROPOSED BUILDING WETLAND AREA #2 SHEET NAME DATE PROJECT NO. DESIGNED SCALE DRAWN CHECKED SHEET NO. DE S C R I P T I O N BY DA T E 0' 0 1/2"1" Copyright Milone & MacBroom, Inc - 2020 99 R E A L T Y D R I V E CH E S H I R E , C T 0 6 4 1 0 20 3 . 2 7 1 . 1 7 7 3 SL R C O N S U L T I N G . C O M 20'40' S W N E MATCHLINE - SEE SHEET LA-1 IN S E T AR-2 DWD MEW DWD 1"=40' AR-2 MARCH 16, 2021 3057-104 SI T E P L A N - A C C E S S I B L E R O U T E S SO U T H W I N D S O R , C O N N E C T I C U T PL E A S A N T V A L L E Y E L E M E N T A R Y S C H O O L -- - - 59 1 E L L I N G T O N R O A D ---- OF ---- NS AS AA CS CS CB CB AB AB AB AC AC AG AG AA GS TG GS GSGS GS GS PA PA PA 10 TI AA AS AS AF AFAF PS PS PS AF AF 8 TI BR BR BR BR CS PS PG AF PA2 PG PS PA2AF PG PS AFPA2 PGPS PA2AF PS PG PA2 AF PS PG PA2 AF PS PG PA2 AF PS PG PA2 AF PS PG PA2 AF PS PG PA2 AF PS PG PS PG PG PG AF AF AF PA2 PA2 PA2 PS PS PS LS QP PS PS PS PG PG PG PA2 PA2 PA2 AS NS QP QR QR QR QR QR AF AF AF AF GRASS PLAY (180' X 100') PAVED PLAY (120' x 95') 2-5 PLAY (90' X 60') K-1 PLAY (80' x 45') FFE 109.0 ± FUTURE FREE PLAY LAWN (170' X 140') FUTURE MULTI-PURPOSE FIELD (330' x 180') FUTURE SOFTBALL FIELD 200'R PROPOSED BUILDING COURTYARD WETLAND AREA #2 A A' B B' C C' EXISTING RESIDENCE EXISTING RESIDENCE SHEET NAME DATE LB-1 PROJECT NO. DESIGNED DWD SCALE DRAWN MEW CHECKED DWD 1"=40' DE S C R I P T I O N BY DA T E 0'20'40' 0 1/2"1" Copyright Milone & MacBroom, Inc - 2021 S W N E 99 R E A L T Y D R I V E CH E S H I R E , C T 0 6 4 1 0 20 3 . 2 7 1 . 1 7 7 3 SL R C O N S U L T I N G . C O M MARCH 16, 2021 3057-104 SI T E P L A N - L A N D S C A P E B U F F E R SO U T H W I N D S O R , C O N N E C T I C U T PL E A S A N T V A L L E Y E L E M E N T A R Y S C H O O L -- - - 59 1 E L L I N G T O N R O A D ---- OF ---- 107' EXISTING BUFFER 30' PROPOSED EVERGREEN SCREENING 6' PROPOSED SIDEWALK 18' PROPOSED PARKING LOT 161' EXISTING RESIDENCE PROPERTY LINE 50' BUFFER PER ZONING REGULATIONS PROPOSED SCHOOL EXISTING RESIDENCE 80.66' EXISTING BUFFER 44' PROPOSED EVERGREEN SCREENING 10' PROPOSED SIDEWALK 192.6' PROPERTY LINE50' BUFFER PER ZONING REGULATIONS 30' PROPOSED ACCESS DRIVE 18' PROPOSED PARKING EXISTING RESIDENCE 349.7' 89' EXISTING BUFFER ABUTTERS LINE PROPERTY LINE 50' BUFFER PER ZONING REGULATIONS 5' PROPOSED SIDEWALK PROPOSED CHAIN LINK FENCE 140' FUTURE FREE PLAY LAWN 30' PROPOSED EVERGREEN SCREENING 209.66' SHEET NAME DATE LB-2 PROJECT NO. DESIGNED DWD SCALE DRAWN MEW CHECKED DWD AS SHOWN DE S C R I P T I O N BY DA T E Copyright Milone & MacBroom, Inc - 2021 99 R E A L T Y D R I V E CH E S H I R E , C T 0 6 4 1 0 20 3 . 2 7 1 . 1 7 7 3 SL R C O N S U L T I N G . C O M MARCH 16, 2021 3057-104 SI T E P L A N - L A N D S C A P E B U F F E R S E C T I O N S SO U T H W I N D S O R , C O N N E C T I C U T PL E A S A N T V A L L E Y E L E M E N T A R Y S C H O O L -- - - 59 1 E L L I N G T O N R O A D ---- OF ---- PROFILE VIEW: A - A' 1"= 20' H 1"= 20' V PROFILE VIEW: B - B' 1"= 20' H 1"= 20' V PROFILE VIEW: C - C' 1"= 20' H 1"= 20' V A A' B B' C C' STORMWATER MANAGEMENT 10+00 11+00 12+00 13+0013+04 CB CB AA AA AA LS LS AB AB ABAB AB AB AB QP QP QP PS PS PS PS PS PS PS PS PS PS PS PS 152 EP 192 EJ 403 SA 338 EP 221 SA 226 PC 180 JE 254 SL 153 JE 159 ST 171 EJ 178 SL 169 PC 56 SL 132 ST 126 SL 137 PC 144 ST 111 PC 194 ST 20 CA2 56 AR3 94 SL2 19 SE 26 CR2 29 CP76 CO NEW ENGLAND CONSERVATION/WILDLIFE MIX (20,338 sf) NEW ENGLAND WETMIX (WETLAND SEED MIX) (2,481 sf) NEW ENGLAND WETMIX (WETLAND SEED MIX) (11,605 sf) NEW ENGLAND WETMIX (WETLAND SEED MIX) (4,772 sf) VEGETATED ISLANDS (TYP. OF 3) BLUEBIRD BOX (TYP. OF 3) WOODY DEBRIS (TYP.) WILDLIFE HABITAT BOULDER CLUSTERS (TYP.) TREES QTY BOTANICAL NAME COMMON NAME SIZE CONT.COMMENTS PS 12 Pinus strobus White Pine 5`/6` HT.B&B FULL & DENSE SHRUBS QTY BOTANICAL NAME COMMON NAME SIZE CONT.COMMENTS AR3 56 Alnus incana rugosa Speckled Alder ---#5 CO 76 Cephalanthus occidentalis Buttonbush ---#5 CP 29 Comptonia peregrina Sweet Fern ---#3 CA2 20 Cornus amomum Silky Dogwood ---#5 CR2 26 Cornus sericea Red Twig Dogwood ---#5 SE 19 Sambucus canadensis Elderberry ---#5 SL2 94 Spiraea latifolia Meadow-Sweet ---#3 HERBACEOUS PLUGS QTY BOTANICAL NAME COMMON NAME CONT SPACING EJ 363 Eupatorium maculatum Joe Pye Weed plug 16" o.c. EP 490 Eupatorium perfoliatum Common Boneset plug 16" o.c. JE 333 Juncus effusus Soft Rush plug 16" o.c. PC 643 Pontederia cordata Pickerel Weed plug 16" o.c. SL 614 Sagittaria latifolia Lance-Leafed Arrowhead plug 16" o.c. ST 629 Schoenoplectus tabernaemontani Softstem Bulrush plug 16" o.c. SA 624 Sparganium americanum Bur-reed plug 16" o.c. WETLAND MITIGATION/STORMWATER BASIN PLANT SCHEDULE NEW ENGLAND WETMIX (WETLAND SEED MIX)18,858 sf BY NEW ENGLAND WETLAND PLANTS - NEW ENGLAND CONSERVATION/WILDLIFE MIX 20,338 sf BY NEW ENGLAND WETLAND PLANTS - WETLAND MITIGATION/STORMWATER BASIN - SEED MIXES 70 80 90 100 110 70 80 90 100 110 10+00 91 . 5 0 11+00 81 . 0 0 81 . 6 5 12+00 90 . 0 0 92 . 9 8 13+00 98 . 2 4 13+04 98 . 2 2 97 . 0 98 . 5 98 . 0 98 . 3 98 . 0 98 . 1 98 . 1 98 . 0 5' PROPOSED SIDEWALK 50' BUFFER PER ZONING REGULATIONS 73' NEW ENGLAND WETMIX 28' SCRUB SHRUBS WETLAND/UPLAND 22' PERENNIALS EMERGENT WETLAND 26' PERENNIALS EMERGENT WETLAND 244.5' 33' PERENNIALS EMERGENT WETLAND 45' SCRUB SHRUBS WETLAND/UPLAND 92.5' WETLAND MITIGATION AREA 149' STORMWATER MANAGEMENT EXISTING GRADE PROPOSED GRADE ELLINGTON ROAD PROPERTY LINE PROPERTY LINE WILDLIFE HABITAT BOULDER CLUSTERS (TYP.) BLUEBIRD BOX SHEET NAME DATE ENL PROJECT NO. DESIGNED MS SCALE DRAWN MEW CHECKED MS MARCH 16, 2021 3057-104 1"=20' SI T E P L A N - S T O R M W A T E R B A S I N L A N D S C A P I N G SO U T H W I N D S O R , C O N N E C T I C U T PL E A S A N T V A L L E Y E L E M E N T A R Y S C H O O L -- - - 59 1 E L L I N G T O N R O A D SHEET NO. ---- OF ---- DE S C R I P T I O N BY DA T E 0'10'20' 0 1/2"1" Copyright Milone & MacBroom, Inc - 2021 S W N E 99 R E A L T Y D R I V E CH E S H I R E , C T 0 6 4 1 0 20 3 . 2 7 1 . 1 7 7 3 SL R C O N S U L T I N G . C O M PROFILE VIEW: D - D' 1"= 20' H 1"= 20' V D D' D D' WETLAND CREATION NOTES 1.WETLAND CREATION AREA TO BE OVERSEEN BY A QUALIFIED PROFESSIONAL WETLAND SCIENTIST 2.SUPERENRICHED TOPSOIL SHALL BE ADDED TO THE WETLAND MITIGATION AND BUFFER AREA. APPROXIMATE TOPSOIL DEPTH SHALL BE 6 INCHES. 3.TOPSOIL SHALL BE BROADCAST OVER WETLAND BASIN AND NOT SMOOTHED AND/OR COMPACTED. WETLAND MITIGATION AREA SHALL HAVE A UNDULATING BOTTOM. 4.SHRUB CLUSTER ISLANDS SHALL BE FREE FORMED AS DIRECTED BY THE SUPERVISING WETLAND SCIENTIST. 5.PLACEMENT OF WILDLIFE HABITAT BOULDERS AND WOODY DEBRIS SHALL BE DIRECTED BY THE SUPERVISING WETLAND SCIENTIST. 6.ALL PLANTINGS SHALL BE NATIVE TO THE REGION AND IN HEALTHY CONDITION. SHEET NAME DATE SD-1 PROJECT NO. DESIGNED DWD SCALE DRAWN GEB CHECKED DWD MARCH 16, 2021 3057-104 NOT TO SCALE SI T E D E T A I L S SO U T H W I N D S O R , C O N N E C T I C U T PL E A S A N T V A L L E Y E L E M E N T A R Y S C H O O L -- - - 59 1 E L L I N G T O N R O A D SHEET NO. ---- OF ---- DE S C R I P T I O N BY DA T E Copyright Milone & MacBroom, Inc - 2020 99 R E A L T Y D R I V E CH E S H I R E , C T 0 6 4 1 0 20 3 . 2 7 1 . 1 7 7 3 SL R C O N S U L T I N G . C O M 7" 6" 6" JOB SPECIFIC MATERIAL 1" RADIUS CLASS F PORTLAND CEMENT CONCRETE WITH 5%-7% AIR ENTRAINMENT FINISHED GRADE 1/2" PRE FORMED EXPANSION JOINT WITH POLYETHYLENE FILLER (JOB SPECIFIC) JOB SPECIFIC MATERIAL 6" 6" NOTE: OMIT RADIUS FOR FLUSH CONDITION ADJACENT TO POURED CONCRETE OR UNIT PAVERS 1' - 2 " CAST-IN-PLACE CONCRETE CURB N.T.S. 1' - 8 " 1' - 2 " PROCESSED AGGREGATE BASE 2 P-SC-3057.104-18 BITUMINOUS CONCRETE PAVEMENT, SEE PLANS FOR TYPE 1' - 6 " 6" MIN. FLUSH CONCRETE CURB 1" = 1'-0" FLUSH CONCRETE CURB CLASS 'C' CONCRETE 3000 PSI R 1 4" (TYP. BOTH SIDES) 1 P-SC-3057.104-60 2" REVEAL SECTIONELEVATION 4" 12" 3" PLAN 2" NOTE: ALL WOOD TO BE PRESSURE TREATED SOUTHERN YELLOW PINE NOTES: 1.ALL RAIL AND POST LUMBER SHALL BE COMMERCIAL GRADE, NO.1 DENSE, (Fb=10.3 FPo) OR BETTER, CONFORMING TO NOMINAL SIZES AND DIMENSIONS SHOWN AND TO AASHTO SPECIFICATION M168. ALL TIMBER SHALL BE TREATED WITH A PRESSURE IMPREGNATED PRESERVATIVE IN ACCORDANCE WITH AASHTO SPECIFICATION M133. 2.BOLTS SHALL BE 3/4" DIAM., ASTM 307, WITH APPROPRIATE NUTS AND WASHERS (ALL HOT DIPPED GALVANIZED) 3.BACKFILL AROUND EACH POST WITH SUITABLE NATIVE MATERIAL IN 1' LIFTS 4.CONTRACTOR TO PROVIDE 90°, 45° OR END POSTS WHERE REQUIRED. 5.CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR ENTIRE SYSTEM. EXTEND CROSS MEMBER TO CLEAR POST BY 4" AT GUIDE RAIL ENDS. 1" CHAMFER AT ENDS 8' O.C. OR AS INDICATED 12"X12" POST-TYP. 4" 8" 18 " 48 " POST NOTCHED TO RECEIVE CROSS MEMBER FLUSH 4 GALVANIZED 3/4" CARRIAGE BOLTS. COUNTER BORE REAR TO RECEIVE NUT. ANTI-CHECK SPLINE-TYP. 1" CHAMFER-TYP. GRADE 5"x8" CROSS MEMBER TIMBER GUIDE RAIL NOT TO SCALE P-SC-3057.104-503 12 " 4" TY P . SUBGRADE TO MATCH SURFACE GRADE SLOPE TOWARDS PERFORATED PVC PIPE FLUSH CONDITION FOR ADA ACCESS SLOPE SUBGRADE @ 1.0% MIN. FINISHED GRADE ENGINEERED WOOD FIBER MULCH, 12" MIN. DEPTH AFTER COMPACTION. FIBARFELT® NON-WOVEN GEOTEXTILE FABRIC OR APPROVED EQUAL. NON-WOVEN GEOTEXTILE FILTER FABRIC MODEL 4545 AS MANUFACTURED BY AMOCO OR EQUAL. COMPACTED SUBGRADE SEE GRADING PLAN FOR SLOPE ENGINEERED WOOD FIBER MULCH NOT TO SCALE CRUSHED STONE BASE TO SATISFY SIEVE REQUIREMENTS AND SPECS SET FORTH BY FIBAR PLAYGROUND SUFACES 12" COMPOSITE FLAT DRAIN 4 P-SC-3057.104-72 4" TYP. NOTES: 1.CRUSHED STONE BASE TO SATISFY SIEVE REQUIREMENTS AND SPECIFICATIONS SET FORTH BY SURFACE AMERICA OR APPROVED SURFACE MANUFACTURER EQUIVALENT . 2.CONTRACTOR TO VERIFY ALL FINISHED GRADES AND DRAINAGE INVERTS PRIOR TO INSTALLATION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE PROJECT MANAGER AND ENGINEER IMMEDIATELY. 3.SEE UTILITY PLAN FOR UNDERDRAIN LAYOUT 6" MI N . 4" MI N . 3" 2" COMPACTED SUBGRADE 3/8" STONE WRAP 3/8" STONE AND PIPE WITH NON-WOVEN GEOTEXTILE FABRIC CORRUGATED PLASTIC PIPE (4") 6" DEPTH FOR 4" CPP 12" WIDE TRENCH FOR 4" CPP CRUSHED STONE BASE POURED-IN-PLACE PLAYGROUND SURFACE P.I.P. PLAYGROUND SURFACE WITH UNDERDRAIN NOT TO SCALE P-SC-3057.104-018 NOTE: 1.BOTTOM OF FOOTING TO BE 1'-0" BELOW FROST LINE, EXISTING UNDISTURBED GRADE OR FINISHED GRADE, WHICHEVER IS GREATER. SIGN MOUNTING NOTES: FOR POST MOUNTING, USE NON-CORROSIVE 3/8" MACHINE BOLTS W/ WASHERS, 2 PER SIGN. FOR WALL MOUNTING, USE NON-CORROSIVE 3/8" LAG BOLTS W/ LEAD EXPANSION SHIELD, 4 PER SIGN. 2" GALV. SQUARE STEEL PIPE (PAINTED - BLACK) STEEL TROWEL FINISH FINISH GRADE OR FINISH PAVING CLASS "C" 3000 PSI CONCRETE BASE 4" 8" 4' - 0 " M I N . 1" VA R I E S TRAFFIC SIGN POST NOT TO SCALE7 P-SC-3057.104-71 REINFORCED TURF DETAIL NOT TO SCALE 90% MODIFIED PROCTOR DENSITY MANUFACTURER SPECIFICATION < < 2 2 GRASSPAVE ROOT MASS TO FILL GRASSPAVE ATTACH WITH PEG AND HOLE (1/4") ABOVE TOP OF RING TOP OF GRASS ROOT MASS 6 MM COMPACTED SUBGRADE, ENLARGEMENT 25 CM (9.8")16.7 CM (6.6") 8.3 CM (3.3") 2.3 CM (0.9") 6 CM (2.4") 50 CM (19.7") ADJACENT GRASSPAVE SQUARES SECTION 10" BASE COURSE IN CONFORMANCE WITH GRASSPAVE SQUARES OR APPROVED EQUAL UNIT SIZE - 50 CM X 50 CM X 2.5 CM (20" X 20" X 1") SEE ENLARGEMENT BELOW CONCRETE SAND (CLEAN, SHARP SAND) COMPACTED SANDY GRAVEL BASE COURSE 2 NOTE: 1.CROSSPITCH BASE AND SUBBASE TOWARD THE UNDERDRAIN. SEE UNDERDRAIN DETAIL. 2.EXTEND BASE COURSE TO THE UNDERDRAIN STONE. 6 P-SC-3057.104-010316-78 STONEDUST PATHWAY NOT TO SCALE FINISHED GRADE OF STONEDUST TRAIL COMPACTED STONE SCREENINGS PROCESSED AGGREGATE BASE COMPACTED SUBGRADE 3" 6" 5 SHEET NAME DATE SD-2 PROJECT NO. DESIGNED DWD SCALE DRAWN GEB CHECKED DWD MARCH 16, 2021 3057-104 NOT TO SCALE SI T E D E T A I L S SO U T H W I N D S O R , C O N N E C T I C U T PL E A S A N T V A L L E Y E L E M E N T A R Y S C H O O L -- - - 59 1 E L L I N G T O N R O A D SHEET NO. ---- OF ---- DE S C R I P T I O N BY DA T E Copyright Milone & MacBroom, Inc - 2020 99 R E A L T Y D R I V E CH E S H I R E , C T 0 6 4 1 0 20 3 . 2 7 1 . 1 7 7 3 SL R C O N S U L T I N G . C O M NOTES: 1.MATERIALS AND METHOD OF CONSTRUCTION SHALL CONFORM TO CHAIN LINK FENCE DETAIL ON THIS SHEET 2.ALL CHAIN LINK POSTS, RAILS, FABRIC, AND HARDWARE TO HAVE THERMALLY FUSED AND BONDED - SEE SPECS. COLOR: BLACK. CONTRACTOR TO SUBMIT SHOP DRAWINGS. 3.GATE SWINGING DIRECTION: 3.1.ALL GATES ADJACENT TO PLAYGROUNDS SHALL SWING OPEN AWAY FROM THE PLAYGROUND. 3.2.PROVIDE STOP AS REQUIRED TO PREVENT SWINGING OF GATE IN ONE DIRECTION 4.GATE SHALL BE OPENABLE WITH A FORCE NO EXCEEDING 5 LBS. INSTALL SMOOTH GATE SURFACE PLATE WITHIN 10" OF THE FINISHED GRADE MEASURED VERTICALLY EXTENDING THE FULL WIDTH OF THE GATE. CONTRACTOR TO SUBMIT PLATE MATERIAL.134"M A X VARIES SEE PLAN 1 3 4" MAX TYP. 4 F T . BA R L E N G T H DOME CAP GATE POST CHAIN LINK FABRIC, 1 1 4" MESH SIZE, 9 GAUGE SEE CHAIN LINK FENCE DETAIL GATE PLAN 10 " SEE NOTE 4 SINGLE CHAIN LINK FENCE GATE NOT TO SCALE PROVIDE COMPLIANT RELEASING MECHANISMS AT PLAYGROUNDS. OPERABLE PARTS SHOULD NOT REQUIRE TIGHT GRIPPING, PINCHING, OR TWISTING OF THE WRIST. P-SC-3057.104-191 1'-6" MAX. 4 F T . 8'3' 3' - 6 " 1' EQ.EQ. CHAIN LINK FENCE POST AND RAIL SIZING POST OR RAIL TYPE 4 FT HIGH FENCE TERMINAL OR COMMON 2-3/8" LINE POST 1-7/8" TOP RAIL 1-5/8" INTERMEDIATE RAIL BOTTOM RAIL 1-5/8" GATE POST 2-7/8" GATE FRAME 1-7/8" NONE NOTES: 1.ALL FENCING FRAMEWORK AND FABRIC SHALL BE BLACK VINYL COATED GALVANIZED STEEL "THERMALLY FUSED AND BONDED" IN ACCORDANCE WITH SPECIFICATIONS. 2.CONTRACTOR TO SUBMIT SHOP DRAWINGS. CHAIN LINK FENCE - PLAYGROUND 1/2" = 1'-0" TOP RAIL DOME POST CAP TERMINAL POST RAIL TIE WIRE (9 GAUGE WIRE 14" O.C.) KNUCKLE SELVAGE TOP AND BOTTOM CHAIN LINK FABRIC, 1 1 4" MESH SIZE, 9 GAUGE POST CAP LINE POST 8FT O.C. BOTTOM RAIL COMPACTED SUBGRADE, TYP. CONCRETE FOOTING 3000PSI CLASS C TENSION BAND AS REQUIRED CROWN CONCRETE FOOTING TO PREVENT PONDING AROUND POST 1 3 4" M A X 2 P-SC-3057.104-77 NOTES: 1.SUPPORT POSTS SHALL BE REMOVED BY THE CONTRACTOR ONE YEAR AFTER INSTALLATION 2.WHERE TREES ARE PLANTED IN COMPACTED SOILS CONTRACTOR TO INSURE PLANT PIT DRAINS 1.5"/ HOUR 3.DO NOT COVER TREE TRUNK WITH MULCH 8' DRIVE SUPPORT POST AT ANGLE AND DRAW VERTICAL ROOTFLARE 4" DEPTH OF MULCH LIMIT OF MULCH RING, SEE PLAN BELOW SLOPE SIDES AND DECOMPACT SOIL BACKFILL WITH PLANTING SOIL HAND COMPACT BACKFILL TO ACHIEVE PROPER PLANTING DEPTH REMOVE TOP PORTION OF BURLAP ONLY AND BEND BACK WIRE BASKET FINISHED GRADE PROVIDE 2" HIGH EARTHEN SAUCER AT EDGE OF TREE PIT TREE PIT = ROOTBALL DIAMETER X 2 SECTION PLAN TREE PIT = ROOTBALL DIAMETER X 2 LIMIT OF ROOTBALL RUBBER HOSE DOUBLE STRAND NO. 12 GAUGE GALVANIZED WIRE TWISTED. DO NOT OVERTIGHTEN WIRE CUT LAWN EDGE / LIMIT OF MULCH RING = TREE PIT RADIUS + 1'-6" 1 ' - 6 " 1'-6" 3' - 6 " TREE PLANTING NOT TO SCALE CUT LAWN EDGE 4" DEEP TO RETAIN MULCH 4" P-SC-3057.104-154 NOTE: MULCHING OF PLANT BEDS: UNLESS OTHERWISE DIRECTED SHREDDED MULCH SHALL BE PLACED TO A LIMIT OF TWO FEET BEYOND THE CENTER OF THE OUTERMOST SHRUBS IN SHRUB BED. PLANTING SOIL MIX WATER AND TAMP TO REMOVE AIR POCKETS MAINTAIN SAUCER ON LOWER SIDES OF PLANT TO RETAIN WATER 4" MULCH FINISHED GRADE COMPACT SUBGRADE PLANTING PIT = ROOTBALL DIAMTER X2 SHRUB PLANTING NOT TO SCALE3 P-SC-3057.104-68 Statistics Description Symbol Avg Max Max/Min Avg/Min Min BUS LOOP AND PARKING 1.0 fc 18.2 fc N/A N/A 0.0 fc DRIVEWAY 0.0 fc 0.9 fc N/A N/A 0.0 fc NORTH PARKING 1.2 fc 16.8 fc 168.0:1 12.0:1 0.1 fc NORTH PLAY AREA 1.0 fc 12.1 fc N/A N/A 0.0 fc NORTHEAST PARKING 1.0 fc 4.9 fc N/A N/A 0.0 fc SOUTH PLAY AREA 0.8 fc 8.6 fc N/A N/A 0.0 fc SOUTHWEST CONNECTOR 0.6 fc 5.9 fc N/A N/A 0.0 fc WEST PARKING 0.8 fc 19.8 fc N/A N/A 0.0 fc 0.1 0.1 0.2 0.4 0.4 1.6 1.7 1.3 1.0 0.9 0.8 0.7 0.5 0.3 0.2 0.5 3.3 3.5 0.1 0.1 0.2 0.4 0.7 1.4 1.9 1.9 1.7 1.5 1.4 1.5 1.3 0.8 0.5 0.3 0.5 2.9 4.6 0.1 0.1 0.2 0.7 1.5 1.8 1.7 1.7 1.7 1.7 1.8 2.0 1.8 1.1 0.7 0.4 0.5 1.9 2.4 1.3 2.8 2.6 1.6 3.2 1.6 0.6 0.1 0.1 0.2 0.8 1.9 1.9 1.7 1.6 1.4 1.4 1.4 1.6 2.1 1.8 1.2 0.8 0.6 0.5 1.3 1.5 1.7 5.5 2.6 13.8 4.3 3.7 4.2 4.0 2.8 2.0 11.6 3.4 4.5 0.1 0.1 0.2 0.5 1.4 1.9 1.9 1.6 1.4 1.2 1.0 1.0 1.2 1.4 1.4 1.2 1.0 0.8 0.8 0.9 0.9 1.4 2.8 3.4 13.0 2.6 2.4 2.2 1.9 1.4 0.8 0.6 0.9 2.1 3.9 4.5 3.4 0.1 0.1 0.2 0.4 0.9 1.4 1.6 1.8 1.5 1.2 0.9 0.8 0.7 0.9 1.0 1.2 1.3 1.3 1.3 1.3 1.0 0.9 1.2 2.1 1.1 3.4 2.7 2.4 1.9 1.9 1.8 1.6 1.0 0.7 0.8 1.4 2.1 3.2 3.7 3.5 2.6 0.1 0.2 0.4 0.6 1.0 1.3 1.4 1.5 1.3 0.9 0.7 0.7 0.6 0.7 0.8 1.1 1.4 1.6 2.0 1.8 1.3 0.8 0.7 0.7 0.2 4.1 2.3 1.8 1.5 1.5 1.7 1.5 0.9 0.6 0.7 1.1 1.5 1.5 1.2 2.0 3.0 0.1 0.3 0.7 0.9 1.4 1.5 1.3 1.3 1.1 0.8 0.7 0.6 0.7 0.8 1.0 1.3 1.6 1.7 1.8 1.7 1.2 0.7 0.4 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.7 1.5 1.6 1.1 1.0 1.0 0.9 0.9 0.7 0.5 0.5 0.7 0.9 0.8 0.7 0.5 0.8 0.1 0.3 1.0 1.4 1.7 1.7 1.5 1.3 1.1 0.9 0.7 0.7 0.9 1.0 1.3 1.6 1.8 1.6 1.5 1.2 0.8 0.6 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.6 0.7 0.7 0.6 0.6 0.6 0.7 0.5 0.4 0.5 0.6 0.7 0.7 0.6 0.6 0.6 0.2 0.9 1.7 1.9 1.7 1.6 1.4 1.3 1.1 1.0 1.1 1.2 1.3 1.5 1.8 1.9 1.7 1.4 0.8 0.6 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.5 0.5 0.5 0.6 0.5 0.5 0.6 0.7 0.7 0.7 0.8 0.8 0.8 0.9 0.9 0.8 0.8 0.8 0.1 0.3 1.7 1.9 1.8 1.7 1.6 1.6 1.4 1.5 1.6 1.6 1.6 1.7 1.8 2.0 1.6 0.7 0.5 0.6 0.7 0.9 1.1 1.1 1.2 1.3 1.2 1.1 1.1 0.9 0.7 0.6 0.6 0.6 0.7 0.9 1.1 1.2 1.2 1.4 1.3 1.3 1.4 1.4 1.2 1.1 1.0 0.1 0.2 0.4 1.4 1.8 1.8 1.8 1.8 1.7 1.8 2.0 2.0 1.8 1.9 1.7 1.4 0.6 0.2 0.3 0.6 0.9 1.2 1.4 1.4 1.9 2.3 2.0 1.5 1.4 1.2 1.0 0.7 0.5 0.6 0.8 1.1 1.4 1.5 1.9 2.4 2.3 1.9 1.7 1.7 1.5 1.3 1.2 0.1 0.3 0.6 1.5 1.9 1.9 1.8 1.6 1.5 1.7 2.0 2.0 1.5 0.9 0.4 0.2 0.2 0.3 0.5 0.8 1.1 1.3 1.3 2.2 2.6 2.2 1.4 1.3 1.2 0.8 0.6 0.4 0.5 0.7 1.0 1.3 1.3 2.0 2.5 2.4 1.8 1.6 1.6 1.4 1.4 1.4 0.1 0.2 0.3 0.5 1.8 1.7 1.4 1.2 1.2 1.4 1.6 1.4 0.4 0.4 0.3 0.1 0.1 0.1 0.3 0.5 0.7 1.1 1.3 1.8 2.7 1.9 1.3 1.2 0.8 0.5 0.3 0.2 0.3 0.4 0.6 1.0 1.2 1.6 2.3 2.1 1.5 1.4 1.2 1.1 1.2 1.4 0.1 0.1 0.1 0.6 1.1 1.0 0.8 0.7 0.6 0.5 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.3 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.3 0.4 0.4 0.5 0.6 0.7 1.0 1.4 0.1 0.1 0.1 0.3 0.4 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.3 0.4 0.5 0.7 1.0 1.3 0.1 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.3 0.5 0.6 0.8 1.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.7 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 18.2 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.3 0.5 0.4 0.3 0.8 0.7 0.6 0.5 0.4 1.0 1.0 1.0 0.9 0.7 0.6 0.4 1.1 1.3 1.4 1.3 1.2 0.9 0.7 0.5 0.4 0.7 1.0 1.3 1.6 1.7 1.7 1.5 1.1 0.8 0.6 0.4 0.6 0.8 1.1 1.4 1.8 2.2 2.0 1.6 1.3 0.9 0.6 0.5 0.6 0.8 1.1 1.4 1.8 2.1 2.0 1.6 1.3 0.9 0.7 0.5 0.4 0.6 0.7 1.0 1.3 1.5 1.7 1.6 1.4 1.2 0.9 0.7 0.6 0.4 0.5 0.6 0.7 0.9 1.1 1.2 1.3 1.3 1.2 1.1 0.9 0.8 0.6 0.4 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.0 1.0 0.9 1.1 1.0 1.0 0.7 0.4 0.5 0.6 0.7 0.8 0.8 0.8 0.8 0.8 0.7 0.8 1.2 1.3 1.2 0.8 0.4 0.6 0.7 0.7 0.8 0.8 0.8 0.8 0.7 0.6 0.6 0.7 1.3 1.5 1.3 0.9 0.4 0.8 0.9 1.0 1.0 1.0 0.9 0.8 0.7 0.6 0.5 0.6 1.5 1.6 1.5 1.0 0.5 0.9 1.1 1.2 1.3 1.3 1.3 1.1 0.9 0.7 0.6 0.5 0.5 1.5 1.5 1.5 1.0 0.5 1.1 1.4 1.6 1.7 1.8 1.7 1.4 1.1 0.9 0.7 0.5 0.5 2.0 2.3 1.9 1.2 1.0 1.3 1.7 2.0 2.2 2.1 2.2 1.9 1.5 1.2 0.9 0.5 0.5 2.9 2.6 2.3 1.3 1.0 1.4 1.9 2.4 2.7 2.5 2.5 2.5 2.0 1.6 1.0 0.5 0.4 1.9 2.3 1.9 1.2 0.7 1.0 1.4 1.8 2.3 2.6 2.6 2.6 2.6 2.4 2.0 0.9 0.4 0.3 1.4 1.3 1.5 1.1 0.7 0.9 1.3 1.7 2.0 2.3 2.5 2.5 2.4 2.5 2.0 0.5 0.3 0.2 1.2 1.4 1.4 1.1 0.8 0.7 0.9 1.2 1.5 1.9 2.2 2.4 2.4 2.5 2.1 1.0 0.4 0.3 0.2 0.7 1.1 1.2 1.0 0.3 0.4 0.9 0.7 0.8 0.9 1.2 1.5 1.9 2.2 2.4 2.3 2.2 1.5 0.7 0.4 0.2 0.4 0.8 1.0 0.8 5.5 0.6 0.5 0.6 0.7 0.8 1.0 1.2 1.4 1.8 2.2 2.3 2.4 1.9 0.7 0.5 0.3 0.2 0.3 0.7 0.8 7.8 1.8 0.6 0.6 0.7 0.8 1.0 1.1 1.2 1.4 1.7 1.9 2.1 1.1 0.4 0.3 0.2 0.5 0.9 0.8 0.7 0.8 0.9 1.0 1.0 1.0 1.0 1.1 1.3 1.4 0.9 0.4 0.3 0.2 0.2 0.2 0.4 1.1 1.1 1.1 2.0 5.3 0.7 0.8 1.0 1.2 1.2 1.2 1.1 1.0 1.0 1.0 0.7 0.5 0.3 0.3 0.2 0.2 0.3 1.2 1.4 1.4 1.1 4.2 2.7 0.7 7.5 0.9 1.1 1.3 1.5 1.6 1.5 1.3 1.1 0.9 0.8 0.6 0.4 0.3 0.3 0.3 0.4 1.3 1.6 1.4 1.4 1.0 1.1 2.3 3.1 4.3 1.3 0.5 0.6 0.7 0.9 1.3 1.6 1.9 2.0 1.7 1.5 1.2 1.0 0.8 0.7 0.5 0.4 0.4 0.4 0.6 2.8 2.3 2.0 1.2 0.8 0.6 0.7 1.3 2.4 2.9 1.5 0.7 0.8 1.0 1.4 1.7 2.2 2.4 1.9 1.6 1.3 1.1 0.9 0.8 0.7 0.6 0.5 0.5 1.9 2.4 2.6 1.7 1.1 0.5 0.8 0.7 0.8 0.8 1.1 1.1 0.8 0.8 1.0 1.3 1.7 2.0 2.1 1.9 1.7 1.4 1.2 1.1 1.0 0.8 0.7 0.6 1.2 1.7 2.1 1.9 1.4 0.8 0.1 0.1 0.1 0.1 16.8 0.5 0.50.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.50.50.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.1 0.1 0.1 0.1 0.2 0.1 0.1 0.1 0.2 0.1 0.1 0.2 0.1 0.1 0.1 0.3 0.2 0.1 0.1 0.4 0.2 0.1 0.1 0.2 0.1 0.1 0.3 0.1 0.1 0.3 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.1 0.1 0.2 0.1 0.3 0.1 0.3 0.1 0.3 0.1 0.3 0.1 0.3 0.1 0.8 0.3 0.1 0.8 0.3 0.1 0.7 0.3 0.1 0.1 0.6 0.3 0.1 0.1 0.6 0.3 0.2 0.1 0.1 0.6 0.4 0.2 0.1 0.6 0.3 0.2 0.1 0.5 0.2 0.1 0.1 0.8 0.3 0.1 0.1 0.5 0.2 0.1 0.3 0.1 0.1 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.1 0.1 0.2 0.1 0.1 0.2 0.1 0.1 0.3 0.1 0.1 0.3 0.2 0.1 0.3 0.1 0.1 0.2 0.1 0.1 0.3 0.2 0.1 0.1 0.3 0.2 0.1 0.1 0.2 0.1 0.1 0.1 0.2 0.1 0.1 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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18 20 21 24 242 B A 3 4 J F F D N MM E C 23 23 5 G 20.2 Y11 O 9.2 AM AM Y13 Y16 Y12.8 Y16.4 Y4 XL.1 XJ.1 Y1.8 Y4.2 XA XB VV XO Y17 C.1 C.5 4.4 Y0.8 H Y2.2 XH.9 XH.9 XN XN 8P.5 S R K K Y6 L Y19 XX XX E.8 Y8.3 Y8.4 Q.1 UU 7.7 17 A2-1-4 6 Y6.8 AR-200 1 AR-200 2 AR-201 3 AR-201 4 AR-201 2 AR-202 6 AR-202 1 AR-202 3 AR-200 3 AR-201 1 AR-202 5 AR-202 4 Grade 1 Grade 1 SPED Resource SPED Clerk Grade 1 Grade 1 English Learner Program Grade 1 STEM Faculty Lounge General Office Conference Assoc. PrincipalPrincipal Work Isolation Resting Health Office Exam Media IPOP PK Speech Math Coach IPOP POP POP POP POP PreK OT/PT & K-5 PT/OT Teacher Workroom Math Intv Art Storage Visual Arts Reading Intervention Conference 11863.82 SF Courtyard World Language Office / MATCHLINE SEE: 1 A1-1-1A / MATCHLINE SEE: 1 A1-1-1B /MATCHLINE SEE: 1 A1-1-1B /MATCHLINE SEE: 1 A1-1-1C /MATCHLINE SEE: 1 A1-1-1A /MATCHLINE SEE: 1 A1-1-1D / MA T C H L I N E S E E : 1 A1 -1-1C / MA T C H L I N E S E E : 1 A1 -1-1D Kindergarten Kindergarten KindergartenKindergartenKindergarten General Music Speech Language Pathologist Psychologist IDF 147 Elec. 148 Cafeteria Shipping / Receiving / Storage Main Electric M.D.F. Mechanical Room Kitchen Office 158A Instrumental Music PracticePE Storage Office Gym Platform / Ramp 244.29 SF Vest 132 1643.91 SF Lobby 133 STAIR 2 ST2-1 STAIR 1 ST1-1 STAIR 3 ST3-1 PreK Speech A B C D 591 Ellington Road South Windsor, Connecticut Pleasant Valley Elementary School Scale: Job No.: Date: Drawn By: N PROJECT NORTH CO P Y R I G H T 2 0 2 1 D R U M M E Y R O S A N E A N D E R S O N , I N C . C DRA Drummey Rosane Anderson, Inc. 260 Charles Street Studio 300 Waltham, MA 02453 Planning Architecture Interior Design MAGNETIC NORTH 225 Oakland Road Studio 205 South Windsor, CT 06074 www.draws.com Tel: 860.644.8300 KEY PLAN 1" = 20'-0" AR-101 FIRST FLOOR OVERALL PLAN TOWN PERMIT SET MAR 16, 2021 MAR 16, 2021 1" = 20'-0" OVERALL FIRST FLOOR PLAN -R1 XC XE XF XG XH XJ XM XQ XR XT Y3 Y1 Y7 XK XK XL XL Y12 Y14 Y15 Y18 XU XV XW Y10 XS 22 XP A2-1-1 1 A2-1-1 3 A2-1-2 3 A2-1-2 4 A2-1-3 1 A2-1-3 2 A2-1-4 1 A2-1-3 3 A2-1-4 2 A2-1-4 4 T Q XD P 1 6 7 9 10 11 12 13 14 15 16 18 20 21 242 BB A A 3 4 J F D N M M E C 235 G 20.2 Y11 O 9.2 Y5 Y8 AM Y13 Y16 Y12.8 Y16.4 Y4 XL.1 XJ.1 Y1.8 Y4.2 XA XB V XO Y17 C.1 C.5 4.4 Y0.8 H Y2.2 XH.9 XN P.5 S R 19 KK Y6 3.62.4 L Y19 XX E.8 Y8.3 Y8.4 Q.1 U 17 A2-1-4 6 A2-1-4 3 Y6.8 AR-200 1 AR-200 2 AR-201 3 AR-201 4 AR-201 2 AR-202 6 AR-202 1 AR-202 3 AR-202 2 AR-200 3 AR-201 1 AR-202 5 AR-202 4 Grade 2 Grade 2 Grade 2 Grade 3 Grade 3 Grade 2 Grade 2 Grade 2 SPED Resource Social Worker Grade 3 Teacher Workroom Elec. Grade 3 Elevator Boys Girls Grade 3 Grade 4 Grade 4 Grade 4 Grade 4 Grade 4 Grade 5 Grade 5 Inst. St. Elec Inst. St.Assmnt. Grade 5 Grade 5 Grade 5 Grade 5 Boys Toilet Girls Toilet SPED Resource / MATCHLINE SEE: 1 A1-1-2A / MATCHLINE SEE: 1 A1-1-2B /MATCHLINE SEE: 1 A1-1-2B /MATCHLINE SEE: 1 A1-1-2C /MATCHLINE SEE: 1 A1-1-2A /MATCHLINE SEE: 1 A1-1-2D / MA T C H L I N E S E E : 1 A1 -1-2C / MA T C H L I N E S E E : 1 A1 -1-2D Grade 4 A B C D 591 Ellington Road South Windsor, Connecticut Pleasant Valley Elementary School Scale: Job No.: Date: Drawn By: N PROJECT NORTH CO P Y R I G H T 2 0 2 1 D R U M M E Y R O S A N E A N D E R S O N , I N C . C DRA Drummey Rosane Anderson, Inc. 260 Charles Street Studio 300 Waltham, MA 02453 Planning Architecture Interior Design MAGNETIC NORTH 225 Oakland Road Studio 205 South Windsor, CT 06074 www.draws.com Tel: 860.644.8300 KEY PLAN 1" = 20'-0" AR-102 OVERALL SECOND FLOOR PLAN TOWN PERMIT SET MAR 16, 2021 MAR 16, 2021 1" = 20'-0" OVERALL SECOND FLOOR PLAN -R1 FIRST FLOOR 109' -0" FIRST FLOOR 109' -0" SECOND FLOOR 123' -0" SECOND FLOOR 123' -0" CLASSROOM ROOF 137' -0" CLASSROOM ROOF 137' -0" XC XE XF XG XH XJ XM XQ XR XTXKXLXDXO 14 ' - 0 " 14 ' - 0 " 14 ' - 0 " 14 ' - 0 " PREFABRICATED ALUM CUPOLA WITH COPPER ROOF AND FINIAL A A A A B B BABA B B B B B BAAA A B B B B B BBAAA 20' - 5"1' - 10"30' - 10"30' - 0"30' - 0"30' - 0"7' - 4"14' - 0"3' - 3"23' - 10 1/2"16' - 1 1/2"10' - 0"13' - 0" CONCRETE FOUNDATION -SEE "S" DRAWINGS FINISHED GRADE -SEE "L" DRAWINGS CONCRETE FOUNDATION - SEE "S" DRAWINGS FINISHED GRADE -SEE "L" DRAWINGS MEMBRANE WALL FLASHING ROOFTOP HVAC UNITS - SEE MECHANICAL 16" PRECAST CONCRETE BELT COURSE FORMED ACM CORNICE GROUND FACE CMU -WHITE ACM WALL PANEL WITH 1" JOINTS COMMON FACE BRICK 16" PRECAST CONC LINTEL8" PRECAST CONCRETE BELT COURSE 8" PRECAST CONCRETE BELT COURSE METAL ROOF EDGE 7' - 0" C.J. C.J.C.J.C.J.C.J.C.J. 2" EXPANSION JOINT COVER / ASSEMBLY 16" PRECAST CONCRETE BELT COURSE GROUND FACE CMU -WHITE 8" PRECAST CONCRETE BELT COURSE COMMON FACE BRICK 8" PRECAST CONCRETE BELT COURSE 16" PRECAST CONC LINTEL METAL ROOF EDGE Corridor 222 Corridor 111 Lobby 133 5 12 4 12 512 412 212 CW20 GLAZED ALUM ENTRANCE SYSTEM WEST RIDGE 152' -0" WEST RIDGE 152' -0" 15 ' - 0 " 43 ' - 0 " 15 ' - 0 " FIRST FLOOR 109' -0" FIRST FLOOR 109' -0" SECOND FLOOR 123' -0" SECOND FLOOR 123' -0" CLASSROOM ROOF 137' -0" CLASSROOM ROOF 137' -0" XK XL XU XV XWXSXPAMXH.9 XN XX CONCRETE FOUNDATION - SEE STRUCTURAL DRAWINGS FINISHED GRADE -SEE "L" DRAWINGS GFRC DORIC COLUMN ENCLOSURES11 ' - 0 " AB A BBA A A A A D D A B B BB B A A B B B B ASPHALT SHINGLES ALUM VERTICAL PANEL AND HORIZ SOFFIT PANEL GROUND FACE CMU -WHITE FORMED ACM PROFILE SHAPEACM WALL PANEL WITH 1" JOINTS ASPHALT SHINGLES METAL ROOF EDGE GROUND FACE CMU -WHITE METAL ROOF EDGE 8" PRECAST CONCRETE BELT COURSE COMMON FACE BRICK 3 12 2 12 16" PRECAST CONC LINTEL ALUM VERTICAL PANEL AND HORIZ SOFFIT PANEL GROUND FACE CMU -WHITE 8" PRECAST CONCRETE BELT COURSE COMMON FACE BRICK ALUM VERTICAL PANEL AND HORIZ SOFFIT PANEL ACM WALL PANEL WITH 1" JOINTS ASPHALT SHINGLES FORMED ACM PROFILE SHAPE 6 12 1 12 1 12 14 ' - 0 " 14 ' - 0 " 28 ' - 0 " ALUMINUM PANELALUMINUM PANEL GFRC DORIC COLUMN ENCLOSURE 16" PRECAST CONCRETE BELT COURSE 16" PRECAST CONCRETE BELT COURSE GLAZED ALUM ENTRANCE SYSTEM 11"14' - 0"8' - 2"7' - 4"20' - 5"27' - 9"27' - 9"27' - 9"14' - 10"11' - 3" 14 ' - 0 " 14 ' - 0 " EAST RIDGE 149' -6" 12 ' - 6 " FIRST FLOOR 109' -0" FIRST FLOOR 109' -0" SECOND FLOOR 123' -0" SECOND FLOOR 123' -0" CLASSROOM ROOF 137' -0" CLASSROOM ROOF 137' -0" XCXEXFXGXHXJXMXQXRXTXKXLXDXL.1 XJ.1 XAXBXO 22' - 3"30' - 10"30' - 0"30' - 0"30' - 0"7' - 4"14' - 0"3' - 3"40' - 0"10' - 0"13' - 0" B B B B B B B B B B B B BA A A A A A A A A A C A GROUND FACE CMU -WHITE COMMON FACE BRICK 16" PRECAST CONCRETE BELT COURSE 8" PRECAST CONCRETE BELT COURSE ASPHALT SHINGLES FORMED ACM CORNICE 16" PRECAST CONCRETE BELT COURSE GROUND FACE CMU -WHITE ACM WALL PANEL WITH 1" JOINTS 8" PRECAST CONCRETE BELT COURSE 3" INSULATED METAL WALL PANEL SYSTEM ACM WALL PANEL WITH 1" JOINTS 8" PRECAST CONCRETE BELT COURSE COMMON FACE BRICK ? 15' - 0"15' - 0" 16" PRECAST CONCRETE LINTEL FORMED ACM PROFILE SHAPE 8" PRECAST CONCRETE BELT COURSE 3 12 3 12 3 12 8 12 9 12 2 12 9 12 B A B B GFRC DORIC COLUMN ENCLOSURE C.J. ACM WALL PANEL WITH 1" JOINTS ALUM VERTICAL PANEL AND HORIZ SOFFIT PANEL FORMED ACM CORNICE 2" EXPANSION JOINT COVER ACM WALL PANEL WITH 1" JOINTS FORMED ACM PROFILE SHAPE ? FORMED ACM PROFILE SHAPE PREFABRICATED ALUM CUPOLA W/ COPPER ROOF AND FINIAL FINISHED GRADE - SEE "L" DRAWINGS CONCRETE FOUNDATIONS - SEE "S" DRAWINGS 8" PRECAST CONCRETE BELT COURSE 8" PRECAST CONCRETE BELT COURSE 16" PRECAST CONCRETE BELT COURSE GROUND FACE CMU -WHITE COMMON FACE BRICK GROUND FACE CMU -WHITE COMMON FACE BRICK ACM WALL PANEL WITH 1" JOINTS ACM WALL PANEL WITH 1" JOINTS C.J. 16" PRECAST CONCRETE LINTEL GFRC DORIC COLUMN ENCLOSURE 18' - 0"18' - 8" 16" PRECAST CONCRETE MEDALION WITH INSPIRATIONAL INSCRIPTION -TBD. CW23 CW24 CW1 GLAZED ALUM ENTRANCE SYSTEM 16" PRECAST CONC COPING ACM WALL PANEL WITH 1" JOINTS ? METAL ROOF COPING ALUMINUM PANEL WEST RIDGE 152' -0" 15 ' - 0 " 14 ' - 0 " 14 ' - 0 " 15 ' - 0 " 14 ' - 0 " 14 ' - 0 " 43 ' - 0 " A B C D 591 Ellington Road South Windsor, Connecticut Pleasant Valley Elementary School Scale: Job No.: Date: Drawn By: N PROJECT NORTH CO P Y R I G H T 2 0 2 1 D R U M M E Y R O S A N E A N D E R S O N , I N C . C DRA Drummey Rosane Anderson, Inc. 260 Charles Street Studio 300 Waltham, MA 02453 Planning Architecture Interior Design MAGNETIC NORTH 225 Oakland Road Studio 205 South Windsor, CT 06074 www.draws.com Tel: 860.644.8300 KEY PLAN 1" = 10'-0" AR-200 BUILDING ELEVATIONS TOWN PERMIT SET MAR 16, 2021 MAR 16, 2021 1" = 10'-0" EAST COURTYARD ELEVATION1 1" = 10'-0" EAST ELEVATION2 1" = 10'-0" WEST ELEVATION3 1 1 2 3 FIRST FLOOR 109' -0" FIRST FLOOR 109' -0" SECOND FLOOR 123' -0" SECOND FLOOR 123' -0" CLASSROOM ROOF 137' -0" CLASSROOM ROOF 137' -0" XKXLXUXVXWXSXPAMXNXX 14 ' - 0 " 14 ' - 0 " 11 ' - 0 " B B B B B B B B B B B B A A A B A A A ALUM VERTICAL PANEL AND HORIZ SOFFIT PANEL METAL ROOF EDGE FORMED ACM PROFILE SHAPE ACM WALL PANEL WITH 1" JOINTS ASPHALT SHINGLES GFRC DORIC COLUMN ENCLOSURE 2 12 3 12 4 12 FORMED ACM PROFILE SHAPE CONCRETE FOUNDATION - SEE STRUCTURAL DRAWINGS FINISHED GRADE -SEE "L" DRAWINGS GROUND FACE CMU -WHITE COMMON FACE BRICK8" PRECAST CONCRETE BELT COURSE 16" PRECAST CONC LINTEL ALUMINUM PANEL 8" PRECAST CONCRETE BELT COURSE GROUND FACE CMU -WHITE 16" PRECAST CONCRETE BELT COURSE CW16 CW17 GLAZED ALUM ENTRANCE SYSTEM 11' - 3" 14' - 0"8' - 2"7' - 4"20' - 5"27' - 9"27' - 9"27' - 9"14' - 10" 133' - 2" WEST RIDGE 152' -0" WEST RIDGE 152' -0"EAST RIDGE 149' -6" EAST RIDGE 149' -6" FIRST FLOOR 109' -0" FIRST FLOOR 109' -0" SECOND FLOOR 123' -0" SECOND FLOOR 123' -0" CLASSROOM ROOF 137' -0"CLASSROOM ROOF 137' -0" Y3 Y1Y7Y9Y12Y14Y15Y18Y10Y2Y11Y5Y8Y13Y16Y12.8Y16.4 Y4Y17 Y0.8Y6Y19Y8.3Y8.4 Y6.8 A A A A A AAAAAA AAA C C C GROUND FACE CMU -WHITE FORMED ACM CORNICE ASPHALT SHINGLES ASPHALT SHINGLES 8" PRECAST CONCRETE BELT COURSE COMMON FACE BRICK ACM WALL PANEL WITH 1" JOINTS ACM WALL PANEL WITH 1" JOINTS ASPHALT SHINGLES 16" PRECAST CONCRETE BELT COURSE FORMED ACM CORNICE PREFABRICATED ALUM CUPOLA WITH COPPER ROOF AND FINIALGROUND FACE CMU -WHITE COMMON FACE BRICK ASPHALT SHINGLES FORMED ACM PROFILE SHAPE ACM WALL PANEL WITH 1" JOINTS 16" PRECAST CONC LINTEL CONCRETE FOUNDATION - SEE "S" DRAWINGS FINISHED GRADE - SEE "L" DRAWINGS C.J. ACM WALL PANEL WITH 1" JOINTS GROUND FACE CMU -WHITE ACM WALL PANEL WITH 1" JOINTS FORMED ACM PROFILE SHAPE ACM WALL PANEL WITH 1" JOINTS 8" PRECAST CONCRETE BELT COURSE GFRC DORIC COLUMN ENCLOSURE METAL ROOF EDGE ALUMINUM PANEL ASPHALT SHINGLES ALUM VERTICAL PANEL AND HORIZ SOFFIT PANEL ? METAL ROOF EDGE / SOFFIT FORMED ACM PROFILE SHAPE AESS STEEL COLUMN - COLORGALV FINISH 8" PRECAST CONCRETE BELT COURSE 16" PRECAST CONC LINTEL C.J.C.J.C.J. C.J. STRUCTURALLY-INSULATED PRECAST CONCRETE PANEL GFRC DORIC COLUMN ENCLOSURE ASPHALT SHINGLES COMMON FACE BRICK 8" PRECAST CONCRETE BELT COURSE GROUND FACE CMU -WHITE 8" PRECAST CONCRETE BELT COURSE 312312 3 12 212 ALUMINUM PANEL ASPHALT SHINGLES CW2 CW14 CW15 CW18 CW21 11' - 0"6' - 0"12' - 10"6' - 4"2' - 10"20' - 7"3' - 11 1/2"7' - 10 9/16"1' - 5"2' - 3"12' - 3"14' - 4"3' - 2"11' - 4"26' - 5"29' - 6"21' - 4"8' - 10"3' - 2 3/4"8' - 10 1/2"3' - 2 3/4"8' - 10"15' - 11"5' - 5" WEST RIDGE 152' -0" WEST RIDGE 152' -0" EAST RIDGE 149' -6"2' - 6 " 12 ' - 6 " 14 ' - 0 " 14 ' - 0 " 43 ' - 0 " 14 ' - 0 " 2' - 6 " 12 ' - 6 " 14 ' - 0 " FIRST FLOOR 109' -0" SECOND FLOOR 123' -0" CLASSROOM ROOF 137' -0" CLASSROOM ROOF 137' -0" TQPJFMECGOHSRKL U 14 ' - 0 " 14 ' - 0 " BB BB B A AA CW10 28' - 9"21' - 4"4' - 4"9' - 0"15' - 4"17' - 3"9" 2' - 0" 9' - 6 7/8" 2' - 8 9/16" 15' - 6"6' - 7"19' - 3 1/2"12' - 9 1/2"12' - 3" GROUND FACE CMU -WHITE FORMED ACM CORNICE RTU -SEE MECH ALUMINUM PANEL GFRC DORIC COLUMN ENCLOSURE 8" PRECAST CONCRETE BELT COURSE COMMON FACE BRICK COMMON FACE BRICK GFRC DORIC COLUMN ENCLOSURE ACM WALL PANEL WITH 1" JOINTS GROUND FACE CMU -WHITE METAL LOUVER RTU SCREEN ON STRUCTURAL STEEL SUPPORTS METAL ROOF EDGE 8" PRECAST CONCRETE BELT COURSE FORMED ACM PROFILE SHAPE ALUM VERTICAL PANEL AND HORIZ SOFFIT PANEL ALUMINUM PANEL 8" PRECAST CONCRETE BELT COURSE COMMON FACE BRICK 16" PRECAST CONC LINTEL16" PRECAST CONCRETE BELT COURSE C.J.C.J.C.J. METAL LOUVER SCREENING FENCE - 6'-0" HIGH 16" PRECAST CONCRETE BELT COURSE MEMBRANE ROOF FLASHING RTU -SEE MECH GLAZED ALUM ENTRANCE SYSTEM GLAZED ALUM ENTRANCE SYSTEM BA JFDGC.1 C.5 E.8 1' - 0 " 14 ' - 0 " 14 ' - 0 " 22' - 0"8' - 2 3/4"9' - 3 3/4"11' - 1 1/2"24' - 6"4' - 2"4' - 4"24' - 4" RTU -SEE MECH DRAWINGS ALUM ROOF ACCESS LADDER GLAZED ALUM ENTRANCE SYSTEM GLAZED ALUM ENTRANCE SYSTEM 16" PRECAST CONCRETE BELT COURSE METAL ROOF EDGE C.J.C.J. GROUND FACE CMU -WHITE 3" INSULATED METAL WALL PANEL SYSTEM COMMON FACE BRICK METAL ROOF EDGE C.J.C.J. CONC FOUNDATION - SEE STRUCTURAL DRAWINGS FINISHED GRADE -SEE "L" DRAWINGS A B C D 591 Ellington Road South Windsor, Connecticut Pleasant Valley Elementary School Scale: Job No.: Date: Drawn By: N PROJECT NORTH CO P Y R I G H T 2 0 2 1 D R U M M E Y R O S A N E A N D E R S O N , I N C . C DRA Drummey Rosane Anderson, Inc. 260 Charles Street Studio 300 Waltham, MA 02453 Planning Architecture Interior Design MAGNETIC NORTH 225 Oakland Road Studio 205 South Windsor, CT 06074 www.draws.com Tel: 860.644.8300 KEY PLAN 1" = 10'-0" AR-201 BUILDING ELEVATIONS TOWN PERMIT SET MAR 16, 2021 MAR 16, 2021 1" = 10'-0" WEST ELEVATION1 1" = 10'-0" NORTH ELEVATION2 1" = 10'-0" EAST ELEVATION3 1 2 3 1" = 10'-0" EAST ELEVATION4 4 FIRST FLOOR 109' -0" SECOND FLOOR 123' -0" CLASSROOM ROOF 137' -0" 22 22.2910111213141516182021 242320.29.28 1917 CONCRETE FOUNDATION - SEE STRUCTURAL DRAWINGS TYP 14 ' - 0 " 14 ' - 0 " CW6 CW6CW7aCW7bCW7a CW9 RTU -SEE MECH METAL LOUVER RTU SCREEN ON STRUCTURAL STEEL SUPPORTS (BEYOND) 14 ' - 0 " 14 ' - 0 " 19' - 8"19' - 3 1/2"4' - 8"4' - 8 1/2"17' - 4"5' - 2" 4' - 6 1/2" 3' - 5"8' - 8 1/2" 3' - 4 1/2"2' - 5 1/2" 20' - 0"2' - 7 1/2"23' - 4 1/2"26' - 0"26' - 0"16' - 4"4' - 0"5' - 8" 106' - 0" LOADING DOCK -SEE "L" DRAWINGS C.J.C.J.C.J. C.J.C.J. C.J.C.J. PAINTED HM DOOR AND FRAME PAINTED HM DOOR AND FRAME INSULATED ELECTRICALLY- OPERATED COILING DOOR COMMON FACE BRICK GFRC DORIC COLUMN ENCLOSURECOMMON FACE BRICK ALUMINUM PANEL ALUM VERTICAL PANEL AND HORIZ SOFFIT PANEL 16" PRECAST CONCRETE BELT COURSECOMMON FACE BRICKGROUND FACE CMU -WHITEMETAL ROOF EDGE C.J. ALUM LOUVER SUNSHADE - SEE WINDOW TYPE SHEET GLAZED ALUM ENTRANCE SYSTEM GLAZED ALUM ENTRANCE SYSTEM FIRST FLOOR 109' -0" SECOND FLOOR 123' -0" GYM ROOF 136' -0" PLATFORM 111' -0" 1 6 7 92345 9.24.4 CONCRETE FOUNDATION - SEE STRUCTURAL DRAWINGS GLAZED ALUM ENTRANCE SYSTEM 13 ' - 0 " 14 ' - 0 " P2 METAL ROOF EDGE FORMED ACM PROFILE SHAPE GROUND FACE CMU -WHITE 8" PRECAST CONCRETE BELT COURSE COMMON FACE BRICK 16" PRECAST CONC LINTEL ACM WALL PANEL WITH 1" JOINTS 3" INSULATED METAL WALL PANEL SYSTEM METAL ROOF EDGE GROUND FACE CMU -WHITE 16" PRECAST CONCRETE BELT COURSE 4' - 0"25' - 8"9' - 10"10' - 10"12' - 0"12' - 0"7' - 6"15' - 4"13' - 8" PAINTED HM DOOR AND FRAMES RTU -SEE MECH DRAWINGS CURVED / FORMED ACM PROFILE SHAPE MEMBRANE ROOF FLASHING 2 PIECE THRUWALL FLASHING W/ METAL CAP C.J. C.J.C.J. C.J. SECOND FLOOR 123' -0" SECOND FLOOR 123' -0" CLASSROOM ROOF 137' -0" CLASSROOM ROOF 137' -0" 22 22.210111213141618202120.28197.7 17 14 ' - 0 " METAL ROOF EDGE 3" INSULATED METAL WALL PANEL SYSTEM FORMED ACM CORNICE FORMED ACM PROFILE SHAPE ACM WALL PANEL WITH 1" JOINTS 8" PRECAST CONCRETE BELT COURSE COMMON FACE BRICK GROUND FACE CMU -WHITE C.J.C.J.C.J.C.J.C.J. MEMBRANE ROOF FLASHING 2-PIECE THRUWALL FLASHING WITH METAL CAP ALUM VERTICAL PANEL AND HORIZ SOFFIT PANEL COMMON FACE BRICK CW25 CW26 14 ' - 0 " FIRST FLOOR 109' -0" SECOND FLOOR 123' -0" PLATFORM 111' -0" B AJFDNMGC.1C.5KLE.8 CONCRETE FOUNDATION - SEE STRUCTURAL DRAWINGS 14 ' - 0 " 13 ' - 0 " P2 P2 P2 P2 P2 P2 5' - 0"2' - 0"9"17' - 3"24' - 4"4' - 4"4' - 2"24' - 6"22' - 0"8' - 2 3/4"11' - 1 1/2"9' - 3 3/4" METAL ROOF COPING GROUND FACE CMU -WHITE ALUMINUM PANEL GFRC DORIC COLUMN ENCLOSURE FORMED ACM PROFILE SHAPE FORMED ACM PROFILE SHAPE ?16" PRECAST CONCRETE BELT COURSE COMMON FACE BRICK GROUND FACE CMU -WHITE GROUND FACE CMU -WHITE 16" PRECAST CONCRETE BELT COURSE C.J. FORMED ACM PROFILE SHAPE ACM WALL PANEL WITH 1" JOINTS FIRST FLOOR 109' -0" SECOND FLOOR 123' -0" CLASSROOM ROOF 137' -0" T Q P J FM E CGOVHSRKLU CONCRETE FOUNDATION - SEE STRUCTURAL DRAWINGS AABBB B BBBB B AAA ALUM VERTICAL PANEL AND HORIZ SOFFIT PANEL ALUMINUM PANEL GFRC DORIC COLUMN ENCLOSURE 16" PRECAST CONCRETE BELT COURSE COMMON FACE BRICK GROUND FACE CMU -WHITE MEMBRANE ROOF FLASHING 16" PRECAST CONCRETE BELT COURSE 16" PRECAST CONCRETE BELT COURSE GROUND FACE CMU -WHITE 8" PRECAST CONCRETE BELT COURSE COMMON FACE BRICK 8" PRECAST CONCRETE BELT COURSE GROUND FACE CMU -WHITE 3" INSULATED METAL WALL PANEL SYSTEM 3" INSULATED METAL WALL PANEL SYSTEM ALUM VERTICAL PANEL AND HORIZ SOFFIT PANEL METAL ROOF EDGE FINISHED GRADE -SEE "L" DRAWINGS RTU -SEE MECH DRAWINGS RTU -SEE MECH DRAWINGS 14 ' - 0 " 14 ' - 0 " 16" PRECAST CONCRETE BELT COURSE COMMON FACE BRICK FINISHED GRADE -SEE "L" DRAWINGS C.J.C.J. 16" PRECAST CONC WINDOW LINTEL C.J.C.J.C.J. GLAZED ALUM ENTRANCE SYSTEM 9' - 0"4' - 4"21' - 4"28' - 9" 54' - 5"53' - 11 3/8"19' - 10"12' - 3"12' - 9 1/2"19' - 3 1/2"6' - 7"15' - 6"2' - 8" WEST RIDGE 152' -0" WEST RIDGE 152' -0"EAST RIDGE 149' -6" EAST RIDGE 149' -6" FIRST FLOOR 109' -0" SECOND FLOOR 123' -0" NP.5Q.1 METAL ROOF COPING GROUND FACE CMU -WHITE GLAZED ALUM ENTRANCE SYSTEM CANOPY ROOF STRUCTURE FINISHED GRADE - SEE "L" DRAWINGS CONC FOUNDATION -SEE STRUCTURAL DRAWINGS 5' - 4"18' - 10" 14 ' - 0 " 6' - 0" A B C D 591 Ellington Road South Windsor, Connecticut Pleasant Valley Elementary School Scale: Job No.: Date: Drawn By: N PROJECT NORTH CO P Y R I G H T 2 0 2 1 D R U M M E Y R O S A N E A N D E R S O N , I N C . C DRA Drummey Rosane Anderson, Inc. 260 Charles Street Studio 300 Waltham, MA 02453 Planning Architecture Interior Design MAGNETIC NORTH 225 Oakland Road Studio 205 South Windsor, CT 06074 www.draws.com Tel: 860.644.8300 KEY PLAN 1" = 10'-0" AR-202 BUILDING ELEVATIONS TOWN PERMIT SET MAR 16, 2021 MAR 16, 2021 1" = 10'-0" SOUTH ELEVATION1 1 1" = 10'-0" SOUTH ELEVATION3 3 2 1" = 10'-0" SOUTH ELEVATION AT CLERESTORY -R2 1" = 10'-0" WEST ELEVATION4 1" = 10'-0" WEST ELEVATION5 4 5 5 1" = 10'-0" PARTIAL WEST AREA D -R6 PLEASANT VALLEY ELEMENTARY SCHOOL Wetland Impact Assessment Prepared for: Jim Barrett, AIA DRA Architects SLR #141.13057.00104.0080 March 2021 DRA Architects March 2021 Wetland Impact Assessment Wetland Impact Assessment Prepared for: Jim Barrett, AIA DRA Architects 225 Oakland Road, Studio 205 South Windsor, CT 06074 This document has been prepared by SLR International Corporation (SLR). The material and data in this report were prepared under the supervision and direction of the undersigned. Matthew J. Sanford, MS, PWS, RSS US Manager of Ecology Aidan Barry, MS Environmental Scientist DRA Architects i March 2021 Wetland Impact Assessment CONTENTS 1. INTRODUCTION ........................................................................................................................ 1 2. GENERAL SITE DESCRIPTION ...................................................................................................... 2 3. WETLAND DELINEATION............................................................................................................ 4 3.1 Wetland Description .............................................................................................................. 4 3.2 Wetland Functional Assessment ............................................................................................ 4 4. PROPOSED PROJECT .................................................................................................................. 8 4.1 Sediment and Erosion Control Measures .............................................................................. 9 4.2 Water Quality Protection ..................................................................................................... 10 5. CONCLUSION .......................................................................................................................... 11 TABLES Table 3-1 Wetland Functions and Values Assessment – Wetland A…………………………………………….…5 Table 3-2 Wetland Functions and Values Assessment – Wetland B………………………………………………6 APPENDICES Appendix A SLR Soil Report DRA Architects ii March 2021 Wetland Impact Assessment ACRONYMS CTDEEP Connecticut Department of Energy & Environmental Protection DPI Design Professionals Inc. NDDB Natural Diversity Database S&E Sediment & Erosion SF square feet SLR SLR International Corporation WQV Water Quality Volume DRA Architects 1 March 2021 Wetland Impact Assessment 1. INTRODUCTION SLR International Corporation (SLR) has prepared the following Wetland Impact Assessment report for the proposed Pleasant Valley Elementary School. This report is a supplement to the soil report prepared by SLR on January 6, 2021, which was submitted under a separate cover. The purpose of this report is to describe the existing conditions of inland wetlands and to provide analysis of potential impacts on identified wetland resources that may result from the proposed redevelopment of the school campus. Redevelopment of the Pleasant Valley Elementary School campus is proposed at 591 Ellington Road in South Windsor, Connecticut, and contains additional parcels of 623 and 647 Ellington Road. The entire project area is 24.9 acres. This proposed project consists of construction of a new school building, parking lots, access roads, future recreational fields occupying 7.7 acres and a stormwater basin and wetland mitigation area. The proposed activities will directly alter inland wetlands, which will be permanently filled. The direct impact has been critically reviewed and cannot be avoided. Wetland mitigation will be comprised of a suite of compensation strategies that will include wetland creation, a wetland buffer, and an outdoor classroom. Through these strategies, the proposed project will not result in a net loss of wetland functionality and value in the watershed. SLR identified two wetlands and determined the functional capacity of each wetland community on the property. Following the functional assessment, SLR evaluated the proposed project within the context of existing wetland function to document impacts and determine appropriate compensatory mitigation. The area of wetland impacts is greater than the wetland mitigation proposed. However, the mitigation plan comprises a broad scope of strategies to include wetland creation and a new outdoor classroom for the adjacent elementary school to use. In summary and as described in this report, though direct wetland impacts are necessary, these impacts are not anticipated to result in a significant reduction in wetland functionality in the watershed. The project proposes to replace the principal wetland functions and values that will be lost by the filling of the wetlands on the site through compensatory mitigation measures including wetland creation, wetland buffer plantings, and an outdoor classroom. DRA Architects 2 March 2021 Wetland Impact Assessment 2. GENERAL SITE DESCRIPTION The approximately 24.9-acre property is comprised of 591, 623, and 647 Ellington Road. The western property line of each of the parcels contains frontage on Ellington Road. The site is located in a moderately settled, primarily residential area of South Windsor, Connecticut. Saint Francis of Assisi Church abuts 647 Ellington Road to the north. Murielle Drive abuts 591 Ellington Road to the south. Land use on the project property includes the elementary school and a single-family residence. The existing school building is located in the southwest portion of the property and is accessed from Ellington Road to the west. The developed school grounds comprise approximately 10 acres of this 24.9-acre property and consist of the school building, parking lot, playground, athletic fields, and manicured lawn. The majority of the landscape surrounding the school grounds is topographically flat with the area generally draining from east to west. A single-family residence with a large barn is located along the northwestern portion of the site. The buildings are surrounded by maintained lawn areas and forested uplands. The eastern and northeastern portion of the property is classified as a mixed broad-leaved deciduous upland forest. A small isolated palustrine persistent emergent wetland is located between the school building and a dirt road connecting the school to the upgradient athletic fields. Based on our field assessment, this wetland appears to be a man-made wetland system created when the school was built. Evaluating wetland systems from an ecological community perspective allows for a discernment of basic wetland function provided by each community. An isolated man-made palustrine broad-leaved deciduous forested wetland is located east of the single-family residence/upland forest area north of the existing school. This man- made wetland system was likely created as result of former agricultural and/or land grading activities. These isolated man-made wetlands comprise 0.32 acres or 1.3 percent of the total project area. The property is located in the Podunk River subregional watershed. The project is located approximately 750 linear feet away from Frontier Land Pond, which then drains into the Podunk River approximately 1,500 linear feet from the project property. The Podunk River is a tributary to the Connecticut River. The National Wetland Inventory mapping does not indicate any streams or wetlands on this site. Historical Aerial Review Historical aerial maps were reviewed to evaluate the extent of wetland and/or watercourse modifications within the properties (i.e., project site). The 1934 Fairchild aerials show that the properties were used for agriculture, likely tobacco farming based on the number of barns on the properties. More importantly, there is no clear evidence of wetlands or watercourses on the properties. Keys that typically indicate wetlands and watercourses within the 1934 aerials would include observed channels, dark-colored areas within fields, and undeveloped forested areas. By the early 1960s, the school had been constructed within the southwestern portion of the site, with the northern portion of the project site continuing as agriculture. Several of the barns had been removed by the early 1960s. By 1968, the agriculture operations on the northern portion of the project site appear to have subsided, with shrubs and trees showing up within the former agricultural fields. Similarly, the early 1930s and 1960s aerial maps do not show any evidence of wetlands within the project site. The 1990 aerial shows the continued transition of the northern portion of the site from scrub shrub cover type into an early successional forest, and the athletic DRA Architects 3 March 2021 Wetland Impact Assessment fields east of the school are now present. Later aerial imagery shows the isolated emergent wetland east of the school, and the forested wetland is difficult to identify on the aerials. The historical aerial mapping review confirms our field observations that both wetlands are man-made and are relatively young in age from a formation and functionality perspective. DRA Architects 4 March 2021 Wetland Impact Assessment 3. WETLAND DELINEATION On August 7, 2020, SLR (formerly Milone & MacBroom, Inc.) registered soil scientists delineated wetlands on the subject properties. Details regarding the wetland delineation were formalized into a soil report dated January 6, 2021, (See Appendix A for full report). Wetlands on the property consist of a palustrine broad-leaved deciduous forested wetland and a mixed palustrine persistent emergent marsh/meadow. Wetlands comprise approximately 1.3 percent of the total land area. 3.1 WETLAND DESCRIPTION Wetland A A forested wetland, approximately 7,680 square feet, is located north of the existing school building within the upland forest. The wetland is supported hydrologically by stormwater runoff from adjacent uplands, and it has no hydrologic connection to any other wetlands on or near the project property. This wetland consists of red maple (Acer rubrum), American elm (Ulmus americana), and pin oak (Quercus palustris). The understory is relatively sparse and moderately dense in other areas and consists of winterberry (Illex verticillata), American elderberry (Sambucus canadensis), multiflora rose (Rosa multiflora), sensitive fern (Onoclea sensibilis), cinnamon fern (Osmundastrum cinnamomeum), soft rush (Juncus effusus), poison ivy (Toxicodendron radicans), jewelweed (Impatiens capensis), and various carex species. A small man-made earthen berm is located along the northern limits of the wetland and may cause seasonal ponding. Wetland B An emergent wetland, approximately 6,410 square feet, is located northeast of the existing school building. This wetland appears to be man-made and likely established during site grading with construction of the school. It is hydrologically supported by groundwater breakout along the eastern slope and stormwater surface runoff from surrounding forested, lawn, and paved areas. Wetland B is hydrologically isolated from other wetlands on or near the project property. The meadow portion of the wetland is vegetated with common boneset (Eupatorium perfoliatum), blue vervain (Verbena hastata), common tearthumb (Persicaria sagittata), soft rush (Juncus effusus), and common fox sedge (Carex vulpinoidea). The emergent marsh wetland vegetation consists of broad-leaved cattail (Typha angustifolia), sensitive fern (Onoclea sensibilis), jewelweed (Impatiens capensis), purple loosestrife (Lythrum salicaria), silky dogwood (Swida racemosa), and American elderberry. The periphery of the wetland is scattered with trees including red maple, pin oak, and willow (Salix sp). 3.2 WETLAND FUNCTIONAL ASSESSMENT A functional evaluation of onsite wetlands based on SLR field observations is summarized below (Tables 3-1 and 3-2). The first column lists the functions and values generally ascribed to wetlands while the second column summarizes the rationale used to determine whether these functions and values are being performed within the subject wetland. As revealed in the following two tables, each wetland community displays potential to contribute to basic wetland functions. However, factors such as landscape position, hydrology, vegetation, and land use factor into the capacity for each community to provide these basic functions. DRA Architects 5 March 2021 Wetland Impact Assessment Table 3-1 Wetland Functions and Values Assessment – Wetland A As presented earlier in this report, Wetland A was historically an agricultural field and began transitioning into a scrub shrub then forested habitat sometime between 1970 and 1990. Because of the historical anthropogenic disturbance, landscape, and the wetland's limited size, the functions and values Functions and Values Comments Groundwater Recharge/Discharge Limited – The small size of this wetland limits contribution to this function. No obvious seeps were present. Flood Flow Alteration (Storage & Desynchronization) No – The landscape position outside of mapped floodplains and limited size of the wetland limit contribution to this function. Fish & Shellfish Habitat No – Perennial open waters and/or streams are not present within this wetland, and it does not provide viable fish and shellfish habitat. Sediment/Toxicant Retention Yes – but limited because of small size and contributing watershed. Wetland does not provide any meaningful contribution to this function within its regional watershed. Nutrient Removal/Retention/ Transformation Yes – but limited because of small size and contributing watershed. Wetland does not provide any meaningful contribution to this function within its regional watershed. Production Export (Nutrient) No – The small size of this wetland limits trophic-level interaction. In addition, the wetland is not connected to a watercourse that would transport allochthonous materials to downstream habitats. Sediment/Shoreline/Watercourse Bank Stabilization No – The landscape position (no open water or watercourse systems) does not allow for contribution to bank stability. Wildlife Habitat Yes – but limited structural complexity and vegetative diversity, small size, and disturbed nature of this wetland prevent significant opportunities for wildlife habitat utilization. No vernal pools and/or other wetland- dependent wildlife habitat was found. Recreation (Consumptive & Non- Consumptive) No – These wetlands currently do not provide recreational opportunities. Educational Scientific Value No – These wetlands currently do not provide educational opportunities. This wetland is located away from the existing school and is not publicly accessible. Uniqueness/Heritage No – This wetland does not present unique attributes. Visual Quality/Aesthetics No – The wetland does not contain inherent visual quality or aesthetic value. ES Endangered Species No – This wetland is not mapped within the Connecticut Department of Energy & Environmental Protection (CTDEEP) Natural Diversity Database (NDDB) polygon dated December 2020. DRA Architects 6 March 2021 Wetland Impact Assessment provided by Wetland A are limited within its regional watershed. The principal functions include nutrient retention and limited wildlife habitat. Table 3-2 Wetland Functions and Values Assessment – Wetland B Wetland B was created from the excavation of an existing slope during the construction of the school and associated amenities back in the early 1960s. The excavation resulted in the interception of groundwater and some overland stormwater runoff. Over time, the excavated area provided conditions suitable to support hydrophytic vegetation and eventually wetland soil formation. However, this wetland is man-made and small, with no hydrologic connection to other wetland systems. As such, it Functions and Values Comments Groundwater Recharge/Discharge Yes – Evidence of seasonal groundwater seeps is present along the eastern slope of the wetland. Flood Flow Alteration (Storage & Desynchronization) No – The landscape position outside of mapped floodplains and limited size of the wetland limit contribution to this function. Fish & Shellfish Habitat No – Perennial open waters and/or streams are not present within this wetland, and it does not provide viable fish and shellfish habitat. Sediment/Toxicant Retention Yes – Wetland is small but provides some contribution to this function as evidenced by stormwater runoff that enters from the athletic fields to the east. Nutrient Removal/Retention/ Transformation Yes – Wetland is small, but the morphology and landscape position of this wetland do allow for limited contribution of nutrient transformation. Production Export (Nutrient) No – The small size of this wetland limits trophic-level interaction within this wetland. In addition, the wetland is not connected to a watercourse that would transport allochthonous materials to downstream habitats. Sediment/Shoreline/Watercourse Bank Stabilization No – The landscape position (no open water or watercourse systems) does not allow for contribution to bank stability. Wildlife Habitat Yes – but limited because the small size and disturbed nature of this wetland prevent significant opportunities for wildlife habitat utilization. No vernal pool or wetland-dependent wildlife habitat is present within this wetland. Recreation (Consumptive & Non- Consumptive) No – These wetlands currently do not provide recreational opportunities. Educational Scientific Value No – These wetlands currently do not provide educational opportunities. Chain link fence prevents access to wetland. Uniqueness/Heritage No – This wetland area does not present unique attributes. Visual Quality/Aesthetics No – The wetlands do not contain inherent visual quality or aesthetic value. ES Endangered Species No – This wetland is not mapped within the CTDEEP NDDB polygon dated December 2020. DRA Architects 7 March 2021 Wetland Impact Assessment provides limited principal functions and values, which include groundwater discharge, nutrient retention, and limited wildlife habitat. DRA Architects 8 March 2021 Wetland Impact Assessment 4. PROPOSED PROJECT The proposed project involves the creation of a new state-of-the-art school building and associated access, parking, future recreational fields, and stormwater management within the total 24.9-acre project area. Approximately 7.7 acres (31 percent) of the project area will be impervious surface. The project proposes to fill isolated man-made inland wetlands and mitigate these impacts through the creation of a wetland mitigation area, wetland buffer area, and an outdoor classroom. Proposed activities are depicted on site plans prepared by Design Professionals, Inc. (DPI) entitled Pleasant Valley Elementary School – Site Plan Modification, dated March 16, 2021, (not included in this assessment). The proposed project occupies portions of 591, 623, and 647 Ellington Road, which contain approximately 14,090 square feet (SF) of inland wetlands. Both Wetland A (7,680 SF) and Wetland B (6,410 SF) will be filled to accommodate the new school on this site. The project team understands that the town requires a 1:1 mitigation ratio for those activities that result in the loss of a wetland and its associated functions and values. The project team assessed multiple school layout alternatives and found that the locations of the two wetlands being somewhat centrally located within the project site could not be preserved without filling and/or loss of their functions and values. The proposed school layout represents the most feasible and prudent alternative to achieve design objectives. As previously stated, variations to the proposed school layout were considered, but due to the position of the wetlands on the property, no alternative resulted in avoidance or minimization of direct wetland impacts. Wetland disturbance will be mitigated through wetland creation, a wetland buffer, and an educational outdoor classroom. The mitigation wetland will be constructed adjacent to the stormwater basin proposed along the northwestern portion of the project site. This wetland mitigation area consists of two parts – the wetland creation area, which is approximately 8,146 SF, and the wetland buffer area, which is approximately 3,049 SF. Combined, these areas provide approximately 11,195 SF of wetland mitigation. This created mitigation does not meet the 1:1 mitigation ratio; however, the project team is proposing an outdoor classroom as additional mitigation to serve an important function for the students attending the new school. The wetland creation area will consist of an emergent wetland/scrub shrub wetland system. The mitigation wetland will be supported hydrologically by clean roof leader stormwater runoff from the school building, overland sheet flow stormwater runoff from adjacent uplands, and seasonal groundwater breakout. The wetland will be graded to have a hummocky topography with small shrub cluster islands present. A super-enriched topsoil will be spread within the mitigation area and along the side slopes. Wildlife boulder clusters and woody debris will be placed within the wetland to increase wildlife refuge, sunning, and perching areas. A diverse assemblage of native woody shrubs and herbaceous plantings is proposed. Pollinator plants have been incorporated into the planting plan to help with maintaining healthy populations of insects including butterflies and bees. The wetland buffer area, which will serve as a transitional zone between the dry upland and created wetland, will be planted with native plantings that are adapted to both wet and dry conditions. Over time, the shrubs within and around the wetland will provide cover and nesting habitat for a variety of passerine birds. Bluebird boxes will be placed around the mitigation area to provide additional nesting opportunities for bluebirds and other box nesting species. DRA Architects 9 March 2021 Wetland Impact Assessment The construction of the wetland mitigation area will be supervised by a professional wetland scientist to ensure compliance with the design plans. In addition, the wetland mitigation area will be monitored for a 3-year period following construction. The monitoring will include an assessment of the overall health of the wetland, vegetation list, photo documentation, wildlife observations, and required remedial measures. This information will be summarized in an annual report that will be provided to the town for review. If non-native invasive plant species are found after construction, a plan to remove the targeted invasive species will be prepared and submitted to the town for implementation. The goal of a sound wetland mitigation plan is to meet or exceed the functions and values lost from filling and/or impacting a wetland. The wetland mitigation as proposed will replace the following principal functions and values lost by the filling of Wetland A and Wetland B. The mitigation area will provide the functions and values of nutrient retention, sediment/toxicant retention, wildlife habitat, groundwater discharge, and educational opportunities. The mitigation area will provide a greater biodiversity of native plant species than currently found within either Wetland A or Wetland B. Overall, the wetland mitigation will replace the functions and values lost during construction of the new school. The mitigation area is smaller than the wetland area to be filled, and to increase the mitigation package, the team is creating an outdoor classroom that will provide opportunities for students to interact and learn about nature. The outdoor classroom will be located south of the school near a large white oak tree. An educational program will be developed by the school, which will include the wetland creation/buffer area and the upland forests that are located on site. Educational curriculum may include tree and shrub identification, wildlife identification and associated habitats, and wetland functions and values. The outdoor classroom will consist of a stone dust floor with natural cut stump seats. A weather-resistant white board will be installed. The classroom space will be approximately 2,134 SF; however, the created wetlands and forested uplands on site will ultimately serve as the primary educational space for the educators and students. The proposed project will directly impact and fill all existing isolated man-made wetlands on site. A comprehensive wetland mitigation plan has been prepared to support this school project. To protect the sites bordering the new school, the town stormwater drainage systems within Ellington Road, and wetlands and watercourses that are located within the regional watershed, a robust sedimentation and erosion control plan has been developed. It addresses potential short-term stormwater management impacts during construction, and a new stormwater management basin is proposed to minimize any long- term impacts associated with water quality within the watershed. 4.1 SEDIMENT AND EROSION CONTROL MEASURES In the short term, wetlands and uplands can be indirectly impacted from sediment-laden stormwater from the proposed construction activities. A Sediment and Erosion (S&E) Control Plan has been developed to mitigate the short-term impacts of the development during construction. The S&E Control Plan includes descriptive specifications concerning land grading, and erosion checks. Details have been provided for erosion controls with corresponding labels on the S&E Control Plan. All of the S&E controls provided are in accordance with the 2002 Connecticut Guidelines for Soil Erosion and Sediment Control. The construction site will be bordered by geotextile sediment filter fence and fortified with staked hay bales upgradient of the catchment areas. The site will be accessed from the previously authorized access DRA Architects 10 March 2021 Wetland Impact Assessment road west of the proposed project. Temporary soil stockpile areas will be bordered by sediment filter fencing. The S&E controls will be inspected daily and modified as necessary throughout the construction process. 4.2 WATER QUALITY PROTECTION In the long term, wetlands and watercourses can be adversely impacted in an indirect manner by stormwater runoff that flows from impervious and landscaped surfaces. To protect downstream wetlands and watercourses, the project includes a stormwater management system that is designed in accordance with state and town standards. The primary component of the stormwater management plan is the construction of a stormwater management basin adjacent to Ellington Road, which has been sized following recommendations set forth in the CTDEEP 2004 Stormwater Quality Manual. The manual recommends methods for sizing stormwater treatment measures with Water Quality Volume (WQV) computations. The WQV addresses the initial stormwater runoff commonly referred to as the "first flush" runoff. The WQV provides adequate volume to store the initial 1 inch of runoff, which tends to contain the highest concentrations of potential pollutants. Storm events of 1 inch or less generally drive the hydrology in this region. With the proposed stormwater basin, water quality renovation will be accomplished through detention. The basin will be seeded and vegetated to further encourage water- quality renovation. Given the depth of groundwater at this portion of the site, the basin is anticipated to have a saturated basin bottom. DRA Architects 11 March 2021 Wetland Impact Assessment 5. CONCLUSION SLR evaluated the proposed school, which is a total of approximately 7.7 acres comprising a new school building, associated access, parking, future active recreation fields, and stormwater management. Though 14,090 SF of isolated man-made wetlands will be filled on this site, this loss of wetlands is unavoidable and has been compensated for through a sound wetland mitigation plan. Mitigation is proposed through a suite of strategies including wetland creation, a wetland buffer, and an outdoor classroom. As presented within this impact assessment, the wetlands that will be filled are isolated man-made wetlands that have likely existed for the past 60 years. Given these wetlands' young age and small size, their ability to provide a diverse and wide array of principal functions and values is limited. That being said, their loss cannot be justified without proper mitigation, and as such, the project team has developed a comprehensive mitigation plan to replace the principal functions and values that would otherwise be lost by construction of the new school. 3057.104.08.mr1621.rpt.docx APPENDIX A HISTORIC AERIALS PHOTOGRAPHIC LOG Applicant Name: Site Location: 591 Ellington Road, South Windsor, CT Project No. 141.13057.00104 Photo No. 1 Date: 1934 Direction Photo Taken: Description: Photo No. 2 Date: 1962 Direction Photo Taken: Description: Photo No. 3 Date: 1968 Direction Photo Taken: Description: Photo No. 4 Date: 1990 Direction Photo Taken: Description: Photo No. 5 Date: 2004 Direction Photo Taken: Description: Photo No. 6 Date: 2016 Direction Photo Taken: Description: SLR International Corporation, 99 Realty Drive, Cheshire, CT 06410 203 271 1773 slrconsulting.com January 6, 2021 Mr. Jim Barrett, AIA DRA Architects 225 Oakland Road, Studio 205 South Windsor, CT 06074 Re: Wetland Delineation Report Pleasant Valley Elementary School 591 Ellington Road South Windsor, Connecticut SLR #141.13057.00104.0070 Dear Mr. Barrett: On August 7, 2020, Matthew Sanford, Professional Wetland Scientist (PWS) and Registered Soil Scientist with SLR International Corporation (formerly Milone & MacBroom, Inc.) and Aidan Barry, Professional in Training, completed a wetland delineation around Pleasant Valley Elementary School in South Windsor, Connecticut. Our delineation was limited to the area bordering Ellington Road and Long Hill Road (Figure 1). The project area consists of seven parcels and totals approximately 24 acres of which approximately 0.32 acres of the property are flagged as wetlands. Inland wetlands and watercourses on the project site were delineated in accordance with the regulations of the Town of South Windsor, Connecticut, and the State of Connecticut Inland Wetlands and Watercourses Act, CGS 22a-36 through 45. Regulated wetland areas consist of any of the soil types designated by the National Cooperative Soils Survey as poorly drained, very poorly drained, alluvial, or floodplain. Regulated watercourses consist of rivers; streams; brooks; waterways; lakes; ponds; marshes; swamps; bogs; and all other bodies of water, natural or artificial, vernal or intermittent, public or private, not regulated pursuant to Sections 22a-28 to 22a-35 inclusive (tidal wetlands). Weather conditions were sunny and dry, with an air temperature of approximately 85 °F. Site conditions were suitable for wetland delineation work. Soils were examined using a Dutch auger. Geospatial data was accessed via the United States Department of Agriculture – Natural Resources Conservation Service (USDA-NRCS) web soil survey mapping. The soil survey mapping is appended. The survey identified the following soil mapping units with associated NRCS map number in the project area: • Windsor (36) • Udorthents (306) • Ninigret (701) January 6, 2021 Mr. Jim Barrett Page 2 SLR International Corporation slrconsulting.com Our field investigations confirmed the NRCS resource mapping with modified urban Udorthents complex covering the majority of the property adjacent to the school buildings. Much of the area to the east of the school was comprised of excessively drained Windsor sandy loam. North of the school, along Ellington Road was a small area of moderately well-drained Ninigret sandy loam. No poorly drained soils were indicated in the NRCS resource mapping. However, two wetlands were identified, north of the existing school building (see Figure 2). These wetlands are represented by the following wetland flags: •Wetland A: flags WA-1 through WA-10 •Wetland B: flags W-1 through W-18 Wetland A Wetland A is classified as a palustrine broad-leaved deciduous forested wetland and consists of a canopy dominated by red maple (Acer rubrum), American elm (Ulmus americana), and pin oak (Quercus palustris). The understory varies from relatively sparse areas to moderately dense areas consisting of common winterberry (Ilex verticillata), American elderberry (Sambucus canadensis), multiflora rose (Rosa multiflora), sensitive fern (Onoclea sensibilis), cinnamon fern (Osmundastrum cinnamomeum), soft rush (Juncus effusus), poison ivy (Toxicodendron radicans), jewelweed (Impatiens carpensis), and various carex species. Along the northern portion of the wetland, there is evidence of seasonal ponding as indicated by the presence of dark stained leaves, buttressed tree trunks, and water lines/moss lines on tree trunks. Typical seasonal ponding depth varies from 2 to 4 inches of water. A small man-made earthen berm is found along the northern limits of the wetland and may cause part of the seasonal ponding within the wetland. Anthropogenic debris (i.e., old farm equipment) was found within this wetland. This wetland does not serve as a vernal pool. The wetland is supported hydrologically by stormwater runoff from adjacent upland areas. It should be noted that the wetland has no hydrologic connection to any other wetlands on or near the property. Wetlands perform certain functions and possess values based on wetland type, hydrologic connectivity, habitat, and a variety of other measurable parameters. Based on our observations, Wetland A provides limited functions and values because of its small size, landscape position, and anthropogenic disturbance. The principal functions and values include nutrient retention and limited wildlife habitat. Wetland B Wetland B is classified as a mixed palustrine persistent emergent marsh/meadow. The meadow portion of the wetland is vegetated with common boneset (Eupatorium perfoliatum), blue vervain (Verbena hastata), common tearthumb (Persicaria sagittata), soft rush (Juncus effusus), and common fox sedge (Carex vulpinoidea). The emergent marsh wetland vegetation consists of broad-leaved cattail (Typha angustifolia), sensitive fern (Onoclea sensibilis), jewelweed (Impatiens carpensis), purple loosestrife (Lythrum salicaria), silky dogwood (Swida racemosa), and American elderberry. The periphery of the wetland is scattered with trees including red maple, pin oak, and willow (Salix sp). This wetland appears to be man-made and was likely established as a result of site grading associated with construction of the school. The wetland is supported hydrologically by groundwater breakout along the eastern sloped forested upland and stormwater surface runoff from surrounding forested, lawn, and paved areas. Similar January 6, 2021 Mr. Jim Barrett Page 3 SLR International Corporation slrconsulting.com to Wetland A, Wetland B is hydrologically isolated from other wetlands on or near the project site. Yard drains convey excess surface water from this wetland into the school's existing stormwater drainage system. Based on our observations, Wetland B provides limited functions and values because of its small size, landscape position, and anthropogenic disturbance. The principal functions and values of Wetland B are nutrient retention, limited wildlife habitat, and groundwater discharge. If you have any questions regarding this soils report, please do not hesitate to call me at (203) 271-1773 or email me at msanford@slrconsulting.com. Sincerely, SLR International Corporation Matthew J. Sanford, MS, PWS, RSS US Manager of Ecology Enclosures: •NRCS Soil Survey Map (Figure 1) •Wetland Flag Sequences (Figure 2) 3057.104.07.j621.ltr.docx Soil Map—State of Connecticut Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/5/2021 Page 1 of 3 46 3 1 2 9 0 46 3 1 3 7 0 46 3 1 4 5 0 46 3 1 5 3 0 46 3 1 6 1 0 46 3 1 6 9 0 46 3 1 2 9 0 46 3 1 3 7 0 46 3 1 4 5 0 46 3 1 5 3 0 46 3 1 6 1 0 46 3 1 6 9 0 46 3 1 7 7 0 699400 699480 699560 699640 699720 699800 699880 699960 700040 700120 699400 699480 699560 699640 699720 699800 699880 699960 700040 700120 41° 48' 45'' N 72 ° 3 5 ' 5 9 ' ' W 41° 48' 45'' N 72 ° 3 5 ' 2 5 ' ' W 41° 48' 29'' N 72 ° 3 5 ' 5 9 ' ' W 41° 48' 29'' N 72 ° 3 5 ' 2 5 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,560 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. Pleasant Valley School 591 Ellington Road - South Windsor, CTFigure 1 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 20, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 15, 2019—Aug 29, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—State of Connecticut Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/5/2021 Page 2 of 3 Pleasant Valley School 591 Ellington Road - South Windsor, CT Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 36A Windsor loamy sand, 0 to 3 percent slopes 0.8 3.0% 36B Windsor loamy sand, 3 to 8 percent slopes 13.8 51.7% 304 Udorthents, loamy, very steep 0.0 0.0% 306 Udorthents-Urban land complex 11.3 42.1% 701B Ninigret fine sandy loam, 3 to 8 percent slopes 0.8 3.0% Totals for Area of Interest 26.7 100.0% Soil Map—State of Connecticut Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/5/2021 Page 3 of 3 Pleasant Valley School 591 Ellington Road - South Windsor, CT This drawing is for conceptual purposes only. Actual locations m ay vary and not all structures are shown. Y:\3057-104\M aps\SLRWetland.mxd 2 Le gend: Figure:Date: Drawing: By: Site/Report: WETLAND DELINEATION JANUARY 5, 2021ATB DRA ARCHITECTS PLEASANT VALLEY ELEMENTARY SCHOOL 591 ELLINGTON ROAD SOUTH WINDSOR, CONNECTICUT Project No.: 141.13571.00104 NAD 1983 Alaska Albers Projection: Albers Datum : North American 1983 1:3,000 @ 8.5x11 ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! !! ! ! ! ! ! ! ! ! E lli n g t o n R o a d Long Hill Road Murielle Drive Wetland B 6,410 Square Feet Wetland A 7,680 Square Feet Pleasant Valley Elementary School W-1 W-2 W-3 W-4 W-5W-6 W-7 W-10 W-11 W-12 W-13 W-14 W-16W-17 WA-1 WA-2 WA-3 WA-4 WA-5WA-6 WA-7 WA-8 WA-9WA-10 !Wetland Flags Wetland Boundary Wetland Pro ject Parcel South Windsor Parcels O 1 inch = 250 feet 0 0.015 0.03 0.045 0.060.0075 Miles Storm Drainage Computations Town of South Windsor Pleasant Valley School 591 Ellington Road South Windsor, Connecticut Prepared by: Design Professionals, Inc. 21 Jeffrey Drive, PO Box 1167 South Windsor, CT 06074 March 16, 2021 Page 2 Table of Contents Section Page Introduction 2 Pre-Development Site Conditions 2 Post-Development Site Conditions 2 Analysis of Results 3 Storm Sewer Analysis 4 Water Quality 4 Conclusion 4 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report C NRCS Soil Map & Data D Storm Sewer Analysis Results E Water Quality Calculations Water Volume Calculation Pond Stage Storage Tables F Drainage Area Maps Existing Condition Drainage Area Map Proposed Condition Drainage Area Map Page 2 Introduction The Town of South Windsor is proposing a development at 591, 623, & 647 Ellington Road in South Windsor, Connecticut (to be known as 591 Ellington Road). The properties are referenced on the South Windsor Tax Assessors map as GIS No. 30300591, 30300623, & 30300647, respectively. The proposed development will include the construction of a 102,150+ sf elementary school and associated site improvements to include but not be limited to new access driveways, parking areas for vehicles, sidewalks, landscaping, lighting, utilities, common access drive, and stormwater management BMP’s. The total combined tract area is 24.91 acres. 19.149 acres of the parcel is proposed to be disturbed during construction. For more information, please refer to the plans entitled “Pleasant Valley Elementary School ~ Site Plan Modification / Special Exception ~ 591 Ellington Road ~ South Windsor, CT” prepared by Design Professionals, Inc., and dated March 16, 2021, as amended. Pre-Development Site Conditions The existing surficial characteristics of the area to be developed can be primarily classified as undisturbed woodland areas in the north region of the tract and developed school areas to the south. Review of the topography in the area indicated that stormwater runoff from the site would flow to one of three design points: • Design Point 1: Existing CB in Ellington Road, ultimately conveying flows to the Podunk River (EXCB-8) • Design Point 2: Sheet flow across the northern and eastern watershed boundaries • Design Point 3: Sheet Flow across the southern property boundary An existing ridge line spans from the north west corner of the tract to the south east corner of the tract, creating the major watershed divide for areas draining to DP1 and DP2. A small area to remain undisturbed drains to DP3. Existing conditions watershed delineations are identified in the Existing Conditions Drainage Map located in Appendix F. Based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, soils types A, B, C are located on site. See Appendix C for The NRCS Soil Map & Data. An evaluation was performed to quantify the peak rate of stormwater discharge offsite to the design point. The Natural Resources Conservation Service’s TR-55 Manual was followed in predicting the peak rates of runoff and volumes. HydroCAD computer modeling software was utilized. Peak rates of stormwater runoff were evaluated for the 2-, 10-, 25-, 50- and 100-year storm events. For more information, please refer to the enclosed Pre-Development Drainage HydroCAD Report located in Appendix A. Page 3 Post-Development Site Conditions A conventional stormwater collection system consisting of catchbasins, manholes, and underground culverts is proposed to convey storm runoff to a proposed water quality basin. The basin was designed to attenuate peak discharges and provide treatment of stormwater onsite. The proposed basin will have a bottom elevation of 85.50 and a top elevation of 96.00 (Emergency spillway at 95.50). The basin will be constructed with an underdrain system to ensure complete drainage between storm events, and retention of the determined water quality volume for the site. The underdrain system will be a 6-inch perforated PVC for the conveyance of infiltrated runoff. The PVC will have an invert / flow line set one foot below the bottom of the pond at elevation 84.50. A 6- and 10-inch orifice will be installed in the outlet structure at elevations 88.6 and 89.0, respectively. The orifice size and locations have been designed to attenuate peak discharges for 2-, 10-, 25-, and 100-year storm events. The outlet structure will discharge to a 15-inch RCP. The outlet structure’s top of frame will be set at elevation 94.90 and will serve as an additional emergency stormwater flow release measure. The 100-year storm maximum water elevation is expected to reach 92.82+ so the outlet structure’s top of frame should never receive runoff under any of the evaluated storm conditions. See Appendix B for the Post Development Condition and Pond summary HydroCAD reports. The Proposed Conditions Drainage Map for the site can be found in Appendix F. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD consistent with National Resource Conservation Service (NRCS) hydrology methods. The discharge location (Design Point #1) was identified as a point of interest for assessing downstream effects. The following table contains the data generated from the HydroCAD software: Reach 2 year 10 year 25 year 50 year 100 year DP#1 – Existing CB in Ellington Road (EXCB-8) Pre 1.79 11.37 19.97 26.94 35.32 Post 1.17 11.05 18.05 23.41 29.63 DP#2 – Sheet Flow across NE Watershed boundary Pre 0.03 0.59 1.32 1.98 2.90 Post 0.03 0.59 1.32 2.01 2.97 DP#3 – Sheet Flow across Southern Property Boundary Pre 0.00 0.00 0.00 0.01 0.03 Post 0.00 0.00 0.00 0.01 0.03 As seen in the table above, the subject project will result in peak runoff rates in the proposed condition that are less than the peak runoff rates of the existing condition for 2-, 10-, 25- and 100-year design storms for design points 1 & 3. Peak discharges at the design point 3 will match existing conditions following 2-, 10-, and 25-year storm events. Analysis results did however indicate that there will be a slight increase in the peak rate of discharge during 50- and 100-year Page 4 storm events. It is our opinion that the observed increases at this location will have negligible impact to downgradient offsite areas. Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10- year storm event conditions. The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation’s Drainage Manual. It is estimated that during a 10-year storm event, all proposed subsurface culverts will convey storm runoff without resulting in any unacceptable flooding conditions. The computations are included as Appendix D. Water Quality The proposed Forebay and Water Quality Depression (PP1), were sized in accordance with the 2004 Connecticut Stormwater Quality Manual, to provide 10% and 100% of the determined water quality volume, respectively. See Appendix E for calculations. The proposed temporary sediment basin was sized in accordance with the 2002 Connecticut Guidelines for Soil Erosion and Sediment Control. 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, is consistent with Town and State requirements, and should not pose any detrimental impacts to the environment. APPENDIX A Watershed Computations (Pre-Development Drainage HydroCAD Report) E1 Existing Area 1 (DP1) E2 Existing Area 2 E3 Existing Area 3 (DP3) E4 Existing Area 4 DP2 DP2 Routing Diagram for 4022 - HydroCAD Prepared by Design Professionals, Inc. , Printed 3/16/2021 HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Condition Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 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=21.643 ac 19.58% Impervious Runoff Depth=0.27"Subcatchment E1: Existing Area 1 (DP1) Flow Length=1,883' Tc=37.3 min CN=57 Runoff=1.79 cfs 0.494 af Runoff Area=6.399 ac 1.93% Impervious Runoff Depth=0.00"Subcatchment E2: Existing Area 2 Flow Length=653' Tc=29.4 min CN=33 Runoff=0.00 cfs 0.000 af Runoff Area=0.384 ac 0.00% Impervious Runoff Depth=0.00"Subcatchment E3: Existing Area 3 (DP3) Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 Runoff=0.00 cfs 0.000 af Runoff Area=1.730 ac 18.47% Impervious Runoff Depth=0.11"Subcatchment E4: Existing Area 4 Flow Length=255' Tc=16.6 min CN=50 Runoff=0.03 cfs 0.015 af Inflow=0.03 cfs 0.015 afLink DP2: DP2 Primary=0.03 cfs 0.015 af Existing Condition Type III 24-hr 10-yr Rainfall=4.89"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 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=21.643 ac 19.58% Impervious Runoff Depth=1.05"Subcatchment E1: Existing Area 1 (DP1) Flow Length=1,883' Tc=37.3 min CN=57 Runoff=11.37 cfs 1.887 af Runoff Area=6.399 ac 1.93% Impervious Runoff Depth=0.03"Subcatchment E2: Existing Area 2 Flow Length=653' Tc=29.4 min CN=33 Runoff=0.02 cfs 0.017 af Runoff Area=0.384 ac 0.00% Impervious Runoff Depth=0.00"Subcatchment E3: Existing Area 3 (DP3) Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 Runoff=0.00 cfs 0.000 af Runoff Area=1.730 ac 18.47% Impervious Runoff Depth=0.65"Subcatchment E4: Existing Area 4 Flow Length=255' Tc=16.6 min CN=50 Runoff=0.59 cfs 0.093 af Inflow=0.59 cfs 0.111 afLink DP2: DP2 Primary=0.59 cfs 0.111 af Existing Condition Type III 24-hr 25-yr Rainfall=6.02"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 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=21.643 ac 19.58% Impervious Runoff Depth=1.69"Subcatchment E1: Existing Area 1 (DP1) Flow Length=1,883' Tc=37.3 min CN=57 Runoff=19.97 cfs 3.045 af Runoff Area=6.399 ac 1.93% Impervious Runoff Depth=0.17"Subcatchment E2: Existing Area 2 Flow Length=653' Tc=29.4 min CN=33 Runoff=0.15 cfs 0.092 af Runoff Area=0.384 ac 0.00% Impervious Runoff Depth=0.07"Subcatchment E3: Existing Area 3 (DP3) Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 Runoff=0.00 cfs 0.002 af Runoff Area=1.730 ac 18.47% Impervious Runoff Depth=1.15"Subcatchment E4: Existing Area 4 Flow Length=255' Tc=16.6 min CN=50 Runoff=1.32 cfs 0.166 af Inflow=1.32 cfs 0.258 afLink DP2: DP2 Primary=1.32 cfs 0.258 af Existing Condition Type III 24-hr 50-yr Rainfall=6.84"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 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=21.643 ac 19.58% Impervious Runoff Depth=2.21"Subcatchment E1: Existing Area 1 (DP1) Flow Length=1,883' Tc=37.3 min CN=57 Runoff=26.94 cfs 3.981 af Runoff Area=6.399 ac 1.93% Impervious Runoff Depth=0.33"Subcatchment E2: Existing Area 2 Flow Length=653' Tc=29.4 min CN=33 Runoff=0.39 cfs 0.178 af Runoff Area=0.384 ac 0.00% Impervious Runoff Depth=0.19"Subcatchment E3: Existing Area 3 (DP3) Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 Runoff=0.01 cfs 0.006 af Runoff Area=1.730 ac 18.47% Impervious Runoff Depth=1.58"Subcatchment E4: Existing Area 4 Flow Length=255' Tc=16.6 min CN=50 Runoff=1.98 cfs 0.228 af Inflow=1.98 cfs 0.406 afLink DP2: DP2 Primary=1.98 cfs 0.406 af Existing Condition Type III 24-hr 100-yr Rainfall=7.76"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 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=21.643 ac 19.58% Impervious Runoff Depth=2.83"Subcatchment E1: Existing Area 1 (DP1) Flow Length=1,883' Tc=37.3 min CN=57 Runoff=35.32 cfs 5.109 af Runoff Area=6.399 ac 1.93% Impervious Runoff Depth=0.57"Subcatchment E2: Existing Area 2 Flow Length=653' Tc=29.4 min CN=33 Runoff=1.04 cfs 0.304 af Runoff Area=0.384 ac 0.00% Impervious Runoff Depth=0.36"Subcatchment E3: Existing Area 3 (DP3) Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 Runoff=0.03 cfs 0.012 af Runoff Area=1.730 ac 18.47% Impervious Runoff Depth=2.11"Subcatchment E4: Existing Area 4 Flow Length=255' Tc=16.6 min CN=50 Runoff=2.78 cfs 0.303 af Inflow=2.90 cfs 0.608 afLink DP2: DP2 Primary=2.90 cfs 0.608 af Existing Condition Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Existing Area 1 (DP1) Runoff = 1.79 cfs @ 12.77 hrs, Volume= 0.494 af, Depth= 0.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 2.049 39 >75% Grass cover, Good, HSG A 6.288 61 >75% Grass cover, Good, HSG B 0.078 74 >75% Grass cover, Good, HSG C * 3.910 98 IMPERVIOUS 1.639 51 1 acre lots, 20% imp, HSG A 5.429 30 Woods, Good, HSG A 1.738 55 Woods, Good, HSG B 0.512 70 Woods, Good, HSG C 21.643 57 Weighted Average 17.405 80.42% Pervious Area 4.238 19.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 100 0.1000 0.08 Sheet Flow, WOODLAND SF Woods: Dense underbrush n= 0.800 P2= 3.09" 9.8 525 0.0320 0.89 Shallow Concentrated Flow, WOODLAND SCF Woodland Kv= 5.0 fps 2.0 127 0.0236 1.08 Shallow Concentrated Flow, GRASS SCF Short Grass Pasture Kv= 7.0 fps 3.4 307 0.0900 1.50 Shallow Concentrated Flow, WOODLAND SCF Woodland Kv= 5.0 fps 2.1 824 0.0170 6.41 5.03 Pipe Channel, Existing Strm Run 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 Concrete pipe, finished 37.3 1,883 Total Existing Condition Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Area 1 (DP1) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=21.643 ac Runoff Volume=0.494 af Runoff Depth=0.27" Flow Length=1,883' Tc=37.3 min CN=57 1.79 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E2: Existing Area 2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.820 39 >75% Grass cover, Good, HSG A * 0.036 98 IMPERVIOUS 0.439 51 1 acre lots, 20% imp, HSG A 5.104 30 Woods, Good, HSG A 6.399 33 Weighted Average 6.275 98.07% Pervious Area 0.124 1.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.7 100 0.0912 0.08 Sheet Flow, WOODLAND SF Woods: Dense underbrush n= 0.800 P2= 3.09" 8.7 553 0.0450 1.06 Shallow Concentrated Flow, WOODLAND SCF Woodland Kv= 5.0 fps 29.4 653 Total Subcatchment E2: Existing Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=6.399 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=653' Tc=29.4 min CN=33 0.00 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E3: Existing Area 3 (DP3) [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.384 30 Woods, Good, HSG A 0.384 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 50 0.1000 0.07 Sheet Flow, WOODLAND SF Woods: Dense underbrush n= 0.800 P2= 3.09" Subcatchment E3: Existing Area 3 (DP3) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=0.384 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 0.00 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E4: Existing Area 4 Runoff = 0.03 cfs @ 13.81 hrs, Volume= 0.015 af, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.038 39 >75% Grass cover, Good, HSG A * 0.000 98 IMPERVIOUS 1.598 51 1 acre lots, 20% imp, HSG A 0.094 30 Woods, Good, HSG A 1.730 50 Weighted Average 1.410 81.53% Pervious Area 0.320 18.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 100 0.0530 0.11 Sheet Flow, WOODLAND SF Woods: Light underbrush n= 0.400 P2= 3.09" 1.8 155 0.0430 1.45 Shallow Concentrated Flow, GRASS SCF Short Grass Pasture Kv= 7.0 fps 16.6 255 Total Subcatchment E4: Existing Area 4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=1.730 ac Runoff Volume=0.015 af Runoff Depth=0.11" Flow Length=255' Tc=16.6 min CN=50 0.03 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP2: DP2 Inflow Area = 8.129 ac, 5.45% Impervious, Inflow Depth = 0.02" for 2-yr event Inflow = 0.03 cfs @ 13.81 hrs, Volume= 0.015 af Primary = 0.03 cfs @ 13.81 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=8.129 ac 0.03 cfs 0.03 cfs Existing Condition Type III 24-hr 10-yr Rainfall=4.89"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Area 1 (DP1) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=21.643 ac Runoff Volume=1.887 af Runoff Depth=1.05" Flow Length=1,883' Tc=37.3 min CN=57 11.37 cfs Subcatchment E2: Existing Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=6.399 ac Runoff Volume=0.017 af Runoff Depth=0.03" Flow Length=653' Tc=29.4 min CN=33 0.02 cfs Existing Condition Type III 24-hr 10-yr Rainfall=4.89"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: Existing Area 3 (DP3) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=0.384 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 0.00 cfs Subcatchment E4: Existing Area 4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=1.730 ac Runoff Volume=0.093 af Runoff Depth=0.65" Flow Length=255' Tc=16.6 min CN=50 0.59 cfs Existing Condition Type III 24-hr 10-yr Rainfall=4.89"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 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=8.129 ac 0.59 cfs 0.59 cfs Existing Condition Type III 24-hr 25-yr Rainfall=6.02"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Area 1 (DP1) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=21.643 ac Runoff Volume=3.045 af Runoff Depth=1.69" Flow Length=1,883' Tc=37.3 min CN=57 19.97 cfs Subcatchment E2: Existing Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=6.399 ac Runoff Volume=0.092 af Runoff Depth=0.17" Flow Length=653' Tc=29.4 min CN=33 0.15 cfs Existing Condition Type III 24-hr 25-yr Rainfall=6.02"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: Existing Area 3 (DP3) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=0.384 ac Runoff Volume=0.002 af Runoff Depth=0.07" Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 0.00 cfs Subcatchment E4: Existing Area 4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=1.730 ac Runoff Volume=0.166 af Runoff Depth=1.15" Flow Length=255' Tc=16.6 min CN=50 1.32 cfs Existing Condition Type III 24-hr 25-yr Rainfall=6.02"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=8.129 ac 1.32 cfs 1.32 cfs Existing Condition Type III 24-hr 50-yr Rainfall=6.84"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Area 1 (DP1) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=21.643 ac Runoff Volume=3.981 af Runoff Depth=2.21" Flow Length=1,883' Tc=37.3 min CN=57 26.94 cfs Subcatchment E2: Existing Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=6.399 ac Runoff Volume=0.178 af Runoff Depth=0.33" Flow Length=653' Tc=29.4 min CN=33 0.39 cfs Existing Condition Type III 24-hr 50-yr Rainfall=6.84"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: Existing Area 3 (DP3) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.011 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=0.384 ac Runoff Volume=0.006 af Runoff Depth=0.19" Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 0.01 cfs Subcatchment E4: Existing Area 4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=1.730 ac Runoff Volume=0.228 af Runoff Depth=1.58" Flow Length=255' Tc=16.6 min CN=50 1.98 cfs Existing Condition Type III 24-hr 50-yr Rainfall=6.84"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=8.129 ac 1.98 cfs 1.98 cfs Existing Condition Type III 24-hr 100-yr Rainfall=7.76"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Area 1 (DP1) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=21.643 ac Runoff Volume=5.109 af Runoff Depth=2.83" Flow Length=1,883' Tc=37.3 min CN=57 35.32 cfs Subcatchment E2: Existing Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=6.399 ac Runoff Volume=0.304 af Runoff Depth=0.57" Flow Length=653' Tc=29.4 min CN=33 1.04 cfs Existing Condition Type III 24-hr 100-yr Rainfall=7.76"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: Existing Area 3 (DP3) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=0.384 ac Runoff Volume=0.012 af Runoff Depth=0.36" Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 0.03 cfs Subcatchment E4: Existing Area 4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=1.730 ac Runoff Volume=0.303 af Runoff Depth=2.11" Flow Length=255' Tc=16.6 min CN=50 2.78 cfs Existing Condition Type III 24-hr 100-yr Rainfall=7.76"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=8.129 ac 2.90 cfs 2.90 cfs APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) P1 Prop Area 1 (E1*) P2 Prop Area 2 P3 Prop Area 3 (E3* DP3) P4 Prop Area 4 (E4*) P5 Prop Area 5 P6 Prop Area 6 PP1 Proposed Pond DP1* DP1* DP2* DP2 Routing Diagram for 4022 - HydroCAD Prepared by Design Professionals, Inc. , Printed 3/16/2021 HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 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=14.911 ac 13.83% Impervious Runoff Depth=0.27"Subcatchment P1: Prop Area 1 (E1*) Flow Length=1,453' Tc=41.7 min CN=57 Runoff=1.17 cfs 0.340 af Runoff Area=10.967 ac 55.77% Impervious Runoff Depth=1.02"Subcatchment P2: Prop Area 2 Tc=8.0 min CN=75 Runoff=11.45 cfs 0.932 af Runoff Area=0.384 ac 0.00% Impervious Runoff Depth=0.00"Subcatchment P3: Prop Area 3 (E3* DP3) Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 Runoff=0.00 cfs 0.000 af Runoff Area=1.718 ac 18.60% Impervious Runoff Depth=0.11"Subcatchment P4: Prop Area 4 (E4*) Flow Length=255' Tc=16.6 min CN=50 Runoff=0.03 cfs 0.015 af Runoff Area=1.164 ac 54.98% Impervious Runoff Depth=0.81"Subcatchment P5: Prop Area 5 Tc=8.0 min CN=71 Runoff=0.90 cfs 0.079 af Runoff Area=1.000 ac 2.92% Impervious Runoff Depth=0.00"Subcatchment P6: Prop Area 6 Tc=20.0 min CN=36 Runoff=0.00 cfs 0.000 af Peak Elev=89.13' Storage=30,762 cf Inflow=12.36 cfs 1.011 afPond PP1: Proposed Pond Outflow=0.56 cfs 0.421 af Inflow=1.17 cfs 0.762 afLink DP1*: DP1* Primary=1.17 cfs 0.762 af Inflow=0.03 cfs 0.015 afLink DP2*: DP2 Primary=0.03 cfs 0.015 af Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 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=14.911 ac 13.83% Impervious Runoff Depth=1.05"Subcatchment P1: Prop Area 1 (E1*) Flow Length=1,453' Tc=41.7 min CN=57 Runoff=7.40 cfs 1.300 af Runoff Area=10.967 ac 55.77% Impervious Runoff Depth=2.36"Subcatchment P2: Prop Area 2 Tc=8.0 min CN=75 Runoff=27.84 cfs 2.157 af Runoff Area=0.384 ac 0.00% Impervious Runoff Depth=0.00"Subcatchment P3: Prop Area 3 (E3* DP3) Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 Runoff=0.00 cfs 0.000 af Runoff Area=1.718 ac 18.60% Impervious Runoff Depth=0.65"Subcatchment P4: Prop Area 4 (E4*) Flow Length=255' Tc=16.6 min CN=50 Runoff=0.59 cfs 0.093 af Runoff Area=1.164 ac 54.98% Impervious Runoff Depth=2.03"Subcatchment P5: Prop Area 5 Tc=8.0 min CN=71 Runoff=2.51 cfs 0.197 af Runoff Area=1.000 ac 2.92% Impervious Runoff Depth=0.09"Subcatchment P6: Prop Area 6 Tc=20.0 min CN=36 Runoff=0.01 cfs 0.008 af Peak Elev=90.36' Storage=50,289 cf Inflow=30.35 cfs 2.354 afPond PP1: Proposed Pond Outflow=3.71 cfs 1.763 af Inflow=11.05 cfs 3.063 afLink DP1*: DP1* Primary=11.05 cfs 3.063 af Inflow=0.59 cfs 0.101 afLink DP2*: DP2 Primary=0.59 cfs 0.101 af Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 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=14.911 ac 13.83% Impervious Runoff Depth=1.69"Subcatchment P1: Prop Area 1 (E1*) Flow Length=1,453' Tc=41.7 min CN=57 Runoff=12.99 cfs 2.098 af Runoff Area=10.967 ac 55.77% Impervious Runoff Depth=3.30"Subcatchment P2: Prop Area 2 Tc=8.0 min CN=75 Runoff=39.09 cfs 3.015 af Runoff Area=0.384 ac 0.00% Impervious Runoff Depth=0.07"Subcatchment P3: Prop Area 3 (E3* DP3) Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 Runoff=0.00 cfs 0.002 af Runoff Area=1.718 ac 18.60% Impervious Runoff Depth=1.15"Subcatchment P4: Prop Area 4 (E4*) Flow Length=255' Tc=16.6 min CN=50 Runoff=1.31 cfs 0.165 af Runoff Area=1.164 ac 54.98% Impervious Runoff Depth=2.91"Subcatchment P5: Prop Area 5 Tc=8.0 min CN=71 Runoff=3.65 cfs 0.283 af Runoff Area=1.000 ac 2.92% Impervious Runoff Depth=0.30"Subcatchment P6: Prop Area 6 Tc=20.0 min CN=36 Runoff=0.06 cfs 0.025 af Peak Elev=91.32' Storage=72,009 cf Inflow=42.73 cfs 3.298 afPond PP1: Proposed Pond Outflow=5.11 cfs 2.706 af Inflow=18.05 cfs 4.804 afLink DP1*: DP1* Primary=18.05 cfs 4.804 af Inflow=1.32 cfs 0.190 afLink DP2*: DP2 Primary=1.32 cfs 0.190 af Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 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=14.911 ac 13.83% Impervious Runoff Depth=2.21"Subcatchment P1: Prop Area 1 (E1*) Flow Length=1,453' Tc=41.7 min CN=57 Runoff=17.53 cfs 2.743 af Runoff Area=10.967 ac 55.77% Impervious Runoff Depth=4.01"Subcatchment P2: Prop Area 2 Tc=8.0 min CN=75 Runoff=47.47 cfs 3.664 af Runoff Area=0.384 ac 0.00% Impervious Runoff Depth=0.19"Subcatchment P3: Prop Area 3 (E3* DP3) Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 Runoff=0.01 cfs 0.006 af Runoff Area=1.718 ac 18.60% Impervious Runoff Depth=1.58"Subcatchment P4: Prop Area 4 (E4*) Flow Length=255' Tc=16.6 min CN=50 Runoff=1.96 cfs 0.226 af Runoff Area=1.164 ac 54.98% Impervious Runoff Depth=3.59"Subcatchment P5: Prop Area 5 Tc=8.0 min CN=71 Runoff=4.51 cfs 0.348 af Runoff Area=1.000 ac 2.92% Impervious Runoff Depth=0.51"Subcatchment P6: Prop Area 6 Tc=20.0 min CN=36 Runoff=0.17 cfs 0.043 af Peak Elev=92.04' Storage=89,491 cf Inflow=51.98 cfs 4.012 afPond PP1: Proposed Pond Outflow=5.95 cfs 3.419 af Inflow=23.41 cfs 6.162 afLink DP1*: DP1* Primary=23.41 cfs 6.162 af Inflow=2.01 cfs 0.269 afLink DP2*: DP2 Primary=2.01 cfs 0.269 af Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 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=14.911 ac 13.83% Impervious Runoff Depth=2.83"Subcatchment P1: Prop Area 1 (E1*) Flow Length=1,453' Tc=41.7 min CN=57 Runoff=22.97 cfs 3.520 af Runoff Area=10.967 ac 55.77% Impervious Runoff Depth=4.83"Subcatchment P2: Prop Area 2 Tc=8.0 min CN=75 Runoff=57.02 cfs 4.410 af Runoff Area=0.384 ac 0.00% Impervious Runoff Depth=0.36"Subcatchment P3: Prop Area 3 (E3* DP3) Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 Runoff=0.03 cfs 0.012 af Runoff Area=1.718 ac 18.60% Impervious Runoff Depth=2.11"Subcatchment P4: Prop Area 4 (E4*) Flow Length=255' Tc=16.6 min CN=50 Runoff=2.76 cfs 0.301 af Runoff Area=1.164 ac 54.98% Impervious Runoff Depth=4.37"Subcatchment P5: Prop Area 5 Tc=8.0 min CN=71 Runoff=5.50 cfs 0.424 af Runoff Area=1.000 ac 2.92% Impervious Runoff Depth=0.80"Subcatchment P6: Prop Area 6 Tc=20.0 min CN=36 Runoff=0.34 cfs 0.067 af Peak Elev=92.83' Storage=110,104 cf Inflow=62.51 cfs 4.834 afPond PP1: Proposed Pond Outflow=6.74 cfs 4.241 af Inflow=29.63 cfs 7.761 afLink DP1*: DP1* Primary=29.63 cfs 7.761 af Inflow=2.97 cfs 0.368 afLink DP2*: DP2 Primary=2.97 cfs 0.368 af Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop Area 1 (E1*) Runoff = 1.17 cfs @ 12.84 hrs, Volume= 0.340 af, Depth= 0.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 2.233 39 >75% Grass cover, Good, HSG A 7.056 61 >75% Grass cover, Good, HSG B 0.215 74 >75% Grass cover, Good, HSG C * 1.734 98 IMPERVIOUS 1.639 51 1 acre lots, 20% imp, HSG A 2.034 30 Woods, Good, HSG A 14.911 57 Weighted Average 12.849 86.17% Pervious Area 2.062 13.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 100 0.1000 0.08 Sheet Flow, WOODLAND SF Woods: Dense underbrush n= 0.800 P2= 3.09" 9.8 525 0.0320 0.89 Shallow Concentrated Flow, WOODLAND SCF Woodland Kv= 5.0 fps 2.0 127 0.0236 1.08 Shallow Concentrated Flow, GRASS SCF Short Grass Pasture Kv= 7.0 fps 3.4 307 0.0900 1.50 Shallow Concentrated Flow, WOODLAND SCF Woodland Kv= 5.0 fps 1.9 153 0.0380 1.36 Shallow Concentrated Flow, GRASS SCF Short Grass Pasture Kv= 7.0 fps 2.3 137 0.0380 0.97 Shallow Concentrated Flow, WOODLAND SCF Woodland Kv= 5.0 fps 1.3 104 0.0380 1.36 Shallow Concentrated Flow, GRASS SCF Short Grass Pasture Kv= 7.0 fps 1.0 Direct Entry, Exist pipe 41.7 1,453 Total Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P1: Prop Area 1 (E1*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=14.911 ac Runoff Volume=0.340 af Runoff Depth=0.27" Flow Length=1,453' Tc=41.7 min CN=57 1.17 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Prop Area 2 Runoff = 11.45 cfs @ 12.12 hrs, Volume= 0.932 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 2.637 39 >75% Grass cover, Good, HSG A 1.179 61 >75% Grass cover, Good, HSG B 0.225 74 >75% Grass cover, Good, HSG C * 6.033 98 IMPERVIOUS 0.418 51 1 acre lots, 20% imp, HSG A 0.475 30 Woods, Good, HSG A 10.967 75 Weighted Average 4.850 44.23% Pervious Area 6.117 55.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P2: Prop Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=10.967 ac Runoff Volume=0.932 af Runoff Depth=1.02" Tc=8.0 min CN=75 11.45 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: Prop Area 3 (E3* DP3) [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.384 30 Woods, Good, HSG A 0.384 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 50 0.1000 0.07 Sheet Flow, WOODLAND SF Woods: Dense underbrush n= 0.800 P2= 3.09" Subcatchment P3: Prop Area 3 (E3* DP3) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=0.384 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 0.00 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: Prop Area 4 (E4*) Runoff = 0.03 cfs @ 13.81 hrs, Volume= 0.015 af, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.026 39 >75% Grass cover, Good, HSG A 1.598 51 1 acre lots, 20% imp, HSG A 0.094 30 Woods, Good, HSG A 1.718 50 Weighted Average 1.398 81.40% Pervious Area 0.320 18.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 100 0.0530 0.11 Sheet Flow, WOODLAND SF Woods: Light underbrush n= 0.400 P2= 3.09" 1.8 155 0.0430 1.45 Shallow Concentrated Flow, GRASS SCF Short Grass Pasture Kv= 7.0 fps 16.6 255 Total Subcatchment P4: Prop Area 4 (E4*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=1.718 ac Runoff Volume=0.015 af Runoff Depth=0.11" Flow Length=255' Tc=16.6 min CN=50 0.03 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P5: Prop Area 5 Runoff = 0.90 cfs @ 12.13 hrs, Volume= 0.079 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.518 39 >75% Grass cover, Good, HSG A * 0.640 98 IMPERVIOUS 0.006 30 Woods, Good, HSG A 1.164 71 Weighted Average 0.524 45.02% Pervious Area 0.640 54.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P5: Prop Area 5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=1.164 ac Runoff Volume=0.079 af Runoff Depth=0.81" Tc=8.0 min CN=71 0.90 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P6: Prop Area 6 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.429 39 >75% Grass cover, Good, HSG A * 0.025 98 IMPERVIOUS 0.021 51 1 acre lots, 20% imp, HSG A 0.525 30 Woods, Good, HSG A 1.000 36 Weighted Average 0.971 97.08% Pervious Area 0.029 2.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment P6: Prop Area 6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=1.000 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=20.0 min CN=36 0.00 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP1: Proposed Pond Mitigation above 10-yr Elevation Inflow Area = 12.131 ac, 55.70% Impervious, Inflow Depth = 1.00" for 2-yr event Inflow = 12.36 cfs @ 12.12 hrs, Volume= 1.011 af Outflow = 0.56 cfs @ 16.49 hrs, Volume= 0.421 af, Atten= 95%, Lag= 261.8 min Primary = 0.56 cfs @ 16.49 hrs, Volume= 0.421 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 89.13' @ 16.49 hrs Surf.Area= 11,240 sf Storage= 30,762 cf Plug-Flow detention time= 463.3 min calculated for 0.421 af (42% of inflow) Center-of-Mass det. time= 328.2 min ( 1,192.1 - 863.9 ) Volume Invert Avail.Storage Storage Description #1 85.50' 216,588 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 85.50 6,448 0 0 86.00 6,949 3,349 3,349 87.00 7,960 7,455 10,804 88.00 9,056 8,508 19,312 89.00 10,200 9,628 28,940 90.00 18,339 14,270 43,209 90.50 21,345 9,921 53,130 91.00 22,861 11,052 64,182 92.00 25,401 24,131 88,313 92.90 27,176 23,660 111,972 93.00 30,417 2,880 114,852 94.00 32,531 31,474 146,326 95.00 34,751 33,641 179,967 96.00 38,490 36,621 216,588 Device Routing Invert Outlet Devices #1 Primary 82.00'15.0" Round Culvert L= 200.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 82.00' / 81.00' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 89.00'10.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 88.60'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.56 cfs @ 16.49 hrs HW=89.13' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.56 cfs of 10.40 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.06 cfs @ 1.22 fps) 3=Orifice/Grate (Orifice Controls 0.50 cfs @ 2.54 fps) Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP1: Proposed Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=12.131 ac Peak Elev=89.13' Storage=30,762 cf 12.36 cfs 0.56 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP1*: DP1* Inflow Area = 27.042 ac, 32.61% Impervious, Inflow Depth > 0.34" for 2-yr event Inflow = 1.17 cfs @ 12.84 hrs, Volume= 0.762 af Primary = 1.17 cfs @ 12.84 hrs, Volume= 0.762 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=27.042 ac 1.17 cfs 1.17 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP2*: DP2 Inflow Area = 2.718 ac, 12.83% Impervious, Inflow Depth = 0.07" for 2-yr event Inflow = 0.03 cfs @ 13.81 hrs, Volume= 0.015 af Primary = 0.03 cfs @ 13.81 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Link DP2*: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=2.718 ac 0.03 cfs 0.03 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P1: Prop Area 1 (E1*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=14.911 ac Runoff Volume=1.300 af Runoff Depth=1.05" Flow Length=1,453' Tc=41.7 min CN=57 7.40 cfs Subcatchment P2: Prop Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=10.967 ac Runoff Volume=2.157 af Runoff Depth=2.36" Tc=8.0 min CN=75 27.84 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P3: Prop Area 3 (E3* DP3) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=0.384 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 0.00 cfs Subcatchment P4: Prop Area 4 (E4*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=1.718 ac Runoff Volume=0.093 af Runoff Depth=0.65" Flow Length=255' Tc=16.6 min CN=50 0.59 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P5: Prop Area 5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=1.164 ac Runoff Volume=0.197 af Runoff Depth=2.03" Tc=8.0 min CN=71 2.51 cfs Subcatchment P6: Prop Area 6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=1.000 ac Runoff Volume=0.008 af Runoff Depth=0.09" Tc=20.0 min CN=36 0.01 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP1: Proposed Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=12.131 ac Peak Elev=90.36' Storage=50,289 cf 30.35 cfs 3.71 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=27.042 ac 11.05 cfs 11.05 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link DP2*: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.718 ac 0.59 cfs 0.59 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P1: Prop Area 1 (E1*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=14.911 ac Runoff Volume=2.098 af Runoff Depth=1.69" Flow Length=1,453' Tc=41.7 min CN=57 12.99 cfs Subcatchment P2: Prop Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=10.967 ac Runoff Volume=3.015 af Runoff Depth=3.30" Tc=8.0 min CN=75 39.09 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P3: Prop Area 3 (E3* DP3) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=0.384 ac Runoff Volume=0.002 af Runoff Depth=0.07" Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 0.00 cfs Subcatchment P4: Prop Area 4 (E4*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=1.718 ac Runoff Volume=0.165 af Runoff Depth=1.15" Flow Length=255' Tc=16.6 min CN=50 1.31 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P5: Prop Area 5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=1.164 ac Runoff Volume=0.283 af Runoff Depth=2.91" Tc=8.0 min CN=71 3.65 cfs Subcatchment P6: Prop Area 6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=1.000 ac Runoff Volume=0.025 af Runoff Depth=0.30" Tc=20.0 min CN=36 0.06 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP1: Proposed Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=12.131 ac Peak Elev=91.32' Storage=72,009 cf 42.73 cfs 5.11 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=27.042 ac 18.05 cfs 18.05 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link DP2*: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=2.718 ac 1.32 cfs 1.32 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P1: Prop Area 1 (E1*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=14.911 ac Runoff Volume=2.743 af Runoff Depth=2.21" Flow Length=1,453' Tc=41.7 min CN=57 17.53 cfs Subcatchment P2: Prop Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=10.967 ac Runoff Volume=3.664 af Runoff Depth=4.01" Tc=8.0 min CN=75 47.47 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P3: Prop Area 3 (E3* DP3) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.011 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=0.384 ac Runoff Volume=0.006 af Runoff Depth=0.19" Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 0.01 cfs Subcatchment P4: Prop Area 4 (E4*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=1.718 ac Runoff Volume=0.226 af Runoff Depth=1.58" Flow Length=255' Tc=16.6 min CN=50 1.96 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P5: Prop Area 5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=1.164 ac Runoff Volume=0.348 af Runoff Depth=3.59" Tc=8.0 min CN=71 4.51 cfs Subcatchment P6: Prop Area 6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=1.000 ac Runoff Volume=0.043 af Runoff Depth=0.51" Tc=20.0 min CN=36 0.17 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP1: Proposed Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=12.131 ac Peak Elev=92.04' Storage=89,491 cf 51.98 cfs 5.95 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=27.042 ac 23.41 cfs 23.41 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link DP2*: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=2.718 ac 2.01 cfs 2.01 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P1: Prop Area 1 (E1*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=14.911 ac Runoff Volume=3.520 af Runoff Depth=2.83" Flow Length=1,453' Tc=41.7 min CN=57 22.97 cfs Subcatchment P2: Prop Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=10.967 ac Runoff Volume=4.410 af Runoff Depth=4.83" Tc=8.0 min CN=75 57.02 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P3: Prop Area 3 (E3* DP3) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=0.384 ac Runoff Volume=0.012 af Runoff Depth=0.36" Flow Length=50' Slope=0.1000 '/' Tc=11.5 min CN=30 0.03 cfs Subcatchment P4: Prop Area 4 (E4*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=1.718 ac Runoff Volume=0.301 af Runoff Depth=2.11" Flow Length=255' Tc=16.6 min CN=50 2.76 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P5: Prop Area 5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=1.164 ac Runoff Volume=0.424 af Runoff Depth=4.37" Tc=8.0 min CN=71 5.50 cfs Subcatchment P6: Prop Area 6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=1.000 ac Runoff Volume=0.067 af Runoff Depth=0.80" Tc=20.0 min CN=36 0.34 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP1: Proposed Pond Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=12.131 ac Peak Elev=92.83' Storage=110,104 cf 62.51 cfs 6.74 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=27.042 ac 29.63 cfs 29.63 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link DP2*: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=2.718 ac 2.97 cfs 2.97 cfs Proposed Condition Type III 24-hr 100-yr Rainfall=7.76"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP1: Proposed Pond Inflow Area = 12.131 ac, 55.70% Impervious, Inflow Depth = 4.78" for 100-yr event Inflow = 62.51 cfs @ 12.11 hrs, Volume= 4.834 af Outflow = 6.74 cfs @ 13.00 hrs, Volume= 4.241 af, Atten= 89%, Lag= 52.9 min Primary = 6.74 cfs @ 13.00 hrs, Volume= 4.241 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 92.83' @ 13.00 hrs Surf.Area= 27,036 sf Storage= 110,104 cf Plug-Flow detention time= 239.9 min calculated for 4.236 af (88% of inflow) Center-of-Mass det. time= 184.8 min ( 1,002.8 - 818.0 ) Volume Invert Avail.Storage Storage Description #1 85.50' 216,588 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 85.50 6,448 0 0 86.00 6,949 3,349 3,349 87.00 7,960 7,455 10,804 88.00 9,056 8,508 19,312 89.00 10,200 9,628 28,940 90.00 18,339 14,270 43,209 90.50 21,345 9,921 53,130 91.00 22,861 11,052 64,182 92.00 25,401 24,131 88,313 92.90 27,176 23,660 111,972 93.00 30,417 2,880 114,852 94.00 32,531 31,474 146,326 95.00 34,751 33,641 179,967 96.00 38,490 36,621 216,588 Device Routing Invert Outlet Devices #1 Primary 82.00'15.0" Round Culvert L= 200.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 82.00' / 81.00' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 89.00'10.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 88.60'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=6.74 cfs @ 13.00 hrs HW=92.83' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 6.74 cfs of 12.90 cfs potential flow) 2=Orifice/Grate (Orifice Controls 4.85 cfs @ 8.89 fps) 3=Orifice/Grate (Orifice Controls 1.89 cfs @ 9.60 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 ConnecticutNatural Resources Conservation Service October 15, 2020 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..................................................................................................8 Map Unit Descriptions..........................................................................................8 State of Connecticut........................................................................................10 28B—Elmridge fine sandy loam, 3 to 8 percent slopes...............................10 36A—Windsor loamy sand, 0 to 3 percent slopes......................................12 36B—Windsor loamy sand, 3 to 8 percent slopes......................................13 236B—Windsor-Urban land complex, 0 to 8 percent slopes.......................14 304—Udorthents, loamy, very steep...........................................................16 306—Udorthents-Urban land complex........................................................18 701B—Ninigret fine sandy loam, 3 to 8 percent slopes..............................19 W—Water....................................................................................................21 Soil Information for All Uses...............................................................................22 Soil Properties and Qualities..............................................................................22 Soil Qualities and Features.............................................................................22 Hydrologic Soil Group.................................................................................22 References............................................................................................................27 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 1 2 0 0 46 3 1 3 0 0 46 3 1 4 0 0 46 3 1 5 0 0 46 3 1 6 0 0 46 3 1 7 0 0 46 3 1 8 0 0 46 3 1 3 0 0 46 3 1 4 0 0 46 3 1 5 0 0 46 3 1 6 0 0 46 3 1 7 0 0 46 3 1 8 0 0 699300 699400 699500 699600 699700 699800 699900 700000 700100 700200 699300 699400 699500 699600 699700 699800 699900 700000 700100 700200 700300 41° 48' 48'' N 72 ° 3 6 ' 3 ' ' W 41° 48' 48'' N 72 ° 3 5 ' 1 8 ' ' W 41° 48' 26'' N 72 ° 3 6 ' 3 ' ' W 41° 48' 26'' N 72 ° 3 5 ' 1 8 ' ' 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: 1:4,740 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 20, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 15, 2019—Aug 29, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 7 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 28B Elmridge fine sandy loam, 3 to 8 percent slopes 0.0 0.0% 36A Windsor loamy sand, 0 to 3 percent slopes 12.3 15.1% 36B Windsor loamy sand, 3 to 8 percent slopes 52.2 64.1% 236B Windsor-Urban land complex, 0 to 8 percent slopes 0.3 0.3% 304 Udorthents, loamy, very steep 2.5 3.0% 306 Udorthents-Urban land complex 11.3 13.8% 701B Ninigret fine sandy loam, 3 to 8 percent slopes 2.9 3.6% W Water 0.1 0.1% Totals for Area of Interest 81.5 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor Custom Soil Resource Report 8 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 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 9 State of Connecticut 28B—Elmridge fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 9lm1 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 Elmridge and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Elmridge Setting Landform:Terraces Down-slope shape:Concave Across-slope shape:Linear Parent material:Coarse-loamy eolian sands over clayey glaciolacustrine deposits Typical profile Ap - 0 to 6 inches: fine sandy loam Bw1 - 6 to 10 inches: fine sandy loam Bw2 - 10 to 18 inches: fine sandy loam Bw3 - 18 to 25 inches: sandy loam 2C - 25 to 65 inches: silty clay Properties and qualities Slope:3 to 8 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):Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table:About 18 to 30 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Moderate (about 9.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Ecological site: F145XY006CT - Semi-Rich Moist Lake Plain Hydric soil rating: No Minor Components Brancroft Percent of map unit:5 percent Landform:Terraces Custom Soil Resource Report 10 Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Shaker Percent of map unit:3 percent Landform:Depressions, drainageways, terraces Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Unnamed, red parent material Percent of map unit:2 percent Hydric soil rating: No Scitico Percent of map unit:2 percent Landform:Drainageways, terraces, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Sudbury Percent of map unit:2 percent Landform:Outwash plains, terraces Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Belgrade Percent of map unit:2 percent Landform:Terraces Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Ninigret Percent of map unit:2 percent Landform:Outwash plains, terraces Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Maybid Percent of map unit:1 percent Landform:Depressions, drainageways, terraces Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Berlin Percent of map unit:1 percent Landform:Terraces Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 11 36A—Windsor loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkg Elevation: 0 to 990 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform:Outwash terraces, outwash plains, dunes, deltas Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Custom Soil Resource Report 12 Hydric soil rating: No Minor Components Deerfield, loamy sand Percent of map unit:10 percent Landform:Outwash plains, terraces, deltas Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Hinckley, loamy sand Percent of map unit:5 percent Landform:Deltas, outwash plains, eskers, kames Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No 36B—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,210 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform:Outwash terraces, deltas, outwash plains, dunes Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material Custom Soil Resource Report 13 A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Hinckley, loamy sand Percent of map unit:10 percent Landform:Eskers, kames, deltas, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Deerfield, loamy sand Percent of map unit:5 percent Landform:Outwash plains, terraces, deltas Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No 236B—Windsor-Urban land complex, 0 to 8 percent slopes Map Unit Setting National map unit symbol: 2w2wq Elevation: 0 to 920 feet Mean annual precipitation: 36 to 71 inches Custom Soil Resource Report 14 Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Windsor and similar soils:45 percent Urban land:35 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor Setting Landform:Outwash plains, outwash terraces, deltas, dunes Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile A - 0 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:0 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 4.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Description of Urban Land Typical profile M - 0 to 10 inches: cemented material Properties and qualities Slope:0 to 8 percent Depth to restrictive feature:0 inches to manufactured layer Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Very low (0.00 to 0.00 in/hr) Custom Soil Resource Report 15 Available water capacity:Very low (about 0.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Udorthents Percent of map unit:10 percent Landform:Outwash plains, outwash terraces, deltas, dunes Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Hydric soil rating: No Deerfield Percent of map unit:5 percent Landform:Deltas, outwash plains, terraces Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Hinckley Percent of map unit:5 percent Landform:Deltas, outwash plains, eskers, kames Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No 304—Udorthents, loamy, very steep Map Unit Setting National map unit symbol: 9lmd Elevation: 0 to 1,200 feet Mean annual precipitation: 37 to 52 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:90 percent Minor components:10 percent Custom Soil Resource Report 16 Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Landform:Escarpments Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Parent material:Glaciolacustrine deposits Typical profile A - 0 to 5 inches: loam C1 - 5 to 21 inches: gravelly loam C2 - 21 to 80 inches: very gravelly sandy loam Properties and qualities Slope:25 to 70 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:About 54 to 72 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Shaker Percent of map unit:3 percent Landform:Terraces, depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Scitico Percent of map unit:3 percent Landform:Drainageways, terraces, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Maybid Percent of map unit:2 percent Landform:Drainageways, terraces, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 17 Raynham Percent of map unit:1 percent Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Unnamed, frequently flooded Percent of map unit:1 percent Landform:Drainageways Hydric soil rating: Yes 306—Udorthents-Urban land complex Map Unit Setting National map unit symbol: 9lmg Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:50 percent Urban land:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Down-slope shape:Convex Across-slope shape:Linear Parent material:Drift Typical profile A - 0 to 5 inches: loam C1 - 5 to 21 inches: gravelly loam C2 - 21 to 80 inches: very gravelly sandy loam Properties and qualities Slope:0 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:About 54 to 72 inches Frequency of flooding:None Frequency of ponding:None Custom Soil Resource Report 18 Available water capacity:Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Hydric soil rating: No Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Unnamed, undisturbed soils Percent of map unit:8 percent Hydric soil rating: No Udorthents, wet substratum Percent of map unit:5 percent Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Rock outcrop Percent of map unit:2 percent Hydric soil rating: No 701B—Ninigret fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07f Elevation: 0 to 1,260 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Ninigret and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 19 Description of Ninigret Setting Landform:Moraines, outwash plains, kame terraces, outwash terraces, kames Landform position (two-dimensional):Backslope, footslope, toeslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Convex, linear Across-slope shape:Convex, concave Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap - 0 to 8 inches: fine sandy loam Bw1 - 8 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C - 26 to 65 inches: stratified loamy sand to loamy fine sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:18 to 38 inches to strongly contrasting textural stratification Drainage class:Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 17 to 39 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Moraines, outwash terraces, outwash plains, kames, eskers Landform position (two-dimensional):Backslope, footslope, shoulder, summit, toeslope Landform position (three-dimensional):Side slope, crest, head slope, nose slope, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Agawam Percent of map unit:5 percent Landform:Outwash terraces, outwash plains, kame terraces, kames, moraines Landform position (two-dimensional):Backslope, shoulder, footslope, summit, toeslope Custom Soil Resource Report 20 Landform position (three-dimensional):Side slope, crest, nose slope, head slope, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Valley trains, outwash plains, deltas, outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes W—Water Map Unit Composition Water:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 21 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. 22 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 23 24 Custom Soil Resource Report Map—Hydrologic Soil Group 46 3 1 2 0 0 46 3 1 3 0 0 46 3 1 4 0 0 46 3 1 5 0 0 46 3 1 6 0 0 46 3 1 7 0 0 46 3 1 8 0 0 46 3 1 3 0 0 46 3 1 4 0 0 46 3 1 5 0 0 46 3 1 6 0 0 46 3 1 7 0 0 46 3 1 8 0 0 699300 699400 699500 699600 699700 699800 699900 700000 700100 700200 699300 699400 699500 699600 699700 699800 699900 700000 700100 700200 700300 41° 48' 48'' N 72 ° 3 6 ' 3 ' ' W 41° 48' 48'' N 72 ° 3 5 ' 1 8 ' ' W 41° 48' 26'' N 72 ° 3 6 ' 3 ' ' W 41° 48' 26'' N 72 ° 3 5 ' 1 8 ' ' 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: 1:4,740 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 20, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 15, 2019—Aug 29, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 25 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 28B Elmridge fine sandy loam, 3 to 8 percent slopes C 0.0 0.0% 36A Windsor loamy sand, 0 to 3 percent slopes A 12.3 15.1% 36B Windsor loamy sand, 3 to 8 percent slopes A 52.2 64.1% 236B Windsor-Urban land complex, 0 to 8 percent slopes A 0.3 0.3% 304 Udorthents, loamy, very steep B 2.5 3.0% 306 Udorthents-Urban land complex B 11.3 13.8% 701B Ninigret fine sandy loam, 3 to 8 percent slopes C 2.9 3.6% W Water 0.1 0.1% Totals for Area of Interest 81.5 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 26 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 27 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 28 APPENDIX D Storm Sewer Analysis Results APPENDIX E Water Quality Calculations Pleasant Valley School 591 Ellington Road – DPI Project No.:4022.D March 16, 2021 Water Quality Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Areas for Calculation: Off Site to WQB (P1) & Proposed Site (P2) Areas P2 P5 Impervious 6.111 0.640 Pervious 4.838 0.524 Total Area 10.949 1.164 %Impervious 55.81% 54.98% Overall %Impervious 55.73% Total Area 12.113 acres Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = unitless volumetric runoff coefficient = 0.05 + 0.009(I), where: I = percent impervious cover of drainage area = 55.73% (DA P2+P5) R = 0.05 + 0.009(I) R = 0.05 + 0.009(55.73) R = 0.552 A = drainage area in acres = 12.113 acres WQV = (1”)(R)(A acres)/12 inches per foot WQV = (1”)(0.552)(12.1 acres)/12 inches per foot WQV = 0.557 acre-feet required = 24,263 cft Proposed BMP The proposed water quality basin and forebay are proposed to provide 3,120 cft (below spillway at ELEV. 90.50) and ~24,848 cft (below 6” orifice at Elev. 88.60) of water quality storage, respectively. The forebay will provide storage for 12.9% of the determined water quality volume draining to the basin. The forebay in combination with the proposed wet pool of the water quality will provide a total water quality storage volume of 27,968 cft; more than 100% of the water quality volume. Type III 24-hr 100-yr Rainfall=7.76"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond PP1: Proposed Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 85.50 6,448 0 85.65 6,598 1,005 85.80 6,749 2,010 85.95 6,899 3,014 86.10 7,050 4,095 86.25 7,202 5,213 86.40 7,353 6,331 86.55 7,505 7,449 86.70 7,657 8,567 86.85 7,808 9,686 87.00 7,960 10,804 87.15 8,124 12,080 87.30 8,289 13,356 87.45 8,453 14,632 87.60 8,618 15,909 87.75 8,782 17,185 87.90 8,946 18,461 88.05 9,113 19,793 88.20 9,285 21,237 88.35 9,456 22,682 88.50 9,628 24,126 88.65 9,800 25,570 88.80 9,971 27,014 88.95 10,143 28,458 89.10 11,014 30,367 89.25 12,235 32,507 89.40 13,456 34,648 89.55 14,676 36,788 89.70 15,897 38,928 89.85 17,118 41,069 90.00 18,339 43,209 90.15 19,241 46,186 90.30 20,143 49,162 90.45 21,044 52,138 90.60 21,648 55,341 90.75 22,103 58,656 90.90 22,558 61,971 91.05 22,988 65,388 91.20 23,369 69,008 91.35 23,750 72,628 91.50 24,131 76,247 91.65 24,512 79,867 91.80 24,893 83,487 91.95 25,274 87,106 92.10 25,598 90,942 92.25 25,894 94,885 92.40 26,190 98,828 92.55 26,486 102,771 92.70 26,782 106,715 92.85 27,077 110,658 93.00 30,417 114,852 93.15 30,734 119,573 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 93.30 31,051 124,294 93.45 31,368 129,015 93.60 31,685 133,736 93.75 32,003 138,458 93.90 32,320 143,179 94.05 32,642 148,008 94.20 32,975 153,054 94.35 33,308 158,100 94.50 33,641 163,147 94.65 33,974 168,193 94.80 34,307 173,239 94.95 34,640 178,285 95.10 35,125 183,629 95.25 35,686 189,122 95.40 36,247 194,615 95.55 36,807 200,108 95.70 37,368 205,601 95.85 37,929 211,094 96.00 38,490 216,588 Type III 24-hr 100-yr Rainfall=7.76"4022 - HydroCAD Printed 3/16/2021Prepared by Design Professionals, Inc. HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: Proposed Forebay Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 89.00 1,322 0 89.02 1,342 36 89.04 1,362 73 89.06 1,381 109 89.08 1,401 145 89.10 1,421 182 89.12 1,441 218 89.14 1,461 254 89.16 1,480 291 89.18 1,500 327 89.20 1,520 363 89.22 1,540 400 89.24 1,560 436 89.26 1,579 472 89.28 1,599 509 89.30 1,619 545 89.32 1,639 581 89.34 1,659 618 89.36 1,678 654 89.38 1,698 690 89.40 1,718 727 89.42 1,738 763 89.44 1,758 799 89.46 1,777 836 89.48 1,797 872 89.50 1,817 909 89.52 1,837 945 89.54 1,857 981 89.56 1,876 1,018 89.58 1,896 1,054 89.60 1,916 1,090 89.62 1,936 1,127 89.64 1,956 1,163 89.66 1,975 1,199 89.68 1,995 1,236 89.70 2,015 1,272 89.72 2,035 1,308 89.74 2,055 1,345 89.76 2,074 1,381 89.78 2,094 1,417 89.80 2,114 1,454 89.82 2,134 1,490 89.84 2,154 1,526 89.86 2,173 1,563 89.88 2,193 1,599 89.90 2,213 1,635 89.92 2,233 1,672 89.94 2,253 1,708 89.96 2,272 1,744 89.98 2,292 1,781 90.00 2,312 1,817 90.02 2,335 1,869 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 90.04 2,359 1,921 90.06 2,382 1,973 90.08 2,406 2,025 90.10 2,429 2,078 90.12 2,453 2,130 90.14 2,476 2,182 90.16 2,500 2,234 90.18 2,523 2,286 90.20 2,547 2,338 90.22 2,570 2,390 90.24 2,594 2,442 90.26 2,617 2,494 90.28 2,641 2,547 90.30 2,664 2,599 90.32 2,688 2,651 90.34 2,711 2,703 90.36 2,735 2,755 90.38 2,758 2,807 90.40 2,782 2,859 90.42 2,805 2,911 90.44 2,829 2,963 90.46 2,852 3,016 90.48 2,876 3,068 90.50 2,899 3,120 90.52 2,846 3,165 90.54 2,793 3,209 90.56 2,740 3,254 90.58 2,687 3,299 90.60 2,635 3,344 90.62 2,582 3,388 90.64 2,529 3,433 90.66 2,476 3,478 90.68 2,423 3,523 90.70 2,370 3,567 90.72 2,317 3,612 90.74 2,264 3,657 90.76 2,212 3,702 90.78 2,159 3,746 90.80 2,106 3,791 90.82 2,053 3,836 90.84 2,000 3,881 90.86 1,947 3,925 90.88 1,894 3,970 90.90 1,841 4,015 90.92 1,789 4,060 90.94 1,736 4,104 90.96 1,683 4,149 90.98 1,630 4,194 91.00 1,577 4,239 APPENDIX F Drainage Area Maps 95 23 41 23 71 30' 30 ' 95 23 41 71 B A B A A B B B A A A C C D D B A 10 TI © ··· es i g n ro f e s s i o n a l s 95 23 41 23 71 30' 30 ' 95 23 41 71 B A B A A B B B A A A C C D D B A 10 TI © ··· es i g n ro f e s s i o n a l s memo TOWN OF SOUTH WINDSOR PLANNING DEPARTMENT To: Michele Lipe, Director of Planning From: Jeffrey Folger, Senior Environmental Planner CC: Jeffrey Doolittle, Town Engineer Date: 12/ 9/ 2021 Re: Bonds for Pleasant Valley School construction The South Windsor Inland Wetland Commission, in their approval of the Pleasant Valley School site plan required bonding for establishment and maintenance of erosion controls, construction and maintenance of stormwater control measures, and construction and maintenance of the proposed created wetland on the site. The bond for establishment and maintenance of E&S measures is $20.000. The bond for construction of stormwater control measures is $25,000. The bond for construction and maintenance of the created wetland mitigation area is $20,000. This bond is to be held for three growing seasons to insure the success of the proposed wetland plantings. This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board EVEV EV This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board This Drawing Produced by the U.S. Access Board EV NO P A R K I N G F I R E L A N E NO P A R K I N G F I R E L A N E NO P A R K I N G F I R E L A N E NO P A R K I N G F I R E L A N E NO P A R K I N G F I R E L A N E N O P A R K I N G F I R E L A N E NO P A R K I N G F I R E L A N E NO P A R K I N G F I R E L A N E NO P A R K I N G F I R E L A N E NO P A R K I N G F I R E L A N E C-GD1 GRADING PLAN DPI 4022 1" = 50' 591 Ellington Road South Windsor, Connecticut Pleasant Valley Elementary School Scale: Job No.: Date: Drawn By: N PROJECT NORTH MAGNETIC NORTH DPI 4022 esign rofessionals Drummey Rosane Anderson, Inc. DRA 260 Charles Street, Studio 300 Waltham, MA 02453 Planning Architecture Interior Design 225 Oakland Road, Studio 205 South Windsor, CT. 06074 www.draws.comTel: 860.644.8300 CO P Y R I G H T 2 0 2 1 D R U M M E Y R O S A N E A N D E R S O N , I N C . C 09/13/2021 STATE PROJECT NO: 132-0093 N NO. DESCRIPTION DATE REVISION SUBMISSIONS CONFORMED SET Electrical utility work ongoing. Area to be backfilled and stabilized by 9/23/22. 8/30/22 ESC Temporary Stabilization Plan Areas graded, tracked and hydro seeded on 8/29/22. Area currently stabilized. No additional action necessary. Areas have been hand seeded with straw mulch blankets installed. Note installation is ongoing at west side of detention basin along existing school. Temporary asphalt added to reinforce gutter line to catch basin. Silt fence added at stockpile. Note stockpiles are being consolidated. In approximately 2 weeks time, entire stockpile to be hydroseeded. Area graded, tracked, and anticipated to be hydro seeded by EOD 8/30/22. Basin extended for volume. Drainage work ongoing. Area to be stabilized along perimeter by 9/23/22 following drainage work complete. ESC at the outlet control structure to be reviewed with team for best approach.