Loading...
HomeMy WebLinkAboutNarrative and ReportA— "%`1�IE1. N`'I BNOINNERINO & SURVEYING Stormwater Management Report for Proposed Contractor Bays 212 Mid -Tech Drive West Yarmouth, Massachusetts Prepared for: Turtle Rock, LLC 222 Willow Street Yarmouthport, MA 02675 August 31, 2021 BAXTER NYE ENGINEERING & SURVEYING Registered Professional Engineers, Land Surveyors & Scientists 78 North Street, 3rd Floor ■ Hyannis, MA 02601 Tel: 508-771-7502 ■ Fax: 508-771-7622 ■ www.baxter-nve.com STORMWATER MANAGEMENT REPORT TABLE OF CONTENTS 1. Cover Sheet 2. Table of Contents 3. Project Narrative 4. Table 1 - Peak Discharge and Volume Release 5. TSS Removal Calculation 6. Recharge to Groundwater Volume, Water Quality Volume, and Drawdown Calculations 7. Pre and Post Development Drainage Area Plans, sheets C4.2 and C4.3 8. 2, 10, 25, 50, and 100 year Pre -Development HydroCad Calculations 9. 2, 10, 25, 50, and 100 year Post -Development HydroCad Calculations 10. Stormwater Operations, Maintenance and Inspections Plan with SMS Inspection Form Checklist 11. Checklist for Stormwater Report 12.Site Soil Data 13. Notice To Abutters, Abutters List 14. Site Plan Review Comments 15.Adminstrtive Checklist for Stormwater Management Permit Application BAXTER NYE ENGINEERING & SURVEYING SWM Report Narrative Prepared for. Turtle Rock, LLC Yarmouthport, Massachusetts Site Redevelopment - Project Narrative Proposed Contractor Bays Building 212 Mid -Tech Drive, West Yarmouth, MA (Map 84 — Parcel 12) 1.0 Introduction / Summary The project applicant, Turtle Rock, LLC, owns the 1.4 -acre property and office building located at 212 Mid -Tech Drive in West Yarmouth (the Site). The applicant proposes to demolish the existing office building and construct an 11, 360 sf contractor bays building in the middle of the site, and a proposed paved parking lot at the front of the site along Mid -Tech Drive. Baxter Nye Engineering & 2021-036 212 Mid -Tech Drive SWM Narrative .docx BAXTER NYE ENGINEERING & SURVEYING SWM Report Narrative Surveying (BN) has prepared an existing condition plan and proposed site plans designed to meet the requirements of the Stormwater Management Regulations. The proposed site work will disturb approximately 50,400 sf, and therefore, since greater than one acre (43,560 sf), requires a Stormwater Management Permit from the Yarmouth Conservation Commission. Existing Site Conditions Geographical Setting and Wetland Resource Areas The property, on which a two-story office building currently sits, is located near the end of Mid - Tech Drive, where a paved cul de sac exists. The road is fully developed with commercial business -type buildings and property uses. The abutting properties to the north and south are developed with commercial buildings, as are the lots across Mid -Tech Drive. The property to the east is a large fully wooded property owned by Town of Yarmouth for Water Department use. The site contains no wetland resource areas, nor flood zones. The site lies within the Yarmouth Aquifer Protection District, which is considered a critical area. The only trigger for a Stormwater Management Permit is the greater than one acre of site disturbance threshold that will be exceeded, therefore the application to Yarmouth Conservation Commission. Proposed Work The proposed project consists of demolition of the existing two-story building and constructing an 11,360 sf single -story contractor bays building with overhead doors in front of each unit. The building will be served by town water, underground utilities, and a new septic system. Interior floor drains will be piped to a dual containment industrial wastewater holding tank. Parking for the site will be paved with bituminous concrete and will be landscaped with trees and shrubs. Stormwater from the building will be collected with gutters and downspouts and routed with CPP pipe to three pre-treatment areas, which treat the runoff for water quality prior to infiltrating in underground Cultec Recharger units. Stormwater from the parking lot will flow to low point curb openings to bio-swale pre-treatment areas. Beehive -grated catch basins will be installed 6" above the bottom of the bio-swales, where water will enter the catch basins for conveyance to the Cultec Rechargers. The catch basins will be equipped with deep sumps and oil/gas hoods to provide further treatment and removal of TSS. Calculations included with this report show that 49% of the total suspended solids in the stormwater (TSS) will be removed prior to infiltration, and 90% overall. Sequence of Construction • Install silt fencing/hay bales to establish the limit of work as shown on plan. • Construct temporary construction entrances at points of egress from the site during construction. 2021-036 212 Mid -Tech Drive SWM Narrative .docx BAXTER NYE ENGINEERING & SURVEYING SWM Report Narrative • Discharges from dewatering of excavations shall not be diverted directly into any existing or proposed storm drains without pretreatment via settling basins. • Install haybale check dams along center of swales at 50'0.c., as necessary. • Clear and grub site within the limit of work. • Construct SWM bioswales to within 1 ft of final bottom elevation. Basin to be used as sediment trap. • Establish rough subgrades for parking lot and building platform. • Demolish existing building and load demolition debris in trucks and haul away. • Perform building and site construction. Install base course paving as soon as practical. • Inspect and maintain erosion control measures after rainfall events and a minimum of once per week. • Remove sediment buildup at erosion control devices as needed. Redistribute material over site in conformance with earthwork specifications. • Once all drainage structures are installed, install filter fabric and stone or haybales around all new structures and maintain them until pavement is in place and vegetation is established. All outfalls shall be stabilized with stone protection as required. • All cut and fill slopes shall be temporarily stabilized with topsoil, seed and mulch or Curlex as required if construction activity ceases on said slopes for a period of 14 days or greater. All slopes shall be permanently stabilized as required immediately upon completion of final grading. • Provide silt fence for bioswale infiltration protection. Bioswale areas shall be protected at all times from construction traffic and sediment during construction. • Complete finish grading and stabilization of site. Place final paving course. • Remove sediment from all drainage structures, catch basins, and pipes after completion of construction. Remove and regrade temporary berms, swales, check dams, etc. Stabilize disturbed areas. • Clean out all sediment from SWM basins and outlet structures. Regrade to contours per design. Install final bioswale cross section materials in stormwater management facilities. Stabilize all slopes as required. • Upon establishment of permanent ground cover and approval by the engineer, remove haybales & silt fence. Stabilize all areas where haybales were removed. Stormwater Management Performance Standards (1) Project is a redevelopment project that reduces the amount of impervious coverage on the site from existing conditions. All roof runoff will be pre-treated prior to infiltration. Trees will be planted throughout site to intercept rainfall. All runoff from paved surfaces will be pre-treated with 49% TSS removal rate. 2021-036 212 Mid -Tech Drive SWM Narrative .docx BAXTER NYE ENGINEERING & SURVEYING SWM Report Narrative (2) Good housekeeping measures have been added to the O&M Plan. Car washing will not be allowed inside or outside building. Sediment, debris, leaf litter, and organic debris will be removed from all drainage facilities per maintenance schedule in O&M Plan. Fertilizer use will adhere to restrictions in Yarmouth Stormwater Management Regulations. Inspections of SWM facilities will be done per O&M Plan. (3) Post -development peak discharges and volumes do not exceed pre -development peak rates and volumes for all storm events. Pre-treatment for infiltration devices will remove 49% TSS prior to infiltration. All runoff from the proposed metal roof will be through pre- treatment prior to infiltration. All runoff calculations were based on NOAA Atlas 14 precipitation data. (4) N/A (5) Average annual TSS removal for post -construction is 90%.with street sweeping, sediment forebay (bioswale), deep sump catch basin, and infiltration basin. Average annual post - construction Total Phosphorus removal will be 60 to 70%, based on Pollutant Removal Efficiencies per DEP Stormwater Management Policy Structural BMP for infiltration basin and pre-treatment. Average annual post -construction Total Nitrogen removal will be 50 to 60%, based on based on Pollutant Removal Efficiencies per DEP Stormwater Management Policy Structural BMP for infiltration basin and pre-treatment. (6) N/A (7) N/A Summary BN believes that the stormwater management systems designed for the site meet all Town of Yarmouth and Commonwealth of Massachusetts requirements for stormwater management during construction and post -construction phases for the project. BN also believes that with the stormwater measures proposed, that the project does serve the stated interests of the Town of Yarmouth Stormwater Management Regulations and that this project is eligible for a Stormwater Management permit from the Yarmouth Conservation Commission, as all applicable standards are met. 2021-036 212 Mid -Tech Drive SWM Narrative .docx TABLE 1: PEAK DISCHARGE AND VOLUME RELEASE STORM STUDY PRE -DEVELOPMENT POST DEVELOPMENT (YEAR) POINT PEAK VOLUME PEAK VOLUME DISCHARGE (ac -ft) DISCHARGE (ac -ft) (cfs) (cfs) 2 SP1 0.00 0.000 0.00 0.000 SP3 0.01 0.004 0.01 0.003 SP4 0.00 0.000 0.00 0.000 10 SP1 0.00 0.000 0.00 0.000 SP3 0.15 0.016 0.09 0.009 SP4 0.00 0.000 0.00 0.000 25 SPI 0.00 0.000 0.00 0.000 SP3 0.35 0.028 018 0.015 SP4 0.00 0.000 0.00 0.000 50 SP1 0.00 0.000 0.00 0.000 SP3 0.52 0.038 0.25 0.019 SP4 0.00 0.001 0.00 0.001 100 SP1 0.00 0.000 0.00 0.000 SP3 1.45 0.074 0.58 0.033 SP4 0.00 0.001 0.00 0.001 BAXTER NYE ENGINEERING & SURVEYING 78 North Street, 3rd Floor ■ Hyannis, MA 02601 Tel: 508-771-7502 a Fax: 508-771-7622 a www.baxter-nye.com 5. TSS Removal Calculation W tl m N 7 O Q. E O L 4-- m _O 0) C: 'E m E a� c0 s w X N N N .O cc O L 'C^L VJ m > O N� Cn In M O N O N i -- O W co W r O fr v ) Ni O l() Q r z o O F- E QL O J M D a U �> U Q O M m~q r O > "a r W N N cm CIS � 'O N U) W tl m N 7 O Q. E O L 4-- m _O 0) C: 'E m E a� c0 s w X N N N .O cc O L 'C^L VJ m > O N� Cn In M O N O N O co r O m co l() r O O O O O J cm W �U E U !Y O r co N I— r r d' O C7 -O O O O O O N O E [] X +� m c O E Q O O 00 r O O) CO Lq II * _ r O O O O > J O U CO w 0) N H m U � O H 0 0 0 0 N N co N W' (0 m O E a) U) O 0° cn !Z m Q cI3 U mcm 6 c •� .Q L � U Q c� m o cn,�^ V/ _ D- _0 'D N _ CO U) C) W tl m N 7 O Q. E O L 4-- m _O 0) C: 'E m E a� c0 s w X N N N .O cc O L 'C^L VJ m > O N� Cn In M O N O N 6. Recharge to Groundwater Volume, Water Quality Volume, and Drawdown Calculations Date: 2022-08-30 Job #: 2021-036 Job Name: 212 Mid -Tech Drive Calculations by: JKL RECHARGE TO GROUNDWATER VOLUME (MADEP Standard 3) All site soils within area of proposed impervious cover are HSG A. Therefore, the recharge rate is: = 0.6" x total impervious area = 0.6" x 0.822 ac. = 0.4932 ac -in. = 0.0411 ac.ft. 1790 cf The underground Infiltration SWM Facility is used for recharge and quantity control for post - development site runoff. 1) SWM Facility Bioswale 1: Infiltration Storage Volume Provided up to Outlet Invert = 3,484 cf at Beehive EIev=46.0 = 3,484 cf 2) SWM Facility Bioswale 2: Infiltration Storage Volume Provided up to Outlet Invert = 1,830 cf at Beehive EIev=45.35 = 1,830 cf 3) SWM Facility Existing Bioswale: Infiltration Storage Volume Provided up to Outlet Invert = 2,390 cf at Beehive EIev=46.36 = 2,390 cf Therefore, total Volume of Recharge which is provided: = 7,704 cf > 1,790 cf/ Design Reqmts met The Volume of Recharge well exceeds the required amount of recharge. WATER QUALITY VOLUME CALCULATIONS (MADEP Standard 4-6) The site is in a Zone II Recharge Area, which is defined as a Critical Area. Therefore, the Water Quality Treatment must address the first one (1) inch of runoff over the total impervious area. On-site impervious area proposed is 0.822 acres. The proposed building roof area is 0.260 acres, which is conveyed to the swm facilities, therefore included in impervious area. The total impervious area to receive water quality treatment is 0.822 acres. WQV = 1.0 " x (acres of impervious area) = 1.0" x (0.822 acres) = 0.822 acre -inches = 0.822/12 in/ft = 0.0685 acre-feet = 0..0685 acre-feet x 43,560 sf/ac = 2,984+/- cf The total WQV to be treated through BMP's is 2,984 cf. BMP's used: All the runoff from the impervious areas passes through the swm facilities with pretreatmenet BioSwales prior to entering the beehives and Cultec 330 Recharger units. 1) SWM Facility — BioSwale 1: Water Quality Storage Volume Provided up to elevation 46.0 1.731 cf 2) SWM Facility — BioSwale 2: Water Quality Storage Volume Provided up to elevation 45.35 851 cf 3) SWM Facility — BioSwale 1: Water Quality Storage Volume Provided up to elevation 46.36 674 cf Total Storage Volume provided in series for water quality treatment: 1731 cf 851 cf 674 cf 3,256 cf > 2,984 cf required The combined BMP treatments are designed in accordance with the MDEP sizing requirements and provide the Water Quality Volume requirements. Date: August 31, 2022 Job #: 2021-036 Job Name: 212 Mid-Tecch Drive, West Yarmouth, MA Calc'd by: JKL RECHARGE DRA ND® TIME (MADEP Standard 3) All site soils within area of proposed bioswale 1 are HSG A and consist mainly of loamy sand. Therefore, the Rawls rate of 2.41 inches per hour is used for drawdown time calculations. Time (hours) = Rv / (K) (Bottom Area). Therefore, the drawdown time is: Bioswale 1: Where K = 2.41 in/hour Bottom Area = 509 sf Rv = 100 year basin volume from HydroCAD calc (3,746 co Time = 3,746 cf / (2.41 in/hr x 1 ft/12 in x 509 so = 36.7 hours Therefore, drawdown time for 100 -year storm event = 37 hours < 72 hours. OK. The Time to drain BMP meets 72 hour maximum. Bioswale 2: Where K = 2.41 in/hour Bottom Area = 446 sf Rv = 100 year basin volume from HydroCAD calc (3,746 co Time = 2,473 cf / (2.41 in/hr x 1 ft/12 in x 446 so = 27.6 hours Therefore, drawdown time for 100 -year storm event = 28 hours < 72 hours. OK. The Time to drain BMP meets 72 hour maximum. Bioswale 3 (existing, to be enlarged) Where K = 2.41 in/hour Bottom Area = 117 sf Rv = 100 year basin volume from HydroCAD calc (3,746 co Time = 1,246 cf / (2.41 in/hr x 1 ft/12 in x 117 so = 53.0 hours Therefore, drawdown time for 100 -year storm event = 53 hours < 72 hours. OK. The Time to drain BMP meets 72 hour maximum. 7. Pre and Post Development Drainage Area Plans, sheets C4.2 and C4.3 -@ $ , --6---G a 6 - 6 G-6.---�&---------G---�e�--°_G-P. -- -G- _--_- \ G OHW- OHW- OH OHW- HW OHW- OHW- OHW- OHW-_OHW- OHW- OHW- OHV1 OHW OHW- OHW- OHW_ HW OHW- &W-}- OHW- OHW- OH OHW- DRAY 011 j OHW� OHW r- � �- G DRIVEWAY L - - - - - - - - - - - - - - - - DRIVEWAY 1 - - _ - - DRIVEWAY cc9 c� C, - - - -i- _ STUDY MID -TECH DRIVE POINT #3 y� W .��W V/ Mo P VMATF 12_; EA '/ --� Ims-s �-- +i 177.a7 l :s�af.a7,-DRWAY-STOPmI DA -. \` y� 1 an 7.8a gyq 94 0.352 A ` y _ _ \• r� -4. .��(� ,,, oij+ m_- �c_-_---� --A `•�` \ I/; _- •� `ir a7.OS 47.99 -i8yp , a7. 48221y m i II I��`. CANOPY ° 18. x48.25 . ♦ `\ IR\\f/' / RLE IC CONDUIT/ - 12' CPP ��j1T ,{J'� APPROK �.�/ 7.97LOCATION {1 S -47.9'``` ` \ i-'•'- G -•.'i. DA -1 CB �iP7 C8 THRESHOLD EL. -48., PER DESIGN `I 1111 ��.-' 14559 SF 47 UTILITY 0.332 A --'-P -o ---'x.748 \``I I ENCLOSURE \ .'` , `�O': - \ DRPEWAY x47J8 y� ` IARC --47.48 � ' I x47.27 x47.39 .04 \ Tp /2 x47.90 7.83 _ x47a, �2}.".e G' �a�G N �- •7.7°. , `_� THRESHOLD EL= .74 DA -4 C -P CORP -I spy^o'dd '��l'•20 `�'I t,} I / / rxl nur. \ 2296 SF LAND COURT CERTIFICATE 0711410 STUDY ' °ff6„ oe °oeo�+ y�, 'Iq'� LAND COURT PLAN @37737-I LOT 57. o LAND COURT 11O 1411141 MASTER DEED 184 MID IECH CONOOMINIUMS PARCEL 8POINT #1 4/13 ik000;oae ° I� APPRO%IMATE LOCATION S 4 ROWS OF 5 CULTEC affiag,o d D H- 20 CHAMBERS IN 20.83* 'L S W x 38.5TONE H PER DELD, PER DESIGN -I n'_.°_� "'47.J5 x47.38 48.32 DA -2 �( 29063 SF D.667 A a9 i as.os-x48.22 1 _1R=47.49 47.29 12' CPP 046 \ `•`1{ /, APPROX. 0�---48� LOCATION �i'i 44 48.1 PER DESIGN/I r. 1° / , i is All � __ CTpIC 1rrrEEE EEE LI' - II 475 _ UT OFF r✓ti-•ten, �2D_ ON Po5T _ - 4J. R-48.38 -_` --f6 A58- - I M --__ a4vE ,- I ._4S" , f EL+48.89 2 '/ 47.74. . . CB GB 47.21 47.22 a • X48.08 -- YARMOUTH WATER DEPARTMENT BOOK 4620 PAGE 309 PARCEL 84/15 ` .053 A \ O"ITUR MID -TECH LLC LAND COURT 3 TATE 0218495 1 ` LAND COURT PLAN AN 327737-D LOT 36C PARCEL 84/11 �4D.54 c I 1 STUDYS ,1. POINT #4 5 I f7 FOR PERMIT ONLY - NOT FOR BAXTER NYE ENGINFFRING & SURVI YLNG BAXTER NYE ENGINEERING & SURVEYING Registered Professional Engineers and Land Surveyors 78 North Street - 3rd Floor Hyannis, Massachusetts 02601 Phone - (508) 771-7502 Fax - (508) 771-7622 www.baxter-nye.com STAMP STAMP CONSULTANT CONSULTANT PREPARED FOR: JDB 212 Mid -Tech Drive, LLC c/o Turtle Rock, LLC 231 Willow Street Yarmouthport, MA 02675 PROJECT TITLE Site Redevelopment 186 & 212 Mid -Tech Drive West Yarmouth, MA 02673 Q I AL 18131120221PER SITE PLAN RENEW COMMENTS DATE I DESCRIPTION SHEET TITLE Pre -Devi Drainage Areas Plan SHEET NO O DATE, DECEMBER 10, 2021 20 0 20 40 SCALE IN FEET S CAL E: 1-=20' CiTION I I OHW-- OHW O— HWOHW-1HW OHW— OHW OHW— OHW OHW OHW-- OHW OHW— OHW OHW-- OHW-- OHW-- -OHW— OHW--�- OHW OHW— OHW— OHW— OHN OHW— OHW__L OHW- - — — — — — — — — — — — — — — — — — — — — — — — 1 — — — — — — — — — — — — — — �— MID-IFECH DROVE \ STUDY - — tt POINT #3 .g 47.95 ------ .7.47AA �- \ 000 117-- R, 1 , _ 6 Al\ ELxg� I ,. 4p50 14789 7.40 c tam a 48� LP. P. p 41.15, I LP. 48.73 46.8 47 D555 SF - –DQ_3 4625 6 6 18 aF a.e2i�-' as}[ 4 0.380 A 4p3 A 47V__ -I xx ?5 ,8ga4 -• Y+` i N C -P CORP LAND COURT CERTIFICATE 11410 LAND COURT PLAN #37737- LOT 57 LAND COURT DOC.#438642 MASTER DEED 164 MID TECH CONDOMINIUMS PARCEL 64/13 ,a,a,a aaaa, " t a;e°°a °;oaa.'e°o ; ;2;00 =sa°e°, I I �,\ O J J J J J J x47.48 - I \\ i 4� f � __ "" " \ x47.18 47.81+ +47.56 @ �1 \ _ 7. •- 41.52 I , x48.04 �` S , C/Ce I \\ 47.38 i �qgc x47.27 x 47:38 x 47.90 _ 4744 \ \ 1 '_-- 20 �`' ;a STUDY = qa9� ® m @ ' ® ® ® ® 47.94 47.94 0 48,32 © m ® 47.94 POINT #1 ' �$... .. ' 92 .. — ' 7.._ —, .-,- n � —.un — "'. - , I -47.27 " .73 $BeAga°ao8, a4,°e89' 180 .. -^ 0. 11-` 4flOQ w I N/F MIO -TECH LLC EN I EN ONp — 18 D . •.I EN I EN �` OW I .OHO ENI EN ( 1 OHD ENI EN 0Np I y� ENI OHD EN I EN OHD I OHO a LAND COURT LAND RPLANR3217737E 02L.T936C EIyE�rT I PARCEL 84/11 W DI YIA61E�'ATE11.iH0IDING I I I I I Y 1 I I x48.54 DA -4 8 a I 576 A3tK DIO i1N0 SUAL"ALARM I - .1 'Nac ONTRoy PAN�L , ( (�ROP06ED I I 1 dON ACTCR BAYS _ o I 6 ' jl a rJ I® ia07 sF Dal Ac —e QRO 46.1^II�p(Y��j,`I(" I I 1; ROOF T1I STUDY HS99 SF 'POINT #4 062:1 ENE4EN 1 \ `N I EN Ii EN I EN I EN I Oq I EN I _EN 7F7 47.61 7.73 45..45 a.,., p_. 7,113 K.,. I - 'DA -5 - n .! 3525 SF ,, 4 48:24x -__ 081 AC 48 1— i41) - kN�E SIH+1Es_________--" -`N4OWILOPYARMOUTH WATER DEPARTMENT 1 � DEED BDOK 4820 PACE 309 i PARCEL 84/15 FOR PERMIT ONLY - NOT FOR ,NGINFERING & SURVl y BAXTER NYE ENGINEERING & SURVEYING Registered Professional Engineers and Land Surveyors 78 North Street — 3rd Floor Hyannis. Massachusetts 02601 Phone — (508) 771-7502 Fax (508) 771-7622 www.buxter—nye.com STAMP STAMP CONSULTANT CONSULTANT PREPARED FOR: JDS 212 Mid -Tech Drive, LLC c/o Turtle Rock, LLC 231 Willow Street Yarmouthport, MA 02675 PROJECT TITLE Site Redevelopment 186 & 212 Mid -Tech Drive West Yarmouth, MA 02673 8 &I, /31/2022 PER SITE PLAN RENEW LOWMENTS DATE DESCRIPTION SHEET TITLE Post -Devi Drainage Areas Plan SHEET NO 40 DATE: DECEMBER 10. 2021 20 0 20 4( SCALE IN FEET S CALE: 1-=20' ;ONSTRUCTION °ReW NB„,, °H FDNDYN 8. 2, 10, 25, 50, and 100 year Pre -Development HydroCad Calculations SP1 2P -0 SP3 Study oint 3 Study Point 1 Exist i g LB's - DA-1' DA-3 AID 4---e DA-4 Site Areas to DA_2 Site Areas to Road TorthBeehives/Multec 330s ChaambmberrArea C3 Infiltration wiN Forebays Site Areas to LB's SP4 Study Point N4 Subcat Reach on Llnk Routing Diagram for 2021-036 PRE-DEVT Prepared by {enter your company name here}, Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.008 39 >75% Grass cover, Good, HSG A (DA -4) 0.424 39 Pasture/grassland/range, Good, HSG A (DA -1, DA -2, DA -3) 0.052 98 Paved parking, HSG A (DA -3) 0.875 98 Paved roads w/curbs & sewers, HSG A (DA -1, DA -2) 0.045 30 Woods, Good, HSG A (DA -4) 1.404 78 TOTAL AREA 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 2- Year Rainfall=3.38" Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment DA -1 Site Areas to Beehives/Clultec 330s Runoff = 1.09 cfs @ 12.07 hrs, Volume= 0.080 af, Depth> 2.91" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 2 -Year Rainfall=3.38'1 Area (ac) CN Description 0.010 39 Pasture/grassland/range, Good, HSG A 0.322 98 Paved roads w/curbs & sewers, HSG A 0.332 96 Weighted Average 0.010 3.01 % Pervious Area 0.322 96.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum w 3 0 M Subcatchment DA -1: Site Areas to Beehives/Clultec 330s Hydrograph I I I I I 1 I I I I I I I I I 1 I I t I I 1 I I I 1 ®Runoff I I I I I i 1 I 1 1 I I I - Type; -LII- 24 -hr - I I I 1 - I - 2-Y6ar; Ra6nfall=3.38" I I , I I Runoff;Area=0.332 ac I I I I I I I I I I 1 I I I ..;.I Runoff Volume=0.080 of I 1 I I I I I I I I I I I Runoff Depth>2.91' Tc=5.0 min 1 I I 1 I I I I 1 7- I 1 I 1 I 1 I 1 1 C'N=96 1 I I I I I 1 1 1 1 I 1 I - I I I I I 1 1 I I 1 I I I t I I I I 1 1 1 1 1 i 1 1 I 1 I I I I I I I I I I 1 I I 1 I I I I I I 1 I I 1 I I I I I I I I I I 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type Ill 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment DA -2: Site Areas to LB's Runoff = 1.73 cfs @ 12.08 hrs, Volume= 0.120 af, Depth= 2.16" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 2 -Year Rainfall=3.38" Area (ac) CN Description 0.114 39 Pasture/grassland/range, Good, HSG A 0.553 98 Paved roads w/curbs & sewers, HSG A 0.667 88 Weighted Average 0.114 17.09% Pervious Area 0.553 82.91 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -2: Site Areas to LB's Hydrograph I 1.73 ds TYpel III 24 -hr 1 I I I I I I I I I I I 2 -Year! ; Ra,i nW 10.3$" I I I I I I I I'Ar I I RunioffIAreIa=0667 ac I 1 I I I I I I I I I I I I I 1 I I I 1 I 1 Runoff Volume=0.120 of I 1 I I I I I I I I I I I I � -----I----1 RU-noff De -- � -- �e-- 1 - f'f De - I -2.-1-6 v 1 I I 1 I I I I 1 I LL 1 1 I 1 1 I 1 1 II T&5.0 min I 1 1 I 1 I 1 I I I I 1 I I I I I I 1 1 I I I I I I I I 1 1 _ 1 I 1 1 I I 1 I I 1 I CN=88 r - I I I I I t I 1 1 I 1 1 I I 1 I I I I I I 1 1 I 1 I I I I I I I I I 1 I I I I 1 1 I I I I I I I 1 I I I I I I 1 I I I I I I I I 1 I I I 1 1 I 1 I 1 I I I 1 I I I I I I I 1 I I I I I I I 1 I I 0 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 2- Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment DA -3: Site Areas to Road Runoff = 0.01 cfs @ 12.49 hrs, Volume= 0.004 af, Depth= 0.12" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 2 -Year Rainfall=3.3811 Area (ac) CN Description 0.300 39 Pasture/grassland/range, Good, HSG A 0.052 98 Paved parking, HSG A 0.352 48 Weighted Average 0.300 85.23% Pervious Area 0.052 14.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -3: Site Areas to Road Hydrograph 1 I I I i I 1 I 1 I I I I I 0.007 0 Runoff i I I I 1 ! I I 1 O:OT. cfs--j---1----i --1---7---I'---1---T---i ---I---7---i ---1---- 0.007 _ .a---1-----J---1---L- I I Type;lll-24-hr I I l 0.006 1 I I 1 I 1 1 I -r---r-7-i---T---r- I ° I - =1Faar;RainfaH= .3$ .°05 - -1 JL -'' - --- -- 1 --.�-'-1------I--- �- _ 0.005 Runoff At Runoff ac - -- T ---I- -- --- - - - - - - I - - - -4--- - i ;---, 0.004 Runoff Vollume=0.004 of �..''. i '�. 1 I I I I I I I I I 0004 ' Runoff Depth.=0,12'°- .... •- I , - I. �:. .-� I I t I 1 1 1 - I I I I 1 I c 0.003 --'--- ---' ------------- -- &5.0 -min - LL I:, I--- f -- ---,---1 � 1 1 1 I 7 ---I 1 0.003 �� 1 _ C _ 4, 0.002 1 I I I 1 1 I I 1 I - -r---I'--rr---1----1--.v:�`.,�-----1---7---r---I---'r---r---1-- 0.002 ----I---'--- -- '---'----I----'--- -.F.. 1 ,---'--- I '------I---'I-- I I I I I I I I 1 I I I I I 0.001 0.001 I I I 1 1 1 1 I I 1 I 1 1 I 1 1 I 0.000 r » 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 2-YearRainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DA -4: Area to north Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 2 -Year Rainfall=3.38" Area (ac) CN Descri 0.045 30 Woods, Good, HSG A 0.008 39 >75% Grass cover, Good, HSG A 0.053 31 Weighted Average 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM w 0 LL Subcatchment DA -4: Area to north Hydrograph I I I I 1 I I I I I I I I I I i TYP4 III 24 -hr 2 -Year' Ra'Jnfall=8.38" i 1 I I i I Runoff;Area=0.053 ac I I I I I 1 i I I Runoff Volume=0.000 of Runoff Depth=0.00" I I I I I I I I I I I I I I 1 I 1 i I I I I I I I I i I ITc=5.0 min I 1 1 I I I I I I 1 I 1 I I I I I I I I I I I I 1 1 I C, \=31 I I I I I 1 I 1 i 1 i I I I I I 1 1 1 1 I I 1 I I I I i 1 I I 1 I i I I 1 I I f I I I I I I 1 I I I 1 1 I I I I I I I i I I I i I 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Time (hours) Runoff »� ;�:,,.,_ „��� �„,�.,n ��� „ry ,,n, lorry ��,r �,r..�,r„c ����.x .., .F��..� ��A4,:,F. ��b. F:. x.� ::...E ,a� ,,,.�». ,.� .:.,.,� Yam • .mar.:, a� -..,..,.,« � ��..;sa� n.�._R..� �.�,_n..� ._..,�,�.a..�a ��,.—.,.�._�.�,.m,.�_ 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HvdroCADO 10.00-11 s/n 04803 © 2014 HvdroCAD Software Solutions LLC Paae 7 Summary for Reach SP1: Study Point 1 Inflow Area = 0.332 ac, 96.99% Impervious, Inflow Depth = 0.00" for 2 -Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs 1 1 1 i I I 1 1 I i 1 1 I I 7 t I I1 I i I I I wI I I 1 I I 1 1 I 1 O v I I I I 1 3 1 I 1 1 I p I I 1 I 1 LL I I 1 I 1 I I I 1 I I 1 1 I 1 1 1 1 1 1 1 I 1 1 1 I I I I I I 1 I 1 I I I I I I I 1 I 1 I I I I I I I I I I I 1 I I I I I I I Reach SP1: Study Point 1 Hydrograph rd"�.�i�.�'.�A�I�.�.o.l��.�',.�o`.P�.��v.1Fvlrsri✓ ,�I���i�iirtiris.,��i�f�i�,,✓✓,%�,ji����r,�,fir,�r�.��,,i..,��r,.%iff...�ii�s,�rr�i.�rr.�,eiie.,�i,�r.��i��rr� 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 8 Summary for Reach SP3: Study Point 3 Inflow Area = 1.019 ac, 59.37% Impervious, Inflow Depth= 0.04" for 2 -Year event Inflow = 0.01 cfs @ 12.49 hrs, Volume= 0.004 of Outflow = 0.01 cfs @ 12.49 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Reach SP3: Study Point 3 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) %/ 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 2 -Year Rainfall=3.38" Prepared by (enter your company name here) Printed 8/30/2022 HvdroCAD®10.00-11 s/n 04803 © 2014 HvdroCAD Software Solutions LLC Page 9 Summary for Reach SP4: Study Point #4 Inflow Area = 0.053 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2 -Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 mil Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Reach SP4: Study Point #4 Hydrograph I i 1 I 1 I I I I I 1 I I I I I I I I 1nf16W Area=0:05 a'c I 1 1 o LL I I I I I I I 1 I 1 I 1 I I I 1 I I I 1 I I 1 I I I 1 I I I I I I I I I I I I I I I I I 1 1 I I I I I A I I 1 I I I 1 1 I 1 I 1 I 1 I I 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) E3 Inflow El Outflow 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type /I/ 24 -hr 2-YearRainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 ©201_4_HydroCAD Software Solutions LLC Paae 10 Summary for Pond 1 P: Cultec 330 Infiltration Chamber with Forebays Inflow Area = 0.332 ac, 96.99% Impervious, Inflow Depth > 2.91" for 2 -Year event Inflow = 1.09 cfs @ 12.07 hrs, Volume= 0.080 of Outflow = 0.19 cfs @ 12.51 hrs, Volume= 0.080 af, Atten= 82%, Lag= 26.5 min Discarded = 0.19 cfs @ 12.51 hrs, Volume= 0.080 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Peak Elev= 43.79'@ 12.51 hrs Surf.Area= 802 sf Storage= 956 cf Plug -Flow detention time= 30.3 min calculated for 0.080 of (100% of inflow) Center -of -Mass det. time= 30.2 min ( 805.5 - 775.3 ) Volume Invert Avail.Storage Storage Description #1 44.00' 4,299 cf Custom Stage Data (Conic)Listed below (Recalc) x 2 #2A 42.07' 701 cf 20.83'W x 38.50'L x 3.54'H Field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #3A 42.57' 1,088 cf Cultec R-330XLHD x 20 Inside #2 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 6,088 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 44.00 84 0 0 84 45.00 233 152 152 239 46.00 451 336 488 467 47.00 1,459 907 1,395 1,480 47.35 2,936 754 2,150 2,958 Device Routing Invert Outlet Devices #1 Discarded 42.07' 8.270 in/hr Exfiltration over Wetted area from 42.06' - 99.61' Excluded Wetted area = 0 sf #2 Primary 47.02' 10.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.19 cfs @ 12.51 hrs HW=43.79' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.07' (Free Discharge) t-2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 Hydro CAD Software Solutions LLC Page 11 Pond 1 P: Cultec 330 Infiltration Chamber with Forebays - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD(Cultec Recharger0330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'X'"7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length +12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows= 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids'= 701.1 cf Stone Storage ✓ Chamber Storage + Stone Storage = 1,789.0 cf= 0.041 of Overall Storage Efficiency .= 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone 11 Millis. 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 2-YearRainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 12 Pond 1 P: Cultec 330 Infiltration Chamber with Forebays Hydrograph 1 t I I 0 0Inow to Outflow � Discarded - - - - - - - - - - -1- - - - - Inflow Area=O , -332- ac - o Primary I I I I I I 1 I I I I Peak EIIev-43.79' I 1 I I 1 1 I 1 Storage =I956 of I I I I I 1 I I I I I I I I U. I i I I I 1 I I I 1 1 I I 1 I t 1 I I I I 1 I 1 I I I I I I 1 I I C I 1 I I I 1 1 1 1 I I I I I I I I I I I I I I 1 1 f I I U I I 1 1 I 1 I 1 I 1 1 I I I I 3 I ! I I I I I 1 I 1 I 1 I I I I I 1 I 1 I I I I 1 I I 1 I I I I I I I I I t 1 I 1 1 I 1 I I I I 1 I I I I 1 ( I t 1 I 1 1 1 I I 1 I I 1 I 1 I I I 1 I 1 I 1 0.19 Ci5'1. I I 1 I I I r I f I ,1 1.0.19 CiS' 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 2-YearRainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 13 Summary for Pond 2P: Existing LB's Inflow Area = 0.667 ac, 82.91% Impervious, Inflow Depth = 2.16" for 2 -Year event Inflow = 1.73 cfs @ 12.08 hrs, Volume= 0.120 of Outflow = 0.39 cfs @ 12.48 hrs, Volume= 0.120 af, Atten= 77%, Lag= 24.3 min Discarded = 0.39 cfs @ 12.48 hrs; Volume= 0.120 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Peak Elev= 41.05'@ 12.48 hrs Surf.Area= 1,176 sf Storage= 1,407 cf Plug -Flow detention time= 25.9 min calculated for 0.120 of (100% of inflow)``, Center -of -Mass det. time= 25.9 min ( 837.8 - 811.9 ) Volume Invert Avail.Storage Storage Description #1 38.50' 2,650 cf 14.00'W x 14.00'L x 6.50'H Prismatoidx 6 7,644 cf Overall - 1,018 cf Embedded = 6,626 cf x 40.0% Voids #2 39.00' 1,018 cf 6.00'D x 6.00'H Vertical Cone/Cylinderx 6 Inside #1 #3 47.40' 623 cf , Custom Stacie Data (Conic)Listed below (Recalc) 4,291 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store ° Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 47.40 4 0 0 4 48.00 3,000 623 623 3,001 Device Routing Invert Outlet Devices #1 Discarded 38.50' 8.270 in/hr Exfiltration over Wetted area from 38.40' - 45.00' Excluded Wetted area = 0 sf #2 Primary 47.88' 10.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Discarded OutFlow Max=0.39 cfs @ 12.48 hrs HW=41.05' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.39 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=38.50' (Free Discharge) t -2=S h arp-C rested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 111 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 14 Pond 2P: Existing LB's Hydrograph i I i I I I I I I I I I 1 ED Inflow 773 cts' I I ( 1 El Outflow I I 1 I I I I I 1 I I I I I 1 ESDiscarded 1 1 I 1 1 1 Inflow Area -0.667 ac p Primary 1 I I I ( I I I I I I I I I I Peak EIeV=41.05' I I 1 I I I 1 1 I I I I I I I ( I 1 I I I I Storage=11,407 cf 1 I I I 1 I w I I I 1 1 1 r I 1 I I I 1 I I I v I I I 1 1 I I 1 1 1 I I I I 1 I 1 I I I I I I I I 1 I I 1 I I I I LL I I I l 1 I ( I 1 I 1 I I I I I I 1 I I 1 I 1 I I I 1 I I I I I I I 0.39 Cf5.7 � I 1 I 1 I I 1 1 I I I 1 1 I 0.39 ds I I I I 1 I 1 I 1 I I I 1 I I I t I I 1 I I 7 1 I I I 1 I I I I I I I I I I I 1 I 1 I I I 1 I I t 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 1/124 -hr 10-YearRainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10 00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment DA -1: Site Areas to Beehives/Clultec 330s Runoff = 1.61 cfs @ 12.07 hrs, Volume= 0.122 af, Depth> 4.39" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 10 -Year Rainfall=4.92" Area (ac) CN Description 0.010 39 Pasture/grassland/range, Good, HSG A 0.322 98 Paved roads w/curbs & sewers, HSG A 0.332 96 Weighted Average 0.010 3.01% Pervious Area 0.322 96.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -1: Site Areas to Beehives/Clultec 330s Hydrograph I I I I I I I I I I I I 1 1 � I I I I 1 1 I I I I I I I I Q Runoff I I I I I I I I 1 I 1 I I I 1 T e I I 124-h r y p ! I I I I . I I 1 b -Year; Ra'J nfall='4.92" 1 1, I I I I I I I Runoff:Area=0.332 ac . J. I I I 1 1 I I I 1 I I I I i I I - -- -s --- -- -- ._Runoff Volume 0.1"22 _ I I I 1 I I I t I I I I I I ! Runoff ®ep l th>4.39" 1 7 I. I iT&5.0 min LL .1 1 1 I I I f I 1 I I I 1 I 1 1 1 I I 1 1 I C, 4N' \=96 I I f 1 I I 1 I 1 I 1 I I 1 I 6 8 10 12 14 16 18 20 22 2 _ 4 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 10-YearRainfa11=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment DA -2: Site Areas to LB's Runoff = 2.82 cfs @ 12.07 hrs, Volume= 0.200 af, Depth> 3.59" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 10 -Year Rainfall=4.92" Area (ac) CN Description 0.114 39 Pasture/grassland/range, Good, HSG A 0.553 98 Paved roads w/curbs & sewers, HSG A 0.667 88 Weighted Average 0.114 17.09% Pervious Area 0.553 82.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftfft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -2: Site Areas to LB's Hydrograph I I 1 1 1 I 1 I 1 •-r---1---�---r---r---1---�---r---i---;----i----r`--r---I----1----r---r--- Runoff 1 1 I I I I I I I 1 I I 2.82cf3 I I I 1 I I 1 I I 4 I I I Type; III 241 -hr 1 I I 1 I I I I l I I 10 -Year; Rainfall=4.92" � � I Runloff;Area=0.667 ac 2 Runoff Volume0.200 of I I I 1 1 I I I I I I 1 1 I I I ` Runoff Depth>3.59" 3 I I I I I I 1 I I 1 t I 1 I t I Tc' 5.0 min LL t I 1 I t 1 I 1 1 I 1 I 1 1 I I I I I I I 1 I I-GN_`88- - _I_ _ _ _ L _ _ _ L _ _ _I_ _ _ J _ _ _ 1 _ _ _ L _ _ _t_ _ - J _ Oji[ I 1 I 1 I 1 1 I 1 I I I I - 1 I 1 1 I I I 1 I I I I 1 1 I 1 I I I I I I 1 I 1 1 I I I I I I I I 1 I I I I I I I I 1 1 1 I I 1 I I 1 1 I I I I I I I 1 I I 1 1 I 1 I 1 1 I 1 1 I I I I I I I I 14 16 18 20 22 24 26 28 30 32 34 M 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type Ill 24 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment DA -3: Site Areas to Road Runoff = 0.12 cfs @ 12.12 hrs, Volume= 0.016 af, Depth= 0.56" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 10 -Year Rainfall=4.92" Area (ac) CN Description 0.300 39 Pasture/grassland/range, Good, HSG A 0.052 98 Paved parking, HSG A 0.352 48 Weighted Average 0.300 85.23% Pervious Area 0.052 14.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -3: Site Areas to Road Hydrograph 0.13 --II----I-'-r---� I I 1 I ---I---'t_--r---�---1----T---r-_-I__-,___-Y---r--'i---'Y--- �s 1 1 1 0 Runoll 1 1 1 I I 0.12 tf5c; ._ _ _ I_ _ _ , _ _ _ T _ _ _ i _ _ __i. _._ _ i _. _ _ r _ _ _ I _ _ _ _ _.._ T _ _ _ °.12 --1 I Type; -III -24-hr - 1 -,- -,`--,-`.,-.-`.-,.-- , 0.11- J 1 10 Ra`nf611=' 0.1 "-1----'-- --'i-- -----;- -;--i ---I- -- - -_ _.--'--._ - -4 -Year' .-92" N ---;--- }---- {---+--RunoffArea=0.3t2 ac - 0.09 I 1 ,. - I _., ---,--T- : ------ ---r------ - 0.08;�--Runoff-i/olume=-0.-016-af I ! I {y I I I I 9 °.° - --;---; -.---; --; RU�InoffDept-h .-55'°'- 0 LL 0.06 4 T&5.0 min ., 0.05':■V- /�N—_4/�`}/[ 0.04- I f 1 I I I 1 I I - r ---I- - -r- :`--I----r---r---r--��M-----r---r ---r---7---r---I--- - - - 'r--- 0.03': 1 I I I 1 I I I I 6 I I ! I I 0.02-:1 1 1 1 I 1 I 1 t I I I 1 I I I 1 :- t I I I 1 ---1 -- 0.01 I 1 0 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 10-YearRainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment DA -4: Area to north Runoff = 0.00 cfs @ 22.85 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 10 -Year Rainfall=4.92" Area (ac) CN Description 0.045 30 Woods, Good, HSG A 0.008 39 >75% Grass cover, Good, HSG A 0.053 31 Weighted Average 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM Subcatchment DA -4: Area to north Hydrograph 0.000 1 I 1 1 1 I I I I I I I I I I 1 j1 I 0 Runoff 0.000 -'-------'----'----I---'----'----'- -'----'----'---1----1----'-------'--- I 1 I 1 1 o:oo: C(S'. I 1 I I 0 ° - - L4--11" -I- 7---r---I-- 7---r---I----7---7---1----1---t---1----I--- I` PO -------------- ° 0 ' I I '— ;-7-----�---7---j 1 O=Year-RaWall 4.;9 - - --�---7--'I----�--- -,- ----- ° I I I ,-- A- unoffkea' 0:053; ---;- -----;--- -----; ---; --�--- 0 _,___ -- ---- ___,____,_ �___+_ _- -------------------- ° ' O;af T- -Runoff-Volume=0. --;---7---r---;---T-------11 N 0 ° _Runoff -D -k- -4._0--_I-__I_ Tp __ I___ ___I -_..J_-_1__,1____1___. min ---I- , p - ---1---7- _ -� --- ------ "-__I __-..---1---I---I I 1 1 I I 1 1 I I 1 0 '" _I_ _ _ J _ _ _ L - _ -I- _ _ J _ - _ L . .I_ _ _ I - _ _ I -___J _ - _ _ - 1 - _ - L _ _ J _ - _ 1 --- 01, 0 I I - I _ 1 _ 1 - - I 1 - - - 0 �r .z _I___ _I_ __ _ _ ___7 _ __ _ __ _I_..._ _ - _ _ _I__-_ _ _ _I__ __I.__._-_-_ _ -_ - -_ _ 0 T -I-__ �___L ___i___J___.1 '.__I_I___.I I J__- _ _ _ ---------- 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 19 Summary for Reach SP1: Study Point 1 Inflow Area = 0.332 ac, 96.99% Impervious, Inflow Depth= 0.00" for 10 -Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs 0 F v 3 0 LL Reach SP1: Study Point 1 Hydrograph 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) FS -1 n—fi —w El Outflow 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 111 24 -hr 10-YearRainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 20 Summary for Reach SP3: Study Point 3 Inflow Area = 1.019 ac, 59.37% Impervious, Inflow Depth = 0.19" for 10 -Year event Inflow = 0.12 cfs @ 12.12 hrs, Volume= 0.016 of Outflow = 0.12 cfs @ 12.12 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Reach SP3: Study Point 3 Hydrograph I I 1 I I I 1 1 I I I t I I _1___7___1_,___1___?.___ I 1 1 I 1 1 1 I 1 I ®Inflow 0.13 ' ---'--- -, - 1 0:12 cts ---1----1--- ---1----1"--1----'----'---I'--- ---I---'---I---- 1 1 1 1 1 1 1 1 I 1 I I I El Outflow I 0.12 Cfs I I I 1 I � I I -� Ihfl' w Area 1401 -0 -ac-- 0.12 1 1 � 1 I 1 1 1-- , 1 'f 1 I 0.11 - -I---t r"�'� I --r---r--r---I---r---r---1---t---I----r---r---1 --r--- I I I t I , 1 0.1- .1 1 1 I 1 1 1 1 1 0.09' 0.09 0.08 -I___.,___, 5.., _._t___1___t_________r___1___t___1.-__n_-_r___I___r___ V- �- 0.07 � __ _-_ _ �,.d - 1 _ 1 - I - 1 _ - I _ I _ - I _ 1 I _ 1 - 1 - 1 - - ____ _I_ ___ __ _I_ __ _1_ ______ ___ ___ _1_- 3 I I d I I I I ( I I 1 I I I I I 0.06 J _ _ _ L _ _ _1 _ _ _ 1 _ _ _ I_ _ _ J _ _ _ L _ _ -1 _ _ L 10 0.05 -1----t Y --r---r--t---I----t---r---I---t---1----t---r---I---r,-- 0.04-:-, 0.03 � ' - ; I 11 -,- --,--- ---, -,---,----I--- ; - -,--- -,----1---; --- 1- 1 1I 0.02 0.02' _ --_*-__ 0.01 I I I I 1 I I I I a 0 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 10-YearRalnfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10 00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 21 Summary for Reach SP4: Study Point #4 Inflow Area = 0.053 ac, 0.00% Impervious, Inflow Depth = 0.01" for 10 -Year event Inflow = 0.00 cfs @ 22.85 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 22.85 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Reach SP4: Study Point #4 Hydrograph I I I -I---;---� -;---i---I---� -- I---; - ,-=-, --,- ,---I--;---I----,--- Inflow 0.000 _I__ 1___I_ 1 --- --L-- I_ ---1 __1. -1 OU)W 0.000 Q I I I OO cfs I I I I 000ct __II1__ I nfow__. p►r_ear#9:053- yy_rI O ____ 0 _ _-_--_--- --- I I I I,_ 1 0 1 I I 1 I Q I 1 _ I - Q___L__J_ I LL 0 I� - I _ - Ir _ -I- - �- --- �'- -I i_ _ _ _ _ _ _ _ _ _ _ _ _ - I I 1 1 I O I I I I I I I ---- --1--- Y O-I.__ -_ --- -- ___ _ _ __ -__I' ___1___1___1___1___ ___'-__ j___ I O --"7---r--r7 -1--T---r--�- 0 0 11 0 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type Ill 24 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 22 Summary for Pond 1 P: Cultec 330 Infiltration Chamber with Forebays Inflow Area = 0.332 ac, 96.99% Impervious, Inflow Depth > 4.39" for 10 -Year event Inflow = 1.61 cfs @ 12.07 hrs, Volume= 0.122 of Outflow = 0.28 cfs @ 12.52 hrs, Volume= 0.122 af, Atten= 83%, Lag= 26.8 min Discarded = 0.28 cfs @ 12.52 hrs, Volume= 0.122 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Peak Elev= 44.64'@ 12.52 hrs Surf.Area= 1,144 sf Storage= 1,598 cf Plug -Flow detention time= 44.0 min calculated for 0.121 of (100% of inflow) Center -of -Mass det. time= 43.8 min ( 812.8 - 768.9 ) Volume Invert Avail.Storage Storage Description #1 44.00' 4,299 cf Custom Stage Data (Conic)Listed below (Recalc) x 2 #2A 42.07' 701 cf 20.83'W x 38.50'L x 3.54'H Field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #3A 42.57' 1,088 cf Cultec R-330XLHD x 20 Inside #2 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 6,088 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 44.00 84 0 0 84 45.00 233 152 152 239 46.00 451 336 488 467 47.00 1,459 907 1,395 1,480 47.35 2,936 754 2,150 2,958 Device Routing Invert Outlet Devices #1 Discarded 42.07' 8.270 in/hr Exfiltration over Wetted area from 42.06' - 99.61' Excluded Wetted area = 0 sf #2 Primary 47.02' 10.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.28 cfs @ 12.52 hrs HW=44.64' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.28 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.07' (Free Discharge) 't --2=B road -Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 10-YearRainfa11=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 23 Pond 1 P: Cultec 330 Infiltration Chamber with Forebays - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharger0330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length +12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows= 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids = 701.1 cf Stone Storage Chamber Storage + Stone Storage = 1,789.0 cf = 0.041: of Overall Storage Efficiency = 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone N'� r i ,�}�; 3..k+m� S 4x $ } S3 Sh^ t OR, INN ¢ d # kx 4 i�V xsi F k t 511 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 111 24 -hr 10 -Year Rainfall=4.92" Prepared by (enter your company name here) Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 24 Pond 1 P: Cultec 330 Infiltration Chamber with Forebays Hydrograph 1 I I 1 I I ! ® Inflow 1 1 1.61 ch 1 1 1 1 1 1 I 1 I EDoufOw I I I 1 I I I I I I I I I I 1 ElPPrim Inflows, Area=0.332 ac ® rimaryry a I ded Peak EI'ev=44.64' I 1 I ( I I 1 1 I I I I I I I I Storage=1,598 cf -- I I I I r I I 1 1 1 I I I I I I I 1 I 1 I I I I I I 1 ! 1 I I I 1 I f r 1 I I 1 I I I I I I 1 v1 1 I I I I I I 1 I I I 1 I I I I 1 I 1 I 1 I I 71 I 1 I I CI I 1 I 1 I I I I 1 V- I I I I I 1 I ( I I I 1 1 I I 1 1 I 4 I I I I 1 0.28bfs... 1 ( 1 I I I I I I I 1 1 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type III 24 -hr 10-YearRainfal1=4.92" Prepared by {enter your company name here) Printed 8/30/2022 HdroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 25 Summary for Pond 2P: Existing LB's Inflow Area = 0.667 ac, 82.91% Impervious, Inflow Depth > 3.59" for 10 -Year event Inflow = 2.82 cfs @ 12.07 hrs, Volume= 0.200 of Outflow = 0.53 cfs @ 12.51 hrs, Volume= 0.200 af, Atten= 81 %, Lag= 26.2 min Discarded = 0.53 cfs @ 12.51 hrs, Volume= 0.200 of Primary = 0.00 cfs @ 5.00 hrs, ;Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Peak Elev= 43.31'@ 12.51 hrs Surf.Area= 1,176 sf Storage= 2,704 cf Plug -Flow detention time= 41.3 min calculated for 0.200 of (100% of inflow) Center -of -Mass det. time= 41.3 min ( 838.8 - 797.5 ) Volume Invert Avail.Storage Storage Description #1 38.50' 2,650 cf 14.00'W x 14.00'L x 6.50'H Prismatoidx 6 7,644 cf Overall - 1,018 cf Embedded = 6,626 cf x 40.0% Voids #2 39.00' 1,018 cf 6.00'D x 6.00'H Vertical Cone/Cylinderx 6 Inside #1 #3 47.40' 623 cf Custom Stage Data (Conic)Listed below (Recalc) 4,291 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 47.40 4 0 0 4 48.00 3,000 623 623 3,001 Device Routing Invert Outlet Devices #1 Discarded 38.50' 8.270 in/hr Exfiltration over Wetted area from 38.40' - 45.00' Excluded Wetted area = 0 sf #2 Primary 47.88' 10.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Discarded OutFlow Max=0.53 cfs @ 12.51 hrs HW=43.31' (Free Discharge) 't--1=Exfiltration (Exfiltration Controls 0.53 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=38.50' (Free Discharge) 't -2=S harp -C rested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 26 Pond 2P: Existing LB's —Aydrograph i s s 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type /1124 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment DA -1: Site Areas to Beehives/Clultec 330s Runoff = 1.94 cfs @ 12.07 hrs, Volume= 0.147 af, Depth> 5.32" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 25 -Year Rainfall=5.88" Area (ac) CN Descriotion 0.010 39 Pasture/grassland/range, Good, HSG A 0.322 98 Paved roads w/curbs & sewers, HSG A 0.332 96 Weighted Average 0.010 3.01 % Pervious Area 0.322 96.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -1: Site Areas to Beehives/Clultec 330s Hydrograph I 1 1 I t 1 I 1 I I I I I I I 1 I I I I Type; III 24 -hr 25 -Year; Rainfal1=5.88" Ru6off;Area='.332 ac I I 1 1 I 1 1 I 1 I t I Runoff Volume=0.147 of I I 1 I I 1 I 1 I I I I Runoff Depth>5.32 Tc 1=5.0 min I I I I I 1 I I I 1 I 1 I CN=96 I I I I I I I I I 1 I I I I 1 1 I I I I I 1 1 I 1 I I I I 1 I I I I I 1 I I 1 I I I t I I I I i I I I I 1 I I I I I I I 1 I I I I I I I I I I I I I I I I I 1 f I I I I I 1 I I I I I I I I I I 1 I I I 6 18 20 22 24 26 28 30 Time (hours) 40 0 Runoff 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment DA -2: Site Areas to LB's Runoff = 3.51 cfs @ 12.07 hrs, Volume= 0.251 af, Depth> 4.51" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 25 -Year Rainfall=5.88" Area (ac) CN Description 0.114 39 Pasture/grassland/range, Good, HSG A 0.553 98 Paved roads w/curbs & sewers, HSG A 0.667 88 Weighted Average 0.114 17.09% Pervious Area 0.553 82.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -2: Site Areas to LB's Hydrograph I I I 1 I I I I I I I I � 1 L I I I I I I I I I � I I ®Runoff 3.5cfsI I 1 1'" I I I I I 1 1 i I i I 1 I 1 1 I 1 Type; III 24�-hr f I i I I I I I I I I I r./ 1 I i I 1 I 1 I I I I I 1 I I i I �O_ - 3 . -- I 2 s=Yiaar; Rainfall -.$8 1 I I I I Runoff �Area=I0'.667 ac Runoff Volume=0.251 of -(- w -I-- - -1-- a ---I----I-- - - -- } - - ' _I-- Runoff Depth>yi .5 1"- 2-" I 1 I I I i I I I I LL I I I I I I i I I. !Tc -5.0 min 1 I I 1 I i I 7 I I 1 I I 1 i I I I I CSN=88 I I I I I 1 I I I 1 4 I___.____ I I I 1 I I I I I I I I I 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 111 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10 00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment DA -3: Site Areas to Road Runoff = 0.29 cfs @ 12.10 hrs, Volume= 0.028 af, Depth= 0.95" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 25 -Year Rainfall=5.88" Area (ac) CN Description 0.300 39 Pasture/grassland/range, Good, HSG A 0.052 98 Paved parking, HSG A 0.352 48 Weighted Average 0.300 85.23% Pervious Area 0.052 14.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -3: Site Areas to Road Hydrograph 0.32 _-'----'---�---'----'----'---L---'----'----'---�---�-- -' '-'----'----'---1--- ;Runoff i 1 •.. I I 1� I I 1 i 1 i 1 r� 1 1 i i 0.3 - f 0.29.'dai - ---'----7--- - -- I - - -'- - - -- - - 1 - - -I- - ---- --- o.za - T e' III4-hr -- i 25 -(ear Rainfall- --- 1 - T i- -r-r-r---i---�----r r r- - � � 0.26-'---+-- Qn =5, -88' - 0.24 ; __-'---'----'----'----'-- 1 0.22 - - - Run;of'fiArea=0:3v2-ac -i ----r- --i- r-`--r---r-----T- r----- _r-- r --1------ 0.2 _ , Runoff-volume=0._028 of - w 0.18 --- -.,- --- -- --- - - -- Rlunoff-Depth=0:95" - 0.16 .--i -r T -----r-r------T----r---c T =5 E 0.14. :0-- .-- min 0.12 -..r.._ G -N1 = 0.1 1 .1 1 T-_ r -I--7--_ 1 - 0.08 " r . 0.06_ -------'------ `----'-- '--------'---'-------'----I--- 0.04 ,..r _:�-1 -__-.T._ --- '. <• ;;-•'r-.-_1' `I---T---r---1----�----Y--ter- �--•-?r--- nn I I I 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment DA -4: Area to north Runoff = 0.00 cfs @ 15.26 hrs, Volume= 0.000 af, Depth= 0.09" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 25 -Year Rainfall=5.88" Area (ac) CN Description 0.045 30 Woods, Good, HSG A 0.008 39 >75% Grass cover, Good, HSG A 0.053 31 Weighted Average 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM 0.001 ' ---- --- --7-- I I 0.001 0.001 I .001 0.001- 0,000 0.0007 1 I I I 0.000 ; - - N ' .000 0.000- 0 0 0.000 - LL -r--y---r-- r 0.000 -r---I---r---r 0.000 I I I I 0.000 Q 1 I I I I I 1 I 0 Subcatchment DA -4: Area to north Hydrograph I 1 I I I I I I I I I I ®Runoff 0.00 dt. I I I I I I 1 1 I 1 I I I I I 1 I ---; -- ;---T ---,-. - ------Ty' pe 111 -24 -hr- -- - 25=1fear;RaJn1'611=$:88" - 1 I -; Runoff' �4rea=�T.053 ac- Runoff; Volume=,0.0,00 8f Runoff Depth=0.09" --'--,---;---�-- TcT5.0 min -I---r---r--1---T-- ---1---7---1-------T- i -- -'- -- -I- -- 1 I I I 1 I I 1 1 I I I I 1 1 __-1 _ - _I -__I_- I I 1 I 1 1 I I I I I 1 - I�--7 -_ -I---- I 1 1 1 1 1 I J _ _ _ L _ _ _ I_ _ _ J _ _ _ 1 1 I I I I I I I 1 I I I 6 8 10 12 14 16 18 20 22 24 M 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10 00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 31 Summary for Reach SP1: Study Point 1 Inflow Area = 0.332 ac, 96.99% Impervious, Inflow Depth = 0.00" for 25 -Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs k w 3 0 LL I I I I Reach SP1: Study Point 1 Hydrograph I I I I I I I 1 I I i I I I 1 I I I I 1 I I I i I I I 1 I I I i I A I [nflow Area; 033ac 1 I I 1 I I I 1 1 I I 1 1 1 1 I I I I I I I 1 I I I I d I I I I I 1 1 I I I 1 1 11 I I I 1 1 I 1 I I 1 1 I I I I i I I 1 i 1 I 1 I 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) IN Inflow ® Outflow 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 32 Summary for Reach SP3: Study Point 3 Inflow Area = 1.019 ac, 59.37% Impervious, Inflow Depth= 0.33" for 25 -Year event Inflow = 0.29 cfs @ 12.10 hrs, Volume= 0.028 of Outflow = 0.29 cfs @ 12.10 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Reach SP3: Study Point 3 Hydrograph 0.32 � I '---+-- '----+---t--_-'---+-------'---�--- --- --- 1 I I 1 I i i --- - -- +---�--- E3 Inflow I I I I _i___1 0.29 C(5 L L__1___L__J_L 111__-LIL___ -- - -1--- ®Outflow 0.3- 1 -;--- ; o.z9��5 - ---;- ;---;--- ;-- Infl-ow' Ar;-�a 1-X019-�c- - 0.28 0.26":. -r--�------r---r--r---r---i---r------r---r-----r------r--- I 0.24 --I---j---�---*---1'---t ---1---y---r---1---t---I---rt---r---I---t--- L___I___1___1__-J___L___I___.l_ _11_- L_ 0.22-' - _I__ -L_ 0.2- _ /' • 1 I x 1 I I' I I I 1 1 1 1 0.18 �• l I I I i I I T--- 7___r__,___r___1___7_.__1-.__,___1,___I___r � I I � �;-,� I 1 1 1 i 1 1 1 I 1 I I 1 0.16 _ r - - - --- t---I'--ti---F---I---t -^-1----t---r---1---t--- 3 LL 0.14 I r 0.12 _ -1- -- � ,`,�.. -- I-- -1- -- �-- I I I i I I 1 I f 1 1 I I I I • I I 1 I I I 1 I I 1 ! 1 I 1 I 0.08- - - - 0.06- I 1 I - - - ' ----�'-- `-i----'----I---'----'----i--'1------i--'----�`-- 0.04 � 1 1 ✓,� � I I I I 1 I I I I 0.02 0 . .1 6 8 10 12 14 6 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 25-YearRainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD010 00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 33 Summary for Reach SP4: Study Point #4 Inflow Area = 0.053 ac, 0.00% Impervious, Inflow Depth = 0.09" for 25 -Year event Inflow = 0.00 cfs @ 15.26 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 15.26 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Reach .: Study Point ..... 0i 0.001- ------- `O .001 �. 0.001 0. 0.000-2;/? 0.000 - POW 000 0.000 0,000 RIM€ 0.0007 �g li�i�,i�iiis�rii,. �e.�r���,.,iii.,�i,��r.�f�,,�ri,��r��.r�i.�.�irri✓��� Time (hours) ® Inflow p Outflow 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 111 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 34 Summary for Pond 1 P: Cultec 330 Infiltration Chamber with Forebays Inflow Area = 0.332 ac, 96.99% Impervious, Inflow Depth > 5.32" for 25 -Year event Inflow = 1.94 cfs @ 12.07 hrs, Volume= 0.147 of Outflow = 0.33 cfs @ 12.52 hrs, Volume= 0.147 af, Atten= 83%, Lag= 27.1 min Discarded = 0.33 cfs @ 12.52 hrs, Volume= 0.147 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Peak Elev= 45.15'@ 12.52 hrs Surf.Area= 1,325 sf Storage= 2,021 cf Plug -Flow detention time= 50.9 min calculated for 0.147 of (100% of inflow) Center -of -Mass det. time= 50.7 min ( 817.3 - 766.6 ) Volume Invert Avail.Storage Storage Description #1 44.00' 4,299 cf Custom Stage Data (Conic)Listed below (Recalc) x 2 #2A 42.07' 701 cf 20.83'W x 38.50'L x 3.54'H Field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #3A 42.57' 1,088 cf Cultec R-330XLHD x 20 Inside #2 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 6,088 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 44.00 84 0 0 84 45.00 233 152 152 239 46.00 451 336 488 467 47.00 1,459 907 1,395 1,480 47.35 2,936 754 2,150 2,958 Device Routing Invert Outlet Devices #1 Discarded 42.07' 8.270 in/hr Exfiltration over Wetted area from 42.06' - 99.61' Excluded Wetted area = 0 sf #2 Primary 47.02' 10.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.33 cfs @ 12.52 hrs HW=45.15' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.33 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.07' (Free Discharge) L2=Broad -Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 25-YearRainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 35 Pond 1 P: Cultec 330 Infiltration Chamber with Forebays - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length +12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows= 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids = 701.1 cf Stone Storage Chamber Storage `+ Stone Storage = 1,789.0 cf = 0.041 of Overall Storage Efficiency = 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone IN �,� Y' •: Yl`� . �g jos'$ � � x'n( �' e 4 et ik' M g BE 0 "NOT b 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 36 Pond 1 P: Cultec 330 Infiltration Chamber with Forebays Hydrograph !_; I I I 1 I I ® Inflow ---------- ---------------------------------------------- ® Outflow I I I I ( 1 I I I I I 1 t I 1 Inflow Area=0.332 ac ® Discarded ® Primary I I 1 I I I I I I I I I 2 Peak EI'ev=45.15' Storage -2,021 cf I I 1 I 1 I I I I 1 I I I I I I - ' I I I I I 1 I I 1 1 1 I 1 I ! 1 O I 1 I I I I I I I I 1 I I LL I 1 I 1 1 I 1 I I 1 I 1 I { I I I t I I I I I I I 1 I I I I 1 I ( I I I 1 I I I I 1 f 1 I I 1 1 I I 0.33 Cfs I I I I I I 1 1 1 1 1 I 1 0.33 ds 1 1 I I I 1 I 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type /// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 37 Summary for Pond 2P: Existing LB's Inflow Area = 0.667 ac, 82.91% Impervious, Inflow Depth > 4.51" for 25 -Year event Inflow = 3.51 cfs @ 12.07 hrs, Volume= 0.251 of Outflow = 0.63 cfs @ 12.52 hrs, Volume= 0.251 af, Atten= 82%, Lag= 26.7 min Discarded = 0.63 cfs @ 12.52 'hrs, Volume= 0.251 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Peak Elev= 44.81'@ 12.52 hrs Surf.Area= 1,176 sf Storage= 3,560 cf Plug -Flow detention time= 48.9 min calculated for 0.250 of (100% of inflow) Center -of -Mass det. time= 48.8 min ( 840.3 - 791.5 ) Volume Invert Avail.Storage Storage Description #1 38.50' 2,650 cf 14.00'W x 14.00'L x 6.50'H Prismatoidx 6 (feet) (sq -ft) (cubic -feet) (cubic -feet) 7,644 cf Overall - 1,018 cf Embedded = 6,626 cf x 40.0% Voids #2 39.00' 1,018 cf 6.00'D x 6.00'H Vertical Cone/Cylinderx 6 Inside #1 #3 47.40' 623 cf Custom Stage Data (Conic)Listed below (Recalc) Device Routing Invert Outlet Devices #1 Discarded 38.50' 8.270 in/hr Exfiltration over Wetted area from 38.40' - 45.00' Excluded Wetted area = 0 sf #2 Primary 47.88' 10.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Discarded OutFlow Max=0.63 cfs @ 12.52 hrs HW=44.81' (Free Discharge) 't--1=Exfiltration (Exfiltration Controls 0.63 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=38.50' (Free Discharge) 't --2=S harp -C rested Rectangular Weir( Controls 0.00 cfs) 4,291 cf Total Available Storage Elevation Surf.Area IncStore Cum.Store V11et.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 47.40 4 0 0 4 48.00 3,000 623 623 3,001 Device Routing Invert Outlet Devices #1 Discarded 38.50' 8.270 in/hr Exfiltration over Wetted area from 38.40' - 45.00' Excluded Wetted area = 0 sf #2 Primary 47.88' 10.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Discarded OutFlow Max=0.63 cfs @ 12.52 hrs HW=44.81' (Free Discharge) 't--1=Exfiltration (Exfiltration Controls 0.63 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=38.50' (Free Discharge) 't --2=S harp -C rested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 25-YearRainfall=5.88" Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 38 Pond 2P: Existing LB's 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) Hydrograph ® Inflow i I I I I 1 i I 1 i 1 1 I 1 1 3.6 C ® Outflow w I Area0.667 ac Discarde 1 1 [11dInflow Prima Primary _ 44.81'Peak EIeV Storage=3,560 cf 3 I I I I I I I 1 i I I 1 I i I I wI I i I I I I I I I i I I i I I I 1 I 1 I I I I I I i I I 1 I I I I I I I I I t i I I 1 I 1 1 I 2 0 LL I I I I I i 0.63 CfS. 1 I I I 1 1 I I I I I i 1 I I 1 I I i I I I I I I I 1 10,63 CfS i I I i i I I I I I 1 1 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment DA -1: Site Areas to Beehives/Clultec 330s Runoff = 2.19 cfs @ 12.07 hrs, Volume= 0.167 af, Depth> 6.02" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 50 Year Rainfall=6.61'1 Area (ac) CN Description 0.010 39 Pasture/grassland/range, Good, HSG A 0.322 98 Paved roads w/curbs & sewers, HSG A 0.332 96 Weighted Average 0.010 3.01% Pervious Area 0.322 96.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -1: Site Areas to Beehives/Clultec 330s I I , I 1 I , I F2,1 I I I 2 1 1 1 I 1 I I 1 I I 1 1 1 I I 1 , 1 I 1 I 1 I 3 I 1 I 1 I 1 1 I I I I I 1 I I 1 1 1 1 I I 1 I 1 I I 1 1 I 1 I 1 I 1 I I I I I Hydrograph I I I I I I I I I I I I I 1 1 1 I I I I I I I ®Runoff I I I I I 1 I I I I I I I --_--- ;---;hr --- ---;---;------r-TYPe11124-1 - - - - 5p Yaar, Rainfall=6.61" I I I I Runoff;Area=Ip.332 ac Runoff Volume=0.1;67 of I 1 1 I I I I I 1 1 t Runoff Depth>6.02" I I ___--__T_-_r-__-T-c-&O-min-- I I I I 1 I I 1 I I 1 CN=96 I I I 1 1 { I I I I I I 1 I I I I 1 I I I I I 11 I I I I 1 I I 1 I I I I I I I 1 I I 1 I I 1 I 1 I I 10 12 14 16 18 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment DA -2: Site Areas to LB's Runoff = 4.02 cfs @ 12.07 hrs, Volume= 0.290 af, Depth> 5.21" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 50 Year Rainfall=6.61" Area (ac) CN Description 0.114 39 Pasture/grassland/range, Good, HSG A 0.553 98 Paved roads w/curbs & sewers, HSG A 0.667 88 Weighted Average 0.114 17.09% Pervious Area 0.553 82.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -2: Site Areas to LB's Hydrograph I I I I I I I I I 1 1 I I 1 I I 7 ®Runoff I I I 1 I 1 1 I 1 1 l I -_,_. __ _, 4.02cfs:; _ _ _,_._ _"1--' i-^-t---I----I_Y--"-`- --I- ' "I - -- t - -- r -.. .. 4- Type; III 24 -hr I I I 1 I 1 t I I I I I I I I I I I I I I I L I 50 Year; Raonfa11=6.61" 1 I I � � --- 1- --;--- ---1---; ---;------Runoff;Area=0:607-ae - 3 Runoff Volume=0.290 of I I 1 I I 1 1 I 1 I I t I I I I Runoff Depth>5.21" c ------------ --,----,------;---,----,-------;---;----;--- ----,--- LL 2 ■ &5.0 min I 1 I I I I I 1 II I 1 I I I I I I I I 1 I I CSI=88 I I I 1 1 1 I I I I I 1 -r---I---'f- .k--r---1---7---r---I`---I----i---z---r---r---1---T---r--- I I I I I I 1 I 1 I I I I I I I 1 I I I ( I I I I I I I I I I t I I I 1 4 I I 1 I I I I I I f 1 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 111 24 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment DA -3: Site Areas to Road Runoff = 0.44 cfs @ 12.09 hrs, Volume= 0.038 af, Depth= 1.29" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 50 Year Rainfall=6.61" Area (ac) CN Description 0.300 39 Pasture/grassland/range, Good, HSG A 0.052 98 Paved parking, HSG A 0.352 48 Weighted Average 0.300 85.23% Pervious Area 0.052 14.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -3: Site Areas to Road Hydrograph I. 1 I 0.48 .-'----'---1------I---1---L---1------1---�---'---�-------1--- DRUnoff 0.46_" `I -= r 0.. cfs---1------r---1------7---r---r-----r-..-r-- --- --- 0.44 --'---1- --- -- ' -------1---L---'-- - _ y/� Type;_I11 _b4=hr _ 0.42 --- --- -- - r-- r - -- 0 4_ __ 0.38 -; - T- --;---;-- -- O-YOar Rainf 11=G.-_61 0.36 -' --' - --'- -'-- ' --'---'----' --A- 1 _ 1 - 1 I I I 1 I 1 1 0.34 r ---IT -t r -�-;- r-.--1--`- ---t--Runoff, rea--V.3t2 ci - 0.3 - - - t --;:- ;..---r----,---RunofVolume=19038 of= 0.28" - Runoff Depth=,'1.29" - V 1 1 I I 1 I 1 1 .� 0.26 -I---�---+---I---1---t---r---+---+-=;-r 3 0.24 .I .I -'- -'- - - _ I I I - _ 1 - L - - -1- - - 1 ` - - I- - - 1- - - -' - - - -I - - - -- --' --; ------ �c=5:0-min-- 0.22 -I -'-'-+- �'; ---I- '�---+---I-� '�'-- .:'''---''---I----'---+ LL ' 1 1 3 I 1 I 1 1. I I 1 I I 1 0.2 �____- -___ ____________________ I I I - ��---1 -- 1- �- I I 1- I I I I 1 I _[J� 0.18 --I----I---t- I---"1---- I---1=--+---r---I---'1---+-----GN=48 0.16 / 1 I - - -I_ I I .. I I - - - - -'- - - - - - --'-' -- -- - -- ------------------- I I I I I I 1 �1 I I 1 I 0.14 ----1---+ --'------+---'---4---+------I--- ---+--`---- - - - + - -- 0.12 -- -- -I- -- -- --1 ------ --- 0.1 -'----'-- +- .' --------4--- ----- ---F---I--- ---+-- -----+--- 0.08 / ' 0.06 � - •- 1 I - 0.04 I r I , . � � 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 50 Year Rainfall=6.69" Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment DA -4: Area to north Runoff = 0.00 cfs @ 13.80 hrs, Volume= 0.001 af, Depth= 0.19" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 50 Year Rainfall=6.61" Area (ac) CN Description 0.045 30 Woods, Good, HSG A 0.008 39 >75% Grass cover. Good. HSG A 0.053 31 Weighted Average 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM 0.002 r 1 0.001 11 1 L___I 0.001- 0.001.1 .001 0.001 0.001 0.001 0.001 I I 1 0.001 ` 0 0.001 0.001- 0.000. I I 1 0.000- 0.000.: 0.400 n 1 I I Subcatchment DA -4: Area to north Hydrograph ------ -- ------ ---------------------------------- f 1 I I I r `❑' Runoff 10 ds" I I I I 1 1 I I ----,------ -1-- Type: III r---r--�---T- -r - T -- -r - T--- - - - - - - - - --- ____ 50 YOarkainfill=x.61" I I I I I - ;---;---;--- Runoff;Area=0-.053-ac I I I I I I I I I I I I _I__--___�_- Runoff Volume-0:001-af- IV I I I I 1 t - I I I I I y--- ----,---- _ --1 Runoff _depth=0.1-9 - I -'-------T_c=5.Qmin- 1 I I I o f I I I I IA' ------r---I---7--- _ ----f---r-------I-----CN=31 I II I I I I I I I I ---'---'----'----'--- - '--------�--- _ I--- 1 1 I I I I f I I I I 1 I1 � 1 1 I I J 1 - - - L._ _ J _ 1 _ _ _ L 1 I I 1 I I I I I I I I 1 I I 1 I 1 I I f 1 I I 's `SAT I 1 I I I I 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 111 24 -hr 50 Year Rainfall=6.69" Prepared by {enter your company name here} Printed 8/30/2022 HvdroCAD® 10.00-11 s/n 04803 @2014 HvdroCAD Software Solutions LLC Page 43 Summary for Reach SP1: Study Point 1 Inflow Area = 0.332 ac, 96.99% Impervious, Inflow Depth = 0.00" for 50 Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs N u 3 0 LL Reach SP1: Study Point 1 Hydrograph 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Time (hours) I El Inflow 11 p outflow 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 111 24 -hr 50 Year Rainfall= 6.61 Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 44 Summary for Reach SP3: Study Point 3 Inflow Area = 1.019 ac, 59.37% Impervious, Inflow Depth = 0.51" for 50 Year event Inflow = 0.60 cfs @ 12.42 hrs, Volume= 0.043 of Outflow = 0.60 cfs @ 12.42 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Reach SP3: Study Point 3 Hydrograph 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) � I I I I I I 1 I I I ® Inflow 0.65- I- - - � r 0.60as - - r, - - - ; - - - ®Outflow 0.6 a cfs L ------___ �_-J--lnflow'A�re -1 - 0.55 -I---+---r,"' --*------+---I---�--- ---I---+---I------------t--- I t I , I 1 I 1 I 1 I I I 0.5 '� ' -r--�---r'e 1 I I --r---I---r---r--�---r---r--T---I---�---r---1---r--- I 1 I I 1 I 1 0.45 J___!__ -L I I I �� 1 I I 1 1 I __L___I___S___�-_J_-_L___I___1___I___!___L___I__ I I I' I I 0.4 I I -1---+--- -` 1 I 1 I I 1 I 1 1 I 1 -----+---+---�-----r---I---+ -----y------I---t-- I I 1 1 I I 1 I I I t I 1 v 0.35 . -- -I _- -----I I -- I - '-_ ' - I - -; - - -, - - -,- - T- 0.3 I -I--- -- I --L---'--- ---'--- '---L---'---' -- --- 1---L---'---1- -- I -I LL 1 I I I 1 I 1 I I 0.25 -1---+--- I - - + - - -I- - - +- - -I --- ------I---+---1--- ---r----1---+--- 0.2 , I 1 I I 1 I 1 1 I 1 I I 0.15 I I « L _ _ __I_ - _ 1 _ _ _ L _ _ J _ _ _. L ..... _I _. _ _ 1 _ _ _I_ _ _ J _ _ _ L _ _ _I. _ _ L _ _ _ I I 1 I I I I A I I 1 1 I 0.1 -�--- I I I I 1 I I I 1 1 ---I---+---I----1------I---+---I------------+--- I I I 1 1 I 1 I 1 I 1 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE -D EVT Type /// 24 -hr 50 Year Rainfall=6.69 " Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 45 Summary for Reach SP4: Study Point #4 Inflow Area = 0.053 ac, 0.00% Impervious, Inflow Depth = 0.19" for 50 Year event Inflow = 0.00 cfs @ 13.80 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 13.80 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Reach SP4: Study Point #4 1 11 ® • ow 1 11 s • 1 11 1 111 as ------------------------- � 1 111 / 111 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type /// 24 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Paae 46 Summary for Pond 1 P: Cultec 330 Infiltration Chamber with Forebays Inflow Area = 0.332 ac, 96.99% Impervious, Inflow Depth > 6.02" for 50 Year event Inflow = 2.19 cfs @ 12.07 hrs, Volume= 0.167 of Outflow = 0.36 cfs @ 12.53 hrs, Volume= 0.167 af, Atten= 83%, Lag= 27.3 min Discarded = 0.36 cfs @ 12.53 hrs, Volume= 0.167 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Peak Elev= 45.51'@ 12.53 hrs Surf.Area= 1,471 sf Storage= 2,347 cf Plug -Flow detention time= 55.3 min calculated for 0.167 of (100% of inflow) Center -of -Mass det. time= 55.1 min ( 820.4 - 765.3 ) Volume Invert Avail.Storage Storage Description #1 44.00' 4,299 cf Custom Stage Data (Conic)Listed below (Recalc) x 2 #2A 42.07' 701 cf 20.83'W x 38.50'L x 3.54'H Field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #3A 42.57' 1,088 cf Cultec R-330XLHD x 20 Inside #2 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 6,088 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 44.00 84 0 0 84 45.00 233 152 152 239 46.00 451 336 488 467 47.00 1,459 907 1,395 1,480 47.35 2,936 754 2,150 2,958 Device Routing Invert Outlet Devices #1 Discarded 42.07' 8.270 in/hr Exfiltration over Wetted area from 42.06' - 99.61' Excluded Wetted area = 0 sf #2 Primary 47.02' 10.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Qiscarded OutFlow Max=0.36 cfs @ 12.53 hrs HW=45.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.36 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.07' (Free Discharge) 't--2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type /// 24 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here) Printed 8/30/2022 HvdroCAD4 10.00-11 s/n 04803 © 2014 HvdroCAD Software Solutions LLC Page 47 Pond 1 P: Cultec 330 Infiltration Chamber with Forebays - Chamber Wizard Field A Chamber Model= Cultec R-330XLHD (Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length +12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows= 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids = 701.1 cf Stone Storage Chamber Storage + Stone Storage = 1,789.0 cf = 0.041 of Overall Storage Efficiency= 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type ll/ 24 -hr 50 Year Rainfall=6.61" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 48 Pond 1 P: Cultec 330 Infiltration Chamber with Forebays Hydrograph I I I I I I I i I I I 1 I 1 I i i 1 I ® Inflow I 2.,I9.ds .I 4 1 I .I 1 I I I El Outflow 1 I I 1 t I I I I i I . I A 1rtf]OW Area -,332 -ac-- ®Discarded ---�--,----r--,---r--r--,-- . OPrimary Peak EI'ev=45.51 ° I 1 I 1 I i I 2- ; Storage=2,347 cf 1 I I I i i I I I I I 1 I I 1 I ___1..-_J--- 1___L__J___I___L__ ZF V I I I I I I I I I I 1 1 7 1 I 1 1 I I I 1 I 1 I I I I 1 1 1 1 1 3 I i i 1 I I I I I I I I I Q I 1 I I f I 1 I I I I 1 I I I I I 1 I I 1 I f I 1 f I 1 I I 1 I I i "..._:: 1 I -0.36 ofs :.. I 1 1 1 I I 1 I f I I 1 1 I 0.36 ds I i i I 1 I 1 I I 1 I I I I 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type Ill 24 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 49 Summary for Pond 2P: Existing LB's Inflow Area = 0.667 ac, 82.91% Impervious, Inflow Depth > 5.21" for 50 Year event Inflow = 4.02 cfs @ 12.07 hrs, Volume= 0.290 of Outflow = 1.05 cfs @ 12.43 hrs, Volume= 0.290 af, Atten= 74%, Lag= 21.4 min Discarded = 0.64 cfs @ 12.26 hrs, Volume= 0.284 of Primary = 0.41 cfs @ 12.43 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Peak Elev= 47.93'@ 12.43 hrs Surf.Area= 3,505 sf Storage= 4,094 cf Plug -Flow detention time= 52.1 min calculated for 0.290 of (100% of inflow) Center -of -Mass det. time= 52.1 min ( 840.0 - 787.9 ) Volume Invert Avail.Storage Storage Description #1 38.50' 2,650 cf 14.00'W x 14.00'L x 6.50'H Prismatoidx 6 7,644 cf Overall - 1,018 cf Embedded = 6,626 cf x 40.0% Voids #2 39.00' 1,018 cf 6.00'D x 6.00'H Vertical Cone/Cylinderx 6 Inside #1 #3 47.40' 623 cf Custom Stage Data (Conic)Listed below (Recalc) 4,291 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 47.40 4 0 0 4 48.00 3,000 623 623 3,001 Device Routing Invert Outlet Devices #1 Discarded 38.50' 8.270 in/hr Exfiltration over Wetted area from 38.40' - 45.00' Excluded Wetted area = 0 sf #2 Primary 47.88' 10.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Discarded OutFlow Max=0.64 cfs @ 12.26 hrs HW=47.71' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.64 cfs) Primary OutFlow Max=0.32 cfs @ 12.43 hrs HW=47.93' (Free Discharge) L2=Sharp-Crested Rectangular Weir(Weir Controls 0.32 cfs @ 0.70 fps) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 111 24 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 50 Pond 2P: Existing LB's Hydrograph I 1 1 I I I 1 I I Inflow - 4:02 cfs - -'- - - -' - - -I- T - - - - - -I - - - 1- - - - - - -1- - - I - - - - -'- - - 1- - - I] Outflow _I _ I I 1 1' 1 I I 1 I I I 1 1 Inflow Area=0:667 ac o Discarded Primary I I I I I I 1 1 I I I I I I 4 Peak Elev=47.93' Storage=4,094 cf I I 1 I I i I 1 I 1 1 1 I I I I I I I I I 1 7 I I I i I I I I I 3 (7 I I I 1 I I 1 1 I I I I I I I I O I I 1 I 1 I ) I I ! I I I I 1 I I 1 I I I 1 1 I I I ( 1 I I M 2- _1___L__1_-.1_L__1___I__.._L__.!__J__-L_.l__-!_-_L__ J1___I___ L___ I 1 1 f I I._. --- I I I 1 1 -7.05 CfS I I 1 . I 1 0.64 c(S' l I 1 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 900-YearRainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment DA -1: Site Areas to Beehives/Clultec 330s Runoff = 2.45 cfs @ 12.07 hrs, Volume= 0.187 af, Depth> 6.75" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 100 -Year Rainfall=7.37" Area (ac) CN Description 0.010 39 Pasture/grassland/range, Good, HSG A 0.322 98 Paved roads w/curbs & sewers, HSG A 0.332 96 Weighted Average 0.010 3.01% Pervious Area 0.322 96.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -1: Site Areas to Beehives/Clultec 330s Hydrograph 1 I l I t I I I 1 I I I I I I I I ❑n Runoff I I 1 I I I I I I I I I I 1 I I I 2.45.6(8' I 1 I I 1 I 1 I I ( 1 I 1 I I I 1 I Type; III 24 -hr I I 104-Y� r' RalinNI=1, .3!"- - -i----i-=- - --=r---1--- i ---r--- I ----I- .2 I I I 1 I I 1 I 1 Runoff�Area=0.332 ac I I Runoff Volume=0.187 of I I I 1 I 1 I I I I I I I I I Runoff Depth>6.75" I I I LL .I I I I I 1 I I 1 ITc-5.0 min 1 I-. i_-'_--- CN=96 I 1 I 1 1 I 1 I I I I I I 1 I I I I I I I I I 1 I I 1 I I 1 ( I ! I 1 I I t I I I 1 I I 1 1 1 I - I I I x l I 1 I I 1 1 I I I I 1 1 - I 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 100-YearRainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment DA -2: Site Areas to LB's Runoff = 4.56 cfs @ 12.07 hrs, Volume= 0.330 af, Depth> 5.94" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 100 -Year Rainfall=7.37" Area (ac) CN Description 0.114 39 Pasture/grassland/range, Good, HSG A 0.553 98 Paved roads w/curbs & sewers. HSG A 0.667 88 Weighted Average 0.114 17.09% Pervious Area 0.553 82.91 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -2: Site Areas to LB's Hydrograph 1 I I I 1 I 1 I rj 1 I 1 I f I I I I I 1 I 1 1 I I I � f2UflOff 1 1 I I I I I I 1 I I I I I ! I I 4.56. d5' I I I I I 1 I l I I I I Type; III 24 hr 1 1 I I 1 I I I I I I 1 4 ; ;100 -Year; Raonfill =7.37" I ! � I ! I Runoff;Area=0.667 ac I I 1 I 1 1 I I I I I 1 I I I ___-- 1-__L_-__ 1 1 I I 1 1 1 Volume=O-.330-af 3 Runoff Depth>5.94" I 1 I 3 I I 1 $ I I I I I I 1 I 1 IT I . I 1---I----I--- --- --"I-'--1--`-1--- ---I--Tc=5.0_m1n-- -,- ---,- -- 1 1 I 1 I I I I I 1 I I 1 ! 2 CSI—$8 ! 1 I 1 I 1 1 1 I I I I I I I I 1 I 1 1 t 1 1 I 1 I I r I I I I 1 I I I 1 1 1 I I I r 1 I I----I.----f-_m' ---1 - ---t----'7---r---I - ---r----1---7---r---r --'1---T---r--- 1 I 1 I = I 1 I 1 I I I I I I 1 I 1 I I I I I I 1 I 1 I 1 I I 1 1 I I I I I I I I I I 1 I ! 1 1 I I I I I 1 1 I 1 I I I I 1 I I 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 100 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10 00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment DA -3: Site Areas to Road Runoff = 0.62 cfs @ 12.09 hrs, Volume= 0.050 af, Depth= 1.69" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 100 -Year Rainfall=7.37" Area (ac) CN Description 0.300 39 Pasture/grassland/range, Good, HSG A 0.052 98 Paved parking, HSG A 0.352 48 Weighted Average 0.300 85.23% Pervious Area 0.052 14.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA -3: Site Areas to Road Hydrograph 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) -I----I---+---�---1----+---+---1----+---+---�---I----+---+---=�--I----�--- ❑Runoff 0.65 I `�---I------r---T---r---r'---1---7---i---(----I---r--'-�---'------- Type III 24 -hr 0.6 ---- - -- 0.55- I I I I L I 1100-Y earl Rainfa114, 37'° 0 5- ;off_T is=0.3.52_ac Y . - -- ----T --;- ,;-- ---,- =;-- 7 - -R ' -•, 0.45 ::; 1 1 I 1 i' I I j of - __I_ _ _ --- ----Runoff ". - - Rpnoff Depth=`1.-69-•` - 0.35 I- `I $� 1 I I I I 1 Tc=5:0-rYilln - , 0.3-:---1 0.25 C N =48 � ''_IL _-'...; 11__._ 0.2 I I 1 1 .I ._ - I 0.15 I 1 ;..v�''.. 1 I I I •• i:. I 1 1 I -r---I---r- �---r---r--i---T---r---r--�--r---r-----7--- 0.1 I- 0.05 I 1 jj_ 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type/// 24 -hr 100 -Year Rainfall=7.37' Prepared by {enter your company name here) Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment DA -4: Area to north Runoff = 0.00 cfs @ 12.43 hrs, Volume= 0.001 af, Depth= 0.34" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Type III 24 -hr 100 -Year Rainfall=7.37" Area (ac) CN Descrir)tion 0.045 30 Woods, Good, HSG A 0.008 39 >75% Grass cover, Good, HSG A 0.053 31 Weighted Average 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM Subcatchment DA -4: Area to north Hydrograph --—--——-——— I_ _ _ y _ — _ _ _ _ _ _ _ _ _ r ------- 0.005 --1___0.005 -,--- ---,----,-----------,------I----,---T ---f --------- I --- 0.005 _ _ _ J._ _ _ 1 _ _ _ _ _ _ i _ _ _I_ _ _ J _ _ _ ; _ _ _I_ _ _ _ _ _ 1 _ _ _ L _ _ J _ _ _ 1 _ - -,_ 1 1 0.00 Cf5 I I I I I 0.004-r---I---r------ - - - - - - --I -r---r---, -;---�--,---T---r T' e -III -24 -hr 0.004 _ _ _ L _ i1 1 I 1 I I I 1 1 �/ 0.004 -r-- ---r----�---r--r--�---T---r ---r T - - 0.004 _I___�.___i__ __J___i______J___,___�-O-Year,Rainf611=T37" 0.0041"—�---r-—.—r---1---T — —r—— ——— ———r ---------- —--T— —r-- ——- 0.003 --- J ---L-- --J -----'--- -II --- ---'-- RunO€f Area=4.053 ac- 1. I 1 I 1 1 0.003 —r ---I— r—- s�-—I---r---1—--ti---r--—r——— —r— —�—— —— r——x—-7—-- 0.003 -' '- ---- --'-----'--- 1 F /� RINr��i€€I DVolu�e=0 -0:01� a€- �. 003 00.003 - —'—-- -- — —+ -- — �———+-- ' ——-- ————-+�— —— F . .., -I--- -` - -- 'Runoff epth=03 n - .... I l l - - I----,- -- ;-- - T - --,- - -I T ` 4 - 3 0.002 --- -- - - - ---'--- ------1--- --- ---1--- --- - i/�� --- 0.002-r--�- - - r -- -- r--r---I---;---r---I------r--� �1rn in LL 0.002 t 1 1 I 1 I I A� - 0.002 .-_1_._ _,_ _ _ r __.� __I__ _,-_ _T___r__,___T__ _r_ _,__ _T_CN=3� 0.002 _I__._J.. _ - . __ __J - ___--- i f+ 1 I 1 I 1 l 1 0.001. —I--- ———r —— — r---T--—r———I———T—--r---1---T-—`r 1--- 0.001 L-——'—— —-— ——J ---L—. —-—--'---J---s--—'—--J--- ---'——' ———— I 0.001 —— ---r— -- --—*-- 1 "' —1——----+---r—-———+---�-- i—'-- �p4 0.001 Pe 0.001 - —'——— —I — ——�——— ——- ——-I— — — —' — — — +— —— --— -——�—————+---�—— -—- 0.000 --—-� 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 100-YearRainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HvdroCAD® 10.00-11 s/n 04803 © 2014 HvdroCAD Software Solutions LLC Page 55 Summary for Reach SP1: Study Point 1 Inflow Area = 0.332 ac, 96.99% Impervious, Inflow Depth 0.00" for 100 -Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt 0.03 hrs Reach SP1: Study Point 1 Hydrograph 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) p Inflow El Outflow 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 11124 -hr 100 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydrOCAD Software Solutions LLC Page 56 Summary for Reach SP3: Study Point 3 Inflow Area = 1.019 ac, 59.37% Impervious, Inflow Depth = 0.87" for 100 -Year event Inflow = 1.45 cfs @ 12.28 hrs, Volume= 0.074 of Outflow = 1.45 cfs @ 12.28 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Reach SP3: Study Point 3 Hydrograph 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) Inflow p Outflow 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 111 24 -hr 100 -Year Rainfall=7.37" Prepared by (enter your company name here) Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 57 Summary for Reach SP4: Study Point #4 Inflow Area = 0.053 ac, 0.00% Impervious, Inflow Depth = 0.34" for 100 -Year event Inflow = 0.00 cfs @ 12.43 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 12.43 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Reach SP4: Study Point #4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) Hydrograph U Inflow 0.005-2E] Outflow .00 0.0W A 0.0044� 0 0.0043 PON 0.003z 0.003 0.0031 0.003-= 0 X' 0.0024 • 0.002 0.002 0.°`�` 00 0.0011 00 0.001 PA ,' 0.0009 0.0004 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 111 24 -hr 900-YearRainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Paae 58 Summary for Pond 1 P: Cultec 330 Infiltration Chamber with Forebays Inflow Area = 0.332 ac, 96.99% Impervious, Inflow Depth > 6.75" for 100 -Year event Inflow = 2.45 cfs @ 12.07 hrs, Volume= 0.187 of Outflow = 0.40 cfs @ 12.53 hrs, Volume= 0.187 af, Atten= 83%, Lag= 27.3 min Discarded = 0.40 cfs @ 12.53 hrs, Volume= 0.187 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Peak Elev= 45.92'@ 12.53 hrs Surf.Area= 1,663 sf Storage= 2,693 cf Plug -Flow detention time= 59.4 min calculated for 0.187 of (100% of inflow) Center -of -Mass det. time= 59.3 min ( 823.5 - 764.2 ) Volume Invert Avail.Storage Storage Description #1 44.00' 4,299 cf Custom Stage Data (Conic)Listed below (Recalc) x 2 #2A 42.07' 701 cf 20.83'W x 38.50'L x 3.54'H Field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #3A 42.57' 1,088 cf Cultec R-330XLHD x 20 Inside #2 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 6,088 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 44.00 84 0 0 84 45.00 233 152 152 239 46.00 451 336 488 467 47.00 1,459 907 1,395 1,480 47.35 2,936 754 2,150 2,958 Device Routing Invert Outlet Devices #1 Discarded 42.07' 8.270 in/hr Exfiltration over Wetted area from 42.06'- 99.61' Excluded Wetted area = 0 sf #2 Primary 47.02' 10.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.40 cfs @ 12.53 hrs HW=45.92' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.40 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.07' (Free Discharge) t2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type Ill 24 -hr 100-YearRainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HvdroCAD® 10.00-11 s/n 04803 © 2014 HvdroCAD Software Solutions LLC Page 59 Pond 1 P: Cultec 330 Infiltration Chamber with Forebays - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment= 36.50' Row Length+12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows= 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids= 701.1 cf Stone Storage Chamber Storage + Stone Storage = 1,789.0 cf = 0.041 of Overall Storage Efficiency = 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone p �., ;w• � r5 a a' t e 7S i s 4R b 1 R yc y Y x „o „ f 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 111 24 -hr 900 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 60 2 Pond 1 P: Cultec 330 Infiltration Chamber with Forebays Hydrograph ® Inflow 2.45 ds I t I I 1 i] Outflow 1 I I Y I I I I I I I I I I Inflow Area --0.332D 0.332 ac Discarded Primary I i. -- I PeakI -ElI ev-I 45I .-92i '- i I I I f I t I 1 I St' oI I 2,693 c f 1 I I I I I I I 1 I I I I I I 1 I I I I I 1 I I I I I ! I I I I I 1 1 1 I I I I I 1 I 1 I I I I I I I 7 I I I I I I I 1 1 I I I 1 I 1 1 1 1 I I I 1 1 1 1 I 1 1 - L__2 I___ I I I 1 1 I I I I I -- 1---1---i I--LLI I I I I I 1 I I I I I I I I I I I 1 I I 1 I 1 I I I I 1 1 I I I I I I 1 I t I I I I 1 I I I I I I 1 I 1 1 I I I 1 I 1 I 1 I I 1 I 1 I 1 1 0.40. CIS I I = I I 1 I I I 1 1 I I I I I .0:40 ds I 1 1 I 1 I I 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type 111 24 -hr 100 -Year Rainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 61 Summary for Pond 2P: Existing LB's Inflow Area = 0.667 ac, 82.91 % Impervious, Inflow Depth > 5.94" for 100 -Year event Inflow = 4.56 cfs @ 12.07 hrs, Volume= 0.330 of Outflow = 1.77 cfs @ 12.29 hrs, Volume= 0.330 af, Atten= 61%, Lag= 13.1 min Discarded = 0.64 cfs @ 12.17 hrs, Volume= 0.306 of Primary = 1.12 cfs @ 12.29 hrs, Volume= 0.024 of Routing by Stor-Ind method, Time Span= 5.00-40.01 hrs, dt= 0.03 hrs Peak Elev= 47.98'@ 12.29 hrs Surf.Area= 3,982 sf Storage= 4,232 cf Plug -Flow detention time= 50.0 min calculated for 0.330 of (100% of inflow) Center -of -Mass det. time= 49.9 min ( 834.7 - 784.8 ) Volume Invert Avail.Stora e Storage Description #1 38.50' 2,650 cf 14.00'W x 14.00'L x 6.50'H Prismatoidx 6 7,644 cf Overall - 1,018 cf Embedded = 6,626 cf x 40.0% Voids #2 39.00' 1,018 cf 6.00'D x 6.00'H Vertical Cone/Cylinderx 6 Inside #1 #3 47.40' 623 cf Custom Stage Data (Conic)Listed below (Recalc) 4,291 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 47.40 4 0 0 4 48.00 3,000 623 623 3,001 Device Routing Invert Outlet Devices #1 Discarded 38.50' 8.270 in/hr Exfiltration over Wetted area from 38.40' - 45.00' Excluded Wetted area = 0 sf #2 Primary 47.88' 10.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Discarded OutFlow Max=0.64 cfs @ 12.17 hrs HW=47.83' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.64 cfs) Primary OutFlow Max=1.05 cfs @ 12.29 hrs HW=47.98' (Free Discharge) t-2=Sharp-Crested Rectangular Weir(Weir Controls 1.05 cfs @ 1.06 fps) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 PRE-DEVT Type Ill 24 -hr 900 -Year Rainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Paste 62 Pond 2P: Existing LB's -'......................... . 6 8... 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) Hydrograph I I I I I I I 1 t Inflow 4.5fi cfs I I l I L I 1 1 1 ' ' I ' ' ®Outflow i I I I ' ' ' ' ' ' Inflo�nr. Area0:667 ac ®Discarded r OPrlmary 5 - --r--- Peak Elev' 47.98' I i 4 _,___I�__,_ I I I _-----_----1___�---_Storage=4,232_cf-- I I I I I I I I f I 1 1 i 3 ' I i i I 1 i 1 I I I I I 1 i 1 I I I 1 1 I I I I 1 I 1 Cf3'`, I 1 I I I I I I G I I I I I I 1 O 1 I I I 1 I 1 I LL i i 1 'a I I 1 1 I I I 1 I i I I 1 I 1 1 1 I I i I 1 1 I I i I I 1 1 I i I 1 I I I I 1_12cfb.. I 1 1 I I I I i I 1 1 i -'......................... . 6 8... 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Time (hours) 9. 2, 10, 25, 50, and 100 year Post -Development HydroCad Calculations SP3, Front Areas to Roadway Study Point 3 Site Areas to BioSwale 1 BIoSw le 1 w Beehive BioSwal w Beehive Site Areas to BioSwale 2 a d Cullec 330s and ultec 330s ROOF2 ROOF3 1/2 ROOF -West 114 ROOF - Northeast O Pavers tto Exist SP1 Bio wale ROOF Study Point 1 1/4 ROOF - SE 10_ Existing BioSwale w Beehive and Existing O cnnecs 5 Rear Yard Areas Subcaf Reach on Llnk O—v SP4 Area to north 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.435 39 >75% Grass cover, Good, HSG A (1, 2, 3, 4, 6) 0.067 39 Pasture/grassland/range, Good, HSG A (5) 0.579 98 Paved roads w/curbs & sewers, HSG A (1, 2, 3, 6) 0.260 98 Roofs, HSG A (ROOF, ROOF2, ROOFS) 0.014 98 Unconnected pavement, HSG A (5) 0.036 30 Woods, Good, HSG A (4) 1.391 75 TOTAL AREA 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 2-YearRainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1: Pavement to Exist BioSwale Runoff = 0.08 cfs @ 12.08 hrs, Volume= 0.006 aft, Depth= 1.16" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 2 -Year Rainfall=3.38" Area (ac) CN Descriotion 0.037 98 Paved roads w/curbs & sewers, HSG A 0.025 39 >75% Grass cover, Good, HSG A 0.062 74 Weighted Average 0.025 40.32% Pervious Area 0.037 59.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1: Pavement to Exist BioSwale Hydrograph /�f�f����/�� Time (hours) 26 34 35 36 37 38 39 40 "-----1-'1- r -r 1 I I 1 -'r '1 -1 -"T -T -I I --1--I- i - T - T - r -!--r -I--t-T-r-r-r -I-1 - I I I I I I 1 I I I I 1 1 I I 1 I 1 I 1 I I 1 1 1 0 Runoff 0.09--1 -I--1--I-'r--r-r-I--1--r-r-r-r-r�-1-T-r-r-r�-'t-r-r-r-I--I-�-T-r-r- -r-I-�-- 0.085-1 0.085 III I 11--i -24 1y--tT-rr-rr7 -.nlrI I�/I40.08 _ -: 0.075 I 1., -t� 1 I-Z-Y(rLkIa;nfo11=3:3 -1,_ e4 0.07-' I 1 1I 1 t 1 1 1 I I I ! 7 1. ! J . I 1 1 1 62c 0.065 \un Vf F7�ea=Q.[ _ 0.06- -a-�-t- 1, 1 1 I I I I I I I I I I I I -I- - _+-r I--,-�-�-t-�Runoff�VOluime-0.006 -- 0.055 I I- ''I' C I •. � 1' 1- I I' 1 1 I' 1 : I I I of aN- 0.05 o, - - 1- -I '+ - r - t _r -I - -+ - -+ ` + - F' 3 0.045 o I -,_-,{_}._ _I-'-4-+-P-1--I--1--1_}_�. V- 0.04,:: 0.035 -. 1 I_ - 1= -1 - "1 ��I I 1 1 I I I I I I I I 1 I 1 1 I 1 I I I ■/1, + h - F_ 4 0.03-:1 1 I I 1 1 I I I 1 1 1 1 I I I 1 I I I I 1 I 1 --I'-I-4-+-4- -I--i-+-+-1--I--1--I--1-+- Il- -I--1--1--I-+-1--l--I--1--1-+-4-I--1 -I-+- 0.025 1 I I I I 1 I 1 I 1 1 1 I 1 I 1 1 1 I I I I 1 I- I 1 I _ 1_ -I _ � _ .1 _ * - _I - � _ .{ _ { _ ,.. _ 1_ _ 1 _ � _ ..1 _ { _ F _ I_ _ I _ � _ i _ { _ F- _ f- _ 1 _ _I _ �.. _ .,.. _ } _ H _ 1_ _1 _ ..{ _ 0.02 -I__I_I-a_4._ 1--1--4-+-1--1--I---4_}_E._I..._I_..a_4_+.. 7.L. _I- 0.015 -' I 1 I 1 I I- I I I 1 I I 1 I I 1 I 1 I I 1 1 1 I i_ :1 1 I I I -1---'I-"1_1_ _--4-+_I-_1-_I_-.I_.4_}_1__I-_1__I__I"'+_ 1.._ l--1- 4_+_.I. _I__I__I_ 4- 0.01 I I 1 I I 1 1 1 I I I I 1 I 1 1 1 I 1 I I I I I I 1 I /�f�f����/�� Time (hours) 26 34 35 36 37 38 39 40 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2: Site Areas to BioSwale 1 Runoff = 0.80 cfs @ 12.08 hrs, Volume= 0.056 af, Depth= 1.76" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 2 -Year Rainfall=3.3811 Area (ac) CN Descriotion 0.286 98 Paved roads w/curbs & sewers, HSG A 0.094 39 >75% Grass cover, Good, HSG A 0.380 83 Weighted Average 0.094 24.74% Pervious Area 0.286 75.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 2: Site Areas to BioSwale 1 Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 0.85 1 I I I I I I I 1 I I I I I 1 1 I I I f I I I I I -`1-'I"-1--1- . 0.80 cfs-I-`1--1-1-T'r-r-'1"I"I"I-7'r'r-r-I--I-11 -I-- r - r -1- 0.8 2T-hI -.hype 1111 0.75 I f I 1 I I I II I I I- -- "I I- - I - '1 - y - ti - f- - F-- - - - 2.YearlRai nrfalll 3.138't_ 07 0.65 I I I 1 I I, _�-1--I-�-�- I I I 1 I I I ( [ I �-�--I--I-�-;-�-- 0.6 I 0.55 i Runoff-Volume=0:_0:56 of _ L_ _ _ _I _ 1 _ 1 _ t.. _ 1_ _I _. 1 _ L _ 1 ._ L ._ I_ r... _I _ � _ _. F0.5 1 1 J I I -'--1--'- -'-- I I I I 1 1 I I I I I I I I 7 I I I I ' -'--' -'--i- -'--L-L-I--1_1_ _ L _i I �� _ R`�-noff,De'p h.-1.-�76 3 0.45 J I 1 I -------- _ 1 1 I L I I I I ,. -'- -'- ' - ' - - f - I- - I- -I _ _ I _ I _ I 1 -i I_ _I _ C 0.4 I I I 1 I 1 I 1 .I 1 1 1 I 1 I 1 I' I 1' I-' - Tic' n -f _ -- F 1' I -t I 0.35yam'., -� -I --i- i-7- I '�" -� -I--I- - j - r -r -� -I--I- - - r -� - I -I Nom. - ' 0.3 3 7 I 1 -f i -r -r -r - i -�-1'"i-r--r-r-i -I--t- i-?-r-r -r-� -I-'1-1-r- 0.25 1 I 1 I f I 1 1 1 I. I I 1 1 1 I f I 1, I 1 I I 1 I I I I I 1 -1--I--I--1-T',''`..A...-I--I--I-'f-r'-r-r-I--1--1-4-T-r-r-1,-I--I- -r-r-r-r-I--1-l-r-r- 0.2 t 0.15 0.1 �,' ,«* _I _ i _ y _ } - I- _I _ � - { _ y. _ F _ � _ I _ .I _ .i _ ; p 0.05 J 1 I I 1 1 1 1 I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 3: Site Areas to BioSwale 2 Runoff = 0.44 cfs @ 12.09 hrs, Volume= 0.033 af, Depth= 0.93" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 2 -Year Rainfall=3.3811 Area (ac) CN Description 0.224 98 Paved roads w/curbs & sewers, HSG A 0.199 39 >75% Grass cover, Good, HSG A 0.423 70 Weighted Average 0.199 47.04% Pervious Area 0.224 52.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 3: Site Areas to BioSwale 2 Hydrograph -I - _L_I_._t__I _,J-1_L_LL_L-I__I_J_1_L_ 0.48 --I-I-..7-T I I I I I I --r-r-i=-i-1--r-r-r^r-I--I--t--r-r-r-r---I--1-T-t-r-r-r-I--i--r-T- QRunoff 0.46 ----'--'_�' -1--I-_I-j-L-L-L_I-''-J-1-L-L_'_._I--J-I_L-L----'--'-�''-''- � 1 1 1 I I I I I I I I I I I -?=hr0.44 7 t ;-r- _ "; yt pe Il';I-- ------ T0.42 0.4 - I _ i + - - 1- - -I' - + + - - - -1-' 2- far t a�nfa11=3.38"-- 0.38 -1 -'-- -I 1 1 ��" -'-_'- - -' -I -'--- -1-' I 1 I I I 1 I 0.36 - - I -1.-:.-f + - 4.01 -1- -1- -1- 4 - + - 4- - I- - I- -I- -1- 'I - + - + - '- -I- I-0.34 1- I- I 0.34 _ - -1- _ i -I-Run;off;Are�=0.;423-ac- 0.32 1� : :. 1 1 I 1 I I 1 1 I - - J lurne 0.033 0.3 - -,-,- I-; -,.. -; -I-- ;-; ---,--I--,- ,- -Run off -Vo _af - V, 0.28� - - �- I_ -I- .-.1 _ J _ 1 ;V ._. 1_ _ I._ _.I _ J - 1 - L _ L _ I_ _ I_ _I _ J _ 1 _ L _ L _ I_ _ .I_ I - J -_ -!. - � I I 1 I 0.26 -I-r-I-1-T- I� I �� -r-r-I-�-r-r-r-r-r-r7- r - r - r Runoff-De'pth.-0., - - T - �" 0.24 .._ I_ _ 1_. _I _ J _ 1 _ L. _ I_ 1 _ L - L _L -I- _I - J _ -L _ I- _ L _. I_ -I- -I- J _ 1 _, i.._ I 1 1 I I -r -r -I --1-T 1 I 1 I 1 1 I I I I I 1 1 1 `r-r-1-�--r-r-r-r-r-I-�-T-r-r-r- a0.22 0.2 -_1__1__1_1_1_ _I__I._J_1_1_1._L_L-I-_-J_1_L_L_1__I--I- J _ 1_ L_ L_L 0.18 - 1- - I- -I - 7 - ? - I ,. - I_ kyr `''--'--'--'-'--'--'--'--'--I--''-'-'--L-'--'---'--'-'--'--1--------, 0.16 'I I 1 � 0.14-r-r-i=''n-r- --t--rc-t-t-r--1.--r-t-t-t.--=r-.-^t- ;_'_I` t -t -r -r-1--1- +-+-+- 0.12 -. 1- I I' I I 1 0.1 + / , I 1 1 1 0.08 I I 1 1 I ,, I- -1- -' - ' - - - 1 1 1 1 1. 1 - L -'- - I- -' - ' - ' - , - L - I- - I- -I - I - - - " 1 I I I 1 I -� -1- -I- �- �_ 0.06 / - 1- - I- -I - 1' - + .. ,' I 4- + - 4' 0.04 I I I I 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 4: Area to north Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 2 -Year Rainfall=3.3811 Area (ac) CN Description 0.036 30 Woods, Good, HSG A 0.005 39 >75% Grass cover, Good, HSG A 0.041 31 Weighted Average 0.041 100.00% Pervious Area Subcatchment 4: Area to north Hydrograph I I t I II I I I I I I 1 l I I I I 1 1 I I I I I I I I I I I 1 1 I I 1 I I I I I I 1 I I I 1 I TYpe11124-hr 1 I I I I I I I 1 I I 1 I I I I 1 I I 1 11 � . I Rur�off;Area=0:041 ac Runoff Volume=0I I I I:0I 00 oI I 1 f I 1 I 1 I I I I I I I I I I 1 I 1 1 I I I I I I I I I I I I I I 1 I 1 I I I I I 1 I 1 I I I 1 I 1 I I Runoff; De'pt4=0.'00'° I I 1 I 1 I I T 1 I I I I 1 1 1 I 1 I I I I I■ c-0.0 min 1 1 I I 1 1 I 1 ' . I . I I 1 1 1 1 I 1 1 I I 1 1 f 1 I I t l CN -31 I 1 . I I I I I I I 1 1 I I I 1 I 1 I I I I I I I 1 I I 1 1 I I 1 I I I I I I I 1 I I I I 1 I 1 1 I 1 t I I 1 1 I I 1 1 1 I 1 I I I 1 1 I 1 I I I I 1 I I I I I I I I I I I 1 I I 1 1 t 1 I I 1 I I 1 I 1 I I I I I I I I 1 I I I I I I 1 1 I I I I 1 1 1 1 I I 1 I I I I I 1 1 I I I I I I I I 1 I I I I I I 1 I 1 I I I 1 I I 1 I I I I I I I I I I I 1 ( I I I 1 1 I I I I I I 1 1 I I 1 I I I I 1 I I I 1 I I 1 I 1 I I 1 1 1 1 1 1 1 I I 1 1 I I 1 f 1 I I I I I 1 I I I I 1 I I 1 I I I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) p Runoff 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 2 -Year Rainfall=3.38" Prepared by (enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 5: Rear Yard Areas Runoff = 0.00 cfs @ 15.22 hrs, Volume= 0.000 af, Depth= 0.05" Runoff by SCS TR -20 method, UH=SCS; Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 2 -Year Rainfall=3.38" Area (ac) CN Adj Description 0.014 98 Unconnected pavement, HSG A 0.067 39 Pasture/grassland/range, Good, HSG A 0.081 49 44 Weighted Average, UI Adjusted 0.067 82.72% Pervious Area 0.014 17.28% Impervious Area 0.014 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, minimum 0.001 I I I I I I I I H _ ..,. - 'I' - r - N - I' -i - "I - +` r' - I- - I- y - y - t - I' - I I II I I I I I I I I I I I I I I I I I --r--I--t--t-r-r-r-I- El 0.001 1 I I I 1 I I I I I I I I 0.001 I I r l 1 1 1 pI I I 1 i I I I I _ J _ 1 _ L _ I_ _I -R u,n Q-f-Ar�ai O.OR f � _I - _I - J^ 1 _ L _L_I- _0.000 0.000- 1 I� 0.000 0.000- I -- ;-; -,--I--,--11- ;- - - -I- -- ,-, -; -;-I- -T& .0 min 1 r I 1 I 1 1 I 1 t -,-,-,--,--I-,-,-T- -,-,- �111�djusted�=44- I I I I , 1 1 I I I 0.000 0.000 {. I .I -1 I 1 1 I I I I- _I _ _ _ _0.000 0.000- ,' II 0 I,. I I 0.000 -,___-1_ ;_; ___I_ 0.000 1 I 1 I I I I 1 I -r -I--4-r-r 0.000 I I I I I I I& 0 I 1 I I t I I ,__,_ -1_4_4}_�_I- _ 0 Subcatchment 5: Rear Yard Areas Hydrograph I I 1 I I I I I I I 1 I I I I I I I I I 1 I 1 I I I I I I 1 1 I I 1 1 I I I ,. 1 I 1 I .. Q Runoff H _ ..,. - 'I' - r - N - I' -i - "I - +` r' - I- - I- y - y - t - I' - I I II I I I I I I I I I I I I I I I I I -, F-,-�-� +----;--i-+---Typ e'111 -24 -hr- I I I I I 1 2-Year-'�R'a n;f�11 L _ I_ _ I _ I _ _ pI I I 1 i I I I I _ J _ 1 _ L _ I_ _I -R u,n Q-f-Ar�ai O.OR f � I i. � I I I I I I I I I Ru-hoff Vaduma.,000af- 1 I� 1 ,+'y.' - ,-;-,--,--,--, --;--, Runoff Depth'=0.05 I- I I -- ;-; -,--I--,--11- ;- - - -I- -- ,-, -; -;-I- -T& .0 min 1 r I 1 I 1 1 I 1 t -,-,-,--,--I-,-,-T- -,-,- �111�djusted�=44- I I I I , 1 1 I I I -4-T-r -r�-4-'r---r.-r--1'--I--I-�-•r-r-r-r-I-�- I I I 1 I I I I 1 I I I I I I I I 1 t 1 I I I ( I I I I r I I I I 1 "I 1 I I I I C I i 1 I 1 't-r---I-J T -r -1- 7--t-r-I----I--I-t- '-I-`I"-I-r1--1 -r-1-"I- I I I P I I I I I I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Pape 8 Summary for Subcatchment 6: Front Areas to Roadway Runoff = 0.01 cfs @ 12.36 hrs, Volume= 0.003 af, Depth= 0.22" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 2 -Year Rainfall=3.38" Area (ac) CN Description 0.032 98 Paved roads w/curbs & sewers, HSG A 0.112 39 >75% Grass cover, Good, HSG A 0.144 52 Weighted Average 0.112 77.78% Pervious Area 0.032 22.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 6: Front Areas to Roadway Hydrograph 0.013 f I 1 I I 1 1 I 1 r 1 1 I I I I I I I I 1 - -,--,- -,--r-r-,----r-r-1--,--,- i--r-r-I--I- -T-r-i-1--,--;-1--,- 0.012 -I--1--+-' - I-- I--- -1--1 -'1 -+ - I' -I- -1--1- 4- 4 - 0.01 1 �- -� - -1 _ 1 _ 0.0 t cis ` _I 1 I I f _ I _ - I _ I _ I _ I _ 1. _ 1_ _ I - - 1 - 0.011 0.01 -�-1--I--� -�-I- I. I I -�- �- -� -� -,` �- 1 0.01-- 2=dear 0.009 I I I I I I 1I1II (Rainfall7 -- I I I I I A09 , -!Runoff , , A, , e, a=�.1I 0.008 -------- ac I - - 0.008 � I-1-y-7-r--1-�--r-�-r-r-I-7-1-t-r 0.007 -1- -J- -L --I---I--I_ I_ _Run -#f Vol------ Or---- af_- 1 �1 I 1 I 1 1 I I I I � I I I I I I i//� I I w 0.007 r Y - r I 1- , �M n3L f e �i h = O.a�.2" - 0.006 __I_ 1-_I_J_L._L 1--I---L-I--1--I---L-I--1--I - .$ c 0.006. --1- -�-r-r - - --r-r-I- --r-r-r-I-�-�--r-r-r- -T r-•-�- E 0.005 1_ _I _ J _ J _ 1 _ L _ J _ J _ 1 _ L _ I_ _I_ J - J _ L - L - L -)_ J _ J _ 1 _ L - L _1_ _T-C—J�• I_n _ . 1 1 I I I 1 I 1 ( I I f 1 I 1 I I I I 1 I I I t I 0.005 r-r�-�-r --T-r-r-I-1--1 r-r-r-r�-T r -r -r -I- --r---I- - 0.004--1__I_J- _L-_1_1_L_L_1_J_I_L_L_L _I_J- J- L - L - L _I__I_J_1-� � _ 1 1 I I ',I I 1 1 1 I 1 1 1 1 I 1 1 1 I 1 I 1 ( I 0.004'-r-1-�--s-r- r -r -f- -) - -i - T - r -f--1--I-T-r-r-r-1-�-T-r-r-r-1--1- 0.003 , _ I_ _I _ J - J - L - L -i- "" 1 - L _ I_ _ I _ J _ J _ L -. L - L _I_. _J .,. J _ J. - L _ 1_ _ I_ _I._ J _ 1 _ L _ L _ I_ -I- J _ I I I I I 1 t , I -I I I I 1 I I I I I I r I 1 I 1 1 I I I 1 0.003 -r'1- -1_i-i -I--1 § -1 -I'l-i_T-r-1-'I-�--1 T-r-r-I--1`--7-r-r'1''1--7- 0.002 _I _I_J_J_L_ __I_J J 3V' X118" L_I_J-J-J.-L_L_1_J_-1_.l- L_ L _I__I_ J_ L_ L_ L _I__I_ J_ �� I I 1 I I I 1 I 1 �' 0.002 -i '1- i__ -r -f - i -T -T ---r -i-,--1--T-i1- 0.001- 1 1 t I I I 1 I 1 1 It I 1 1 r I I I 1 1 1 0.001 - -,--,- - -, -,--,- -T- - -, -,- i -T_ a ----------- I I 1 I 1 0.000 u. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 3839 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10 00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment ROOF: 1/4 ROOF - SE Runoff = 0.22 cfs @ 12.07 hrs, Volume= 0.017 af, Depth> 3.09" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 2 -Year Rainfall=3.3811 Area (ac) CN Description 0.065 98 Roofs, HSG A 0.065 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF: 1/4 ROOF - SE Hydrograph 0.24"^ ! , I _ '_L1 _ -------- __I____0.24 -1--1--I--I-+-+-t_ ...--1--1--1 --F -t-I-_,-'I 0.23 I I I I I 1 I 1 I I I - I 1 I I I 1 l 1 I 1 I I I I 0.22.cf5f, I I I I I I I I 1 1 0.22 -i.--j-i-+. 0.21 ---I--I-;-T -;----,--;-,--,----,--,-I-i---,-1--,--I 0.2 I_ I 1_ I- Y _ R L - =iocIr, Rai �a.l.-1 �- 0.19 ----'--- 1-'-I -I _ .;3W�' 1 1 1 1 I -I- -I- 1- 7 j - 1 -I- -I 1 I 0.18 - _ 1 I I 1 _ 1 - -1- -I- -1 _ J - 1 1. _ L _ L _ I_ _I _ _ 1 _ 1 L _ L - I _ 1 1 _ 1 _ L I I _ I _ I _ 1 _ 1 _ Runoff =x.;065.. ac - 0.17 -I- it _ -I- -,- ; - ; - -; -,- -, -,- - ;Ares 0.16 j- 1 1- -1- -1 _ '1- - I- _I _ -L - 1 1- 0.15 -y' -,-I T , -_I _1- I` -,-I- Runoff -Volume=0.0,,17 of 0.14 w t F l J: U I ( I I Rt�rioff`Depth>3�109.. - 0.13 -1 : 012 -I____I_J 1 _I__I_J_1_1 _1_L_IL _1_J_J-1_L_L _L-I__I_J_1_L i._I__I___J_1_1- 3 I I M I I I ��yy�� - 0.11 - -r-r-r-I--I-T-7-r-r-r-r-1-�'T' "'f I--I-� T-I--I--I--I-T Tc:5.0 � � 1-i rll- - .. LL 0.1 I 1 I 0.09 'I I -`I --I 7-^.".'-P--I--I--I-?-7-P-r'-1---'Y'7-T-r-I--I--I--t_?_7_I... 0.08 ' 1' -�- I 1_ _ 1_ _I _ _ 1 _ 1 _ L _ I- _ I_ _I _ JI _ I _ I L _ 1_ _ I_ _I _ 1 _ - L _ L I� I I 1 I I 1 I I I I I I I I 0.07 I - _ 1- - - -I - y - t ' ' - I_ - I - -1- -� - y- ' Y _ F- - 1- - I- -1- -t ,y. ; 1 �_�_�_� �_I J_ 1- - 0.06 _1__1__I_1_�- _I__I_ _1_-'_i_I-1-I-I _j -1- -1 1 I 1-' "_ 1 1 1 1 I I 1 1 I I I I- I 1 .. 0.05 ' ' ' ' ' ' ' I 1 1 0.04 _ _ - -' -' - ' - - - -'- -' - - - I -1- 1 1 I I t I I I - t I I I . 0.03 / - 4' " - -- 4' -- ' ' ' ' 0.02 --I -- - -- -- -- 0.01 r 5 6 7 8 9 10 11"1'2" 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type /// 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pape 10 Summary for Subcatchment ROOF2: 1/2 ROOF - West Runoff = 0.44 cfs @ 12.07 hrs, Volume= 0.033 af, Depth> 3.09" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 2 -Year Rainfall=3.38" Area (ac) CN Description 0.130 98 Roofs, HSG A 0.130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF2: 1/2 ROOF -West Hydrograph 0.48- ----------------- --------------------=----'---=-=-=-'--'--'--'-_-_-=- . t I I I I 1 , I 1 I I I I ! 1 I I I 1 1 I I I 1 I 1 1 I I I I I I I ---1--I--i--t-+--t-r---r----1-+-t-r-r-1--1-y-7-+-r-r-I--1-y-+-+-r---r-1--I-+-+- / ®RUI10ff 0.46- I I I --------------- 1 1 0.44 cfs I I 1 1 I I I I I I 1 1 I I l l I I I I I I 1-1 1-1- 0.4 4- 0.42 I 1T T T 0.4 - 1- - I- -1- -1 4 - 1- -1- -1- 4 _ .I. -- '1 1 1 1 1 I f 0.38 I I I I! 1! 1 I 1 1 1/=ear�a��-Ff1�= 13V -'r- -,--I_-I- I - -1 j -1-'-r f T -r-� -I---I- II _ r -!!il- rl r- 0.36 0.34 - 1- - I_ I _ J 1 .- ' `- - . _ 1- -1- -! _ 1 _ 1 _ L - L _ 1 _ 1_ _I _ J _ 1 _ L -! _ J _ 1 _ 1 _ L _ L • _ J 1 _ 1 - I 1 1 _1 _1_ I_ 1 _ 1 - 1 unoff Area=� ;�30-ac - -I- _ 1 -7 - -I - - - - - I -I - I - -I 1 I 1 I 1 0.32- ' - I- -1- -I - J - + - - ,. - 1- - I- -1- J - 4 - '1" I_ -1- -1- 0.3 -;----,-;- - --;-;-;-�-; -r-;-;--;-;-Runoff Volur>ne=0:0;33 of - V, 0.28 0.26 I I ' -r r I-� 7 r -I- r�--r-r-r-!--r-1-�1-�-r-r r r - - - - - Runoff' De'Pth'>&09" /:-_1__1__1_1_1- g0.24 _1__1__1._1_1.-L-L_L-1__I_J_1_L_L_ L_I__I_ J_ 1._ 1_>__ I__ 1_-1-J_1_1- 0 I I I ! ! ! I I 1 I I I 1 I' I I I ! I/1_�+ I I - - r ' I - -C- 7 - T 1-' - I- -I - T - T- r - r - 1- -1- -! - Z - T - r - r - r' -1- -I - -1 - -TT- - a m W0.22 O.Z T V� J . 1 n- -! -1--{-1_1 . _I__1-_I_1_1_L_L_L-I-1_1_1_ L_ L_I-_1_J_ 1_ J._ L_ L_I--I--_J_1 1_ 0.18 ! f I I 1 I I 1 1 I 1 ! 1 I I 1 1 I 1 1 1 I I I -I _r-I-� t ;-r -1--r -i-7-r-r-r-I--1-7-T-r-r-r-r -1--I-7-r-r-r-CN'9g- 1 I 1 I I ) 1 I i 0.16 _! -I 1_ I_ L_ I I I I I L I 1 1 - - - - - - - - - - - -' - - ' - - I L I 1 I I I I I It1 ! I I I I 1 I 1 1 I I I I I I 1 1 I I It- 0.14 -r -!--I- -t- -r-r-I-�-t-It-r-r-r-I--t-r-r-r-r-1- - -t-r-r-r-1- -7-1- 0.12 - - 1- -1- -I _ 1 1 s' '. 1 I 1 _ , _ ! I I I--'- _I I I I 1 -- ------- -------------- ------------ "�� 0.1 I - - - I - -1- + - i 0.08 _ -.--�--1_-I-I 1 1 1 I I^ I I 1� I I 0.06 , :. - 1- - ! - -I - -4 - + a `- - - -I - i - +. - + - 1- - I- - I - -1- -I - + - i- - F- - I- -1- -1- 4 - + - + - Ir - I- -1- -1- 4 - + - + - 0.04 I -------- ----------I 0.02 .-- r i i'1- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 M 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment ROOF3: 1/4 ROOF - Northeast Runoff = 0.22 cfs @ 12.07 hrs, Volume= 0.017 af, Depth> 3.09" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 2 -Year Rainfall=3.38" Area (ac) CN Description 0.065 98 Roofs, HSG A 0.065 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF3: 1/4 ROOF - Northeast Hydrograph 0.24 0.23 t I I 1 1 I I 1 I I 1 I I I I I 1 1 I I 1 I I I I I 1 I I 1 1 02z "s(si I I I 1 I I I I I I I I I I I 1 I f II I 0.22 4I erI 1 ' -1I +I T \l/l -h.r0.21 _2I -- ` -'------------------ - 0.2 - _ ,_ _I _ 4 _ ; A " _ I_ _ 1 _ _I _ � _ .J• _ + _ � I_ -1_ -1 _ -4 - + _ � _ I 1 1 Ill I 1 I I I I I I I I I I 1 -' I-- L jai nfrall=x.38- _ _ _ _ _ - _�-wear - 0.18 _J _ 1 _ L - L - I. _ 1- 1 _ _0'__' I_ - _ _ -1 _- - -I 0.17_ -,. -I- I -;- -;- -;- ; - ; - -; -;- ;- -;- , - , - , Ru noff;Area=0:065 ac - 0.16 _ 1- _ 1 _ -1- -1 - � - I- -1- -1- -1 - .1. - 4- - t- - I- - I - -1- -1 - I - I - 1- - I- - 1- 1 _-; _ -'' _ 1 _ ',- _ t_ I _ -1 _ -! _ 4 _ 1 _ 0.15 Ru-noff--Volume=0:017-ef - 0.14 -I__1 -1-1_1_ s.-L_I_J-1_1_L-. L_I__I__I_1_1_1_L_L_-I_ v 0.13 7 1 I I I 1 1 1 I I f I I 11-11 0.12 _I__I__I_1_1__1__I__1_1- 1 - L-L-I--I__I_1_1_L_LRu_nloffyDept-h:>"3:09."1_ -I Y �? o ' 0.1 1 1 1 i'• 1 I I ' I- 1 1 t I I l- I l- 7 ( 1 _ 1 ■ - - 1 I'717,17T ' - I- -t-I - 1 - - r r -'r -1- -1- Z - T -' 'P - r - 1- I-. 1 -1 - T - rT C 5 m' �-..- LL 0.1 T '0_ l.-1_L_L_I_.I'_1 -.1 L_L _L_I__I_1_i-1 L_i_-r-_t_J_1-L_ � 0.09 1' r -1--1-1`7-r_I:_-1-1-7-r-r--I-I--1--1-T--1-r:--r-1--971-t't-r-rL 9-8--. 0.08 1 - 1 - L - L - 1- 1- -1- j _ 1�- 1. _ L 1_ -I- -I- 1 - 1 - � I -I I I I I 1 1 I I I I I 0.07 "' -r-r-1-1-t--r-r--1-+-*-r-r-r-r-I-1-7-r-r-1--r-1-1-t-r-r--r- 0'06 '--I'-I--f- T-t-t-r- j -1 - 1 _I --I- ' -'--, -j '1''1- i_! - 1' 1 - -'---1--1--1 - 1 -1 -L -1--1--I- - I - - 1 1 1 I I 1 1 I 1 I 1 I I I I 1 1 1 1 I 1 1 I 1 I I I I 0.05 - 1- - (_ -I - + - + - , . ?h :'a ' 1- -I- -1- -4 - + ` i- - I- - I-" - r -1- 'f - + - '1" - F" - f. - I- _ 1 - -1 - ; - } - r - 1- -1- _, _ .� - + - +1 - 0.04 ' / I I _ I _ I ,;., 1 _ _I _ 1 _ I _ 1 _ _ 1_ _ I_ _I _ _ _ 1 _ _ 1_ _ 1_ _I - 1 - 1 - I - 1 I I I I _ _ _ _ _ _ _ _ _ _ _ _ _ I I I j- .'''`- t I� I I I 1 I I 1 I I I I I 1 I ) I 1 I 1 I � 0.03 - I- - - -I - 4 - 4 - - � �..• :- -1- -1- 4 - 4 - F - I- -1- ' 1- -1- "1 - + - +' - 1- -1- - I - -I - 4 - + 1- -1- -' 1 _ _ I - .; - .1.- 0.02 1 0.01 0 .. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 2223 24 25 26 27 28 2930 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 12 Summary for Reach SP1: Study Point 1 Inflow Area = 0.208 ac, 55.77% Impervious, Inflow Depth = 0.00" for 2 -Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Reach SP1: Study Point 1 Hydrograph Q Inflow 1 © Outflow Inflow Airea 0:208; ac I I I I I I I I I I 1 I I I I I I 1 I I I I 1 I I I 1 I I I 1 I 1 I I I I I I I 1 I 1 I I 1 I I I I 1 I I I 1 1 I I 1 I I I I 1 1 1 I I I I I f 7 I I 1 I I 1 I I I I 1 I 1 1 I I I I I I I1 I I I 1 f I I 1 I I I 1 1 I I I I I I I I I I I I 1 I 1 I I I 1 I 1 t I I 1 I I I 1 I I 1 I I 1 I 1 I I I I I I I t I. I 11 I '1 1 1 I I I 1 I I 1 1 I I I I I I I I 1 I I I I I I I I I I 1 1 I 1 I 1 1 N I I I 1 1 I I 1 I I I I ! I I 1 I I I I 1 1 I I 1 I I I 1 I 1 1 1 I V I I I 1 I I I I I I 1 I I 1 I 1 1 1 1 I 1 1 I 1 1 I I I 1 1 I I 1 1 3 I I 1 I I I I 1 I I 1 I 1 1 I I I I I 1 I I 1 I 1 I I I 1 I I I 1 1 G 1 I I 1 I I 1 I 1 I I f I I 1 I I 1 1 I I 1 1 I 1 I 1 f 1 I t 1 LL 1 1 1 i 1 I I I I I 1 I 1 I I I I I I I 1 1 I I I I I 'I 1 V 1 1 I 1 1 I I 1 1 I I I I I I 1 1 1 1 1 I 1 1 1 I 1 I I 1 I I I 1 I 1 I 1 1 I 1 1 I I 1 I I I I 1 I I I I I I I I I I I I I I 1 I 1 I 1 I 1 I I I I t 1 1 I 1 1 I I I 1 I I 1 1 I I 1 1 I I I I 1 I 1 1 1 1 1 I I I I 1 I I I 1 I I I I 1 I I 1 I 1 1 1 1 I I I I I I 1 I I I I I f I I I I I I I I I I 1 1 I 1 I I I I I I I 1 I I I I I 1 1 1 I I C I 1 I I I I I 1 I I I I I I I I 1 I 1 I I I 1 1 I I I l I 1 I 1 f 1 1 I I I I I I 1 I I 1 I I r I I I I 1 I I I I I I 1 1 I I I I I I I 1 1 I I 1 I I f I 1 I I I I I I I I I I I I 1 1 I I I 1 I 1 1 I 1 1 I I I I 1 I I I I I I 1 I 1 1 I I I I 1 1 1 1 I r I I I I I I 1 1 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 13 Summary for Reach SP3: Study Point 3 Inflow Area = 1.142 ac, 64.54% Impervious, Inflow Depth= 0.03" for 2 -Year event Inflow = 0.01 cfs @ 12.36 hrs, Volume= 0.003 of Outflow = 0.01 cfs @ 12.36 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Reach SPI Study Point 3 Hydrograph 0.013 E] Inflow pOUMOW '-J-�-� 1001 Cls L_ L J_j_L 1 1 I_I__I A-'-'- 0.012 0.011 1 1 1 I 0.01-Gfs -I`: -1-l' _I _1__1_1_1 I I I- I 1 I I t I raaI 'r -r -I`-1 "'T-r-1-`4-i.-r---lnf to -AteiN 'l, ■`�Q'�I Vr- 0.011 _1_J_1_L_ ''�,>�' 0.01 -r _I_ -r r'.: --r-,--,--,--I--,- ;-r-I--I- ;- -r -I- -I - I -r -,--I- ;-r- -I--;- ; - 0.01 ''- { _ - - _ ' - -1- I - + - L -' - -I - 4 - 1- -'- '1 - - + - -'- -1 - + - L - 1- -I - - } 1 1 1 1 I,}..I I j_I--1-_1-I-_ 1_I__1_2_ !_L_1_,�- 0.009 ;I__I_____-__.. ,,6 I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.009 -1--1-y-t-r-r-T-r-1--1-rt-t-r-l- -1- -1-J_1_L_1 L -I --I- J-1 - L -1--1-1- L -It- J-1- L -I--�- 1- L -I--1- J1 0.008 / yw. I I 1 I 1 1 1 1 1 1 1 I I I I I 1 1 1 I 1 1 1 I 1 I I 1 0.008 -1-1_l_7'_I- g: 1-_f _I_ -1-7-f _.1__I_l_1"_I-_I_l_T_r_I_-1_ T_("_ r _I_ l_ T _ I -_I-'1_7_ 0.007 -I_J_1_L._t S'�1_.L_I_J-1_.L_I__I_1_L_L_I_J 1 I_ 1 I 1_ I 1 N 0.007 - I- I I I I f - - I - I- -) - - I _I _ I - 1 _ I_ - I- 4 _ 1 - _I - - _ _I _ - _ - I 1 1 I 1 1 1- I 1 I I 1 I 1 I I I I 1 1 V 0.006- "I-+'-1 • ' `1- -' - 1 - '- - ' _ L -1- -I _ 1 _ L -1- -I - 1 - 1 _L -I - J1 - 1 - L _ I- J _ 1 _ L_ I_ I _ 1 _ L _ L ! _ J - j - 0 0.006 0.005 ,'. I 1 -- -l`r-1 I 1 I I I I I I 1 I I r-I-'1-7-r-I--1-7-r-I--I-"1-T-r-I--1-7-r-x-1-7-7-r--1-7_ ry 0.005 _ I_ J _ J _ L _ 1 I I I I _ I _ J _ L - L _ I _ _I _ 1 _ L _ I_ J _ -1 _ 1 _ L _ _ J - 1 I 1 I 1 ( 1 1 ( 1 1 I I I I I 1 1 I I 1 I 0.004 .. -,--,-;-r-I �- -r -,--,--)-r-,-�--r-I-�- -,---1-i-r'r -;--I- - 0.004 I -4 - !- - -1- 4 - + - -1- _ + - _ 1- -1-4 - F _ _, _ � - + - 1 I 1 1 I I 1 I I 1 1 1- 0.003 ---- - - 1 I I I ?:. - ---- ------ ------ - ------ - ---- - I I I 0.003 _I-y_•I-'r -I -t-1----f-t-I_-I-"1-t-r---I_t._r-I_--"1-t 0.002 0.002 -1--1-'1-r-I.. -r---i -7 7 -r -I` 1 -7 -r -r -I -1 -r -r-1--1-7- 0.001+ I 1 1 I I I I 1 I I I I I I 1 I I I t I I 1 I 0.001 i r ( 0.000 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2324 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 14 Summary for Reach SP4: Inflow Area = 0.041 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2 -Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs w U O LL Reach SP4: Hydrograph 1 1 I I I I 1 I i I I I I M Inflow i I 1 1 I I I 1 1 0 Outflow I I I I i I I 1 i I 1 I I I I Inflow Area=;0;041; ac I I I I I I I I I 1 I 1 I I 1 1 I 1 I I I I 1 I 1 1 i 1 1 I I 1 t I I 1 I 1 1 I I I 1 I 1 I i 1 I I I I I I i I I I I 1 I 1 i I I 1 1 I I I I I I I I I I I I I i I I I I 1 I I 1 i I I I I I I I I 1 1 I 1 I I I I I 1 I 1 I I 1 I I 1 I I I I 1 I I 1 I r 1 I I I 1 I I I I 1 I i I 1 I 1 I I 1 I I I I I I i I I I I I 1 I I I I I I I 1 I I I I I I I I I I 1 1 1 f 1 I I 1 Ii I I 1 L I I I I I 1 I 1 I I I f I 1 I I I I I I I I 1 1 1 1 I 11 1 I 1 1 I I 1 1 I I I I I I L I 1 I 1 I I f 1 I I I i I I I 1 I I I I 1 I 1 I I I I I I I 1 I I I 1 1 1 I I 1 1 I I I I I 1 1 I 1 I1 1 I 1 1 I I I 1 ( I 1 I 1 I ( I I I I it I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 M 34 M H 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 15 Summary for Pond B101: BioSwale 1 w Beehive and Cultec 330s Inflow Area = 0.510 ac, 81.57% Impervious, Inflow Depth > 2.10" for 2 -Year event Inflow = 1.24 cfs @ 12.08 hrs, Volume= 0.089 of Outflow = 0.23 cfs @ 12.53 hrs, Volume= 0.089 af, Atten= 81 %, Lag= 27.0 min Discarded = 0.23 cfs @ 12.53 hrs, Volume= 0.089 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 43.87' @ 12.53 hrs Surf.Area= 977 sf Storage= 1,119 cf Plug -Flow detention time= 36.3 min calculated for 0.089 of (100% of inflow) Center -of -Mass det. time= 36.2 min ( 841.4 - 805.2 ) Volume Invert Avail.Storage Storage Description #1A 41.94' 701 cf 20.83'W x 38.50'L x 3.54'H Field A (cubic -feet) (sq -ft) 43.50 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #2 43.50' 6,441 cf Custom Stage Data (Conic)Listed below (Recalc) #3A 42.44' 1,088 cf Cultec R-330XLHD x 20 Inside #1 45.00 812 500 Effective Size= 47.8"W x 30.0"H =>,7.45 sf x 7.001 = 52.2 cf 818 46.00 1,451 Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap 1,681 1,468 47.00 Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 4,760 6,441 8,230 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 43.50 41 0 0 41 44.00 244 64; , 64. 245 45.00 812 500 565 818 46.00 1,451 1,116 ' 1,681 1,468 47.00 9,180 4,760 6,441 9,201 Device Routing Invert Outlet Devices #1 Discarded 41.94' 8.270 inlhr Exfiltration over Wetted area from 41.93' - 46.50' Excluded Wetted area = 0 sf #2 Primary 46.50' 10.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.4O 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 ` 2.81 2:92 2.97 3.07 332 Discarded OutFlow Max=0.23 cfs @ 12.53 hrs HW=43.87' (Free Discharge) 't--1=Exfiltration (Exfiltration Controls 0.23 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=41.94' (Free Discharge) '--2= Broad -crested Rectangular Weir( Controls 0.00 cfs) 212 Mid-Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24-hr 2-Year Rainfall=3.38" Prepared by {enter your company name here) Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 16 Pond B101: BioSwale 1 w Beehive and Cultec 330s - Chamber Wizard Field A ChamberModel = Cultec R-330XLHD (Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C-C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length +12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows= 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids = 701.1 cf Stone Storage Chamber Storage + Stone Storage = 1,789.0 cf = 0.041 of Overall Storage Efficiency = 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HvdroCAD Software Solutions LLC Pape 17 '• • • • 111111 •illllfn I1 _ • It I I It 5 6 7 8 9 10 11 12 131415 16 17 18 19 M 2122 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 18 Summary for Pond B102: BioSwale 2 w Beehive and Cultec 330s Inflow Area = 0.488 ac, 59.22% Impervious, Inflow Depth > 1.22" for 2 -Year event Inflow = 0.65 cfs @ 12.08 hrs, Volume= 0.050 of Outflow = 0.13 cfs @ 12.54 hrs, Volume= 0.050 af, Atten= 80%, Lag= 27.6 min Discarded = 0.13 cfs @ 12.54 hrs, Volume= 0.050 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 43.53'@ 12.54 hrs Surf.Area= 542 sf Storage= 542 cf Plug -Flow detention time= 28.5 min calculated for 0.050 of (100% of inflow) Center -of -Mass det. time= 28.5 min ( 863.6 - 835.1 ) Volume Invert Avail.Storage Storage Description #1A 41.94' 450 cf 16.00'W x 31.50'L x 3.54'H Field A 1,785 cf Overall - 659 cf Embedded = 1,126 cf x 40.0% Voids #2A 42.44' 659 cf Cultec R-330XLHD x 12 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 3 rows #3 43.50' 3,795 cf Custom Stage Data (Conic)Listed below (Recalc) 4,904 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 43.50 31 0 0 31 44.00 221 56 56 222 45.00 684 431 487 691 46.00 1,191 926 1,413 1,209 47.00 3,821 2,382 3,795 3,844 Device Routing Invert Outlet Devices #1 Discarded 41.94' 8.270 in/hr Exfiltration over Wetted area from 41.93' - 46.50' Excluded Wetted area = 0 sf #2 Primary 45.85' 5.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.13 cfs @ 12.54 hrs HW=43.53' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=41.94' (Free Discharge) L2= Broad -crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 19 Pond B102: BioSwale 2 w Beehive and Cultec 330s Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 3 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 4 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 29.50' Row Length +12.0" End Stone x 2 = 31.50' Base Length 3 Rows x 52.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 16.00' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 12 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 3 Rows= 659.4 cf Chamber Storage 1,785.0 cf Field - 659.4 cf Chambers = 1,125.6 cf Stone x 40.0% Voids = 450.2 cf Stone Storage Chamber Storage + Stone Storage = 1,109.6 cf = 0.025 of Overall Storage Efficiency = 62.2% 12 Chambers 66.1 cy Field 41.7 cy Stone JAU g' 3 X 7Y L a 2Y S a�Y x � kr� 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type Ill 24 -hr 2 -Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 20 Pond B1O2: BioSwale 2 w Beehive and Cultec 330s 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 Time (hours) Hydrograph I M Inflow i J_L_L _I_ 0.6 cfs 1 1 1 1 L_i_J_L_f_ _L_1_1._L_1_ 1_ L_1_ 1 _L J_ L_I-J_L__J-L-I-J_L_ 11 E3 Outflow 1 1 1 1 1 1 1 1 1 1 t 1 1 t i l f l f I I I i l l I 0A8i&ac Discarded -,-;-,--I-;- -,-- - - - -I :Inflow/ rea - ®Primary 0.7 t l l l i I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 - -1- T -r-I- T- i t I I i 1 1 - --r -I--1- r -I- 1- r -,--j-r-I-T-r -I- try, `�--&531 I 1 I I I I I 1 1 i Peak-f�,e V #43.15V 0.65 1 - I- 4 - 1- - I- -t - 1- -1- + - h -1 -- + - I- � - fi - I - � - F -1 _..4 - 4- -I - _I 0.6 I I I A I I 1 1 1 1 1 1 1 1 1 1 1 1 1I I S 1_L_I_1_L_I_1_I-_I_1_IStb.r'agE-542-cf - 0.55-:1 I l l i l 1 1 1 1 7 I 1 1 I I I I I I I I I I I I I I I I I I I I I i l l l l I 1 1 1 1 1 1 1 I I t 1 1 1 1 1 1 1 1 1 1 i l l l l -1- 'I I I I 0.5 I l 1 l 1 I I 1 I I 1 1 i- I I- I- -i-r-r-1-T-'.. r -r '1 -r -1--1-r -r_T r-1-T-r-rT-r-I-r-r -'f-r-l-l-r--1-r- 0.45 1 1 1 1 1 __1_F-1-+- I I I I I .�{•--I--1-l--t--L-F-1-i-i--1-+-4--1-1-ti-i-F-I--1-Y-I--7-L-I-�-I-�- 0.4 1 1 1 1 1 1 1 1 1 _L _I_1_ _L_I_J_L_t_1_L_(_1_L_I_1_L_I_ 1_.L J_ L_I_ J_ L_1_J_LJ_ J._L_ .V.. 1 1 1 1 I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3 0.35 o -,-; - -I- - ; -,- ;-,--,- i- -,- ;-i -,-; -,--,--,--,-,--,--,- -,- ---,--r - LL 0.3 M I I I I I I I I 'II I I I I I I I I I 1 1 1 1r- 1-1"i-r-rl-1 --I-T-r-1-T- r-rl-r-r 1`r -r1 -r -I -T -r -I-T -r I-'r- 11 0.25 i l l l 0:13 Cf5-.:.'.;- 0.2 I I_1_ 0.13 CfS 'Ll l l l l l l l l l l l l l l l l ,�,,J-L__J_L__J_L_I_.1_1_. _I_1_ I_J: L_ I_J_L _ I_J_ L_i_J_L_ 0.15 I I i I I I I I I I I I I I I I I I I I I I I I I I I 0.1 0. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 2-YearRainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 21 Summary for Pond B103: Existing BioSwale w Beehive and Existing Cultecs Inflow Area = 0.208 ac, 55.77% Impervious, Inflow Depth > 1.33" for 2 -Year event Inflow = 0.30 cfs @ 12.08 hrs, Volume= 0.023 of Outflow = 0.05 cfs @ 12.55 hrs, Volume= 0.023 af, Atten= 84%, Lag= 28.6 min Discarded = 0.05 cfs @ 12.55 hrs, Volume= 0.023 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 42.75'@ 12.55 hrs Surf.Area= 802 sf Storage= 278 cf Plug -Flow detention time= 36.8 min calculated for 0.023 of (100% of inflow) Center -of -Mass det. time= 36.5 min (830.5 - 794.0 ) Volume Invert Avail.Storage Storage Description #1A 42.07' 701 cf 20.83'W x 38.501 x 3.54'H field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #2A 42.57' 1,088 cf Cultec R-330XLHD x 20 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows #3 44.00' 1,140 cf Custom Stage Data (Conic)Listed below (Recalc)_ 2,929 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 44.00 53 0 0 53 45.00 205 121 121 210 46.00 426 309 430 439 47.00 847 625 1,054 869 47.10 875 86 1,140 899 Device Routing Invert Outlet Devices #1 Discarded 42.07' 2.410 in/hr Exfiltration over Wetted area from 42.06' - 47.10' Excluded Wetted area = 0 sf #2 Primary 47.02' 23.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.05 cfs @ 12.55 hrs HW=42.75' (Free Discharge) t--1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.07' (Free Discharge) L2=113road-Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid-Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24-hr 2-Year Rainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 22 Pond 8103: Existing BioSwale w Beehive and Existing Cultecs - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C-C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length +12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows = 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids = 701.1 cf Stone Storage Chamber Storage + Stone Storage = 1,789.0 cf = 0.041 of Overall Storage Efficiency = 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 2-YearRainfall=3.38" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 23 Pond B103: Existing BioSwale w Beehive and Existing Cultecs Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) _1_1 _L_I_ L_1_J_ L_1-J_.L-I.-J _L-I_1_L _I_1_f_ _I_1_I_ J_ L_I_ J_L _I_J_L-I,_J _.L _ I I I I I 1 1 1 l l l l l l l l l l l l l l l l l l l l I I I I I I J_1_L-I- 0.30:cfs L-I_J_L-I-1_L_I-J_L_I-1-.L_I_1_L J ___J_L_7-J_L-1-1-.L_ 1 I 1 1 1 1 1 'I i I 1 f I.1 11 1 1 11 L -1_J_ L --inflow Aroma_-0.20�81�cL I I 0.32 {{ ` I I I _I_1_L-1_1_ 1 I 1 I I 1 I 1 I _L-I_J_L. _I_J _L_I-J_L_I-1_I__I_1 1_ _L__ _L__ -L-[-J _L. 1 I I I I I I 1 I I I I Q/� Pk G �;2.11.,L 0..3 _I_L-L _I_ 1 _ I 1 1 1 1 _ L -I_ J_L _I-1_L-1_1_L_I_1_L _I_ -E.1 -V - 1 1 1 1 1 1 1 1 1 1 1 1 4 1 1 1 1 I 0.28 { '.I + _ y..1 _ 4 I 1 I _.. }.: I_ ,-I - 4- _ 1._ ..I _ F. _ I - -{ ` 1' _ 1 _ +.. _ 1_ _1 _ 4,- I � - I 1 I I I .1 1 I. l I I I- StO rag& -278 cf 0.26--. ' -I - + - F -I - + - 0.24 ' '{{{ / y { ' .. -1 - i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1. I �1. I. I I I .1 0.22':-1-+_F--I'+ •_.I -}-h-f-}_1_y_f._1''J-I'-1-+-I--1-+-f'-i-1-..1-y-}-1_•.{-t--I--1-Y I O.Z Y '_.I_ 1 - r _ 1- Y - r -1- 'I - r ' I I 1 y i I I 1 I i 1 1 1 1 I 1 I r -1- l -' r ' I - 1 _ r _ I- -1 - r -1- T - I- -1- T -r 1 - r I- 1 - r -1 1 - r J I I I I I l I l I l l l l 3 0.16 I I I I I T I l l l l l i I I I I I I V' 0.14 �' -1 _ T _ r _I _. T - r - I 1 - r -I- 1 - r -1- 1 -"-r -1- T -I- -1 _, T _ r i - r - I-' 7 -'r .- I_ 1I _ r -I- l _ r 0.12 " { —1 — T — r —1— T � I 1- — I -1 — r - I - 1 - r -1- 1 - f -1-, T - fes' -I -. T - Ir i - L - 1- `1 -'r -1- -1 - I' `I - -I ' r - � � -I 0.1 • { { I 1 I f I .4a - - - 1 -- 1 0 05 cfs I ----r 1 1, I I I ( I I L 1 1 I I I I I�� I I -----------'-- ----- I I 1 1 I I I I I I I I I I I 1 1 I I I I I I 1 1 0.08 • { � I I I I I 0.05 CTS • __ ____-_____.__ •f. 1 I ( I I I I 1 I I 1 I I 1 1 I I �� -� i I 1 I t I I I I I I I 1 1 I I 0.06 � I � 0.04 - 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 1: Pavement to Exist BioSwale Runoff = 0.17 cfs @ 12.08 hrs, Volume= 0.012 af, Depth= 2.30" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 10 -Year Rainfall=4.92" Area (ac) CN Descriotion 0.037 98 Paved roads w/curbs & sewers, HSG A 0.025 39 >75% Grass cover, Good, HSG A 0.062 74 Weighted Average 0.025 40.32% Pervious Area 0.037 59.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1: Pavement to Exist BioSwale 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) Hydrograph - 0.19 - - - h _ - ' _ - - -I--I--1--I-t-*-r-r-1--I--1-+-+-r-r-r-I-y-+-*-r-r--1--1-y-+-+-r-r-1--1-y-y-*- �RunOff 0.18 ,.--1--1--I--1- I I 1 1 I I 1 I I 1 I 1 I 1 I I 1 I 1 I 1 1 1 1 1 1 1 -r -1-�-1-/7�y,--r-y+�- 0.17-, --r-I-�-r-r-r-r--'r-r-r-r-r-r-I-�-T`r-r-r-r--�--r a -H 1 -24-h ll' - 0.16-:I .�,/r 1 I I I I 1 I 7 1 1 I I I�/ 0.15 pI -I -'--i- -r-I,-r-I--I- -i--r-i----i-T-rJO.."ear`Rainrfafk=492 1 f� - I' I 0.14 /�■/�� f 2 0.13 ■fir I I I 1 I , 1 1 1 I I 1 1 I 1 I I I 1 ,'��I� I • ����•1 0.12 --� -I--I -ac -T - 1�� 11-1-7-7 - 7 -it -1-1 /IJP --- __I I I I I I I I I I I I tA�naff Vol --me iOGOI■L- of - r -r -r -,--r-- i- W 0.11 - 0.1 ------ - - ------ - - - ------ - - -F Rluhoff Depth 2.30'° � 0.09_: LL I/�'ta 0.08 0.07- ■w- _ _ l _ N_'� 7 - 0.06- .06 ,' : I 1 I I_ -1- -1' ' - - I'- .-1- -I - J - j _ L _. L - L - I- ' 1- J - 'I. - L - L - 1 _ I_ 1 I 1 1 I --------- -----1-'-- 1 '1 I I 0.05 ,. '-* I I I I I 1 I I I I I I I I I I 1 1 _I__II_J_1_J_J_ J_ i_ L_'L_1__I__I_ J_ S_ L L_L _I__I_ J_1_ 1 _ L _I__I_J_ J_ 1_ 1_ - 0.04-: I 1 I 1 I I I I I 1 I I 7 1 1 I I I 1 1 0.03 I 1 ! f I t I - L - I _ _1 _ J _ 1 _ 1 _ L 1 I 0.02-I- I 1 I I I 1 1 1 1 1 I I I 1 I 1 I I I I _j_. J_1_1_ 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 10-YearRainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 2: Site Areas to BioSwale 1 Runoff = 1.41 cfs @ 12.08 hrs, Volume= 0.098 af, Depth= 3.10" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 10 -Year Rainfall=4.92" Area (ac) CN Description 0.286 98 Paved roads w/curbs & sewers, HSG A 0.094 39 >75% Grass cover, Good, HSG A 0.380 83 Weighted Average 0.094 24.74% Pervious Area 0.286 75.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 2: Site Areas to BioSwale 1 Hydrograph I I I 1 1 I I I I 1 1 I I I 1 1 I I I I I I I 1 I I I I I 1 1 I I I I I I I 1 1 1 I I 1 I I I 1 1 I I I 1 I I 1 I I I 1 I 0 Runoff TYpel1l-hr I I 1� 1 I 1' t: 1 I- I I - 1 I I. I I I I 1 ■, I ((����,, ,1 I I � I I I � I I I �I 1 I � 1 1 I I 11 V Y�,eail Ra�nf�l�-T.'192'• 1 I � I 1I I � I I I I ^I I t a I I I' 1 I I 11 I k6noff*6r =0.;380 ac I_ _I_ _I _ I_ I_ I" I I 1- I f 1 - I I 1 1 I 1 I f I I I I I I I I I 1 I I I I I I I 1 1 I I I I I I I 1 1 I 1 '-1- ' Runoff Volume=0:098 of Runoff; Depth=3.1110.1 I I I I i I I I I I 1 I 1 1 1 1 T 1 LL -5.0 min I I I 1 I I I I I I I I I 1 I I 1 I 1 1 1 1 I I I RI 1 1 7 I 1 I I 1 1 I 1 I I I I 1 1 I I 1 1 I C PJ = 8 1 I I I I I I t I I I I I I I I I I I 1 I 1 I I I 1 I 1 I 1 I � I I 1 I I I 1 f 1 I I 1 I I I I I 1 I I 1 1 I 1 I 1 1 I I t I I I 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 1!124 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here) Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 3: Site Areas to BioSwale 2 Runoff = 0.99 cfs @ 12.08 hrs, Volume= 0.070 af, Depth= 1.98" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 10 -Year Rainfall=4.92" Area (ac) CN Description 0.224 98 Paved roads w/curbs & sewers, HSG A 0.199 39 >75% Grass cover, Good, HSG A 0.423 70 Weighted Average 0.199 47.04% Pervious Area 0.224 52.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum 0 LL Subcatchment 3: Site Areas to BioSwale 2 Hydrograph I I I I I I I I I I I 1 1 I l 1 I I I I I I I 1 1 I I 1 1 I 1 1 1 I I I 1 I 1 I I 1 I I I � I I I ® Runoff _L_I__1__I_J_.1_l._L_L_1__I__I__I_J_J_ 1_ L_L_I__1__I_J_ J_1_ L_ L_1__ 19 cfs: 1 1 I I 1 I t 1 1 1 I I I 1 1 1 1 1 I I 1 Type; III 24-hr1 I ' 1 1 I I II I I I 1 I I I I 1 I 110 -Year Ra'1�6falI=4.I92" 1 I I I I I I I I 1 1 1 I I I I t I I I I I I I 1 I 1 I I I i 1 1 I 1 1 I I I I ICU6offI�reaI =0: 2 3 wt ^ I I 1 I I I I I I I V61 U1 I I I I I Runoff me=0'.070 of 1 1 I I I 1 1 I 1 1 1 1 1 1 I 1 1 Runoff; DeJil,pth-;1.,98" T&- 5.0 min If � 1 I I I 1 I 1 1 I I I I 1 1 1 I I I I 1 1 I 1 1 I I I 1 1 I ( I I I I I 1 I ( 1 1 I I I I 1 1 I I I I I I I I 1 I I 1 I I 1 1 1 I 1 1 I 1 1 1 I 1 I I 1 I I 1 I I 1 I I 1 I I I I 1 1 I I I I I I 1 I I l I 1 I I 1 I I I I I I I :'�•��'�^ I I I I 1 I I 1 I I I f I I I I I I I I I I I I I I I I I I 1 I I 1 I I I I I I I 1 I I I I I I I I 1 I I I I I 1 I I I I I 1 1 I I 1 I I I I I I I I I 1 I I o- Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 4: Area to north Runoff = 0.00 cfs @ 22.79 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 10 -Year Rainfall=4.92" Area (ac) CN Description 0.036 30 Woods, Good, HSG A 0.005 39 >75% Grass cover, Good, HSG A 0.041 31 Weighted Average 0.041 100.00% Pervious Area Subcatchment 4: Area to north Hydrograph 1._..1 L_L_L._ ° -------------- ------------------ - --1�-I �I I I I I 1 1 1 1 I --t I .1- t I --t..:...1 11 1 I -1 �-1--I--1--1- 1- I -I -I -I -I ° 0.00 cfs 0. _IT_� J241��__.1 �_ L_L_.L _1 _t_ 1__I'_J_ 1_1._1_L_L_ L _ _ - I i '! °- -11-0 ■ ea -r -.i Rali-nfall=i4:9• _ I 1 1 I 1 1 I I 1 I I 1 I 1 1 1-- 1 1 1 1 1 1 I 1 1 I 1 I -- ° -RUnbffArea=0.041;- ,- I -I -, -, -,--;--I I I I I - I 0- 4 - 4- - J- - 1- -1- -4 - -4 - 4 - 4- - " I I 0. I - -I - ' ------------- Ru ' ' I I ' - -!nof# -VolVol a 4: �6 i t I. 1 I w OZ, nI :Runoff Dept11-0.D rr-I- I -r-r -r-r-r I--1 -1It-I- T -r - r -r - .$ ° 1 I 1 I I I I I 1 1 A I 1 I 1 I -I-- -.-1--1- -+-+ +-'a--�'-1 1--I-'(--4-+ -'I'-4--1'-1'-1--I--i--I--1-.4-+-+-+-I-1-- 1 ° I 1 1 I . 1 I I I 1 I I I I -G.0 1111h _ I _L_L_I 1--1--I--I-'�_. _.1---L-L-4"'1--I-- J'-- '�---L-1--1"- 1 L t 1 4 '- � I. 11 I 1 I 1 i' 1 I '1 I 1 0CN=�1- I I _ _ -L-; - -,-;--; --,- ; -, ; I ;-;-,-,-T-� -; - ----i---r-1_�:=r-r-*-*-r-r-1--t--1.--1-1��-'-+'--1-t'-t-r-r- ° J _ J _ 1 _L _L _L _ 1_ _ I _ _I _ _I _ J _ J _ J _ 1 _ L _ L _ L .. ° I I I 1 I I'I I - ° I -I -t - /l/////!//�/�/.//./fes/.�I//l/l//,�./,�i,"�' Time (hours) Runoff 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 10 -Year Rainfall=4.92" Prepared by (enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 5: Rear Yard Areas Runoff = 0.01 cfs @ 12.32 hrs, Volume= 0.003 af, Depth= 0.37" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 10 -Year Rainfall=4.92" Area (ac) CN Adj Description 0.014 98 Unconnected pavement, HSG A 0.067 39 Pasture/grassland/range, Good, HSG A 0.081 49 44 Weighted Average, UI Adjusted 0.067 82.72% Pervious Area 0.014 17.28% Impervious Area 0.014 100.00% Unconnected Tc Length Slope Velocity Capacity Description - (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, minimum 0.013 0.012 0.011 0.01 0.009 N o.00E 3 0.007 0 a 0.00E 0.00° 0.004 0.001' 0.002 0.001 Subcatchment 5: Rear Yard Areas Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) p Runoff t 1 I I I I I I I i 1 I 1 1 t I I I ( 1 1 I 1 I f I I I 1 1 1I1 1 "1 - 1 - T - t- - r -1 - 7 - -t - T - r - I- -1- '1 - -, - T ' r ' r -I- `I - '1 - T - r - 1- ' I' -1 - T - I I I I 1EOl ------- - I I 1 I 1 1 I I I 1 1 I I I I I I Ty peg IFI 24 -he J_.1_1_1__I__I_ J_ I I 1 t I I I I 1 1 I I I I I I I t I I I I � I 1 I I 1 I 1 I I I I 1 1 I I 1 0 -ear ��a�nfall!=4.� _ I_ y_T _1_ y_ A>Kea;=0,08-ac- 1 -I I- I -I-------- 1 - 1 I 1- � Ru-noI pfd -I ume=0I -af -. Runbff,De)ptht-0:37 7 _ j -r-I-1-i-r-r .•1--1 -7 T-r-r-I--i-7-T-r-r-I--1-1-T-i"'r 'n - j 1 4 I 1 I -1 ,. J I I 1 1 1 1 I I I 1 1 I Pl Adlu�-- _I_J_1_L_t :,1_1_.1 _L _I__I_J_J_1_L_L _1_J_J_1 _L G 1 I I r 1 I �,>• J I I I I 1 I I I 'I 1 1 i I 1 I I I I I I I I I Y I 1 1 I 1 1 1 yts.1 I 7 I I 1 1 I I I I I 1 I 1 I I I I I 1 I I I 1 I 1 1 .`� I 1 I I I I I f I t I I I I I I I I I' 1. I I I I_1 1_ I I I I I I I I t 1 I 1 I 1 i _I_ i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) p Runoff 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type III 24 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here) Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 6: Front Areas to Roadway Runoff = 0.09 cfs @ 12.10 hrs, Volume= 0.009 af, Depth= 0.77" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 10 -Year Rainfall=4.92'1 Area (ac) CN Description 0.032 98 Paved roads w/curbs & sewers, HSG A 0.112 39 >75% Grass cover, Good, HSG A 0.144 52 Weighted Average 0.112 77.78% Pervious Area 0.032 22.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 6: Front Areas to Roadway Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I i /--I 11 I- 1 1 1---I-I--I---1--I-I-I I _11 0.1 -I- 01 '1 -1--I- 1 j -I -I--I - --L'-'=-I--1- - -' -' -I--'--'-'-'-' -' -I'-1--'-'-'-' - ORunoff _ I 1'. - 1 .f1" '-1 1 I I 1 1 I I I I I r I 1 0.095 -._1__1__1'_ J'_1'0.09 C(5/_�J I I e'-I1'I y,f- -i1P - 0.09-:_- 4 _1--1- ) -1--1I 1' l._1-:-`I--I--1-J-=-+_4-1--1--'-J-T /i: 0.085 I I -I I -7-r 1 ., r -I- t 7-r r - r - r- r-I--1-r-r r -I --I 0.08 _ _1 I _ �...0-earla�nfall,=�.92,r J-1 . 1 -1_.i-7-1 - F Ir I- -'i --T"r r r-I--I'l-" 0.075-:_- 1 1 I 1 I I I 1 1 I_ I I- I -I- -I c- - 1 r I - T T - I I - _Ru n_ o_ ff ;Area=0.1-_4.4_ _a_ G 0.07 --- I 1_1_:1 L-'--1--I- I I 1 4 I I 1 1 1 I I 1 1 1 -. 0.065 _1-l__l.-J 3 J °` -�--'- i-1-L-i-1--�--1 Runoff - �-V-olum-e=0 '-0��09- -�f - 0.06 - -I- -1- -I - + - + - - I - ' I - - + - I" - 1" - If- - I - ' 1- - w } Jn 0.055 -I -r--r-r-i--1-7 r-r-r-I--1-y---r-rRu-no�ff- Dep -h=O:'��/_r- 3 0.05 ' 1 I 1 I -,--r rI-i-��_r-1--1-�-T-r-r-r-r-l-i-z-r-r-r._I- ---I //rte�-r--- min 0.04, 0.045 ITSI_� 5, 0_ m.i n _ I I I I 1 I I I I I 0.04 -_ I_ _ I_ J _ 1 1 : _ I_ _ 1_ J._ 1 _.L _ L _ L _L_ _ I _ _I _ J _ 1 _ L _ L -L -I- J _ J _ 1 _ L L _.L _ 0.035-:'' - _ I_ _ I _ _1- J - 1 _ '. 0.03-: ; - : I- -1- -1 - 4- + _ , -� ', I- - I - - I - '� - + - + - I' - 1- - I - -1- -F - + - + - F- - I- -1- -1 -' -' - + _ 0.025-:-' -r 1 1 -r-1-i--r- .' I--r-1--r-r-r-r-r-I--1--r--r-r-r-r-r-1-�-T-T-r-r-i--r--t-T-r- 0.02 <.--1--I--1--'q-T= ,•„_,i,_ T._r r_.1 --j -1.---1 I-�.-I-1-1---(--I T T -r-I -1--I- j -T T.- 0.015 i P 0.01 -1- J- �_ 1_ .._L I _L_I__I__1_1_1_L _ L _ I__ II_1_�_ L_ L_L I I I I I I I I I 1 I I I 1 I 0.005 - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 2223 24 25 26 27 28 29 30 31 32 33 34 35 3637 38 3940 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Pape 30 Summary for Subcatchment ROOF: 1/4 ROOF - SE Runoff = 0.32 cfs @ 12.07 hrs, Volume= 0.025 af, Depth> 4.56" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 10 -Year Rainfall=4.92" Area (ac) CN Description 0.065 98 Roofs, HSG A 0.065 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF: 114 ROOF - SE Hydrograph I I 1 I 1 I I 1 1 I--,--I-;-;-I--,-,-,--,-;-�-;-I--,--I--,-;-;-,T-,--,--,--,-�-;-�-,--r-,--,-;-;-�- ORunoff 0.34 I I I 1 I I I 1 I I I I I I 1 7 1 I I I I 1 IJ:32 cfs - i - I— _I _ I - T - r - r r - —I 1 - T -T -r_ r-1 -r r i T T - 0.32 ` 1 _.........TT T - T -r _ _- T�oe U I -2 4i h S 0.3 ' 0.28 --I-r-1--1-T--r-•I--1--t-T-r-r-i--I--I-_1-T-rw- �-1--I--I-�-:-r-r -I-�-�--- ' 0 Year; Ralnfal1=4.92" _. 0.26-" I -Q -c - �U-n �O�f 0.24: 0.24 I I I I I 1� I I I I I I I 1 I 1 , I I I�� Y�Ir •;� Y5 -I--�- a - _I ----I- --I--L -L _1--1--I-"-'� � - _7�--`-I'- 0.22 I 1 I I I I I RU.h (u me=Q�025 of -I _ 1_ I_ _I _ 1 _ 1 _ _ I_ _ I_ _I _ 1 _ 1 _ L _ L _ I_ _ I _ J -Vff_ 7_o - F O.Z t) 1 1 I I I 7 I 1 I I I I 1 [ I 7 I 1 I I I I I 1 I I I 1 __1__I_J_1_1 _1__I_J_ 1_ 1_ L_ L_I__I__I_ J_ 1_ L_ Kp!� 11 _ U -hof De'p�h>4.-156 I M I 1 1 1 1 I I I I 1 I I I 1 ■� '-'-L-L-1.-'--I--1-L-L-I--I--I- --- ---'--__-- O 0.16 ■ I- 5..0 m n LL '- - 1 _ I_ _ -i "- I I I i I I I I- - 7- F - 1 1 I I I I 1 I 0.14-: T _ r - r - -1- -1- - T - j _ j - _ -I _ - j - - _ r -9-0_ 0.12 _I-I-l- r, r — —rT Tr_rr1 --I---I-T- 1— 1-I-II I I _ - I --I-- - - -- -T rr 0.08- .r 1--I--I0.1 r_r—Z7rrrr1-17 - -rr---r-r-r-r-r 2y I I I 1 i I 1 I 1 I I I 1 I 1 I 1 I I 1 I I I0.06 r - ' I_ — I _. —, ' -1 — + — _.i3..: - I_ — — —I — i — .�.. — f _ r — I— — I ^ Ti— -— 'I' — h — I' _ I— — — — — 'I — 'I' — 'I' — 1" 4- 0.04-: 0.04 ' ' ' I 1 I I I 1 I 4-+ - } - t' - 1- - I- -1 - 4 - + - 4- - I" - I- -1- -I - 4- + -- ' 0.02 I I I I I 1 1 1 1 1 I 1 0 e, " 5 6 7 8 9 1 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 3940 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment ROOF2: 1/2 ROOF - West Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.049 af, Depth> 4.56" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 10 -Year Rainfall=4.92" _ Area (ac) CN Description 0.130 98 Roofs, HSG A 0.130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF2: 1/2 ROOF -West Hydrograph Q Runoff 0.7 1 1 I 1 _ I I I 1 I I I I I 1 I I I I 1 I I I I I I I I 1 1 I 1 I ( I I I I I I I I I I I I , I I I 1 0.65 1 1 1 I -0. crS' 1 I I 1 I I I I I I I I 1 I I t I, I I 1 aff' I I I I 1 I i 1 I I I 1 I I I _ �I -r-1--r-'rT-t'-.`r_J----T-r-r-r-r-I-�-T-r-r-r-r-1--r- L/- 14 e!-I'I 2-h_,�I - Y� 0.6 I j l I I I -SIO =Year: Rainfall=, 92' - 0.55 f I I I I ':' . I I I i 1 1` i 1 I I I 1 0.5 :I-------- } - I- -1- -1 - 4 - 4 - + _ F _ N _ I_ _I _ -4 _ 4 _ � _ 1_ _ I _ 1 + _ 1 _ H _ _ 4 -1 I ll..�n,ff,r\rea=� 1 �/0 ac ------------------ -- - - -- =------------ 0.45. RMl me=0.-09. --�i/ff_ I_olu _af _ w 0.47: I I I ,.: I. I I 1- � f :: I 1 I l I 1 I I I I I .�,. -1 1--1.'*'1-7- '-.i'-1r-1-'i`-?`r-'r-r-r_:._4--,-r-rRUnoffrDe'pth.>4.-'56"- 0.35 1 I I 1 I 1 I I I I 1 I I I 1 O .--I--1-1-1-1-!- -`--I--t-I-----1--1--I------`1-_1_�_�_.� 0.3 I! 1 1 1 I I I I I I 1 ILL 11 I 1 I t I I 1 f I - - I- -1- -1 - 4 - 1 - - 1- -1- -1- - �' - '1' ` 1' - I- - I' _ I - 41L - 4 -' - F- - I- -1- -1 - -4 .- 4 _ 4. _- I 0.25-,, I I _ r - r - - I- -I - i T - T ` r - r -i- -1 ' -1 - T ' T - r ` r - " - I - _ - T -" I- - 0.2 I _1 _ J _ 1 _ L _ L _ L _ I_ _I _ 1 - 1 _ 1 _ L _ L _ L _I _ -1 .- J. _ 1 _ L: ^, L _ 1_ _1 _ J _ 1 _ 1 _ 0.15 - 0.11 1 1 1 f 1 I 1 1 1 I I I I I I I 1 I I I I 1 I I I I I I I .I� 1 I I 1 I .05 0.05- f I t I 1 1 I 1 1 I 1 I 1 1 I I- I- I I 1 I 0 0 5 6 7 8 9 10 11 12 13 14 1516 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment ROOF3: 114 ROOF - Northeast Runoff = 0.32 cfs @ 12.07 hrs, Volume= 0.025 af, Depth> 4.56" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 10 -Year Rainfall=4.92" _ Area (ac) CN Description 0.065 98 Roofs, HSG A 0.065 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF3: 114 ROOF - Northeast Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) I I ! ! 1 I 1 I I 1 1 1 I I I -,--1--I- j-T-T---1--,--,--7-T-----I--,- j- j -T ---,----,--T- T -r-,--,--,- j -T -T- ®Runoff 0.34':I ,.--� I I I -1--I-T- 0.32 Cfs -�-I--I-T-T-T-r-t-1--I--(-T-T-r-r-I--1--I-T-T-r-1----��y�-T-r- 0.32 - I I 1 T G' HI 2T-il-r - -i--I--I-T-T"'--r-r-I---r-r-r-I--.r-I--r-T-r-r-r---r-r--r � p 0.3 � -r-r-I--I-*- - - -r-r-I-�-t-r-r-r-r-r-rt--r-r----7-�---r-r - - YearRafall 4,:92'x_ 0.28 0.26-:I I 1 I J I 1 1 I I I I I I e;I1� I R�nOff ;A re 65 -ac - I I 1 1 1 1 1 1 I I I I 1 I 1- Q—O.;V 0.22 " 025 _ .-. w O.Z ;_._1__1__1_1_ I 1 I I I I I I I I 1 I I I I I I 1 I I I I 1 I I ! I I I 1 I I 1_-I__I_J_1 _ 1_ L_ L_I__L__I_-1 _.1_L_L I(,J� Jl _ lal�-11'®ffi Depth>4.!56 .V.. 3 0.18 I I I I I I 1 I I I I I ---I--I-1- - ---I--- - --L-I--I--- - - -L-------'- -'- -'--'--I - '--'- 1 0 0.16 I I I- 1 I I 1 1 I I 1 I I 1 1 1 I t �- I- I !IT Tc=5 'n in LL _., ,. ,I .0 ----------------------- -- - - -- - - - - -- - I I 1 1 I 1 I I I I I 1 1 , I I 1 I I I I 1 I 1 1 I 1 1 I I I I 0.14 I I -1--,--,- , ,-,--I_-I- - ; - -j'-,--,--1- ; -'( -T - 1----I--1- -I - ; ._ T -; -I - 9-8-- 0.12- I a 1 I I $ I I I I l 1 1 I I I I 1 1 I 1 I -� -1--I-T-T- -1-1--1-T-T-r_r I 1 T- T -T-I- 1 1 T-T-T-r-I`-r-1--1-T-r- 0.1 1 I I I I I I I I I 1 I I I 1 1 I I I I I -,.... - I- - I- -f - 'I - T - ,... I- - I- -I - T - T _ r _ r _ 7_ _ I _ _ I _ 7 - T - r - r - r - I- -I - � - T - T - r - i- ' I- -I "1 " T - r 0.08I 1 I 1 1 I I I I I I I I 1 I t ! 1 1 I I I 1 I I I 1 I- I I- -.1-. -I - I - Y - t I 1 I I I I I I 1 I I I I 1 1 1 I I I I I I I I 1 I 1 I I 0.06 - 0.04 I I 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type Ill 24 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 33 Summary for Reach SP1: Study Point 1 Inflow Area = 0.208 ac, 55.77% Impervious, Inflow Depth= 0.00" for 10 -Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs MIA N V 3 O LL Reach SP1: Study Point 1 Hydrograph I I 1.p 2 fIOW I 1 1 I I I I I I 1 I I I 1 I I I I I I 1 I I I I i I i I I I 1 I i I 1 1 1 1 I 1 I I I I a Inflow Area -0;20;8; ac, I I I 1 I I I I I 1 I I I 1 I I 1 I II I I I I I I I -1 - 1 I 1 I I I 1 I I 1 I I 1 I I 1 I I I 1 1 I I 1 I I 1 I I I I 1 1 � -'I I I I I i I i 1 I 1 I I I I I I 1 I I I 1 1 1 I I I I I 1 1 1 .1. 1 1 I 1 1 1 1 I I 1 1 1 1 1 1 1 I I I I I I 1 1 I I I I I 1 I I I I I I 1 1 1 f I I I 1 7 I I I I f 1 I I 1 1 I I I I I I I I f I 1 1 I 1 I 1 I I f I I I I I 1 i I i I I 1 I I I 1 1 I I 1 I 1 1 1 t 1 I I 1 1 I I I:`'. -:I ;- -. 1. •,. ��,1 1 I 1 I 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 34 Summary for Reach SP3: Study Point 3 Inflow Area = 1.142 ac, 64.54% Impervious, Inflow Depth = 0.10" for 10 -Year event Inflow = 0.09 cfs @ 12.10 hrs, Volume= 0.009 of Outflow = 0.09 cfs @ 12.10 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Reach SP3: Study Point 3 Hydrograph ------ ---- i I 1 I I t I J_1 --- - I ---- ---------------- I I I I I I I �- 1 I I I I I 1 I 1 i I i- I I I I I I _L-1--j-1_L_1__I_J._1_L L 'I J_1_L L--i-J_1 I_J_L_L_ pinflow 0.1- , o.os I -I - + } - C(5I-' - 0 oUtflOw 0.095 ----, 0.09 C(S yrF/�-IAi, /-�� _R-r-r-I-1-T-r-r--1'-TI� '.■�T �■�r^—, 1 C! C, 0.09 - I 1 I w I 1 I I i I T V 1 ■IVIN( I INVVI : -1 ' _I - - - -, - -, - -, - - - - -1- - - - 0.085 _1_J_1_L_I 1 1 1 ,- ,- i- i 1- I- _1-.L_I_._I_J_1_LI_—f_J_1_L _I_J_�_1 _L_1I_J_1._L_ 0.08-:Y I 1 I 1 1 I I I I I I I I I 1 I 1. 1 I I I I 0.075 I i i 1 I I 1 1,1,I I I 1 -1--1--r-r- �-r-r-1-�-T-r-r-r-t--r-r-r-1-�-T-r-r-1-�--r-r-I--1--1-r-r- 0,07 1 I 1 �v " I I I I_ I_ 1 I I I I I I 1 1 I I i I 0.065- 1 I 1 J_ 1_L_ I I I I 1 1 I I- IT I I I 1 I I I I 1 I 1 I_I _I__I_J_-11_L_I_J_J_1_L_i_J_J_1_L. _I_—I—.J _1_L:_1.__I_J_1_ L_ 0.06 1 1 1 I I I i I 1 1 I I 1 1 I I u0.055_"� r v 'i -r r-r-I-r-r-1--t-7-T-r-r-1-1-T-r "r -I-'I-T-r-1--1-"1-r-r- :--1-'t 3 0.05_' �'f✓ ' 1 I 1 1 I I 1 I i 1 I ( I I I I 1 I i I I 1 I 1 I I p E0.045 i 1 I I I I I 1 I I 1 I i I I I I I I I I I i I I I 1 I C I I I L J_1_L-I-J--1 1_L_1_J_J_1_L_I- I J_1_L_I-_I_ 1_L_L_ 0.04-"� ' 1 1_ --1-_I-+-4- ,..-' I 4-4-1--i--1-+-�'_I--1-"�-J._�'-�-I-�-+-�'-I-'-I--1-'1`-~-1'-1_'I-+-i-- 0.035- 1 11I 'I 1 I ! 1 I I 1 I I 1--I-T r vsr z. 7 -r -I -i--f-T-r-r-I-1-T-11-1�-I--I- 11-11-r -r '1-T -r-1--1-i-r-I 0.03 - 1 I_ I 1 I 1 I I I 1 I 1 I 1 1 - - I I - i - I 1 I I - 1 I _ - - - -, - - 1 -1, - 0.025- ' -J__I_1 1 _ j I- ,- j L-1__I_J_1_L_I_J_J_1_L_LJ_J_1 0.02 -I--t 1- -I--I _ +_ } _I_ _1_ -4 - +_ L _1--I--1_+I--I- -I- 0.015m:I I I 1 i 1 I I I I i I i i 1 I I I I I l ----I-Z-r- - ----1-T-r-I--1-1-T-r-r-I-1-T-r-I--i-1-r-r- 0.01 0.005 °. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 35 Summary for Reach SP4: Inflow Area = 0.041 ac, 0.00% Impervious, Inflow Depth = 0.01" for 10 -Year event Inflow = 0.00 cfs @ 22.79 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 22.79 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Reach SP4: Hydrograph 1 1 I I I -I f I I 1 I I I i 1 1 i 1 1 I I I I I -------------------------- I i i I I I 1 1� i •1 1-- I' 11 1' I I- I: l 1 1 I 1 I I 1 I 1 I 1 _ 01 Inflow - --- ----------------=---- - I- i I- I f l 7 I 1 I 0 oufflow 0 ' 0 - --I- T � p -_-1--- 1 O.oO ds �TLT -1 r--I--I--1-l-T_r- -I-1--1-T-r-r-1-- I. I 1 I I ---Illlo - -,\_T-�-1 �i1;_ r - T --'r -1- -1- --i - -1 -' r - r - t- -1- -1 - -I -I - i- - r -I- 0 I-L _I__I: J_J-L- L _L_I_ J_ J ��� _ Q I I I I 1 1 I I I I I i I i I I-I_I_J_I_I I• �'I '1 I� I I- I i I I I 1 I 1 1 1 i 1_I__I_1_I_1_I 0 _I_ _I_I -I'-Y 'I I I1 __-I-,-Imo''-I._I-I_ __ I I I I l l l 1 1 I 1 I I 0 _� -1--1 j-j-j-1--1---1__1-_T1-i-�-j-j-1-- I T - r - I- -! - -I - -I - T - r - I_ -1- i _ r -1" -1- -1 - "1 ` T ' r - 1- -1- -1 - 1 - T - T - r - (- - 0 1 0- �1- V : - _ I_ _ 1_ J _ J _ L _ L _ L - I _ -1 _ J - 1 _ 1_ _ I- J _ _ _ L _ I_ _I _ -J _ 1 _ !_ _ _ L - I- J - J -4 - 0- 3 o ,' -_L _I_J_ 1_ 1_L_I__I__I_J-1; L.-. 1__L_ t_..I ": �I_JI__i:_'_L_ i -L _L _L_I_.J_J_I-J'__I__i__ 0 I I I I I I 1 1 I I I I I I I I 1 I 1 I 0- �- -I -I- �' I -I-1 -I-I--I--I I If I I !' I 1 1 1 I 1 f I I 1 I I I 1 1 I I I 1 I 1 I 1 1 1 1 1 II -' - "1 _ -rI -I --I -1I .TI _r1 .-I -- -- 7: 0 1 1 I. -' I 1 1- I I 1 1' 1 I -1 I 1 'F -4- y - ' - -- 0- _I__i_J_1_1_L_I__i__I_J _L_1_-)_J_J' _I__I I_J_1_L_L _I__1_J_J_1_ L_ L 0 i1 1 I_ _ I_ I I ,., I_ I_ -' Q_ 0 +k 0,- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 36 Summary for Pond B101: BioSwale 1 w Beehive and Cultec 330s Inflow Area = 0.510 ac, 81.57% Impervious, Inflow Depth > 3.47" for 10 -Year event Inflow = 2.05 cfs @ 12.08 hrs, Volume= 0.148 of Outflow = 0.36 cfs @ 12.53 hrs, Volume= 0.148 af, Atten= 82%, Lag= 27.2 min Discarded = 0.36 cfs @ 12.53 hrs, Volume= 0.148 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 44.89'@ 12.53 hrs Surf.Area= 1,538 sf Storage= 2,082 cf Plug -Flow detention time= 52.9 min calculated for 0.148 of (100% of inflow) Center -of -Mass det. time= 52.8 min ( 848.8 - 796.0 ) Volume Invert Avail.Storage Storage Description #1A 41.94' 701 cf 20.83'W x 38.50'L x 3.54'H Field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #2 43.50' 6,441 cf Custom Stage Data (Conic)Listed below (Recalc) #3A 42.44' 1,088 cf Cultec R-330XLHD x 20 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 8,230 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 43.50 41 0 0 41 44.00 244 64 64 245 45.00 812 500 565 818 46.00 1,451 1,116 1,681 1,468 47.00 9,180 4,760 6,441 9,201 Device Routing Invert Outlet Devices #1 Discarded 41.94' 8.270 in/hr Exfiltration over Wetted area from 41.93' - 46.50' Excluded Wetted area = 0 sf #2 Primary 46.50' 10.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.36 cfs @ 12.53 hrs HW=44.89' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.36 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=41.94' (Free Discharge) t2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HVdroCAD Software Solutions LLC Page 37 Pond B101: BioSwale 1 w Beehive and Cultec 330s - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length +12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows = 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids = 701.1 cf Stone Storage Chamber Storage +Stone Storage = 1,789.0 cf = 0.041 of Overall Storage Efficiency = 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type /// 24 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 38 Pond B1O1: BioSwale 1 w Beehive and Cultec 330s 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 2526 27 28 29 30 31 32 33 34 35 36 37 38 39 Time (hours) ..... .�s El Outflow • _ •El Discarde. Primary 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 2526 27 28 29 30 31 32 33 34 35 36 37 38 39 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 10-YearRainfa11=4.92" Prepared by {enter your company name here) Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 39 Summary for Pond B102: BioSwale 2 w Beehive and Cultec 330s Inflow Area = 0.488 ac, 59.22% Impervious, Inflow Depth > 2.32" for 10 -Year event Inflow = 1.30 cfs @ 12.08 hrs, Volume= 0.094 of Outflow = 0.25 cfs @ 12.54 hrs, Volume= 0.094 af, Atten= 81 %, Lag= 27.5 min Discarded = 0.25 cfs @ 12.54 hrs, Volume= 0.094 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 44.72'@ 12.54 hrs Surf.Area= 1,033 sf Storage= 1,268 cf Plug -Flow detention time= 49.5 min calculated for 0.094 of (100% of inflow) Center -of -Mass det. time= 49.4 min ( 874.6 - 825.1 Volume Invert Avail Storage Storage Description #1A 41.94' 450 cf 16.00'W x 31.50'L x 3.54'H Field A (cubic -feet) (sq -ft) 43.50 1,785 cf Overall - 659 cf Embedded = 1,126 cf x 40.0% Voids #2A 42.44' 659 cf Cultec R-330XLHD x 12 Inside #1 221 56 56 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf 45.00 684 431 Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap 691 46.00 1,191 Row Length Adjustment= +1.50'x 7.45 sf x 3 rows #3 43.50' 3,795 cf Custom Stage Data (Conic)Listed below (Recalc) 2,382 3,795 4,904 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 43.50 31 0 0 31 44.00 221 56 56 222 45.00 684 431 487 691 46.00 1,191 926 1,413 1,209 47.00 3,821 2,382 3,795 3,844 Device Routina Invert Outlet'' Devices #1 Discarded 41.94' 8.270 in/hr Exfiltration over Wetted area from 41.93' - 46.50' Excluded Wetted area = 0 sf #2 Primary 45.85' 5.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 ` Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.25 cfs @ 12.541hrs <HW=44.72' (Free Discharge) 't--1=Exfiltration (Exfiltration Controls 0.25 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=41.94' (Free Discharge) 't --2=B road -Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid-Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24-hr 10-Year Rainfall=4.92" Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 40 Pond B102: BioSwale 2 w Beehive and Cultec 330s - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD(Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 3 rows 52.0" Wide + 6.0" Spacing = 58.0" C-C Row Spacing 4 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 29.50' Row Length +12.0" End Stone x 2 = 31.50' Base Length 3 Rows x 52.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 16.00' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 12 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 3 Rows= 659.4 cf Chamber Storage 1,785.0 cf Field - 659.4 cf Chambers = 1,125.6 cf Stone x 40.0% Voids = 450.2 cf Stone Storage Chamber Storage + Stone Storage = 1,109.6 cf = 0.025 of Overall Storage Efficiency = 62.2% 12 Chambers 66.1 cy Field 41.7 cy Stone 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 41 '• • • •I • 1 ='v Y� P h" sli/%///�/�//�,i��.i�,//rir/r�i�/✓✓/.�/✓✓//�.ski,�/.r///�///o%�i�////�/�/��//r/�/r/i� 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 10 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Paae 42 Summary for Pond B103: Existing BioSwale w Beehive and Existing Cultecs Inflow Area = 0.208 ac, 55.77% Impervious, Inflow Depth > 2.26" for 10 -Year event Inflow = 0.49 cfs @ 12.08 hrs, Volume= 0.039 of Outflow = 0.05 cfs @ 12.92 hrs, Volume= 0.039 af, Atten= 89%, Lag= 50.7 min Discarded = 0.05 cfs @ 12.92 hrs, Volume= 0.039 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 43.20'@ 12.92 hrs Surf.Area= 802 sf Storage= 576 cf Plug -Flow detention time= 86.9 min calculated for 0.039 of (100% of inflow) Center -of -Mass det. time= 86.6 min ( 883.9 - 797.3 ) Volume Invert Avail.Storage Storage Description #1A 42.07' 701 cf 20.83'W x 38.50'L x 3.54'H Field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #2A 42.57' 1,088 cf Cultec R-330XLHD x 20 Inside#1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows #3 44.00' 1,140 cf Custom Stage Data (Conic)Listed below (Recalc) 2,929 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation SurF.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 44.00 53 0 0 53 45.00 205 121 121 210 46.00 426 309 430 439 47.00 847 625 1,054 869 47.10 875 86 1,140 899 Device Routing Invert Outlet Devices #1 Discarded 42.07' 2.410 in/hr Exfiltration over Wetted area from 42.06'- 47.10' Excluded Wetted area = 0 sf #2 Primary 47.02' 23.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.05 cfs @ 12.92 hrs HW=43.20' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.07' (Free Discharge) L2=Broad -Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 10-YearRainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 43 Pond B103: Existing BioSwale w Beehive and Existing Cultecs - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length +12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows = 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids = 701.1 cf Stone Storage Chamber Storage + Stone Storage = 1,789.0 cf = 0.041 of Overall Storage Efficiency = 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone kng x ny Xg."Yr 3L 7 r h {.'� iv " 7a tee. 3 ; f��m,,.3f s as ry lY A hK 4. h 1 WIVNO is 111101,111" r"R ,f" 9 1 a z > k r,, WE t `d., �. , 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 90 -Year Rainfall=4.92" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 44 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 Time (hours) '. . • • . • • �. r 1 1.. ... '-. - 1 • �- p 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment 1: Pavement to Exist BioSwale Runoff = 0.23 cfs @ 12.08 hrs, Volume= 0.016 af, Depth= 3.08" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 25 -Year Rainfall=5.88" Area (ac) CN Description 0.037 98 Paved roads w/curbs & sewers, HSG A 0.025 39 >75% Grass cover, Good, HSG A 0.062 74 Weighted Average 0.025 40.32% Pervious Area 0.037 59.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1: Pavement to Exist BioSwale Hydrograph `..-L_I__I_1_1_L_L_1__L_I_�_1_L_L_I__I__I_1_1_L_L_L 1 I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I -r-I--r-I-T-r-r-r-r-I-�--r-r-r-r'-r-I--1-T-r-r-r -I--I-r--r-r-r-r-r-I--I-rt-r- 0.25_ _1__I_J_1_L_L_L _1__I_J_1_1_❑'• RUIlO$ 1 1 I I I I 1 1 I 1 I I I I I 1 I 1 I 1 I I I I I I I I 1 I I I I I 0.24 ,•: -�-I--I-T- 0.23.ds"`-r -i-I- i-T'r -r -i-i -I-l-T-r-r-r -i -1-1-T-r- 0.23 L_LQI_ T el_i�=C� 0.22 .. _�.. _ '- I__I _ T _ T _ 1 _ __ 1 _ _I _ T _ T _ r _ r I- -I - I _ 1 1 r! O011 I y' -_ R10a11=5M-_2-___ - 0.19-I- 7-r- ,-,`- Rl�noff 0.18 _1 --z1-,-, _w1_ - -��� -I--I- - - 1 rea=0.062-ac- I 1 1 I I I 1 1 0.17 T 1 1-t-t--r-1--l-t-t-r-r-r 1--1- -t I i- - I-„ - r -r -I --I- - -I- n, 0.16 "- ' ... •-I L_ _I _`.-I _ 1 - 1 ;'., -,-'_I- L_. -J : 1 - L - L I_ lam,: -1- J -- J� R 6 1 I f`- I I P I I I I I "'A I �uno� .- �olul��e CiO.'01 - a - .-. 0.15 - '- -f- -1- l - -r - ... _ -1- -I - i - T - r - r - -I- -1- T - T - r - r -F -I- -f- -1 - T - T -' r - I- - F -1 -" -I - 7 - T - - u 0.14 -'-'=-r_J 1_ _J-1-1- L -.L _I__1__I_�_ _L - L -_ _- Jl_ I-.. I 'I1 I I 1 I Rf�lnoffDepth'-3.108 1 0.13 _i r-1' - T - -r -r T - T - r -r-i -I--1-71 7 -7 -r -r -t- 1 I -T -T -r r-I--1_T-T- o J_n _ 1_+-1-" 11- -I _ m 4I - LL0.112 0.1 ------ I I I I I 1 I I I 1 I 1 1 I - I lI I I 9 I I I I I 0.1 71- 0.09 �f -- --I- -I- -I--'- - -'--'-1--I--'-1-I-' 1-1-----I-I_1 I_ 0-=74 `I -� -F -1 I 1 I I I ( 1 I I 1 I 1 0.08 `r-I--I-y-t- -r-r-I--t-t-r-r-r-1-1 t-t-r-1--1--1-1-t-t-r'-I--1---I--y-t-t- 0.07 -. I I I I I I I 1 -. I 1 t 1 I 0.06- -I--r-I- -t- r -I --I- -r-r-r-r-I--I--I-t-r-r-r-1--I- - -r-r- -r-1-I-t-r- 0.05 1_ _ I_ J _ 1 _ 1 _ _ 1_ _ _ J _ 1 - 1 - L _ L _ I_ _ 1_ _I _ J _. 1 - L _ 'L _.I_ _ I-. J _ J _ 1 _ j_._ L ,_ L:;�l_ J _ J _ 1 _ L _ 1, 1 I 1 1 I I I I I I I I 1 I I I 0.04 � yfiB,f _ t ' 1"- -I - 7 - T -- .r - 1' -1- I - T - T - r -'r - I_ - I- -I- 'T - 7 - r - r _ i _ 1 _ _I -. T .-I - r - r:•� I-..-1_ _ I -" 1 ._ T _. T _. 0.03 _ _ I_ _ 1_ _I _ J _ 1 _ _ '..t 0.02 -r-,--I-i-T-T- 0.01 _ 0 . .................... 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment 2: Site Areas to BioSwale 1 Runoff = 1.79 cfs @ 12.08 hrs, Volume= 0.126 af, Depth= 3.98" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, 10.04 hrs Type III 24 -hr 25 -Year Rainfall=5.88" Area (ac) CN Description 0.286 98 Paved roads w/curbs & sewers, HSG A 0.094 39 >75% Grass cover, Good, HSG A 0.380 83 Weighted Average 0.094 24.74% Pervious Area 0.286 75.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 2: Site Areas to BioSwale 1 Hydrograph 2 1 1 I 1 I I I I I I 1 1 I I I I I I 1 1 I I I I 1 I I I I I I I i 1 1 I I I 1 I I I I 1 I I I I I I I I I I I I 1 I I /e� I TY pe�l III 24-h r 1 1 1 1 1 1 1 1 L I I 1 1 1 1 I I 12�-Y�i�r;Ra�fal[-5.�188IV 1 I 1 � I ( 1 I Runoff;Area=O 3$0 ac Runoff Volume=0'.126 of 1 I 1 1 I I 1 I. . 9 � � � � I I 1 I � I .. -" - ,- ,------- - ,- - -,- Run off ,--,--,--,--- , -De'.pth=3.=98- I I I I C I L I 1 I I I I I 1 1 I I I I 1 I I I I ITc—'5.0 min 1 I I I I 1 I I 1 I I I I I I I I I I I I Cli 83 I 1 I I 1 I 1 I 1 I 1 I I I 1 I I I I I I 1 1 I I I I 1 I I I I I I I I I I I I 1 I 1 I 1 1 I 1 I I I I I I 1 I I I I 1 I I I I I 1 I 1 I I I I t I I I 1 I 1 I I I I I I I 1 I 1 I 11 I I I I I I I 1 I 1 1 l 1 I 1 I 1 1 1 1 I I 1 1 I 1 1 I I 1 I I I 1 I I I I 1 1 I I 1 I f I I 1 1 I 1 1 I I 1 1 I 1 1 1 I I 1 I I I 5 6 7 8 9 1011121314151617181920212223242526272829303132333435363738394( Time (hours) Runoff 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type /1124 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment 3: Site Areas to BioSwale 2 Runoff = 1.37 cfs @ 12.08 hrs, Volume= 0.096 af, Depth= 2.71" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 25 -Year Rainfall=5.88" Area (ac) CN Description 0.224 98 Paved roads w/curbs & sewers, HSG A 0.199 39 >75% Grass cover, Good, HSG A 0.423 70 Weighted Average 0.199 47.04% Pervious Area 0.224 52.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 3: Site Areas to BioSwale 2 Hydrograph I 1 1 1 I I I I I I I I I I 1 I I t I I I 1 I I I I I I I I I I II I I I 1 1 I 1 I I 1 I I I I I I I I- I I I I I I I I Type; 11,124 R 25-Yp.�r'I � Aa'i nfal�=.;88" � , �,': I I , °� ,< 1 I I 1 1 I --,---,-,-, - -I--1- -T- ,w -,- Ru�no f��►rea=0 423_ac .. I I Runoff Volume=01.0:96 of JT ,� RUnoff; Depth`=2.71 �Tl&5.0 iris LL I I I 1 1 I I I I I 1 I 1 I -1 I I I 1 I 1 I I I I U I I 1 I I 1 1 I 1 I I I 1 I 1 I I I 1 I I I I I I I 1 I I I I I I 1 1 I I 1 I I 1 I I 1 I I 1 I I t 1 1 I ! 1 1 1 I I 1 I 1 0 'I' i 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment 4: Area to north Runoff = 0.00 cfs @ 15.19 hrs, Volume= 0.000 af, Depth= 0.09" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 25 -Year Rainfall=5.88" Area (ac) CN Description 0.036 30 Woods, Good, HSG A 0.005 39 >75% Grass cover, Good, HSG A 0.041 31 Weighted Average 0.041 100.00% Pervious Area Subcatchment 4: Area to north 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) Hydrograph 1_ _L_L _1___J -1_L_ _I_1_ _L_L-I__I_J_ _L_L_I__I_ I I_ _1_ 1 I 0.001 1 ( 1 I I I I I -r-I--1-r-r-I--r-7 1 1. I 1 t 1 I I 1 I I I I I I 1 I I I 1- i -t -r -i-i- I-i-T-r---r7-4-r-r-r-1--I-�- 0.000 _I _I_J_1_L_L_I_JI IL_ -11 0.000 o.00a 1 I I I 1 I I I O.00�Cf6":- I I 1 1 r I I 1 I 1 I I f I -r r -1 -7 -r -r -r -1-r-r-r7--T-r-r -1- -1 -T-r-r-- 1-i- - - - _ L _ L. -i_ J _ -1 _ ; _ L _ L _;_ JI _ -1 _ i _ L _ L _� ri I1--24-hr__ I- e; I - i 0.000 0.000 1 L 1 I I -r -r-1- 1 T' r -r r _1__I_J_J_L_L_I_-I_ >-L �, - r -r _l._,- -r-- //-�� -1 r - �- r - -I- - - 1 _I__I_J_1_1_L_I_ �3_y_ear-IR_a�nf�lI 5-88 - 0.000_ 0.000 I I I 1 1 I - I -1 - -I I 1 I I__I_J_J_L_L_I_ 1 I I I I I I I I I 1 1 t - -1- -I - - 1 - j - - - -1 - I I 1 1 __ - 1 - - - - - -I - - J 1 __1_J_J_1_L._I._._IRulnOff area -0.04' -ac -- I I I 0.000 --I- _ _I _1__ I I- G I I I 1 _ _ _ _I_ _ _I _I__I_ _ _ _ ____ __ _ __________ i I I I 1 1 I I 1 I I I I 1 I I I 1 I I I 0,000 _h _..1_;_1-1 , _�_�_� -+- Runoff Volume=l0:-0.00-af- .-. - I 1 I 1 I I ----------- I 1 I 1 I I I I ---- -------------- I �- � 1 � I � I �-- w0.000 v -1--I-� -�_� r �_ _+_r-� I-1 �.., ;__'--'Runoff,De- th=0.�0g"- I 1 I I 1 I I �•��� -- I- 1- I � 1 -� -� � :. _I I I p0.000 I I I I I r-I--i--I-r-r ,'y -y -+'r -r -r -I--+-,- --r-r-7-t-r-r-I-- I- - r EL- 0.000 --1- -I- I_ 1 1 � I I I I 1- I I I _I - 1 _ I _ 1 _I_ _I_-� � _ I - _I (- 1 - I � -I _I- I - li I 1 I _�-�/-=0-�� -rn.i-� n_ 0.000 I--I--J-�-� 0.000 -I_ I I I I I _1`-�._'-I--1--'I-J-I---I`-I-J--L-I--1--I--�-CSI'-3-1'' 1 I I I I I I I I I 1 I I I I I ,•, 0.000 --I--1-1-1-r-r-I-', I 1 1-1-T-r"I--1-1'1-T-_--1-1-T-r-r-I--I-1-.T...-r-r-t--I- - 0.000 _I,-L_L_L' I 1 I 1 1 I I_ J _.L_ L _I__L. J -J-1_ _I_J_ 1_ 1 _ L_ L-I-I_I_J_.L_ L_ L 1 I I I 1 1 0.000 ._ I._ -1- 1 - 1 f - r - r >. I f I I I 1 I 1 1 1 I 1 1 - 1 - T - r - r -1- 1 ' 1 - T - - -1- i - l - 7 ' f — I ... _I _ l _ T _ r _ 0.000 L_ L_I_ J-J_1_L_L_I_J-1-1--I_J._J_L_L_L-I_ J_ J _1_ L_I__I__I_ J_ 0 1 1 1 I I - - r -1 - -1 - 4 - r - r1 1 I 1 1 I I 1 I I I - T - T -' r ' r - r i - 4 - T - I I 1 1 1 1 1 I I I 1 I - - r 1 - 1 - T - r - r -I- -i- 1 - T - r - r -I- -I-- - 0-3_1_1_ II 'I I I I I F I 1 I I I I I I I I L _ L _1__I_J_ 1_ L 1 I I I 1 I I I f I I I I 0 7'7'1-1-T-r-r-I---1-T-i 1 I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type H/ 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment 5: Rear Yard Areas Runoff = 0.04 cfs @ 12.13 hrs, Volume= 0.005 af, Depth= 0.69" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 25 -Year Rainfall=5.88" Area (ac) CN Adj Description 0.014 98 Unconnected pavement, HSG A 0.067 39 Pasture/grassland/range, Good, HSG A 0.081 49 44 Weighted Average, UI Adjusted 0.067 82.72% Pervious Area 0.014 17.28% Impervious Area 0.014 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, minimum Subcatchment 5: Rear Yard Areas Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) I' 1 1 I I 1 1 IV , I I 1 1 1 - I _ � - � - I- I I ` � - I O Runoff 0,038-:I_ �- _I ._ .i _ -I' _� - - - L _ I- -I_ _I - I _ 1 _ L I_ _1_ 1-j-1-1 _ I_ _1_ 1_ i- I� 10.04 0.036. I__I_J_1_L_ _I_J_1_1_L_L _I__I_J_!._L_L-I_J_J_1_L _I_ __J_1I. �Y�e 0.034 0.032-:'- I 1 1_I 1 - - -a�n,fall -1 - -_-�_�-I--r_�;_,_4_�_I--I_�_ __,_ y , I_ -,....;--.-; -;--;-_:-;-;-; -;-25-YearllR - 0.03 T-�-7--,_Runoff-Area=0.08'x- - a -'-c-' 0.028�,� -----;-r-,�---T--,----;: _ - 0.026 I' 1-�-�-r-r-r --1 -1� I Runoff Valine-10.005-af 0.024 J- _ ,- ,_- -, -I -,_ , _ , _ I. 022 J 00.02 _ _ _ _ - _ t��0-�V„ L,I_J_1_LL' -1 -_I_J_1_1_L-I--I-1_,1_1 _L_L-I-J_���OfflDe �1 � C 0.018. I 1 1 I _i-_I_.4_-4-1.- I 1 1 I ( 1 I 1 I 1 1 I I 1 11 I T^I_ {'� 1 -1--J_J_1_L_I__I--J-.J-1-L_I-T5...o..'', Ft -n - 1 1 0.016- I 1 1 I 1 -IL _IL -{--i - 1- - 1 1 I ( I I I I I 1 I I I I 1 -1- -1- 11 -+- 4 - 0.014-' .:--r-1--1--t-r- -I--I-�-r-r-I--r-I-�--r-r-r-r--I-- - -I r ,- I - i I- - 0.012-:I ..... 1 1 I 1_ 1 -"1 - I r ._ :� 1 I I 1 1 I I / I 1 1 I I I I I I ;.'. _ .� _ -1 - T " r - 1- -I- 1 - l - T ' r - I- -1' -1 - �1 ' T - r - �' - I _ -I _ -f -_ 7 r ' r 0.01 1 I I 1 'r I 1 1 I 7-r' - '�(-T-r-r-1'"I-'f'7_T_i _r-I--I-i-.il---r-r---r-1- 0.008 - I I 1 -� - J •.-, 1 I 1 1 1 1 I I I I I I I I I L.- I I _I --I_ _ 'i I 1 l r I I-- i I I 1 0.006-' 0.004 i - < L J_. J - 1 - L t _ L- -i- J -1 _ 1 _ IL _: L _ 1_ _L. J _ S 1..- L .1. _I _ -1, _. . - 0.002 11 I t I I I I I 1 1 I 1 1 1 1 I 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 50 Summary for Subcatchment 6: Front Areas to Roadway Runoff = 0.18 cfs @ 12.09 hrs, Volume= 0.015 af, Depth= 1.23" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 25 -Year Rainfall=5.88" Area (ac) CN Description 0.032 98 Paved roads w/curbs & sewers, HSG A 0.112 39 >75% Grass cover, Good, HSG A 0.144 52 Weighted Average 0.112 77.78% Pervious Area 0.032 22.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 6: Front Areas to Roadway Hydrograph •. 1-' - I -' -I - '� - + - } - r - I- -1- -1- + - + - 'F' - }" - ♦- -1- -1-4 - + - t - F- - -1- -1-- • 0.19 I I I I I 1 I I 1 l 1 I I I I I I I 1 1 1 I I I 1 I -r -I--1- --r-r-r-r-I--t-r-r-r-1--I--Y-r-r-r-r-I--*- + -r-r----+-+- Q Runoff 0.18 1 I 1 '0.18 ds I I I I 1 I I I I 1 1 I 1 1 1 I I 1 1 1 QI''111 ppI�� --'--I--'-'- -i-'--I--'-i--r-'---y-t-r-r-I--I--'- Typel 1 l�-i�Jr 0.17-:-r-r-1-7-T-i UI -I--I---T-r-r-r-r-1--T-r-r-r-,--I- - r 0.16 1 T 11 I- -1- - 1-F 1 2-5 YGa, Ra�nf�l1=$ 0.15 _ I_ _1_ _I- _ I_ 1 1 1 I 1 I L I I L_ 0.14 _I - Run;' ff (Area=6.144 ac - 0.13--_L Ily, _1__I_J 1_1 L -I_ J_ 1_ 1 _ L_L_1__I_J_ L 0.12 _ -_1 0.0'x_ 5.�f_ L _I__I_J _1_ 4 _Volume I I I I I I I I 1 1 I 1 1 I 1 I I I I I I I I �_IIL-j_RCl.noff iI. i W 0.,1 - Runoff De'pth'�1.'23" - 0-1 I 3 - - 1 -1- -1- i +- 5 C 0.09 1 1 1 1 1 f I I I I 1 I 1 I I 1 I I I ITI _ - I- - I - -I - 'Y - T r - I - -I - -f - -r - r - r - r -1- -1- -f - r - r - r - r - r -1- -r - T - t C 5.0 _ in I n.. 0.08 _ ■ I I I 1 1 1 I 1 I 1 1 I I I I l I 1 1 "-r-I--I-i-T---r-I--I`-I-T-t-r-r'"I--'1 "'Y1-' - "-I -I- I-7-T--.r----7-T-7-r-r-1--I--(-T-r-r-r-I--"i-T-r-tf- 0.06 I I I I ,1 I 1 1 I 1 I 1 1 I 1 I 1 I 1 1 t 1 1 _ _ _ -I _ _ _ _ -1 _ -1_ _ _ _ _ _ _ _I _ _ _ _ _ I- 1 7 1 7 i 1 7-T 0.05- 0.05 I I I 1 "y.� 1 I I I I 1 I ( 1 L 1 I 1 1 I 1 I I 0.04 .. _ 1_ _ I _ _I _ I _ 1 _ e -, 1._ _ 1 _ _I _ _ 1 _ _ L _ 1_ _) _ _I _ _. _ L _ L _L 11- I - I - 1 - I 1 I f I I 0.03 I I I I I I I I I 1 1 I I 1 I _ I_ _ I_ _1 _ _ 1 _ _ J _ 1 _ 1 _ L _ L _L _ I_ _I _ J _ 1 _ L_ L _L_ _ I _ _I _ J. - 1 _ L _ L - 1_ _ I _ J _ J _ -1 0.02 1 I I I I I I 0.01 I I I l 1 I I p' •+ I I 1 1 I I I I 1 I I I I I I 1 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment ROOF: 1/4 ROOF - SE Runoff = 0.38 cfs @ 12.07 hrs, Volume= 0.030 af, Depth> 5.48" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 25 -Year Rainfall=5.88" Area (ac) CN Description 0.065 98 Roofs, HSG A 0.065 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum SUbcatchment ROOF: 1/4 ROOF - SE Hydrograph -------- - ---------------------- --- ------ - --- ---1- --1- --- - - I I I I I I I I I I I I I I I I I I 1 1 I I I I 1 I I 1 I I I I I 1 0.42_1__I_J_1_L_�.-L_I-_I_J_1_l._L-L _1__I -J_1-1_ 0.4- - 0.38 as - - - I -1 - - T - r - r - r -1' -I - _ 0.38 � /.. _I I I I , 11 1 1 1 1 I 1 1 I I I I 1 I 1 1 I ��- I I, /I'�qy 1�} -I I --,-.:1'.T-.; ,--,--,-j-}'-r-r-i -,--,- — -r_r-i -1--I--1- °�66-1�i1_LT=„e_ 0.36 - I_-'_ -1 !-L-I --' I - I - - - --_I I -- _ I I- -I - I- I- 1- I I I: I I I I 1. I I 1 1 j�/� QI I � L I I AV - 0)..32 0.34_ .I I_'_I_J_1_' _I__I_ _1_L_L-L_1__I_J_1_L3� Gar Rainfall $AV - I 0.32-I---�-+-+ --r -I- r -r -r -r -1--r-1- +`r -p -r -I-- -r r -1--I- 0.3 _1 1 I r' 1 I: r r r I 1 I 1 Rtjn,Off ;Ar-ei=U.;0--65'-ac- 0.28 - _ -I - 1 - 7-1 - - r "I- -1- 1 -- T - r - r - 1 - I- -I - 1 T ._------ - --'- ' - -'- "-Rd-Hoff.-Vo[ I VI I I I I I I I U111.e=-0:03-0- a 1 1 I I I 1 I I 1 I 1 I I I 0.24 /ej°I - 0.22 .'I Rtm&f� Qepfh'.>5A8 3 -1 I"I-1-T'"I'-1--�`1-T-r-r-r--1'-1-1-T-r-r ---1-T-T- F r -I--1 T -T- 0.2 .2 I -l4 F I 1- ; -1' I - 1 I I I I- I- t I 1 1 1 1 I I- ITc=S:O mirC 0.18- -1- J _ 1 _ L _ L. - L _ I _ ._I _ J - 1 _ L - L - L _ ' I �. I I I /� 0.16 `1-' -1 ^. -1 ' T - -40,. _ r -i- -I - "-I - T - r - r - r - I- -I - 9 - ? - r - r - r - I _ _ 1- '1 - T - T - r - r.. _ CN - , $ _ 0.14 1- -1- -' - 1 - 1 - 1- -'- _1 1-1-L-1 - 1' -'- -I - ' ' - I - 1 _ I _ I_ _' _ ' _ I _ _ I _ 1:. 1- -T _ - - - -- 1 1 I � � �I I' I-11u�.1-..: I I- i � i 0.12z' ; - -L -I- J- J _ 1 _ _ L _ 1_ _I _ ! _ S _ L _ L _ I_ _ 1_ J _ J _ 1 _ I _ L _L _ 1_ _I _ J _ 1 - L L _.C. _ I- _ 1 _ J _ .1 _ L _ I 1 I 1 I L_ I`-�- I I I 1 1 0.1-: -'- -1- -I - - ; - J- _ y - k -I- -I- -1- J - 1 - 4 0.08 --I--r-1--r-T-3� I--r-1--1-T-r-r-r-r-I-7--r-r-r-r-r-I--r-z-r-i--r-r--I-�-7-r_ 0.06' --- ------ 7 -r -j _I--1 -j -j -� -I-1-T-I.''-I�_I 0.04.,._L'----'-�-I I' -I J--'''--L---'--I-J--L_L-'--'--1---L-L _1__d-'-i-J-L- I I - I- 0.02 0 5 6 7 f6-1'6"1'1-1'2 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 2'9"'3"0' 31 32 3'3"'3"4 35 3'6'37 38 3940 Time (hours) ®Runoff 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment ROOF2: 1/2 ROOF - West Runoff = 0.76 cfs @ 12.07 hrs, Volume= 0.059 af, Depth> 5.48" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 25 -Year Rainfall=5.88" Area (ac) CN Description 0.130 98 Roofs, HSG A 0.130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF2: 1/2 ROOF -West Hydrograph ,VV5 0.854 - '- 0.8-':I__I___ 0.76 CfsI-1--I--1-1-1-1-L-I--1--1- 4 -1 -1 -L -1--i--1- ,' - -1 -L---1--1' j' i 1- 0.75 I I I l I 1 I I I I I I I I I 1 T' e_IJ'I _2T-h_r '. 0.7 I I I I I 1 I -�-,--I-,-T---I-,-,-7-T-r--1--1-,-T-25=Year;RaI 0.65-n;falf=$:88'4- I I I 1 *:, 1 1 1 I I I I I 1 u - - I- - I -I - -1t t - + - r - r - I- - L- -I - ^t - r - r - j- 0.6-': 0.6 Au-Q_a_c_- ------ -�-=------�- - - - ---- - -�Ru-n 0.55 -'- '----�--'----'---L-L-1--'--1--I-Rlunoff-Vol ume=0:059-af - I I I I I- I I C 1_ I_ I I 1 1 1 1 _�" - -I- - - _ _ _ -, _ -----1-1 ---- - ---- I I I I 1 I I 1 1 I 1 I 1 1 I- I - I ---- - I 11 I 0.45= I I I I I I I I I I 1 Depth>5.48-- Runoff -- -1--1- i T _--I--1-7-T-T--r-r-r-I-I-T-T--i I I -'I'7 -T -T- - I--I--1-T-T- u O0.4 1 1 I 1 ;Tr e 1 1 1 1 1 1 1 1 I I 1 1 I I I 1 'Tic cLL "-I--1--I--1-t--I--I-'1-*-t-t-r-r-I--I-'1-t-r-r-f -I--I'-Y-Y-T�c�.5.0-_m.'n._ `. 0.35 ' 7 f I I 1 I ( 1 I' 1 I I I I 1 1 1 I I I I I 0.3 _ _ I_ _ I _ _) _ 0.25" I I 1 ILI �I 1 I 1 I L_I 1 I 1 I I I 1 I I I I 1 _ II_i_L_1__I_J_!_S_i_ I --'--I- __ ----'' 1 I I I I I I I f 0.2 41- . I I I F 1 I 1 I 1 I 0.15 1 1 I I I I I ,# - I- - I- -I - l- - T - T - r - I- - I ` -I - 4- 7 - T - r _ r -1 -I -' 1 - T - T - r - I- - I- `� -I- - r -1 ` I - - T - - -I ' 7 - T ` 0.1 1 1 I I I I I I I--i-�-t-t-r-I--1--1--r-t-r-r-I--1--I-'+-*-t-r-r'-I--1-y-+-t- 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment ROOF3: 1/4 ROOF - Northeast Runoff 0.38 cfs @ 12.07 hrs, Volume= 0.030 af, Depth> 5.48" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 25 -Year Rainfall=5.88" Area (ac) CN Description 0.065 98 Roofs, HSG A 0.065 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF3: 1/4 ROOF - Northeast Hydrograph 0.42 1 1 I 1 I 1 1 I I I I I I I I 1 I 1 1 1 1 I I 1 1 I I 1 0.4-: -I - -t 0.38 cis - 1- -I- -i - -t - t - t - 0.38 I I I 1 1 1_ I 1 I I I I I I 1_ I_ I f 1 I I- 1 V1 1 'jj�[J� 1 -� G ,-, 1 1 (--I ,-T r-r--� -I- 1-, 1 I I I- I- 1 - T'l �e' 111 -¢T -h-' 0.36 --'--'--I- 1_I.r I--'- '--'---'-L-'--'--'-'--' 1--L_'-_I_'I 1----L-/'�''- 1 1 1 I I I I 25 -Year) RaiY lfi 0.34 -'--1-_I_1 1_ __1__1_1_1 _L_L_I__1__I_ --l.- 0.32-' 1_1 J 1_ I 0.32--I--1-�-t- :: -r-I--1-y-*-t-r-I--1--1-+ +-'--'-Q-+-//11*- 0.3 • _ 1 I I I I 1 1 I I I- I I On. I�r-ea= �,0-6�-a'V - -r r-r,-r-I.,-r'r-I-�--r-r-r-r 1 -I'1 - I 0.28-: -'= i 1 _ =1 � _ = -Run r offi=V61UJrin a=:0.013;-0 - - I I I l 1 I I 0.26. ; -' _1 -, I I , :.'.. I I I 1 I I I I I I 1 I I I 1 1 I I I I 1 1 I w 0.24-:-1-'-_-I_i-t--I--I�'-I-Y-t-t-r-I--I--I-i-Y-r-r „ -1 Y - .V.. 0.22 I I 1 I I I I I_ I 1 I I I I I I Iu noff� �e�./_h>5V I. -1 1--1-1-T 'r'"I- I -"T -T T_r-1 I -L_-f T -r -r I ('-T-1 "ii -- O 0.2 I I : �I 1 I ( I "I. I 1 I t `I I f. t t 1_ _I _I _ I _ I- . _ _ YI - LL -L lu - - -L -1- ,- I C -_1 a f - ) - l - 1 , I c-5.0 r"i h 0.18 _ I_ _ I .1'_ 1 _ F _ L I_ _{ J 1 _ L _ L L _,I- _I - .i _ 1 L - L L .-f- -1 - 1 _ L _ L L � L _ I _ _ I _ J 1 _ 1 - 1 I 'I' I ''y 0.16---r -r-1-� t r-r-I--r-r-r-r-1-.-I--1-t-r-r-r--i--1---r--Y-r-r1-t--C X98 0.14- 0.12z L_L_I__1_J_1_1_L_ L_ L _I_1_ 1_1_ L_L _I__L_ J_ 1_ i_ 1 I 1 - I I I I I 1 I I I I 7 I 1 I I I I I I ( I 1 I I I I 1 1 I I I I 0.08--1--I--t-� * r -r -I- --r-r-r-1--1--r-T-r-r-r-r-I-7--r-r-r-r-r-1--t-T-r- 0.06 ' I r �'. I I 1 I I 1 I I I 1 I 1 I I I I 1 I I I I �-I--I-,--1 --1--,-,� - r -'- -r I -1-, T , `1--T--- , --'--- 0.04 -'--'--I'-'-' ---'--'---L_L-1-''--1-'--'-'--'--'--'--'--i-'--L-'--'--'----'-=- 1 I I 1 1 1 I 1 I 1 1 I I I I 1 1 I 1 I I I I I I I 0.02 0 5 6 7 8 9 10 11 12 13 14 1571'67 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 54 Summary for Reach SP1: Study Point 1 Inflow Area = 0.208 ac, 55.77% Impervious, Inflow Depth = 0.00" for 25 -Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Reach SP1: Study Point 1 Hydrograph I I I 1 1 I I 1 t I 1 1 I I I I I I I I I I I I I I I I 1 El Inflow p outflow I I I I I I I I I 1 1 I I i I I I 1 I I I I I 1 i I 1 I 1 I I 1 t I Inflowi�►rea;0�208;ac I I I I I 7 I I I I 1 I I I I I 1 I I I I I 1 I I 1 I I I I 1 I I I 7 I I 1 I 1 I I I 1 1 I I I 1 1 I t I 1 1 I I I I ( I I I 1 1 I I I I I f J 1 I 1 I 1 1 I I 1 I I I I 1 1 I I I I I I I I I I 1 I 1 r I I I r I I I 1 I I 1 I I I I I 1 I I I I 1 I I I f 1 I r I I I I 1 I 1 1 I I I I I I I 1 I I I I I 1 I I I 1 1 I I I I 1 I 1 I I 1 I 1 I I I 1 I I I I I I I f I I I I I I I I t I I I I I I I 1 I I 1 I 1 I I I f 1 I I I I I I 1 I I I 1 1 1 I I 1 1 I I I I I I I I 1 I I I 1 I ( I I 1 I 1 I I 1 1 I I 1 1 1 I I 1 I 1 1 1 I I I I 1 I I 1 I I 1 7 1 1 I 1 I I I I I I 1 1 I I I I I 1 1 1 I I 1 I I I 1 I I 1 t I 1 1 1 1 I 1 I I I I I 1 I I I 1 1 I I 1 1 1 1 I I 1 I 1 1 I I 1 I 1 I I I I 1 I I I 1 I I 1 I I I 1 1 1 I I 1 1 f I 1 I I 1 I A I I I 1 1 I 1 I I I I I 1 I I 1 1 I I r 1 I I I 1 I 1 I I I I I 1 I l A C 1 I I 1 I I I I I 1 1 I I I I I I 1 I I I I 1 I I I l I I I I I 1 I 1 I I I I I I I I 1 I I I I 1 1 I 1 I I I I t I 1 I I I I 1 I I I I 1 I I I I I I I 1 I I 1 I I I 1 1 1 1 I I 7 1 I 1 1 l 1 1 I I t I I I I I f I I I I I I I 1 I I I 1 I 1 I I 1 I 1 I I 1 I 1 I 1 I 1 ( I I I 1 1 I I I I 1 1 I I 1 I I I I 1 I I 1 I 1 I I I I I 1 I I 1 I I 1 I 1 I I 1 I I I I I 1 I I 7 1 I I I ! I 1 1 I I I I I I I I 1 I 1 I I 1 I I I I I f I I I I I I 1 I 1 I I 1 I 1 1 I I I I 1 I I 1 I I 1 I 1 1 I 1 I I I I I 1 I I 1 I I 1 I I I 1 1 I I I I I 1 I I I I 1 1 I 1 1 I 1 I I I I I 1 1 I I I 1 1 I 1 I 1 1 I I I I I I I I 1 1 I 11 1 1 I 1 I I 1 I I 1 1 I 1 1 I I I I 1 1 I I I I I 1 I I I 1 I 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 55 Summary for Reach SP3: Study Point 3 Inflow Area = 1.142 ac, 64.54% Impervious, Inflow Depth = 0.15" for 25 -Year event Inflow = 0.18 cfs @ 12.09 hrs, Volume= 0.015 of Outflow = 0.18 cfs @ 12.09 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Reach SPI Study Point 3 Hydrograph 1 1 I I 1 1 I 1 I J I !' - I 7 - r - I- -1- -1 - T - r - I- I - '-1-- T - r ' I- -I 1 t - G -I - '7 ' 1 r ' I- 'I - - r - r - a Inflow O Outflow 0.19`IA I I 1 1 - -r_. 0.18 10.18`ds I J -. ,I =r -.7-r -1-�-r-r-r-1-�- ��®YV - -r--�-r1-r ,(q�, _I . -I 1 I I f. f _I i - - Arela -F T.'T.-�� - 0.17" 0.16 I 1 1 1 I.. _I _ J _ �.. _ I � _ y _,_ _I_ ..{ _ 1 - } _ h _I _ -{ _ 1 _ }. _ I_ _I- -1 _ } _ ♦• ._ � -1- -4 _ { _ 1. _,_ 0.15 1 1 I -1--I--r-+-,. I I I I 1 I I I , I 1 t I I- ; 1 I --1-t-t-1--I--1-t_r-r---`I-+-r-r-1--t-t-r-. 0.14 1 I 1 I: I 11 4- _T_1,-r-I--1-T-r-f.-I"1'-T--r-'r-,"-f-T-r'---I-1-'r-r- 0.13 - 1 1 1- 1 - - I-.-., .1' -1- 1- , 7-I--,.- --- --- ------------------- 0.12 I_ J- -I _ I _ L - I_ Y _ -I.. _ y- 0.11 _ 1 I �` 0. / 0 0.09 LL--_.t_r_r_I_. ,+' 1 1 I I I 1 1 I 1 1 'p 1 1 I 1 1 1 1 1 I 1 I I I I I 0.08 �' - I I I t I 1 1 f I I.. 1 1 1 I 1 I 1 I 1. 1 1 1 1 I 1 I I r - ,- - , - -1 - r - I- - -, - 7 `. r - ,- - 1 -, - j - r - r - ,- -:-I-T- r- 0.07 " 0.06 _ L , _I _ j _ L _ f_ _, _I _ L L _I _ J j L _l - j _ i L _ I _ 1 _ L _ L _ -I -1---I `I 0.051_.I I_I-I I I I -I-'-J-J--J--1--1--1_ 0.04 I I r I I I I I I 1 I i I I 1 I I -1--1--i-+- -I--I-1-+-r-r-lrrl-+-r-r-1-1-+-r-I--I--t-+-r-I--I-+-+-r- 0.03 ' .. 1 1 I I; r - .' I _ - -r I - 71.--1 . -: T - r - r -I - 1 _ T - r - r -1 -: l - T- - r -1- -I - -1 - r _ r.._ T 0.02 0.01 0_ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 56 Summary for Reach SP4: Inflow Area = 0.041 ac, 0.00% Impervious, Inflow Depth = 0.09" for 25 -Year event Inflow = 0.00 cfs @ 15.19 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 15.19 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Reach SP4: Hydrograph 0.001-1 _ J _ J. _ L - L -I- 1 _ I_ I I 1 I 1 '"1-7-r I --I l -r I-1-7-T-r-1--1-7-r-i J - 1 _ L I _I _ 1 _ L L 0.00 ct5 ( I I I 1 1 17 -r -I 1-7-7- -I-_ . L -I- J _ 1 - L -I - J _ L _ 1 _I _ J - 1 _ 1 I 13 Inflow O Outflow 0.000 0. DDD -1 I I I c -I 1 1 1 1 1 1 1- "1 - 4 } - 1- , - w Y 1 ' + _ I_ -1 _ _I 4 - �- - � °°°``S I 1 I 1 1 1 - - 0[4:f46471 - -+ - -Inflow Area 0. 0.0DD .` _ I _ J _ I _ L _ I_ 1 _ 1 1 I I I I I I 1 _ L _ I _ J _ J _ L _ I I I I J _ : _ - _ I _ _ 1 _ L -I- -I- d: _ 0.000 7 - T - I -I - - r - I-' -I - l - T - i I I I I -I - - 7 - r - I - -I - 7 - r - r -I - I - T - - - 1' - 7 - 0.000- - _.. _ J _ 1 _ 1-1- _I _ J _ '- . L -I- -I- 1 _ L _ I- -t- J - J. _ L -I- J _ J. _ L - L. _I _. J _ 1 _ I- _ 1 _ J _ 1 _ 0.000 -I_i- i_i __'I- _ ----I-1- - I i I I I i I i -I-1-T-i-,--,-T-r -I- 0.000 0.000 - "{ ` 4 - } - 1- -1- i F _ _ _ _ - } - -1- 4 - 4- F - i- -I - + - t- - H 1- 4 - } - f -1- ..{ ' 4 - - 0.0DD -1_ _ _ -I 1 1 1 1 1 1 1 _I_ -I -I_ I- 1 -I_ 1--- I I 1 1 t_ I r I I -1 11-I -1-1_ I -I -� -I- I_ i 0.000 - i' y - 7 - t - r -I - r - I- -I - - I- -I ^ 7 - t - r -1- y - t _ r - I- -I " -I - t - f' -1 -- 0.000 _ I_ J _ J _ L _ I_ L _ 1 _ J - i L _i _ J - I _ L _ 1_ J _ 1 _ L _ 1 J _ J _ L _ I_ _I _ J _ 1 _ V, `I- 0.000 i r I 1 I I I f� I 1 1- I- I I �- , I 1 I lye I- -I- -I I 1 I 1 '1 I I 1 1 I 1 I I 1 I I I I 1 1- F - i _F -F -I - -I _ 0.000_',' � � � I I I t- I I _ _ _ 3 0.000 O I I L 1 1 1 I I-� i t I I I I --1-i-�-I �1-I 1 '{�,3; � � I I i i 1 I � � ��--- _ -1-I M 0.000 -I -y -t -r -r I r -r7 -t -r -I- 1 1 I-, I_�-I-I-I-�-I-� -y-t-r-l-y-t-r-r-I--t-r-I- -t- 0.D0D- J_J_!_L_1_1_L_I_ I I I J ,. _ J _ J, _ L _I_ ,J _ 1 _ L _ L .,,1,,. J _ ], _'L _I_ J _ 1 _ 0.000 I 1 1 I -1- -1 -I I I I i I I I i �'4' Pt -r-I-I T -r -I --I-7- ,:. I 1 I I I I I I 1 I I 1 1 I "1 -T -r -I--1-T-r-j--'T-r-r -I-"i-T_ _ 0.000 •. 0.000 r/ _I_J_J_L_I-_I I I I_ s I 1 1 I _L_I._.-1.... 1_L_I_ I_.1_ i I 1 ( I I I 1 I I I - J_ 1_ L_I_ J_ 1_ L_ I- -I- J_ L_I__I-J_1, i_ t_ t 1 1 I 1 I I 1 1 1 I 1 i i I i i I 0.000 D.DDD , �I -I--1-7t-I--^t-7-r-1--1-Y-r _1. J_J _L 1 I 1 I 1 _1_J_1_1__1_J_J_.. I 1 I I I I 1 I I 1 �r-I_y_ t_1__I�'Y_t_ L_1_J_1_ _I_-_J_L_I_-7_J_1_ I 0 -1 -n -l -r-r--I -r-r-I-T—r-I--1--1-' I i I 1 I 1 I I --7-t--1--I-7-r- r -r-T - r - -1--I-7- "7 D '/I.'' ,: _ L_I-J_ 1 L. _I_..i_..I _ _J_ 1_ L_I_ J_ 1 _L 0 0 y 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type Ill 24 -hr 25 -Year Rainfall=5.88" Prepared by (enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 57 Summary for Pond B101: BioSwale 1 w Beehive and Cultec 330s Inflow Area = 0.510 ac, 81.57% Impervious, Inflow Depth > 4.36 for 25 -Year event Inflow = 2.56 cfs @ 12.07 hrs, Volume= 0.185 of Outflow = 0.44 cfs @ 12.53 hrs, Volume= 0.185 af, Atten= 83%, Lag= 27.5 min Discarded = 0.44 cfs @ 12.53 hrs, Volume= 0.185 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 45.42'@ 12.53 hrs Surf.Area= 1,863 sf Storage= 2,732 cf Plug -Flow detention time= 60.1 min calculated for 0.185 of (100% of inflow) Center -of -Mass det. time= 60.0 min ( 851.5 - 791.6 ) Volume Invert Avail.Storage Storage Description #1A 41.94' 701 cf 20.83'W x 38.501 x 3.54'H Field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #2 43.50' 6,441 cf Custom Stage Data (Conic)Listed below (Recalc) #3A 42.44' 1,088 cf Cultec R-330XLHD x 20 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 8,230 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 43.50 41 0 0 41 44.00 244 64 64 245 45.00 812 500 565 818 46.00 1,451 1,116 1,681 1,468 47.00 9,180 4,760 6,441 9,201 Device Routing Invert Outlet Devices #1 Discarded 41.94' 8.270 in/hr Exfiltration over Wetted area from 41.93' - 46.50' Excluded Wetted area = 0 sf #2 Primary 46.50' 10.0' Jong x 3.0` breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.44 cfs @ 12.53 hrs HW=45.42' (Free Discharge) '�--1=Exfiltration (Exfiltration Controls 0.44 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=41.94' (Free Discharge) t-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 58 Pond B101: BioSwale 1 w Beehive and Cultec 330s - Chamber Wizard Field A ChamberModel = Cultec R-330XLHD (Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length +12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows = 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids = 701.1 cf Stone Storage Chamber Storage + Stone Storage = 1,789.0 cf = 0.041 of Overall Storage Efficiency = 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone a 1 Ivi 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 59 • • •1: BioSwale 1 w Beehive and Cultec 330s . .. .. E3 Inflow El Outflow 0 . Rti • - 0 1 13 Primary tgg��rr� 3 4U. 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 3435 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Paae 60 Summary for Pond B102: BioSwale 2 w Beehive and Cultec 330s Inflow Area = 0.488 ac, 59.22% Impervious, Inflow Depth > 3.08" for 25 -Year event Inflow = 1.75 cfs @ 12.08 hrs, Volume= 0.125 of Outflow = 0.32 cfs @ 12.54 hrs, Volume= 0.125 af, Atten= 82%, Lag= 27.9 min Discarded = 0.32 cfs @ 12.54 hrs, Volume= 0.125 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 45.31'@ 12.54 hrs Surf.Area= 1,328 sf Storage= 1,791 cf Plug -Flow detention time= 57.8 min calculated for 0.125 of (100% of inflow) Center -of -Mass det. time= 57.8 min ( 877.7 - 819.9 ) Volume Invert Avail.Storage Storage Description #1A 41.94' 450 cf 16.00'W x 31.50'L x 3.54'H Field A 1,785 cf Overall - 659 cf Embedded = 1,126 cf x 40.0% Voids #2A 42.44' 659 cf Cultec R-330XLHD x 12 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 3 rows #3 43.50' 3,795 cf Custom Stage Data (Conic)Listed below (Recalc) 4,904 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area _ (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 43.50 31 0 0 31 44.00 221 56 56 222 45.00 684 431 487 691 46.00 1,191 926 1,413 1,209 47.00 3,821 2,382 3,795 3,844 Device Routing Invert Outlet Devices #1 Discarded 41.94' 8.270 in/hr Exfiltration over Wetted area from 41.93' - 46.50' Excluded Wetted area = 0 sf #2 Primary 45.85' 5.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.32 cfs @ 12.54 hrs HW=45.30' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.32 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=41.94' (Free Discharge) L2=Broad -Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 25-YearRainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 61 Pond B102: BioSwale 2 w Beehive and Cultec 330s - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharge r0330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 3 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 4 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 29.50' Row Length +12.0" End Stone x 2 = 31.50' Base Length 3 Rows x 52.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 16.00' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 12 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 3 Rows= 659.4 cf Chamber Storage 1,785.0 cf Field - 659.4 cf Chambers = 1,125.6 cf Stone x 40.0% Voids = 450.2 cf Stone Storage Chamber Storage + Stone Storage = 1,109.6 cf = 0.025 af` Overall Storage Efficiency= 62.2% 12 Chambers 66.1 cy Field 41.7 cy Stone 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 62 '• • B102: BioSwale 2 w Beehive and Cultec 330s Hydrograph Ell Inflow ® l Outflow EM Discarded .• ®. rimaryi P R M 6 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 63 Summary for Pond B103: Existing BioSwale w Beehive and Existing Cultecs Inflow Area = 0.208 ac, 55.77% Impervious, Inflow Depth > 2.90" for 25 -Year event Inflow = 0.64 cfs @ 12.08 hrs, Volume= 0.050 of Outflow = 0.05 cfs @ 13.21 hrs, Volume= 0.050 af, Atten= 91 %, Lag= 68.2 min Discarded = 0.05 cfs @ 13.21 hrs, Volume= 0.050 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 43.57'@ 13.21 hrs Surf.Area= 802 sf Storage= 816 cf Plug -Flow detention time= 128.1 min calculated for 0.050 of (100% of inflow) Center -of -Mass det. time= 127.8 min ( 925.4 - 797.6 ) Volume Invert Avail.Storage Storage Description #1A 42.07' 701 cf 20.83'W x38.50'L x 3.54'H Field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #2A 42.57' 1,088 cf Cultec R-330XLHD x 20 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows #3 44.00' 1,140 cf Custom Stage Data (Conic)Listed below (Recalc) 2,929 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 44.00 53 0 0 53 45.00 205 121 121 210 46.00 426 309 430 439 47.00 847 625 1,054 869 47.10 875 86 1,140 899 Device Routing Invert Outlet Devices #1 Discarded 42.07' 2.410 in/hr Exfiltrationover Wetted area from 42.06' - 47.10' Excluded Wetted area = 0 sf #2 Primary 47.02' 23.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.05 cfs @ 13.21 hrs HW=43.57' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.07' (Free Discharge) t--2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid-Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24-hr 25-Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 64 Pond 8103: Existing BioSwale w Beehive and Existing Cultecs - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C-C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length +12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows= 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids = 701.1 cf Stone Storage Chamber Storage + Stone Storage = 1,789.0 cf = 0.041 of Overall Storage Efficiency = 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 25 -Year Rainfall=5.88" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD@ 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 65 5 6 7 8 9 1011 12 13 14 15 1617 1819 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) Pond B103: Existing BioSwale w Beehive and Existing Cultecs Hydrograph t t 1 � 1 1 1 I I �;. 1 1 1 ..I -1I' I _I- _1 _y t l 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ® Inflow -I-T-r -I- r -I -7 -r -I -7 -r -1 -4 -r --T-1- T -I -"1 -r -I-'1 r -I -1 -r -1-7-r- 0.64 cfs �I El Outflow _I_ �.�..�� //� t-_ JnfloYY Ar��=10.400-a ,J .I El Discarded 0.7 QPri'mary. 0.65 1 I 1 I 1 t 1 1 I I I 1 I I I 1 1 • ,' -rT-r-I-T--r-r-1-r-I--1-r-1--r-r-I--r-r-I-7-r7---i-�-r`r7---1--I-r- 0.6 1 I' I 1 1 I I 1 I I I ( 1 I 1 I 1 l 1 1 i r7� I I � --t-'1--V--1-�'--i-_1--I-1-1--i--I--1--i_1-_I-4.:-1--1-4-ISto�l1ag&=81-6_G. - -I 0.55 i t l l l l 1 1 1 1 1 I 1 1 I I 1 I I I 11 I 1 1 1 1 L _I _ 1 _ _ L _ 1_ J _ L _ _ 1 _ L _ I - J - _I _ 1 '_ 1_ _I - 1 .,. L: J L _ I J _ L _ I_ J- _ L' -f- J : L - 0.5 +" ,. • , . 1 1 1 I I I. I 1 I 1 I I I I 1 I I I I A 1 I 1 .. 1 1- . I 1 I 1 1 1 -I-�_� I I- _�_� �-I-I-�-I I I I I I I I I Il "I 1. 1"-1 I"1,'1''1 I l i 0.45 1 1 1 1 1 I I I I I 1 1 1 1 I 1 ..1 1 1'_ ,1 .1 I' I l l l 1 t - -1-'T _ -1- 'I r -I - R - r - - w0 - -4-i U .... 0.35 .• C • I I 1 1 1. 1 I I 1 1 I 1 1 1 1 1 1 1 I I 1 I I 1 1 I I I I 1 I I_! I I_ I_ I I 1 1 I I I I 1 I -1 _ 1_ 1- _t.- I_ 1-_ _I 1 1 1 I I 1 1 I I 1 -Ti -i-T �' _ -1 I I I 1 1 1 1 1 1 l I I I I" I ,I I, .I I I I I 71- 1 TI -i- 1 1.. LL 0.3': -1-T-Y-I-Tr-I 1-r--'i-r-1-7-r-I-T-r--1-T-r--I-r-t--7.-r-1-7-r-I--f-r- 0.25 ' 'y L. ! I 1 1 z" !.: I I -I- t _ !- -I - t j' -1- -1 _ t -1 - -1 - r -1- -1 - 1- -1:7. t - i- -1- t ' 02 _I_1_L._I_1 I_J_L-I-J_L-1-J-,L_I_1_1__I_ 1_I_ J_ L_I_ J_ L_I_ J_ L_I_ J_ L_ 0.15-:: 1 1 1 1 I I 1 1 1 1 cts 0.1-:o.os 5 6 7 8 9 1011 12 13 14 15 1617 1819 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type Ill 24 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 66 Summary for Subcatchment 1: Pavement to Exist BioSwale Runoff = 0.28 cfs @ 12.08 hrs, Volume= 0.019 af, Depth= 3.70" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 50 Year Rainfall=6.61" Area (ac) CN Description 0.037 98 Paved roads w/curbs & sewers, HSG A 0.025 39 >75% Grass cover. Good. HSG A 0.062 74 Weighted Average 0.025 40.32% Pervious Area 0.037 59.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1: Pavement to Exist BioSwale Hydrograph -1----1--r--r-r-r-r---1-7_.r--- r-r-I--I--I-t-r-r- r-r-I--I--r -r- r-r-r-I--I--r-r- 0.3 Q Runoff _1__1_1_ I. J_1_L_L_L_I.__I_J_1_L_ L_L _I__I_1_ 1_ 1_ L_ L _1_,I'_ J_ 1-1- 1 I I 0.28 cfs 1 1 0.26 1 I 1 1 --;----II----,--,-;-T-r-F-,- ; -;...;...;._T._-;.-;_ ; ; ;-TYpeI11124=h1r1- 0.26 I 1 I 1 .� 1 1 1 I I I 1 I I I I I 1 , 1 I I I i.": 1 1 1 I I I 1 1 1 1 1 ' _Ye 1 K n�'a11, 6:,617f - 0.24- I I I 1 1 I I 1 I I I 1 I 1 I 1 I I7 F F 1 1 II I I I I I I I , I Off" - 0.22':rk4n;' Ivrea-0062-ac_ 0.2- 1 A _ I_ _ I_ J _ � _ I _ I - - -1 _ J _ 1 _ L _ L _ 1_ _ I_ _I _ J � �f f ` O � u —O.-01 9 -af I 1 I I I 1 I 1 I I 1 1 V J W �/ 0.18 I I I I I 1 I I I I I I 1 1 I 1 1 1 V " - I- I-- l . .. 1 .1"' 71-" 7 '" 7 - r - r - i -1- ^r '.......... - 7 - r - r r - I� - 0.16. / I I I I 1 I 1 I I I 1 I I RUn�off De�fhl-3.II■ 0 0 1 I J 1 d I I 1 1 1 I 1 I 1 1 I 1 I 1 LL 0.14 I I 1 I I 1 I I 1 1 I I I 1 1 1 1 1 1 I I_ IT��C6.o- m'n -1--I- 1_ a. _-I--1-1_I-r_1-_I-I_-1-1- -r-r-1 -1 -1- -T I I I I -I I_I-I- 0.12 I I 1 1 1 I I I I I I I I I 1 1 1 1 I I = - I- .-1- -1- a - 1 - - h -1- -1- -1 _ + _ ',' _ � _ ,_' - I- -1- .� - 1 - �_ - N -� ~ - I - -1-� -1 - 11 1 - 1- - I- 7 4 - 1 I I I 1 I 1 I 1 I f I I I I 1 I I 0.1 0.08 I I I I I I I I I I I 1 I. I I 1 1 1 I I I I I --I--r-1--r-r- r-I--r7-t-r-r-r-I--I-"-r-r-r-r-r'-I-7-T-t-r-r-r-1--I-t-r- 0.06 1 1 t 1 _I_ 1 _ 1 _L _L_L _1__1_1_1_ L_L._I__I_ I_1_ 1._L_L_L _1__I_J_ I 0.04 -r-I--1-1-7---i-T-1"-r 1-i----�I-?1'r-r-1-1-i-'1--11 -7_T I,--1 -i-I`'7-T-r- 0.02 I I - I I , I I 1 I I I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 50 Year Rainfall=6:61 " Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10 00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 67 Summary for Subcatchment 2: Site Areas to BioSwale 1 Runoff = 2.09 cfs @ 12.08 hrs, Volume= 0.148 af, Depth= 4.66" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt 0.04 hrs Type III 24 -hr 50 Year Rainfall=6.61" Area (ac) CN Description 0.286 98 Paved roads w/curbs & sewers, HSG A 0.094 39 >75% Grass cover, Good, HSG A 0.380 83 Weighted Average 0.094 24.74% Pervious Area 0.286 75.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 2: Site Areas to BioSwale 1 Hydrograph I I I I I I 1 1 I I I I I I I � I I I I 1 I 1 I I I I I I I I 1 L Q Runoff I 1 I I 2,0), I 1 I I I 1 I I I I I I I I I 1 I I I I I I I I I I I 1 I 1 I 1 81.1 I I 1 I I I I I 1 I I I I I l I I t r 1 l 1 I -,- -;--;- ;- ;-,-- a ype;11124=hr - 2 Rail'>wf111-6.61" I I =' II aaI I I I I /I:� i I /'�. I Rurioffi/ 6� =O.UO aG 1 I I Runoff Volume=O'.148 of Runoffl Depth=&66 • I --I._ I -1--j 4 - +` -. F: -I--1--1--4--1 _ +- m t7c=5.m0-n IVIV�83 1 1} �r`:A I I I I I I I I I I 1 I 1 t I I I I I 1 1 I. "h ■V" AVX I I 1 I 1 I I I I I I I 1 I 1 I I 1 1 I I 1 1 I 1 1 I I t I I I I I I I I I I I 1 I I I 1 I I I I f I 1 I 1 1 1 1 1 I 1 I I 1 1 1 I ) I I I 1 1 I I I I I I 1 I I I I I I I I I I I I I I 1 1 0... 5 6 7 8 9 101112131415161718192021 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 1// 24 -hr 50 YearRainfall=6.69" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 68 Summary for Subcatchment 3: Site Areas to BioSwale 2 Runoff = 1.67 cfs @ 12.08 hrs, Volume= 0.116 af, Depth= 3.30" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 50 Year Rainfall=6.61" Area (ac) CN Description 0.224 98 Paved roads w/curbs & sewers, HSG A 0.199 39 >75% Grass cover. Good. HSG A 0.423 70 Weighted Average 0.199 47.04% Pervious Area 0.224 52.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 3: Site Areas to BioSwale 2 Hydrograph I I I I I I I I 1 I I I I I I I 1 1 I I I i I I 1 I I 1 I 1 I I I 1 I I ( I 1 I 1 I I I I 1 I I I I I I I 1 I I I I I I 1 I I 1 I I 1 I 1 ( I I 1 I I t I I f I 1 I 1 I I I I I I I I I I I .1.67. ds I 1 I t 1 I 1 I I 1 t T/Ij� 1 I I I I 1 I I I 1 1 1 1 I 1 1 1 I �/pe III 2T -hr I I I I I I 1 I I � y I I I I I I 1 I 1 I I 1 I I I I I I 1 I I I I I p'�I I 1 11� I I I I /I%� I I I 1 1 I 1 I I 1 f I I 1 I R61 ��,off � r6� =6.4f- ac 1 1 1 I I I 1 I I f I I I I 1 1 I I I 1 I I I 1 I I 1 I I I I I I 1 I Runoff Volume=0:116 of ;Runoff De,pth'=3.30" C LL I 1 I I I f I I I 1 I I I I 1 I 1 1 I I T&5.0 ' ii1 CN -70 I I I I I I I I 1 t 1 I I I I I I 1 1 1 1 1 1 I 1 1 1 t I I I 1 1 I I 1 I I I 1 1 I I I 1 I I 1 I I 1 1 I 1 I 1 I I I 1 1 I 1 I I I I I I I I I I 1 I I I I 1 I I I 1 I I 1 I 1 I I I I 1 I I I I 1 I I I I 1 I 1 1 I 1 I I 1 I I I I I 1 I I I 1 I I 1 I 1 I I 1 I I 1 I I I I I I I I I I I I I 1 1 1 I I I I I I I I 1 I 1 I 1 I I I 1 I 1 I I I I 1 I I I I I 1 I r I I I 1 I 1 I I I I I I I I I I I I I f 1 l I 1 I 1 1 I l 7 I I 1 1 I I I 1 I 1 I I I I I 1 I 1 I 1 1 I I I I I I ! I I I I I I I I I I I I I I 1 I I 1 I I I I ( I I I I I 0, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 '3"1"'3"2' 33 34 35 36 37 38 39 40 Time (hours) Runoff 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 50 YearRainfall=6.69" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 69 Summary for Subcatchment 4: Area to north Runoff = 0.00 cfs @ 13.72 hrs, Volume= 0.001 af, Depth= 0.19" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 50 Year Rainfall=6.6111 Area (ac) CN Description 0.036 30 Woods, Good, HSG A 0.005 39 >75% Grass cover, Good, HSG A 0.041 31 Weighted Average 0.041 100.00% Pervious Area Subcatchment 4: Area to north Hydrograph �. 1 I I I I I I I I I -1 -- "l - -r; - T'_ - r - -� - 'l - 7 - T - r I- -' 1-' -I T _" T ' r - -- -I - '(- r - r ' I - 'I ' 11 - T - : i` F -1- -I - -1 0.001 -- L 1 _ J = J _ L _' L J '_ J _ 1 _. L'-_ L -I- J - J _ 1 _ L _ L _ 1 _ J - J' _ 3- _ L _ L _ P_ J _ U-_ 1 _ L _ L _ I_ J _ J _ - I I I O RlJf101f 0.001 -1--I--1-"r-t-r 0.00 Cf5-. 1-T.-r_I__I._T_'i_T`r_I__I_-1._"I_7_r_1__I_.I 0.001_ /elj__I_-l_ _ -1 -I- I _--L_L Tle lI'I 2T hr-- ----------- I I I 1 I I I --- I I I I I 0.001 : ^ _ '- I- -I - -{ - "1 - } - F I y,. + ' I-- I . -1- -i '- -4 -. + - } - 1 .. -; - -i -. 1 _. i. -.. ti 1- -1-Y - -{ - + t-- 0.001 _I 1 1 1 1 1 I -1-, -1--1--,,-,-;-1 -5-p Year�iRla�nfall 0.001®. I__�.__.-- 0.001 I I 1 I I I I I I I I 1 -r=I^-i-r-r- I. are�Q 0�� aC- 0.001 - _ I L_I 1 __r_I_,_!_1_'L_1_..Rtinoff 1 1 1 1 I I I I I I 1 I I I 1 I I I I 1 I I I I 0.001 I I 1 1 -,--,- ,-i-, -1 ;-�-1- -1,af- 0.001 1 1 �. - - - I -�. 1 - 1 - -1 - i - 1 --1- 1 - _ - - 1_ -1- -1 -' - - 1- -1- - - - 0.001 1_.J�}-1-._L _I _:J_1 1 _. ..I_J _1 _4. _I__I_ RL 1 9", - 1 11 1 I I 1 1 1 Rulrl:Off-I-Depth'. 0.� 9 0.001 -j7 -j,- --�-T- - -T-r-r-1-�- -T-r-r-1- 1- T r r -r -r - o 0.001 - _ 1_ J _ J. _ J _ L ,.;. L _I ._. -J _ J _ 1 '_ L ', '��- _.L _ L _ 1- _ I _ J ,_ J _. 1 - L _ L _ I_ _TJ I _ . 1� 1 I I 1 I I I I I I I Tc=0.0 �m in 0.001 -r-I- -7-r-r -1- - -t-r-r -r-� �-r-I----t-r-r-I--I--+-t-r-1--1-7-_ 0.000 - I_ _I _ _I i _ I _- 4 I.._ I _ 1 _ I 1 1 {. I' 1 1 �. ^,. - 1 I `1 I I I `I I 1 1 1 1 1 1 I- I 11 CN 0.000 _ _(_-1:-4_ _ti _I_ _.,_+_♦__I-_,--I--i.-+---I--+-4-4-4--{--I--I--1-+ ,- ---- - - 0.000 1 :1 :. I - -I _ _ _ _ 1_ _I _ � r _1 I 'I' 1' - i ' 1 -:A �1� " I -I - 1 - I _-1 -1-- - _ 0.000 _I__I_J_J_L_L _I_J_J_1_L _I__I_J_J_1_ hf__1_J_J IL .-L _I_-1 _;J.._'1_L_L 1- -1 "' 0.0D0 -1 T - r I-'^ I- - "1 - T ' ' -1 ` - l - T - r - r -1- -I - l 7 _ r - r•- 0.000 /---'--'--1-I--'-'1"J_I_1-L _1_-1---'-=- -1'-'--I-L-'--'--'-�_:, I_1--I_-I-�-- 0.000 1 - I- -I - -I - ', - } - F' I - -+ - ", - t - t' - I- -1- "I - '� - + - ;.'. - I - '� - - + - r - F -1- -I - " I ':.♦' - + - i' -1- - I - -+ -- - 0 - I-- 1 - 1 L -'- - I _ _1 _ I - - -1 - 1 - 1 - 1 - I- -1- J- - - -?: 0 -l t ;? 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 21 22 23 24 2526 27 2829 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 50 Year Rainfall= 6.61 " Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 70 Summary for Subcatchment 5: Rear Yard Areas Runoff = 0.06 cfs @ 12.11 hrs, Volume= 0.007 af, Depth= 0.98" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 50 Year Rainfall=6.61" Area (ac) CN Adj Description 0.014 98 Unconnected pavement, HSG A 0.067 39 Pasture/grassland/ran e, Good, HSG A 0.081 49 44 Weighted Average, UI Adjusted 0.067 82.72% Pervious Area 0.014 17.28% Impervious Area 0.014 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, minimum 0.07J --1--1--I- 1 -+- - I o.of 0,065 0.06 ' _1 _ J _ J _ L _ 0.055 0.05- 1 0.045-' N 0.04 I I I 1 I I 1 v C0.035 _1_J-J_J_L_'. 0.03 _1 - ._ 1 _ I. _ 0.025 I I I I I 0.02 _r_ _I_J_ J _L _ 0.015 I I 1 I I 0.01 I 1 I L I n nns Subcatchment 5: Rear Yard Areas Hydrograph I I 1 I I 1 I I 1 1 f I I I I 1 I I I Runoff -.--1-�=-r-+-r-r-r-1--1-+-r-r-1-ti--I-+-r-r-I--1--I-'+-t-I--I--I-y- :f5' I I I 1 I I I 1 I I I I I 1 I I 1 1 1 I I I 1 I IL f 1 ---1-'1- 1 -�-1-`1--1- ' -' -; -I- T -' fe' H'�I-24k=hr I 1 I 1 I I I I � 1 I 1 I 1 I I I 1 i I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I yp f I I I J _1_ L_I_ J L I I- � J 1 L 1 _„_. _ 1 ;Q Rear ;Rainfall= :6 --1--1 T - r. -I_ -I- -I--1 -T -r I_ -I --I_ --'- - I--1_ I 7 -T - T -- I-'�-I '-'I- _-. 1 I I 1 I I I I 1 1 Run off Area;=0.08 , ac I 1 1 1 I l I 1 I I I I 1 I I I I 1 I I I 1 1 I I I I I I I f I I I I I I I I 7 I I 1' I '1 f � � I 1 �� I a_4_�_I_ �_{.-I Runoff Voluime-0.007-af- I I 1 I I I I I I r I 1 I 1 I I I 1 I 1 I Tc-rJ-•0. 1'n -in - I '"1-'{-'1'-1"-I--I-"1-{-.I. _I.. -I --I--1- 1--I-1 I� 1 I I I 1 1 I I I I 1 1 I Y , '1 , 1�' - jute, -T'-- ,.. I_ 1 I I -1"`_I' j-I---1--I`-I- i._ j-,- -,---I--,-i- . I I I I I 1 I I I I 1 I I 1 I I I I 1 I I-J_1_1_L_L _I_J_ 1_1_IL _1__1_1_1._ 1 _L _IL _1__1_1_1_ L_L- 1 1 1 I I ( I I 1 1 1 I 1 I I I I I I I I I 1 I I I -I_7__- I I I I 1 1 I I I 1 1 1 1 1 I I I 1 1 I 1 _I I I I I- 1 I 1 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 71 Summary for Subcatchment 6: Front Areas to Roadway Runoff = 0.25 cfs @ 12.09 hrs, Volume= 0.019 af, Depth 1.62" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 50 Year Rainfall=6.61" Area (ac) CN Description 0.032 98 Paved roads w/curbs & sewers, HSG A 0.112 39 >75% Grass cover, Good, HSG A 0.144 52 Weighted Average 0.112 77.78% Pervious Area 0.032 22.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 6: Front Areas to Roadway Hydrograph --1- -`' 4 -: - 4- - F' - I- -1- -1- -4 - 4 - 4- - 1' - 1-- -1- -f - a - '� - + - F - h' -1- -1- 'i - 4 - 4 - F-• ` 1-` -1-1-4 "4 - 4 - .26 0.26- I I 0 IG(5 . 0.24 --I 1 -I-T T 1< -1--1-7-T r-r-r`1--1-'7-T-r"-r-r-1--1-7 T-„r'I- T- I 1 I I I 'I I I, I I I 1 I 1`ypel III 4 -hr _. I I I I I I I 1 1_ 0.22 50 Year Rainfall 6.6 1 0.2-1I --1- _1 _ J _ _ 1 I I 1'- I I •I, I' 1 I I 1 1 1 I I 1 -0.1.44-ac.- I-'-i--f--i-t-r-r-1--1--1--1-7At6noff,Ar_6e 0.18 '', I 1 I I 1 I I I 1 I 1 1 I 1 1 1 1 1 1 I 1 1 I I ; -; -;- -;-; ----;-;-;-;--;--;--;_:_Runoff-V,61ume= :-019-ef- F0.16 u 1 I 1 1 1 --1 I__I,r 1-1 _ _I_ -I_ J_ 1 _1 _ L_ L _I_ _I_.I_1_ 1_ L _L 1 "d` Al _ Rhe-noff� Depth'=', 1 3 0.14 I 1' I I I I I I I I I I 1 I I 1 .162- 1 t I 1 y ��, 1 1 1 1 I 1 1 1 1 1 I I I I I i 1 I I I 1 I I I ' 1 1 O - I- -,_ _I _ 1 } _ _ ,_ _ - -1 - i - + - + - I- - I- I- -I- _ }. _ y. _ F _. ,_ _, _ _, _ .y _ } F - Tc=5.0 min M 0.12 7- .,�. I I I I 1 I F 1 I I 1 I I-,- -1- T- j- r -,-A I-52 0.1 1 _ L _ 0,08 I. 1- + - , _ I- -I- _I _ 4 _ + _ } _ F _ ,_ _, _ _, _ 1 _ } _ +. _ H' _ 1_ _, _ _, _ 4 _ + _ + - 1- .- F- -:7 4 - + _ 0.06 I- �-f' l 1. I I I I 1 ,.'_-._-)'•7"7- -_I"71"l_7-r:-'r.'r-1--1'.-7--1-1-T-T-r'I_-1--I-�-T-T'- f 1. 0.04 1 1 1 1 1 I I 1 1 I 1 1 1 1 1 1 1 1 t _ 1 -1 1 I_ _ 1_ -I - - L - ' - ' - L -1- -1- ' _' S - L - S' �- - 0.02 �- I I I I I I 1 .. 0 5 6 7 8 9 10 11 12 13 14 1516 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 72 Summary for Subcatchment ROOF: 1/4 ROOF - SE Runoff = 0.43 cfs @ 12.07 hrs, Volume= 0.033 af, Depth> 6.17" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 50 Year Rainfall=6.6111 Area (ac) CN Description 0.065 98 Roofs, HSG A 0.065 100.00% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF: 1/4 ROOF - SE Hydrograph 0.48. , -'--'--'--'--I-L-L-1--1--1- I--'L-'L-I-"'--1-J--'--'--L-1--'--J--I--L-1--'--1- j -I -' 1 1 1 I I I I 1 1 I I 1 1 I 't{ I 1 I 1 I 1 I I ;- 0.46<--r-t--1--t-t-+-r-r-I--1'--r-*-i'_-r-i--r--I--t-t-r-r-r-1--1-�-*-*-r-I--I--I--I-t-r- p Runoff 0.44 I 1 I 1 0.43 cfs'' I 1 I I I 1' I I I 1 f I I I I I I I 1 I _1-__-t- -----� - -1-,--I-l- _i --i` 0.42 i"T-i_i �-i-i--- -I-1--I-J- -1 --I- -�- -�- - -I--1-4-'4-+- -~-1--1- Type' 111 -24 -hr - 0.47: 0.38_1 _ - 1 - - - - - - - - - - I_. _.1_. _I_� 1 -I---1-T-� -I -�-I--1- �. r 1 - __1.1.1 _I__1__I_1_1_L_L_L_I__I_1 - 5Q Year�Raanfall-' ' "- 0.36 I I I 11 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 -r-1--1-7-7 1-r--r--r_T-T-r-r-r-I--I--1-7-r-r---- -I - T -r7-r-I--1---7-r- 0.34 _I _I__I_J 1 _L _1__I_J_1_L_L _L _1__I_J_1_Lp^( Y -n off ;/'lrea=0.065-ac - 0.320.3 \u ,-Ru_n ff-V-olume=0.033 af-- 0.28 ; - -- -+ - ---;-1-t t- -r--- v 0.26 I I 1 I 1 1 1 I 1 I I I I I 1 Y� -L -,--- - - ---,--1- -1----I----I- -, -, RUnoff+Depth>6.-117 - .$ 0.24 1, ; --I'-1--I-� + _ -F-_,_ _I_ 4-+_ 4--'F- _I- ..I --I- y -{ _ } _ E. I--I'-1--� _ 4-- } 0.22 I I 1, 1 7 I 1 t 1 I J I 1 Ij 1 1 I I 1 1 1 ! LL 0.2 e 0.18 I I I 1 I 1 1 I I I I I I I 1 I 1 I I I I I I I I I 1 I 7-T-r-r-r-r-rT-7-7-r-r-I--1--1-T-r-r-r-CN�9$ 0.16 -'-1--_I_J 1_ - _1__1__1_ 1_ 1_ L_ L -L :I__I_J_1_L _L .L _t_._I_J_.1- L_ L_L 0.14 I I I I 1 I I I I I I I I I 1 I I I I I 1 r I I I I I _ I_ - I _ -1- 'I - T - - 1- - I- -1- l _ T - r - r - I- -i- -t- I - T - r - r - 1 -1- -1 _ 7 _ T - T _ r _ 1- -1- -1- 1 _ T _ T _ '.,'. 0.12 _1__1__1_1_1_ _1__I__I_ 1_1_1_1_. I_._II_ J _ 1_ L _ L_I__II_1_ 1_1 _I _ I__1I_ J_ 1_ 1_ 0.1 I I I I I I 1 r I I I I I I I I I I I 1 I I I 1 I I I - r - I- -I - - Y ` r - L- 7 1 - 7 - T - I_ I - I- -I - -1 - T _ r - r -r- - I- -I - 7 - T - r - r - r - I_ -1-' 7 - Y - T - I I I I I� _1_. _I_________' _1__I_______ -_-_'I_____! 0.06 _ I_ _, _ _1 _ _ + _ ... ':' 1_ -1- _, _ -4 _ .F _ +. -k _ 1_ _ I _ _, _ a -4 _ } _ 'F _ I_ _ I _ _I - .4 _ + _ + _ F _ F- _ _ _ _ -4 _ + - + _ 0.04 .' I t t „. I I I I I 1 I 1 I I I 1 1 I 1 1 1 I I I 1 I 1 -�-' ,-- _� -� -I -�I- �- -� -� -I-��- _ 0.02 I I 1 I I I I I I I , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 73 Summary for Subcatchment ROOF2: 1/2 ROOF - West Runoff = 0.86 cfs @ 12.07 hrs, Volume= 0.067 af, Depth> 6.17" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 50 Year Rainfall=6.61'1 Area (ac) CN Description 0.130 98 Roofs, HSG A 0.130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF2: 1/2 ROOF - West Hydrograph 1 _ 1 ._ L _L 1 _. L 0.95•;--1--1_--a-1-L_L-I--I--1-�1-1-.L-L-'--I--I_J_1_1_L---'--I_J I I I I I I 1 1 l I I 1 I 1 I 1 I I I I I I i I I I I I I I 1 I 1 I _1_1_1_1-. _1__I_J_1 _1_ QRunoff 0.9-:„- _I_ _1_ _I- J-._0:86 ds. --+Ln- 1- - 0.85 . _ - -1 + =•' - - I- -I - J - + - - L - 1- -'- -I _ _ + _ + _ _ _ 1_ _1 _ _ 1 Ie -1 1I -24-, ,-r - 0.8 1 I -I '_0 - I o i r + - t - - I- 1 i + - t - r. - F - I- -1- - t - + -- - -I y I_ LLa�nf_all;=6..61„t 'R - -1- -�-i - - - .75 0.75- ■_ea 0.7 0.7 I -1 -y-T-+ r --i- r-+-r--r-r-I- -t-* ' Run,off-,Area-0.130-aC - 0.65 III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 � -I 1--1--1-t-„ I--1- 1--1-t-r-r-1--r---t--t-r- r -I-`-' -I--r-r P 1 - I I - I. .1 I ; I I I: _- Runoff I olum a=-0 :-0;67-af 0.6 / ---i--1-�-•T -i-_k. - -i-T-r-r-l"-r-I--I-off-' Y ^ O 55 w � -r-r-1-�-T`. 1-`1” 1^-1--r-r`r-r-r-I--r-i-I r r Rdno`ff Depfh'>6.17 0.5 1: I - _T -I -I'-I_-1 T- -� �r -r-1-T-r-fr-r--r-7-�'-r-r-�._r-I 1-�-r-I I- I r O 0.45 C ruin _1_ 1 I_I_1 0.35 I I 1 1 I I I- I i _I__II- _Ir_1 I _I_I-1 _I1_i I I I 1 -I --1_I I II I I -'__r-I_1 1 C1N _II__I1_-11--I--_9.8- F - 'r�-��- 0.3 II T r I- 1 _ J _ ! ! I _ _I _ I _ 1 _ -I- - I _ _I _ I _ I -1 -1- -I - JI - I - L - L - I- -1- J I 1 L IL L -, -- -I I I 1 1 I I 1 I 1 0.25 I 1 I I-_ 1 I I I I 1 I I I ._I___J_1_1_ -_I__I__I_1_1_L_L_L_I_J_1_1_L_L_I__1__1_J_1- L_L_1__1__I_!_1.-L_ I 1 I I I 1 I I I 1 I I I I I I I I I I I 0.2--_L 1 I I 11 1 I I I 1 I _I_ I_1_1_,i" L_ -I- I-J_1_L_L_I__I_J_1_1_L_ L_ L J__1_ 1_1_L_L_I__1__I_1_1_L_ 1 1 I 1 I 0.15 J_ _ I _ _I _ J 1 - _ I _ -1- 1 _ 1 _ L _ L _ 1_ _ I_ _I _ 1 _ 1 _ L _ L _ L _ I _ _I _ J _ 1 _.L _ L -I- I_0.1 0.1 _I____I_1_1 _ __I_1_1_1 _L_I__I__I_ J _ 1_ 4-_1-1-_1__1_ _ - 0.05 z 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 31 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type Ill 24 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here) Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 74 Summary for Subcatchment ROOF3: 1/4 ROOF - Northeast Runoff = 0.43 cfs @ 12.07 hrs, Volume= 0.033 af, Depth> 6.17" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 50 Year Rainfall=6.61" Area (ac) CN Description 0.065 98 Roofs, HSG A 0.065 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF3: 1/4 ROOF - Northeast Hydrograph 0.48 --'-----J- I-- -'--'--'--'--'--'--'-'--I--'--'---J'-L-L---I-J-1-I_-----'--'----I - '.. I I 1 L I � I 1 I I I I I I I I I I I I 1 , 1 I I I I 0.46 I I I I 1 1 f I -r -1--I--1 -r--r-r-1--t-r-r-r-1--I- -+-r-r-r-r-I-*-+-t-r---1--1-a-*-+-- 0 Runoff 0.44 � _I 1 _ 0.43 cfs ^I F I 0.42 ___-__ _{_I -----_ ,-4-4-1- - -----Type-�11-24-hr- 04 -,-,--I--T -I- -r -r 'r 0.38Ra�II�GN��.w'�- T- r ,-�'i' r r - -I --I I ---I r - - 0.36 ,. �r-r-i-� T- r -r I-T-r-r-r-r-r�-T r-� I --r- r -T-r- 0.34 /-�T,-r /-� -' -'- -'- --'--'-J-1-L-L-'--'--'-J-1-LRunoff;Area=0;065-ac_ 0.32_ �I t I f I 11 I I 1 I I I 1 I I I -r -I --I- -r--I--r-1--t-t-r-1--I--I-7-T-r-r-----I_--7-r-r-r-r-I-7- -r- 0.3 ---I-_I-J- - -I--i- J- J- I -L-L-I----1- -Runoff-VoFtame-0.033 of - 1 ! I I 1 I 1 I 1 I 1 1 I I I I 0.28 --I----I'--1-+- -I--1- 1-i-+-4-F-1--I--I--,-+-�"-I----I "-+-*-r-I----1-'�-t-+- w 0.26 _ y -;- -,- - - -;- -;- ;- ; - - ; - - -;- - - - Ru Hoff' ®e'pth>6 '17" - 3 0.24 -:- -1- -1 - ', _ + _ - 1- - �- -1- + - + - + - I- - 1- -1- _, - 4 - + - * - I- - I- - I - -- I I - + - + - '- - I- -I- - '-, - + - + - LL 0.22 1 I I I I 1 I 1 1 1 I -,--,--,- ;-; - -----1--; -;-----,--,- , ;-,--,--,--,- ;--ITc=5:0 min - 0.2 0.18 1 1 1 I I I 1 I I I 1 1 f I 1 1 -I--r-1-�-T--r-r-1-�--r-r-r-I--I--i-�--r-r-r-r-1--I- -.-r-r-r---A,\1 0.16' _ I_ - -1__1_1_1____'_J_J_1_L-L___I_._I_J_1_L_L_.L-I__I_J_1_-L_L_L _1_,_'„. �. 0.14 I I 1 1 I I I I 1 1 1 I 1 1 1 I I 1 I I 1 1 I 1 1, - l_ - I - -1 - 't -. T - .. ' I_ -1- --I - Y '” T - r - f -1- _ I _ _I _ l -."'I_ _I _ '7 "' T _ 'f _ r _ I_ 0.12 .-_I___J_1_1_.,"-.I__1__I_J_1-L-L_I__I_J-1_1_L_L_L-1-J_ J_ 1_ L_ L _I__1_J_ JI_1 '� 0.1 1 I t I 1 1 I -I -I -Y -t- 1 I 1 1 I 1 I I I I I I I I_ I_ 0'08-I 1 I 1 I I f 4 I I 1 I I I I I I I I 1 I I I I ^1 -I--I- I- 1 0.061-1 _ -4_ + _ I' -1- -1-- -4 - + - + - I- - 1' -:- -1- + - +' - + _ 1' -:- -:- -1- '-4 - + - + - 1- -1- -1- -I - -I - + - a' - 0.04 1 I t _ _ _I _I_ I 1 I 1 1 I I I 1 1 1 1 I I I I I 1 1 1 I I 1 1 I I 0.02 > :•: r, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 75 Summary for Reach SP1: Study Point 1 Inflow Area = 0.208 ac, 55.77% Impervious, Inflow Depth = 0.00" for 50 Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Reach SP1: Study Point 1 Hydrograph I I I I 1 I I I I I I I I I I f I 1 1 I 1 1 I 1 I l I I 1 I I I I I I 1 1 1 I 1 1 1 1 I I ® Inflow Q Outflow 1 I I I I I I I I I 1 I 7 I I I I I I I I 1 I 1 I I I 1 I I I 1 IY$' I I I I � I I f lInflo 7a Atea=;012018' a 1 [ I I I 1 I I I I 1 I I I I I I I I I I I t I I I I I I I f I I I I 1 I 1 I 1 1 1 I I 1 I I I I I I I I I I I I I I I I I I 1 1 1 I I I I I 1 I I I I I I I I 1 I I 1 I 1 I 1 1 1 1 I I I I I 1 I I V v 0 1 I 1 I 1 I I I 1 1 7 I 1 I I I I I I 1 I I I 1 I 1 II 1 I I LL 1 I I I 1 I I I I I I I I I 11 r I I I I I I I 11 L'i•'.1 I 11 I I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 50 YearRainfall=6.69" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 76 Summary for Reach SP3: Study Point 3 Inflow Area = 1.142 ac, 64.54% Impervious, Inflow Depth = 0.20" for 50 Year event Inflow = 0.25 cfs @ 12.09 hrs, Volume= 0.019 of Outflow = 0.25 cfs @ 12.09 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Reach SP3: Study Point 3 Hydrograph -I--1-+-j'-4- -1- -I -+-1"-I--1-J_,♦_- 1--1--1--1-+- 4'_I... -1--I-.}._ FL _I__I-4-+_ � _I_-1-4 _ {..- Inflow 1 I 1 o.zscrs` _ - -I- _ I 1 1 1 I 1 1. I 0 Outflow 0.26 1 1 1 -o:25 Cts _ _ _ _ 1 1 1 1 1-I I I I' -I 1 1 I I I- �-"�I- �- j, ��_I ____ ; i I 1 I 'nf'®� I 0.24 I I I I I 1 I 1 1 I I I I 1 I I I I I I I 1 I I I I I I I I I I 0.221-T-�- I 0.2 i I 1I I 1 I I I I I 1 I 1 I 1 I 1 1 I 1 I 1 I 1 1 1 I 1 I I 1 I 1 I I I I 1 0.18 N 0.16':- V ...r 0.14 E 0.12 0.1 - —1_L_; I � I I 1_L_1_—I—J_1—L_L_1—J_1_L_LJ_J_ 1_ L _ L_I_.J_J._L_I__I_1_1 0.08 1 I 1 1 __1__1_1_7._ 1 I 1 I 1 I I 1 1 1 1 1 I I I 1 1 I 1 1 1 1 I 1 1 1 �_7-1--I'-1-T-7-7-1-1_T_r_1_--1-7-I--r--_'1'T-r'I--I-7-t-f' I 1 1 1 I 1 I I I 1 I I - I 1 I 1 I I I 1 1 1 1 I I I I -,--� -1- 1 1 0.06 .--�--1- �- � �- i - T -,--I- �- i - i -� -I--,- �-1--,--,- ;- � -� -1--,- ;- i -,-- 0.04.: .04 1 0.02- 1 1 I I I 1 I 1 1 I 0 6 7 5 8 9 10 11 12 13 14 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type Ill 24 -hr 50 Year Rainfall=6.61" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 77 Summary for Reach SP4: Inflow Area = 0.041 ac, 0.00% Impervious, Inflow Depth= 0.19" for 50 Year event Inflow = 0.00 cfs @ 13.72 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 13.72 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Reach SP4: Hydrograph 1 1 1 I 1 1 I I I -I- J _, 1 L I_ -I 1 _ L _ I_ I- J _ I. L -I- J -L L - 1 -1- -4 _ I.: 1 , I 1 I: 1 1 13 I of ow QoIJC{IOW 0.001 -r-�-r-r-I o.00'bfs" r�-r-r-r-1- r -r -r -r�'T-r-r -T-r-r-1--I-7- 0.001 _I_J_J_L_1_ J_l._L I _I._J _1 _i L ��..� 0.00 Cts>1 4 � J I _ 0.001 -r-I-�-r-r-1- -I-T-r-I- 1--r`r-r l 1- 1 r r I '� r I- , 7- .. 0.001 ..,. -_I_J_ I 1'_1-'_I': :-1_LJ1 _L_1_J_J_ 1: L_IL 1L1_ L_ L: -I- J_ L_'__I'-J 1_ 0.001 I ' / - I - 1 _ T - f- _ I- -I �__i7 I 1 i'. I'- I 11': I r' :r - r - I - -1- 7 ` �r -r-1- -1 T - r' -I- -1 ' T _ r 0.001 . 0.001 ' y .: --�- 'I - 7.- r - 1-.' r " - r -1` I 1,T, r. _17-1- ' -T - T, -:r --1- -1 - T - r - r -I- i - r - r I L _ _ L _ I-_ _ 7 _ !, _I _ _I _ S _ L -'- -I -'- - '. _. 0.001 - _ _ I 1 I 1 i I I i I'' 1 I I t' P I. -1 :. 1 ,. ". I I -. 1 I: I` 1 1 1 1 1 1 1 0.001 -r-I---r-r-n-r-r-1- -t- .0.001 ..'1- V 0.001 " 0.001-_l. li__1_J_j_L_L_-'--I-----'--'-=- = i -F. -1--1-7-h- -1-.-r-r-I- -t- o 0.001 -1- - -r-r �� r -r-1 y -t P.,.� LL 0.001 1 0.000 -1- '1 - -I ' + - i- '.� £ l ' ' - + - f' -1- -1 ' '1' - F - i - I-- I I 0.0 00 1 I I _ _ -I - _ _ 0.000 1 - + - P - I- -I - -f - 4- - �_ -1- -4 _. 4 - /r I t I 1 I I I 1 1 0.000 0.000 .-I_,.,_+_+_.I.. /- _. +._F+-F-1--A-+-t- i 0.000- _j_ 1 1 i. _I - I 1 1 I i I 1 11 I I I 0.000 ' - I - -4 _ "I _ i- " i _. } _ 1- -1- -1 ._ + _ F L I _ _I ,....{ -. -I -. + -.I-:... I _ '-1 ` + - k - ~ -1- 4:-,+ O 0 ' T 0"1'0'1'1-1'2 36 37 38 39 40 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 Time (hours) 212 Mid-Tech Drive, West Yarmouth, MA 2021-036 POST-D EVT Type 11124-hr 50 Year Rainfall=6.61 " Prepared by (enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HVdroCAD Software Solutions LLC Page 78 Summary for Pond B101: BioSwale 1 w Beehive and Cultec 330s Inflow Area = 0.510 ac, 81.57% Impervious, Inflow Depth > 5.05" for 50 Year event Inflow = 2.95 cfs @ 12.07 hrs, Volume= 0.214 of Outflow = 0.49 cfs @ 12.54 hrs, Volume= 0.214 af, Atten= 83%, Lag= 27.7 min Discarded = 0.49 cfs @ 12.54 hrs, Volume= 0.214 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 45.84'@ 12.54 hrs Surf.Area= 2,140 sf Storage= 3,251 cf Plug-Flow detention time= 65.1 min calculated for 0.214 of (100% of inflow) Center-of-Mass det. time= 64.9 min ( 853.7 - 788.7 ) Volume Invert Avail.Storage Storage Description #1A 41.94' 701 cf 20.83'W x 38.50'L x 3.54'H Field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #2 43.50' 6,441 cf Custom Stage Data (Conic)Listed below (Recalc) #3A 42.44' 1,088 cf Cultec R-330XLHD x 20 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 8,230 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 43.50 41 0 0 41 44.00 244 64 64 245 45.00 812 500 565 818 46.00 1,451 1,116 1,681 1,468 47.00 9,180 4,760 6,441 9,201 Device Routing Invert Outlet Devices #1 Discarded 41.94' 8.270 in/hr Exfiltration over Wetted area from 41.93' - 46.50' Excluded Wetted area = 0 sf #2 Primary 46.50' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.49 cfs @ 12.54 hrs HW=45.84' (Free Discharge) 't--1=Exfiltration (Exfiltration Controls 0.49 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=41.94' (Free Discharge) t--2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 50 Year Rainfall=6.69" Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD®10 00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 79 Pond B101: BioSwale 1 w Beehive and Cultec 330s - Chamber Wizard Field A Chamber Model= Cultec R-330XLHD (Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length +12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows = 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids = 701.1 cf Stone Storage Chamber Storage + Stone Storage = 1,789.0 cf = 0.041 of Overall Storage Efficiency = 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone 3 Pam a 6 Y S `•d 1 j� � � d � Y k,�l �� 4 pix 1 �4F R,} I f . k kil l 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 50 YearRainfall=6.69" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 80 3- 2 - LL 2LL 1 e 4a.00 �_ 0 R. 5 6 7 8 ! '• • •1: BioSwale 1 w Beehive and Cultec 330s . .. .. • 1 1 ac', I. rl .-a • . • Ill I [[till Ill I :till I fill r 10 1112 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type /1124 -hr 50 YearRainfall=6.69" Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 81 Summary for Pond B102: BioSwale 2 w Beehive and Cultec 330s Inflow Area = 0.488 ac, 59.22% Impervious, Inflow Depth > 3.68" for 50 Year event Inflow = 2.10 cfs @ 12.08 hrs, Volume= 0.150 of Outflow = 0.36 cfs @ 12.55 hrs, Volume= 0.150 af, Atten= 83%, Lag= 28.4 min Discarded = 0.36 cfs @ 12.55 hrs, Volume= 0.150 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 45.74'@ 12.55 hrs Surf.Area= 1,549 sf Storage= 2,231 cf Plug -Flow detention time= 63.9 min calculated for 0.150 of (100% of inflow) Center -of -Mass det. time= 63.8 min ( 880.3 - 816.4 ) Volume Invert Avail.Storage Storage Description #1A 41.94' 450 cf 16.00'W x 31.501 x 3.54'H Field A 1,785 cf Overall - 659 cf Embedded = 1,126 cf x 40.0% Voids #2A 42.44' 659 cf Cultec R-330XLHD x 12 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 3 rows #3 43.50' 3,795 cf Custom Stage Data (Conic)Listed below (Recalc) 4,904 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 43.50 31 0 0 31 44.00 221 56 56 222 45.00 684 431 487 691 46.00 1,191 926 1,413 1,209 47.00 3,821 2,382 3,795 3,844 Device Routing Invert Outlet Devices #1 Discarded 41.94' 8.270 in/hr Exfiltration over Wetted area from 41.93' - 46.50' Excluded Wetted area= 0 sf #2 Primary 45.85' 5.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.36 cfs @ 12.55 hrs HW=45.74' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.36 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=41.94' (Free Discharge) L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here) Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 82 Pond B102: BioSwale 2 w Beehive and Cultec 330s - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharger0330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 3 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 4 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 29.50' Row Length +12.0" End Stone x 2 = 31.50' Base Length 3 Rows x 52.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 16.00' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 12 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 3 Rows= 659.4 cf Chamber Storage 1,785.0 cf Field - 659.4 cf Chambers = 1,125.6 cf Stone x 40.0% Voids = 450.2 cf Stone Storage Chamber Storage + Stone Storage= 1,109.6 cf = 0.025 of Overall Storage Efficiency = 62.2% 12 Chambers 66.1 cy Field 41.7 cy Stone 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 50 Year Rainfall=6.61" Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 83 • o • • llj 0 1 •• �. ■ 231 S. forage pl :i'��✓v"%°1�'fr"`� s �ir�r`.� , ,�,s � �rr,�ee.�°r,�/� 1!,l"`,��.�...�,,�„�.t✓ir.%'.�f 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 50 YearRainfall=6.69" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 84 Summary for Pond B103: Existing BioSwale w Beehive and Existing Cultecs Inflow Area = 0.208 ac, 55.77% Impervious, Inflow Depth > 3.42" for 50 Year event Inflow = 0.77 cfs @ 12.08 hrs, Volume= 0.059 of Outflow = 0.06 cfs @ 13.58 hrs, Volume= 0.059 af, Atten= 93%, Lag= 90.4 min Discarded = 0.06 cfs @ 13.58 hrs, Volume= 0.059 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 43.91'@ 13.58 hrs Surf.Area= 802 sf Storage= 1,026 cf Plug -Flow detention time= 162.7 min calculated for 0.059 of (100% of inflow) Center -of -Mass det. time= 162.4 min ( 959.8 - 797.4 ) Volume Invert Avail.Storage Storage Description #1A 42.07' 701 cf 20.83'W x 38.50'L x 3.54'H Field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #2A 42.57' 1,088 cf Cultec R-330XLHD x 20 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows #3 44.00' 1,140 cf Custom Stage Data (Conic)Listed below (Recalc) 2,929 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 44.00 53 0 0 53 45.00 205 121 121 210 46.00 426 309 430 439 47.00 847 625 1,054 869 47.10 875 86 1,140 899 Device Routing Invert Outlet Devices #1 Discarded 42.07' 2.410 in/hr Exfiltration over Wetted area from 42.06' - 47.10' Excluded Wetted area = 0 sf #2 Primary 47.02' 23.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.06 cfs @ 13.58 hrs HW=43.91' (Free Discharge) 't--1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.07' (Free Discharge) t--2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type Ill 24 -hr 50 Year Rainfall=6.61 " Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 85 Pond B103: Existing BioSwale w Beehive and Existing Cultecs - Chamber Wizard Field A Chamber Model= Cultec R-330XLHD(Cultec Recharge r®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length+12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0 Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows= 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids = 701.1 cf Stone Storage Chamber Storage + Stone Storage= 1,789.0 cf = 0.041 of Overall Storage Efficiency = 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone ky U 4'o- ix�h ih", a9 g k r, ze g'U Arte, gp. 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 50 Year Rainfall=6.69" Prepared by (enter your company name here) Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 86 Pond B103: Existing BioSwale w Beehive and Existing Cultecs Hydrograph M I -rr-I-t-r-I-r-I--1-r-r__r-I-�-r ' y V I I I 1 I 1 1 1 1 t „ /� //� /j�� /►I f I Area 0'i 0.85 -I _ T - r -I - T - - r -1- -1 ....... t- - f- -(_ r -1- It , R V W — TO ,2 V I a c. I I 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 l l l t l l l l l l 11 I I 11 I 1 I I '1 I I I Preak-Elev#43.9 1_ 0.75 '--r-r-1-;- -,--,- iI-T'_---TF ;-,'r - -,--,-----I--I-,--1- j - I --, - j -,- 0.7 /l 1 1 I l l l _1_1 l l l l l 11l l 1p -1-I-(-,-I-----1-I-,-I-.-1-1-�-1-Siora-gY=,026-cf- 0.65 1. 1 1 rl V I I I -I V I I I I_ '-I-I-I�-1-I- _l _� �-�-1-�-f-I-�-I I -I 1�1 1 1 1 I_I_.I_.I I I I I I I L -L _ _ L _ L I _ L _ 1 _ 1 _ L _ 1_ 1 _ L J _ S _ L 1 _ 1 _ 1_ 1 _ I _ 1 _ _I _ L _ _ 1 1 J _ 1 L 0.6 _ 1' 0.55 1 _ L _I _ 1 _ _ L _ L J _ L _ I_ J _ L _ 1- J - L _I _ 1 _ L _I - 1 _ I_ J _ L _ I_ J _ L _ 1_ J _ L _I _ J _ L ^yam 0.5 L_LJ_t-1-J_L-1_.1_L_I_J._L _I_1 _L.J_1 - ..J -L 0.45 -1-i- F- -1- '1 - I- -I- + - 1- -I - + - 1- -1 - + -I- -1 - +- -1- -4 - 1- -1-4- 1- C0.4 -'-+-F--1-+- #--1--I-+-1--1--1-i-I--1-+-1--I-+-F-�_+-1--+---I-I--I--I-F 1 1 1 1 1 I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I a 0.35 _ � 1 1� I I I I I I I f I 1 1 1 1 1 1 1 1 1 1 1 1 l l l l l l l l 0.3 -t '-I-T-r-1-r r-r�.-r-r--r-1-4-'r-1-T-r-I-r-r�-r-r�-r-I-�-r-1- -r l i l l l I 1 I 1 1 I 1 I 1 I 1 I I 1 1 I 1 1 I I 0.25 -r- T - r -I - r -r�-r-i-�-r-i-'t-r-1-T-r-1-T 1 I I -r I-r`1-T-r'1`i-r 4- I I 1 1 1 1 I 1 r I 1 1 1 I t 1 1 I 1 I I 1 I 1 1 I i I 0.2 . - T - 11 -I - T - r _ ` -1 - r -I - T - r --I - T - i -I- T - r -I - r - i - -I - r - I- l - r r ' 1 O,Ofi CIS 1 1 1 0.15 „ .. y 0.06 CIS 0.1- .1 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) Inflow El OUfflow ED ® Discarded O Primary 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type Ill 24 -hr 100 -Year Rainfall=7.37' Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 87 Summary for Subcatchment 1: Pavement to Exist BioSwale Runoff = 0.32 cfs @ 12.08 hrs, Volume= 0.023 af, Depth= 4.37" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 100 -Year Rainfall=7.37" Area (ac) CN Description 0.037 98 Paved roads w/curbs & sewers, HSG A 0.025 39 >75% Grass cover, Good, HSG A 0.062 74 Weighted Average 0.025 40.32% Pervious Area 0.037 59.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1: Pavement to Exist BioSwale Hydrograph 0.36 7 - I - -1- I- - ;— ,I1I_�-1_L_L_�-'--'- - - -' -' - - - - - - -' - -i - - - - - - - -' -' T- _ _ - ---'--I_ _1_ _�_ ._1--1_,_L_�._�_�_1__1-a-1_L_ ®Runoff 0.34- 1 1 1 1 I _L _I1_J_ 0.32: 1 I I I I I 1 I I I I I crl''_1_1_1_L_L_1__I_-I_J_1_L_L_1_-I-_I_J_1._L_L_L _1-.__.1_1_L_ 0.32 I 11 I I I� _1_ I�--_I_ 1_1_1'.. I I 1 1 I I 1 I I I 1 1 I 1 I I 1 I I ' I I 7_._I__I_1_1_L_L_I__I_J_J_1_1_L_I_ _1_J_J_.TYp�r'_�-'I ��!'-�h.r- 0 3 _ I_ _ 7 _ _A _ J _ 1 1 ; Illlill IIIIIIII n _ 1- .. I- _I _ J. _, L _ L _ L - 1_ , I _ _I _ J 1 0 0 " I I . � _ 7 ,; ; ,. ; ear Rai - fall, 37 0.26 , -I-, ; ; ; I . ---- -------------------------------------------- - •- 0.26 1 I I- I I r I I I I 1 I I I , ,- Ru rroff Area=0.,062-ac - 0.24 yI -1-''1 1.. IT1 I- -.� I'.•::I- �-Runoff-VO1U111e=0-023 �f 0.22 '- I, ---------- 1 1 1 1 1' l_-1_ _1-'_I- I -- -- - - -----.---------- ------------- ----7- - .••. w 0.2 I I I I I I I- I I I I I I 1 I I I I I 1 I I I , I I I I I l - . - Runoff Depth#4.37.- _ `yn 0.18- ° 1 ( 'I `S. I 1 I 't - T-T-r-r--I-T-T'�---,-`I------------;'- �. i I I I I 1 I 1 I I I I I IT&5.0 min LL 0.16- -I - 7 •- T ' ;. - I_ -1- -I - T - T - T - r r - I _ -I- I - T - T - I _: I- - I- -1- i - T - 0.14- - 1 1- -1-11 T -" I - " I- 'I - 11 '- T - T - r " r- C � -0.12 i - T - T - r- - r -1- -I - 7 ' T - T - f - 7� - 0.12: `r-I--I-'f-T' lr -I 'r^1--I-1-T-'T-r-r-I-'--"1'T-T-r-r-I--I--1'T'T'-r-r-I--!_'1-T-T- 0.1 k -1- -I t - >.:`s`. -1 -1- -1- 1 _ t - t - r - r -I- - I - -1 - + - I- _ r _ r' - I- -1 - 7 - t _ t - r' -r- r' 0.08- 0.08— _. I_ _ I _ _, _ + _ + _ I 1 1 I I 1 11 I 1 I � v..'. , . ,_ _, _. _, _ y _ }. _ }. _ ,.. _. � _,- _, _ � _ .,. _ i• _ r _ ,.. _ I- _, ., i _ + _ ,. - F•. - h .. I_ _, _ .j _ + _ } _ 0.06-.', 0.04 -t- 4 - } _ ; -. 4. - _ N _ 1_ _1 _ .{ -4 - } - 0.02 1 II.. it 11 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type /// 24 -hr 100 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 ydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pape 88 Summary for Subcatchment 2: Site Areas to BioSwale 1 Runoff = 2.39 cfs @ 12.07 hrs, Volume= 0.170 af, Depth> 5.38" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 100 -Year Rainfall=7.37" Area (ac) CN Description 0.286 98 Paved roads w/curbs & sewers, HSG A 0.094 39 >75% Grass cover, Good, HSG A 0.380 83 Weighted Average 0.094 24.74% Pervious Area 0.286 75.26% Impervious Area Tc Length Slope Velocity Capacity Description - (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 2: Site Areas to BioSwale 1 Hydrograph J ( 2.31 I I I 1 I 1 I 1 I I I 1 I I 1 I I I I I 9 Cf3 I 1 I I 1 I I I 1 I I I 1 I 1 1 1 I I I Iy.J� /Ij� I I I 1 I I 1 1 I I 1 I 1 I 1 I 1 I 1 i T;/pe III 6"'f' -hr Ii/ I I I I I I 1 I f I I 1 I I I I 1 I I I I 1 1 I I I I ! I I 1 I 1 I I 1 1 I I 1 ! 1 I� 1 I � „ _L. _1_._I__I_ J_J._ 1. L_. L _ I__ L_40.Q Ye�r�Ra)-r�f6l I=17.V' 1 I I 1 f I 1 I I I 1 I I 1 I 1 2 I I 1 I I I I 1 I I I I I I I I 1 1 I RunoffreaI =0. 38I 0 66 t 1 1 I I 1 I 1 I I 1 :I I I I I 7, Runoff Volume=6170 iilf wI I I I I I I 1 i I I I 1 I I I 1 I 1 Runf ofD4>5�I .3I 8I 1 0 C -5.0I min ll. 1 1 I I I I 1 I 1 1 I 1 1 1 I I I I 1 I I I I I I 1 I I 1 I I I 1 I I I I 1 I I I f I I I I I 1 I I I I 1 I 1 1 1 1 I I I I 1 I I I 1 I I I 1 I I I I I 1 I I I I I I I I I 1 1 I I I 1 1 I I I I I I I I I I I 1 I 1 I 1 I I I I I I 1 I I 1 I I I I I 1 I I I 1 I I I I I I 1 1 I I 1 1 I I ( 1 I I I I 1 1 I 1 I I I I I I I I I I 1 I 1 I 1 1 I I 1 1 1 1 I I I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type Ill 24 -hr 100 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 89 Summary for Subcatchment 3: Site Areas to BioSwale 2 Runoff = 2.00 cfs @ 12.08 hrs, Volume= 0.138 af, Depth= 3.93" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 100 -Year Rainfall=7.37" Area (ac) CN Description 0.224 98 Paved roads w/curbs & sewers, HSG A 0.199 39 >75% Grass cover, Good, HSG A 0.423 70 Weighted Average 0.199 47.04% Pervious Area 0.224 52.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 3: Site Areas to BioSwale 2 Hydrograph I � 1 I 1 ;I I-- 1_ I- 1- I I 1 1?` I I I 1 I 1 I I I 1 I I I 'T I I I I I ❑�" Runoff 2.0 dsf-r-i-1-'1`l"-1 T -T- r„cr -r- -1--t--i-'i-T-r-r-'rr -r -� - 'Z I L I I I 1 I � 1 �-. I-. .I .I' d -�� :- 1; 1` l I 1 I I I I 1 I I I I I i_ I I I 1 I I I 1 Type; III 24 -hr I II 1 l iI I I I "I� 1 I 1 I I 1 1'100-ear1 �'Al GlinfallI I ��-'7.13 I I 1 I I I I I I 1 I I 1 I I Runioff;Area0:,423ac RI u1 nI oI ffII:..VoS lwI ilI@-� . 1I 38� 4 � �.. � n Runoffll Depth=3.93 I 3G 1 I I 1 I V -5.0 min I I I 1 I 1 I I I I I 1 1 I 1 I I I I 1 1 1 I CN -70 I I I I 1 II: I I. I;"..f,. I I 'I Y. f I I :,I ;, P 'T. .,I I.. 1-. 1, I I 1 I I 1 I I I I I I I 1 1 1 I I I I 7 I 1 I I 1 I 1 1 1 I I I I I I I 1 I 1 I I 1 I I 1 I I I 1 I I I I 1 I I 1 I I 1 I 1 1 I I I I I I I I I 1 I 1 I I I I I I I 1 1 I 1 I I Q , . I •' 1 - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 3'8'-3"9- 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 900 -Year Rainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 90 Summary for Subcatchment 4: Area to north Runoff = 0.00 cfs @ 12.35 hrs, Volume= 0.001 af, Depth= 0.34" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 100 -Year Rainfall=7.37" Area (ac) CN Description 0.036 30 Woods, Good, HSG A 0.005 39 >75% Grass cover, Good, HSG A 0.041 31 Weighted Average 0.041 100.00% Pervious Area Subcatchment 4: Area to north Hydrograph 0.0041 - - I- -i - '4 - 't - + - �" - 1- -1 - � - � ' '� - 1- - 1- - I - '� - -� _ + - � - 1- - I- .{ - '� - ; - 1- 0.004 0.004 1 I I Ii�-+ 0.00 Cfs_-1_ y_}1__I_4_A_1- 4_4._F_F. _i__I_ 4_4_+-1_-_L__I_�_ 0.003 0.003 -I--y-r-r-I-7-y-rt-r-r-l-y-y-+-r r ------r- --7- - -1- 1�1Q0-Yearlaanf_allr 7.3�- 0.003' ; -;--; r-� ;-,-;-t-r----;-,-T-r 0.003-:I 1 I i i ( I f I 1 I 1 1 1 0.003 ---1—�- -r-r -I---T-r-r-I--�-T--r-I-�--r-r-r-1--I- 1 r --1--r - 0.002 Ru-noff, Vol ume`0:0;01-ef- ___i_;_�_r_ _�_4 y O.00Z -----I--I- -I-I-"I_R_ w 0.002 ,-1- T 1 I I I I �: I I I I I 1 I 1 I --- --- -� -I- -, -,--1- _0 0.002 ��-I I 1 I�-I- �- � I 1 I-, �- � I I I I- , 1 I I i 1 1 �. 1 I 1 1 I I I 1 I 1 1 1. ----_I-,-, - -I- - - -, - -I-,-,--I--I- I ;-,-; -----Tc ' 0.0 Irn-rn- LL 0.002 I 1 1 ! 1" 1_ I I_ 1 1 I I I I i I I I i t I _i _I__'______ _ 0.001 _-_----' 1- _ -_C111-3-1;- 1 1 1 t a 1 I i i I 0.001'--'--'----�'-I ' I I 1 1 I I I I i r I I I I 1 l I i I I I I I I --1-''-'1_1.._L_L_'---1-^I--i----I----I-�- ... 0.001- :-'- I I 1 I 1 1 I I i I i I i I I I I i I I I 7 I 1 1 I' I rte+. --t _ _I i_ _ _ ._ - -'--'- i_1 L _I_ 0,001 _ I I I I 0.000 __I__i_J_J_L_�..'._.-1-J_J_1 _t-..-I__1--!_.J._L_,�. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 900 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 91 Summary for Subcatchment 5: Rear Yard Areas Runoff = 0.10 cfs @ 12.10 hrs, Volume= 0.009 af, Depth= 1.33" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 100 -Year Rainfall=7.37" Area (ac) CN Adj Description 0.014 98 Unconnected pavement, HSG A 0.067 39 Pasture/grassland/range, Good, HSG A 0.081 49 44 Weighted Average, UI Adjusted 0.067 82.72% Pervious Area 0.014 17.28% Impervious Area 0.014 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, minimum Subcatchment 5: Rear Yard Areas Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 Time (hours) _ i _ _ i _ - - r _ - I_ _ _ -I _ _ + - 11 _ -:-_ ,_ _, _ _ - _ _ _ _ � -+ r I r _ _ r _ _ - _ _ _ _ _ r _ �_ -;-', 0.11 I 1 1 I I I 1 I I I I , 1 -I I--1--1-T-r-r-r-r-r-r--r-r-r-r-r-1-'1-T-r-r-r-r-I--1-T-r-r-ri-.-r�--r-r- p.Runoff 0.105 �' I__I__I_ _ I 1 1 I I I I 1 P I 1 _I__I I I I.. I__I_ I_ 1- 1 I _-.0:10'cfS; r, 12+ -h -P 0.095 . _ -r-r..-r T-7 r -i- r t "T -r -r-r ,r r-r-�--r-r-r--1-I-T 0.09- - ,= - -; -;--;- ;-; -I -;--;--;- ,- 1I ' ;*60.085 _ _'_;_ 0.08 ' 1 I r I I I I' I 1 I I I 1 r 1 �. - - I- -1- -1 - -T-1 . ` ' r - - I -1 - T r - r ' r - I- -1- l - T - r l ®T ]ti IZUn;O'ff Area=0-081 _aC - 0.075 17 ( I I <I r- 1 '1 I I I - -,----- ; --- i I 0.07 - -. I ..I_ _I _ 1 _ 1 _ J I _ 1 _ _I _ 1 _ 1 _ 1 _ L .._ L. - _ Runoff-V-olume=0 009 of —0.065 -1- r -i- -T-r - •-i--:7-1` r -r -r -r -t -- -T - r -r -r -r- -I--T-r-r-r-r-I-7- —T— w 0.06 v _ I- -I 1 I- I I I I I I� 1 1 1 g-..-; -I-, - - r - r -,- -1--,-, - - - RU -n- off:, De',pth-�1-.�33-- 30.055 .I --1 l Ir 1_1_7 _J:._1 -_I_1_ 1_ 1_ L _ L _1__I_ 1_ 1_ 1 _ L_ I -_.I -_I- _i_1 n 0.05 r I I 1 t I I 1 1 1 I 1 t 1 -1 LL -.I-_1--1 +--I-'1--1--1_'f-�'-1'-I--I--1--1-4-�"-F--1--'1--r--1-+-�Tc'=5L0-m-'r,_- I_ I I 1 I I I 1 1 I I 1 I 0.045 0.04 _ I - - rl I- 1 1 I I I 1-'S 1 r' r I- 1 1 � � I r -r � I - I I r - I_ _ I _ _I _ J _ 1 _ . _ r_ _ I_ J _ J - 1 - L _ L _ L _ 1 _ _I _ J _ 1 _ L _ I _ rU'-l. A� J S tIe-d �. ��•�' - I I 1 t 1 -1 t I 1 0.035 -: t I 1 I I 1 I I I I 1 1 .1-- '- 1- -1- _1 - '1 - + - : y;<', - I- -1- -1- -{ - + - 'F- - 1- - 1- -1- -1- -1 - + - {- - 1- - 1- - I - -1 - 4 - '+ - i- - f.. -t- _ 0.03 0.03- I 1 1 I I 1 I 1 1 I ) I 1 1 I 11111 1 I I }, 1" I I I I -r -r -I- - T - r-r-r�-rr r-r-r'r1-r-r-r-r-fl--r-r-r-.7..-r-t--1 T 7- 0.025 _L _I__I-1_1_' l__I-J._!_1_L_L_I__L_1_J-1_L- L_ L_I__I_ 1_ 1_ 1_ L_L-I_-I-J-1_!-' 1 I I t 1 I I I I I I I I 1 I 1 t I I 1, t r I 1 1 0.02- , - - I' -1- _1 _ "1 - + - _. , . _... -t- -I - -+ - + - 4' - 1' - I- -1- ' 1- a - + - + - 1' - F- _. I- -I - "; _ + '. �...` - H - I` _ I- .-1- 4 - + -- 0.015- 1 1 1 I I 1 I 1 I I I I - l- - I- -I - l - T ' m+ - 4 - T - T— r - r - r -I - "I - T - T - !- - 1 - 6-- -';•- .-� `�. T � -: T - r - f- r -I - -I _ -r - r _ - 0.01 -1--L 1_.1 _i _I -r l_ t`_L_1 _I _I_ I_ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 900 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 Hydri Software Solutions LLC Page 92 Summary for Subcatchment 6: Front Areas to Roadway Runoff = 0.33 cfs @ 12.09 hrs, Volume= 0.025 af, Depth= 2.07" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 100 -Year Rainfall=7.37" Area (ac) CN Description 0.032 98 Paved roads w/curbs & sewers, HSG A 0.112 39 >75% Grass cover. Good. HSG A 0.144 52 Weighted Average 0.112 77.78% Pervious Area 0.032 22.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 6: Front Areas to Roadway Hydrograph -, ---- 1I � I 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) T T -r -, - r -r -r -7-r -1 1 0.36 1 1 l 1 I I 7 I I I I' I 1 I ®Runoff 0.34 1 0.33 ds 1 I ' I I 0.32- ------ r ;-T- i -; -; _'- '_'7_T-T_r-I'-- 7 --I--,- -I-r- 1--,--,- - -----= -- ---- --T-Ype_I1124-h 1 I 0.3 - -,-,-,-T T; 'r ,--,-,-T-r-r-r Rainfall=7•I 37" - 0.28 , , , , I O.Z6_ - - - -, - -L - 7 - r - r - -.r -I - -1 - 7 -1 1 T - r - r 1- -1- - - 7 - T - -1-I`-1"T-7 T.a'I- I- I -7 -T -r -r -I -'I --I" 7-T un;off;Area=0.,'14i- 0.24 I I -r-1 -1-T- I I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 -1 -�--I-i-T-r-r-I-I--I-1 Runoff-Vol-ume=0:02 0.22_ T 1 I 1 1 of •"-1--r v 0.2 -i--t -t -; 1 _1--r-,-� t -I--i--i-�-t-r�-r-r-i--i-�-T-r-r-r-r-r-r--r-t-r-r -i--I--I--r-r- Run'offl De'pth'=2.'07.. -1--r-i--T-T-r-r-r-1-�- -r-r 7 r - ?� 0.18. 1 �: , , 1 1 1 ; 1 1 -r-r-,--t-t-x" -1--r-i--1-1-r-r-r-1--i--r-t-r-r--r�1--1--:-t -+ - -'Tc=5:0- min IL 0.16 - 1- -,- -1- 1 - T -I- -1- -I- i - T - r - r -. I- -1- -I- '1 - T - r _ r -I- -I- -1- -I -' 1 - r - r - I- -1- -1- -1 -- T -- 0.14 -t—- - 0.12- 1 I t V .--I -I_-�-'F + -. �--1--�--1-1-t.. r_. �__.,-_,` 1- 0.1 V- - I - -1- _k _ .F - } _ 1- -1- -J- y - + - + - 1 4 - + "1 - 4 - 4- - 0.08 0.06 0.04 I I I tr RY, 1 I I 1 1 1 I I I I I 1 1 t I I I I I I 1 I 0.02 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 900 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 93 Summary for Subcatchment ROOF: 1/4 ROOF - SE Runoff = 0.48 cfs @ 12.07 hrs, Volume= 0.037 af, Depth> 6.89" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 100 -Year Rainfall=7.37" Area (ac) CN Description 0.065 98 Roofs, HSG A 0.065 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF: 1/4 ROOF - SE Hydrograph I I I I 1 I 1 I I 1 1 I I I I I I I I I I I I I I I I �' 0.5 I I I 0.41 Cf5- 1 1 I 1 I I I I I 1 1 1 I 1 1 1 1 f 1 1 Ir 1 I I I 1 _;__,_;-;_; '__I-_I_T_T_i_; _; _'__i_1__r_r_I__'__I_ -Type-ISI-24-h' 0.45-" I 1 -_I_II _I1100I 1 1!1-Y6ar,I Ral�i IfcI II T3T\ 0.4 II 11 1 I I I 1 A I - Ru-noff �►r-ea=0.,0-65-ac - 1- -I- 1 i - T - r r - r -' I - -I - -i _ T - r 0.35 Runoff_Volume=0:0,3 of _ I 4 0.3 .,,. I I 1 1 1 I 1 1 I I 1 1 I I I 1 I I I I t I I t � 1- 1' t I -y I .: 'I'. I ... A i- J. I 1 I I I I I I � Y I I I 1. L: 1 •1 .Y I- 1:.' 4 '.I , I I I I 1 I RUnoff• Depth'>6.'89" 3 -r-r-rT-T- r-1- I -T -T -r -r -r -r-r-1, 7 1 r -r -I --I -r-I -r r ---I -1-1-r- I I I 1 I I I I I I 1 I I 6 0.25 ITc-.5.0 inin 0.2 N " . 1 1 ,. i- -i -'I--I-I-T--r'1--rl-T-r-r-r-I`-r-1-T-r'-r'-r-I--i-T'T`r-r T_. r _ 0.15 1_ L_ L._.L_I__I_ J_ 1__1 _. 0.1 I 1 I 1 I I 1 1 I I 1 I I I 1 I I 1 ( 1 I I I 1 I I 1 1 I I 1- I.: I' I I I I -- i- 7- r- F -,--I`j-T-1--,--1--,--,-;-;-r .r"-,'-1--I-j-T-r- 0.05- .05 0...... , .., ........................... ..... 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 3940 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type /1124 -hr 100 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 94 Summary for Subcatchment ROOF2: 1/2 ROOF - West Runoff = 0.96 cfs @ 12.07 hrs, Volume= 0.075 aft, Depth> 6.89" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 100 -Year Rainfall=7.37" Area a (ac) CN Description 0.130 98 Roofs, HSG A 0.130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF2: 1/2 ROOF -West Hydrograph -----�--------- -----------�------- D Runoff 1- 0.96 Mst t i Ty 06111 24 -hr ,1,00 -;Year; I�anfal�=7.;3�'� Runoff;Area=0.;130 ac '��� ����������RunoffVolume=0:075af Runoff De0th>6.89°, !Tt-5.0 inih CN=98 I i IL 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 100 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 95 Summary for Subcatchment ROOF3: 1/4 ROOF - Northeast Runoff = 0.48 cfs @ 12.07 hrs, Volume= 0.037 af, Depth> 6.89" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Type III 24 -hr 100 -Year Rainfall=7.37" Area (ac) CN Description 0.065 98 Roofs, HSG A 0.065 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment ROOF3: 1/4 ROOF - Northeast Hydrograph :I I II --------- ---- I_. _'--._I__-,I _�, _I I__1_� 1 1_141_1_1 1 1 1 1 1 �_�_.. ❑>'Runoff - -------- ------------ 1 1 I I I I 0.5 I 1 I I I I I 1 1 ��0.-48 O(5: I 1 1 I I I I I 1 I I I I I I I 1 1 I I I I ) I I 1 I I I I -i--r-I-R-rIrrrr1�rrrr rI�Toe' H-24--h-24--he 0.45 1 �� I I 1 I 1 I I I 1 1 1 1 I 1 I I 1 I I 1 I I f � I I I 1 1 A b0-Xear fa�nfall=.37'd 04 I I 1 I 1 I 1 I I I 1 1 - --r-1--I-�-'r' -r-r-1--r1 -r-r-r-I--r-1--r"-r-•�`6-nIQIIf-Ar-6�=N,O.65-ac r 0.35 _ RR 1 1 1 1 1_J_-1_RLMJL�f_�OIUI'�"1e=0:037-ff-. 1 I I I 1 1 1 w 0.3 lilt) + '.. I 1 I I I I 1 1 I t I. 1 1 I t I 1 1 I 1 I I RUnoffl De�pth�>6 89' _ '1-T'r-r-r - -I- 1--1-I T— -r-1--r-r-r-r`r 1 I- I o0.25 I "I I I I ",J, 1 I .1., 1 I I I ( 1 L.:, I I I ;' 1 I I I 1 m r 1 6.., 1. 1. 1' III L (_ 1 I I".: L 1 1 : 1 ITc-5.0 M' lh LL t -I- J_ J 1 : „ 1_ -1- -1 _ .1 '_ 1 _ J- _ L :._. L _ (_ .1- -1 >, 1 _ 1. _ L.- I_ _ 1- -1 _ J. _ 1 - L _ L - l_ - I- .-I _ -i .. .. 0.2- I .I .i: I �. .1 I. 1 I 9 CN 8 I I I 1 -T- ' 1 1 1 1 1 I I I 1 I 1 I , l I I f I I 1 -- - I -- I -- -T-r-r-r -r -r r'7-r`r r _.r-r�-T-r-r-r-r-r -'r r- 0.15-' I I I 1 1 I 1 1 I I 1 1 I I 1 I I I I I I 1 I 1 1 I I 1 I I 1 I I I I I 1 1 I I 1 I I L 1 I I 1 1_1_ -I__1.__1_1-1_L_L_1I1_-1 1_1_1-_I__1__1_1_ 1_ L_ L_L _1__I._ J_ 1_. L_ 1 0.1 1 1 I 1 I 1 I I 1 1 1 I I 1 I I I I I ( I I I 1 I I I 1 1 I I I I I I I 1 I I --i--I--I-i-T- 1 1 I 1 1 1 I I 1 I I 1 r -I -I--T_r_r_I__1__i_T_i_r_r_ _ _I_ _ _____i _ _1_ 1_T_r 0.05 I 1 I I I I I I I I I 1 I 1 I I 1 I 1 1 1 I I I I 5 6 7 8 9 10 11 12 13 14 1516 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 3637 38 3940 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 900 -Year Rainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 96 Summary for Reach SP1: Study Point 1 Inflow Area = 0.208 ac, 55.77% Impervious, Inflow Depth= 0.00" for 100 -Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs O 3 O LL Reach SP1: Study Point 1 Hydrograph I I I I I I I I I I I f I I I I 1 I f I 1 t I I 1 I I 1 I 1 ® Inflow ® outflow Inflow A,r'ea,�=;0 0,8; 2i t I 1 1 1 I 1 I I I I I I 1 I 1 I I I I I f I I I I 1 1 I 1 1 t I 1 t 1 I I I 1 I 1 1 1 t I ! I I I I 1 t I I I I 1 1 I I 1 1 1 1 t t 1 1 1 I 1 I I 1 I ! I 1 1 I I t t I I 1 1 t 1 I 1 1 1 I t I I I I 1 I 1 I 1 1 I 1 I I I I I I I f I I 1 I I I I 1 1 1 1 1 I I 1 1 I 1 I 1 I I 1 I 1 I I I t 1 I I 1 I I 1 I I I I I 1 t I 1 1 1 I 1 I 1 1 I I 1 I 1 I I I I I I I I 1 1 I I 1 1 1 t 1 I I 1 1 I I I I I 1 1 I I 1 I I 1 I I I I I I 1 I I I 1 1 1 I I I 1 I I 1 I I I I 1 I i I I I t I I I I I I I I 1 1 I I I I I I 1 1 1 I 1 1 I 1 I 1 I 1 I 1 I I I I I I 1 I I - I 1 I I 1 I I 1 I I I 1 1 I I 1 1 I I I I 1 I I I I I I 1 I 1 1 I 1 I I I I 1 1 I 1 1 1 I 1 1 I 1 I I 1 t 1 I I I I I I I 1 I 1 I 1 I I I I 1 I 1 I 1 I 1 I I I I 1 1 I I I I I I I I I 1 I t 1 I I I 1 1 1 I 1 I 1 1 I 1 I I I I I I I I 1 1 1 I I I 1 1 1 I I I I t I 1 I I I 1 I 1 I 1 I I I I 1 I I I 1 I I 1 I I 1 1 1 I I 1 1 I I 1 1 1 I 1 1 I 1 I I 1 1 I I I 1 1 I 1 I 1 1 I 1 1 1 I 1 1 I 1 1 I 1 I I ! I I I I I 1 I I I I 1 1 I I I I I I I I I I I 1 I 1 I f I I I I I I I 1 I I I 1 1 1 I i I I I I I I I I I 1 I I I I I I 1 I 1 1 I 1 I I I 1 I I I I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 100 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 97 Summary for Reach SP3: Study Point 3 Inflow Area = 1.142 ac, 64.54% Impervious, Inflow Depth = 0.35" for 100 -Year event Inflow = 0.58 cfs @ 12.38 hrs, Volume= 0.033 of Outflow = 0.58 cfs @ 12.38 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Reach SP3: Study Point 3 Hydrograph f/W PO/////////.o.�////%% 1 I 1 1 I i I 1 1 1 1 f 1 -1_ _ -I- -1_ - pinflOW I I 1 ( 1 1 I I I �- �- �- � I i� �- � �_ I I I I i. I I I �- I � u 0 o t ow 1 I 7 1 =° g &r-.3 I i I 1 I 1 I I I 1 I 1 9 1 ( I 0.6 -1 _ J _ 1 _ L °_583 1 _ � _ ti >-1 _ J + _ L _ A- _I _ J _ 1 L I - J _ I_ I -- e L 1 InftoW Area- 142 I 1 1 1 1 :. ac II I f I iI I I I I I.. ,. 1 0.55 z -1- - r-r -r-r-1--t-r-r-I--r-r- I I I 0.5 t I I I t I I 1 1 I I I I I- 11 1' -F I F F 1 I f 1 1 I I 1 �' 1 II I I I I 1 0.45 �/ }'-1--i- �-I _1 -I -� -I- i -I-, -� -I- I - I - I -� -,- I-�-1 -i--,- I--11-�----- -I - - I 1 I I 0.4 f 1_L_I__I_J_1_L-I_-1_-1_1_L-1__I_J_1 L_ L. _I_J:-1_:L-I-_I_J_L_L_ i I 1 1 I I 1 I I 1 1 I 1 I I I I I I Y 1 1 N V0.35 I I I -- ----I-'�--�"- I t I I 1 I- I I I I I I 1 I I- ,I, I 1 I I I "I-*-I--t-'i-+-I'-I--r---1-+-*----'-t-i'"-l-'i`I'=..'I-Y--I'_,__,_i_'I'._1"_ � �'- .' 0 0.3- r -r -I -n --r-r- r -I- -r-r-r-I--I-t-r-r-i-7-t-r-r-r�-r-r- LL A I '.-1 I� I I I I 1 1- --- I i -_i -I-i- i -i __'i___ i'i._tY_i__�._---- ,2 _I__I-1 L_ 7 _L__I__1_J.1 _L _I__I_J_1_L_L _I_J,-1_:L r_L _I_1 _1 c -L _1_J_1_ 1-L _ 0.2-: 1 I 1 1 0.15 4- 1 -r -1-",-+-+- -r -1--1`+- i-"-I':-t--1-+.-1--- I I I' --1 1 I'. 0.1 l -I--I--1 r- I 1 t I I I I .-.1. I- I. 1 _ _i -1 -7 -t -r -f I-_1 T r -I -I--T-r-r-1-7-T-r-1--1- -r-r- I I f/W PO/////////.o.�////%% 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 900 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD®10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 98 Summary for Reach SP4: Inflow Area = 0.041 ac, 0.00% Impervious, Inflow Depth = 0.34" for 100 -Year event Inflow = 0.00 cfs @ 12.35 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 12.35 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Reach SP4: Hydrograph -I-i-'+-♦--I- I--{-t-F--I--I-+--f-(- I-Y-*-i--1-4-+-F-I-1-+-f--I--i--1-+ I--1-y-t- �Inflao[w 0.004 I I i i '. 1 I I I I 1 1 t I I I I I I I I I I II -0.00 ds - _ - -1 - - - -I -' - - -1- - -- -1- - - - -1- - Oulllow 0.004 i I 1 - - - -j - -J - r r- T r I- T r' r 7 T r 1 T r I- 1 1-'- I I I i I I i I I I I I I I I - _ _ 7- -- r ` I - l - T - r - I - -i - 7 - T I �' B i� �� 0.003 ' I 1 1 ,'� -------- I V ; -'f l . V' I 1 I 1 I 1 1 1 ! I . V MIS i ' I- 0.003-' I 1 1 I i L_L_I_J_1-L_i-J_1._L_L_I_ J_ 1_ L_I_ J_ 1_ L_ L__J_ 1_ L-I_J_.1_ I I. 11 I I I I I I I 1 ILI L I i I 0.003 -I- J _ J _ L _ I_ L _. L _ I_ J _ 1 _ L _ I_ _I _ J _ L. _ L _I _ J _ 1 _. L -1-,j _ 1 _ L I- _I - J _ I _ I- _I _ J _ 1 _ 0.003 _ -1- a ,_ 4 -. } _ I. _ _ 1 _ -1 _ { _ L -1- _i - a _ _ h _I _ J _ 1 _ L -1- -1 - 1 _ _ I_ -1- .4 _ y _ I_ -1- J _ 4 - 0.002 I I i I I 1 I I 1 1 I i I I I 1 I I I I I i 1 0.002 I I 1 -_n-Y-r-1' I I I 1 1 I I ( I 1 I I I 1 1 I 1 -- -I-,- 0.002 I 1 I 1 I T-1 I I I 1 1 I 1 1 1 1 1 1 I I I 1 I I I I I I I 3 ---l-1-t- .Y°'.. m-1-T.'r-I--1-7'r_.r-1-1-T-r-I'-1-T-r-r-I-7_T'-r 1--1-T 0.002- 1 1 1 I I i I 1 I 1 1 I i I I I 1 I I 1 _� __7_;___I_________I__-___._I__I_-_ 0.002 ! I_7___I__I_7___' 0.0017:I 1 I t I _ _ 1- J. _ 1 _ L _ 1 _ L L -I- _I _ J _ L - L _I _ J _ 1 _ L _ 1_ _I - 1 _ L .001 0.001- 0.001: 0.001_ 1 I f II 1 1 I I I I 1 I I I I i t I -I--i-4-+-- -t-}--I--1--1-.4_F_1_ _}_F _F._,_4_}_H-,- -}- 0.001 0.001 11 11 -1- 7 i - T r I- 1 - T - r I -f .., l - T - 1 - T r 1 - 11 4 -I - T - d» 0.000-:�' I I 1 I I I I I � 1 1 1 1. I I i I I i I 1 I I I ' 0.000 6 Y 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 3O 31 32 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type Ill 24 -hr 100 -Year Rainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 99 Summary for Pond B101: BioSwale 1 w Beehive and Cultec 330s Inflow Area = 0.510 ac, 81.57% Impervious, inflow Depth > 5.76" for 100 -Year event Inflow = 3.35 cfs @ 12.07 hrs, Volume= 0.245 of Outflow = 0.66 cfs @ 12.50 hrs, Volume= 0.245 af, Atten= 80%, Lag= 25.6 min Discarded = 0.66 cfs @ 12.50 hrs, Volume= 0.245 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 46.15'@ 12.50 hrs Surf.Area= 3,001 sf Storage= 3,746 cf Plug -Flow detention time= 68.0 min calculated for 0.245 of (100% of inflow) Center -of -Mass det. time= 67.9 min (854.0 - 786.1 ) Volume Invert Avail.Storage Storage Description #1A 41.94' 701 cf 20.83'W x 38.50'L x 3.54'H Field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #2 43.50' 6,441 cf Custom Stage Data (Conic)Listed below (Recalc) #3A 42.44' 1,088 cf Cultec R-330XLHD x 20 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 8,230 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 43.50 41 0 0 41 44.00 244 64 64 245 45.00 812 500 565 818 46.00 1,451 1,116 1,681 1,468 47.00 9,180 4,760 6,441 9,201 Device Routing Invert Outlet Devices #1 Discarded 41.94' 8.270 in/hr Exfiltration over Wetted area from 41.93' - 46.50' Excluded Wetted area = 0 sf #2 Primary 46.50' 10.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0,60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.66 cfs @ 12.50 hrs HW=46.15' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.66 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=41.94' (Free Discharge) 't2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 100 -Year Rainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 100 Pond B101: BioSwale 1 w Beehive and Cultec 330s - Chamber Wizard Field A Chamber Model= Cultec R-330XLHD (Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length +12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows = 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids = 701.1 cf Stone Storage Chamber Storage + Stone Storage = 1,789.0 cf = 0.041 of Overall Storage Efficiency = 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 100 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 HydroCADO 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 101 Pond B101: BioSwale 1 w Beehive and Cultec 330s 5 6 7 8 9 10 11 12 131415 161718 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 Time (hours) Aydrograph Ell El Outflow Eg Discarded] �. LL 5 6 7 8 9 10 11 12 131415 161718 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 100 -Year Rainfall=7.37" Prepared by {enter your company name here) Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 @2014 HydroCAD Software Solutions LLC Page 102 Summary for Pond B102: BioSwale 2 w Beehive and Cultec 330s Inflow Area = 0.488 ac, 59.22% Impervious, Inflow Depth > 4.32" for 100 -Year event Inflow = 2.47 cfs @ 12.08 hrs, Volume= 0.176 of Outflow = 0.83 cfs @ 12.38 hrs, Volume= 0.176 af, Atten= 66%, Lag= 18.2 min Discarded = 0.39 cfs @ 12.38 hrs, Volume= 0.168 of Primary = 0.44 cfs @ 12.38 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 45.96'@ 12.38 hrs Surf.Area= 1,671 sf Storage= 2,473 cf Plug -Flow detention time= 63.5 min calculated for 0.176 of (100% of inflow) Center -of -Mass det. time= 63.5 min ( 876.6 - 813.2 ) Volume Invert Avail.Storage Storage Description #1A 41.94' 450 cf 16.00'W x 31.50% x 3.54'H Field A 1,785 cf Overall - 659 cf Embedded = 1,126 cf x 40.0% Voids #2A 42.44' 659 cf Cultec R-330XLHD x 12 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 3 rows #3 43.50' 3,795 cf Custom Stage Data (Conic)Listed below (Recalc) 4,904 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 43.50 31 0 0 31 44.00 221 56 56 222 45.00 684 431 487 691 46.00 1,191 926 1,413 1,209 47.00 3,821 2,382 3,795 3,844 Device Routing Invert Outlet Devices #1 Discarded 41.94' 8.270 in/hr Exfiltration over Wetted area from 41.93' - 46.50' Excluded Wetted area = 0 sf #2 Primary 45.85' 5.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.39 cfs @ 12.38 hrs HW=45.96' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.39 cfs) Primary OutFlow Max=0.42 cfs @ 12.38 hrs HW=45.96' (Free Discharge) L2= Broad -Crested Rectangular Weir(Weir Controls 0.42 cfs @ 0.79 fps) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 11124 -hr 900 -Year Rainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 103 Pond B102: BioSwale 2 w Beehive and Cultec 330s - Chamber Wizard Field A ChamberModel = Cultec R-330XLHD (Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1,50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 3 rows 52.0" Wide + 6.0" Spacing = 58.0" C -C Row Spacing 4 Chambers/Row x 7.00' Long +1.50' Row Adjustment= 29.50' Row Length +12.0" End Stone x 2 = 31.50' Base Length 3 Rows x 52.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 16.00' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 12 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 3 Rows= 659.4 cf Chamber Storage 1,785.0 cf Field - 659.4 cf Chambers = 1,125.6 cf Stone x 40.0% Voids =450.2 cf Stone Storage Chamber Storage + Stone Storage = 1,109.6 cf = 0.025 of Overall Storage Efficiency = 62.2% 12 Chambers 66.1 cy Field 41.7 cy Stone ,a, in.,x34$ .� k; s 4 ^:e 4 a ^ r y r q 4, "'� . . . . . . . . . . i 3 yy i '3{ �i ,a, in.,x34$ .� 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24 -hr 100 -Year Rainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 104 1 Pond B102: BioSwale 2 w Beehive and Cultec 330s Hydrograph � 1 11 1 1 1 1 1 1 1 1 1 1 1 1� I I I I I I I I I I I 1 1 1 1 1 1 1 17 1 1 I I I I I I I I I I I I I I 1 1 1 1 1 1 ® Inflow 1 I 1 I I I t I I I I 1 I 1 1 I I I 1 1 f 1 I p Outflow z.4� trs i I I ® Discarded Inflow Area=0.488I1 QC, ® Primary I I i 1 I 1 I i 1 1 I 1 I I I I I I I I I i I I I I I I I I I I - ;-r -�- ; - r- - -,-;-r-;-,-r-,-;-~Peak-Elev4v.-fl6-'�- 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I' I I I 1 1 I I I I I I I Storage 2,47 �� I I I I I 1 1 1 7 1 1 1 1 1 f l l l l 1 1 1 1 1 I I I I I I I I I I I I I I I i l l l l l l j l l l I 1 11 1 1 -1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 f 1 1 1 1 1 1 1 -I-7-r-,-1-` -i-r-I-7 r -1 -7 -r -t -7 -r -I -7-r I �(-r-'I-7-r-1'--I-r-1--1-'r I i l l f 1 1 1 1 1 1 1 1 1 1 l l 0 83 tfs , I i l l l I l l l l l l l l l l l l l l f l l l l l l l l l l l 1 1 I I I,��-.'S I I fs I 0.44CfS 1 I 1 5 6 7 8 9 1011 12 13 1415 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 Time (hours) 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type 111 24 -hr 900 -Year Rainfall=7.37" Prepared by (enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 105 Summary for Pond B103: Existing BioSwale w Beehive and Existing Cultecs Inflow Area = 0.208 ac, 55.77% Impervious, Inflow Depth > 3.97" for 100 -Year event Inflow = 0.90 cfs @ 12.08 hrs, Volume= 0.069 of Outflow = 0.06 cfs @ 13.67 hrs, Volume= 0.069 af, Atten= 93%, Lag= 95.9 min Discarded = 0.06 cfs @ 13.67 hrs, Volume= 0.069 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.04 hrs Peak Elev= 44,25'@ 13.67 hrs Surf.Area= 884 sf Storage= 1,246 cf Plug -Flow detention time= 191.0 min calculated for 0.069 of (100% of inflow) Center -of -Mass det. time= 190.8 min ( 987.7 - 797.0 Volume Invert Avail.Storage Storage Description #1A 42.07' 701 cf 20.83'W x 38.501 x 3.54'H Field A 2,841 cf Overall - 1,088 cf Embedded = 1,753 cf x 40.0% Voids #2A 42.57' 1,088 cf Cultec R-330XLHD x 20 Inside#1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows #3 44.00' 1,140 cf Custom Stage Data (Conic)Listed below (Recalc) 2,929 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 44.00 53 0- 0 53 45.00 205 121 ` 121 210 46.00 426 309 430 439 47.00 847 625 1,054 869 47.10 875 816 1,140 899 Device Routing Invert Outlet Devices #1 Discarded 42.07' 2.410 in/hr Exfiltration over Wetted area from 42.06' - 47.10' Excluded. Wetted area = 0 sf #2 Primary 47.02' 23.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.06 cfs @ 13.67 hrs HW=44.25' (Free Discharge) "�--1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.07' (Free Discharge) 't--2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) 212 Mid-Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type/// 24-hr 900-Year Rainfall=7.37" Prepared by {enter your company name here} Printed 8/30/2022 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 106 Pond B103: Existing BioSwale w Beehive and Existing Cultecs - Chamber Wizard Field A ChamberModel = Cultec R-330XLHD(Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C-C Row Spacing 5 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 36.50' Row Length +12.0" End Stone x 2 = 38.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 20 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows= 1,087.8 cf Chamber Storage 2,840.7 cf Field - 1,087.8 cf Chambers = 1,752.9 cf Stone x 40.0% Voids = 701.1 cf Stone Storage Chamber Storage + Stone Storage = 1,789.0 cf = 0.041 of Overall Storage Efficiency = 63.0% 20 Chambers 105.2 cy Field 64.9 cy Stone 212 Mid -Tech Drive, West Yarmouth, MA 2021-036 POST-DEVT Type Ill 24 -hr 100 -Year Rainfall=7.37' Prepared by {enter your company name here} Printed 8/30/2022 HvdroCAD® 10.00-11 s/n 04803 @2014 HvdroCAD Software Solutions LLC Page 107 0 Pond B103: Existing BioSwale w Beehive and Existing Cultecs Hydrograph I I I I I I I I I I I I I I) I I I I I I I I 11 Inflow Area, 0.208 ac 1 I 1 I I I I I I I I I Peak Elev=44.25' I I 1 I l l i I l l l i I Sto;rage=1,24�6 cf I 1 1 1 1 1 1 1 I I I I I 1 1 1 1 I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 l I I I I I I I I I I 1 1 1 1 1 1 1 I I I I I I I I I I I I 1 1 1 1 1 I l l l l l l t l l l l l l l l l I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I l l l l 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 I I I I I 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 I 1 1 I t 1 I I I 1 I I I I I[ I I I I I I I I I I I 1 1 1 I I I I I I I I I I I I I I I I I -. l i l l l l l •. I I� I I I I 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 Time (hours) Inflow O Outflow Discarded p Primary 10. Stormwater Operations, Maintenance and Inspections Plan with SMS Inspection Form Checklist Date: August 31, 2022 Project Site: Proposed Contractor Bays, 212 Mid -Tech Drive, West Yarmouth Stormwater Operations, Maintenance, and Inspections Plan 1. This operations, maintenance, and inspections plan shall be performed by the general contractor during construction operations and by the owner once the facilities are completed and put into operation. Owner of stormwater management system: Persons responsible for operation and maintenance of system: Persons responsible for financing maintenance and emergency repairs: 2. Personnel associated with the construction of this project shall be informed that the maintenance of siltation controls takes precedence over normal construction activities. Adjacent properties and streets shall be protected from erosion or siltation conditions. 3. A system for stormwater runoff collection and management has been designed using BMP's (Best Management Practices) as defined by Mass Dept. of Environmental Protection (MDEP) for the 212 Mid -Tech Drive site.(The Project). The collection and conveyance system is comprised of overland flow through curb openings to vegetated bioswales. These systems collect, treat, attenuate and convey the runoff to the infiltration systems. All the runoff from the building roof area is captured and conveyed directly to the bio-swales. These basins, along with the Cultec 330 Recharger units, control and infiltrate through the 100 year storm events and assist in removing suspended solids including sediments, oil and grease from the stormwater run-off while allowing for nitrogen uptake through the vegetation. The facilities as sized will retain and infiltration the runoff through the 100 -year storm event. To keep the SMS functioning properly and to ensure that the stormwater TSS and other pollutants are reduced, periodic maintenance is required. Turtle Rock, LLC, owner/operator of the Project facility, is responsible for the periodic maintenance requirements of the O&M Plan for the SMS. The following is a guideline of the minimum maintenance schedules and tasks required to keep the SMS functioning properly. Inspection and maintenance, as outlined herein, shall be performed four times within the first year of operation. Thence, inspections and maintenance shall be conducted on a semiannual basis (2 times per year) and after all large storms. An inspection report shall be maintained. 4. Unscheduled Maintenance: The following inspections and maintenance activities should be completed after each rain event in excess of two -and one-half inches (2.5"), or after any significant event accompanied by high winds. General judgment needs to be used. If there appears to be significant debris after a storm event, maintenance personnel should walk the site to inspect for and address the following: a. Inspect the curb opening inlets, riprap areas, and vegetated bioswales for debris. Remove any branches, trash or other large debris. b. Inspect roof downspouts, leaders and outfalls to ensure they are not clogged. If roof leaders are clogged they shall be cleaned out by snaking or other acceptable means. c. Inspect the catch basins in the bioswales. Remove any branches, trash or other large debris. d. Inspect the Cultec inspection ports for debris. Remove any branches, trash or other large debris. e. Accumulated debris in curb openings, catch basins, bioswales, rip rap aprons, and leaching structures shall be removed before it exceeds 12 inches in depth and disposed of properly. f. Broken or damaged gas traps/hoods shall be immediately repaired or replaced to ensure adequate function. 5. General Maintenance: a. A visual inspection shall be made at all access manholes, curb openings, catch basins, bioswales, inspection ports, leaching structures, pipes, roof downspouts, gutters, leaders and drainage channels for the entire storm drainage system. If roof leaders are clogged they shall be cleaned out by snaking or other acceptable means b. Maintain the vegetated side slopes and bottom of the vegetated bioswales. Areas that consist of grass standing are to be mowed at least once per year to prevent undesirable woody vegetation from taking hold. Remove any grass clippings and trimmings from the SWM areas to prevent them from impeding the flow of stormwater or slowing infiltration rates. c. In the fall remove any accumulated leaves from the curb openings, bioswales, and catch basins. Prevent fallen leaves from accumulating over and blocking any inlets. d. In the spring perform a cleanup to remove any accumulated leaves, branches, or debris from the SMS. The bioswales, and infiltration systems shall be inspected for cracking, erosion, and accumulated sediment. Sediment removal and repair of the area shall occur as needed. Sediment removal shall be done by either hand or vacuum. Damage to the area must absolutely be avoided. All areas shall be raked out and stabilized after removal of sediment or debris as needed. e. Sediment from catch basin sumps shall be removed when it's a depth of 24" (this would put sediment to within 24" of the outlet invert on 4 foot sumps). Catch basins should be inspected in the spring and sediment removed by vacuum or clam shell or other appropriate method. Care shall be made to not damage the hood in the catch basin. If it is damaged, it shall be replaced per the original detail within the plans. f. Inspect the Cultec inspection ports for debris. Remove any branches, trash or other large debris. 6. Semi -Annual Maintenance The following inspections and maintenance activities must be completed twice per year (generally April 15, and October 15 or other acceptable quarterly dates): a. Clean the parking area with a street sweeper or vacuum to reduce the amount of sediment entering the SMS. The project site will be cleaned in this manner with at least one sweeping per season. b. Inspect curb openings for debris. Remove any branches, trash or other large debris that could interfere with the proper operation of the outlet of the curb opening. Remove accumulated sediment around the opening. c. Inspect the bioswales for debris. Remove any branches, trash or other large debris that could interfere with the proper operation. Remove any accumulated sediment, by the use of hand tools (shovels, rakes, wheelbarrows, etc.) when it exceeds six -inches (6") but not less than annually. d. Inspect all stone riprap outfalls and overflow areas. The stone acts to stabilize the ground but also dissipate the erosive velocities and energy in the stormwater runoff. Stone berms are intended to slow the stormwater runoff and allow it to permeate through the stone to downstream areas. To keep the stone functioning as intended, it shall be cleaned of sediment and debris. If stone has moved or broken down it shall be replaced and chinked to interlock stones together. Add stone to these areas as needed as the stone settles or is transported to keep these areas stabilized. Any cracking, channeling in soil or erosion shall be repaired immediately. e. Inspect all areas for erosion, cracking, or excessive sediment transport. Repair any erosion or cracking areas immediately. f. Inspect the bio-swale/infiltration basins for debris. Remove any branches, trash or other large debris. Remove any accumulated sediment, by the use of small mini -track ("Bobcat" or equivalent) equipment if needed or by hand (shovels, rakes, wheelbarrows, etc.) when it reaches a maximum of six -inches (6") but not less than annually. Vegetation shall be inspected to ensure a reasonable growth and survival rate of at least 75% of the plantings. Dead or dying vegetation shall be replaced in-kind or with equal plantings. 7. All debris or deleterious material shall be removed from drainage structures. Bioswale slopes shall be maintained with a grass stand of at least 3". Grass shall be mowed at least twice a year and clippings shall not be left in basin. Any trees or other woody vegetation growing in embankments or near control structures shall be removed. 8. Good housekeeping measures to reduce sources of sediment, phosphorus, nitrogen, and other contaminants in stormwater runoff shall include: a. No washing of vehicles is allowed on-site inside or outside building. b. Removal of sediment, leaf litter, and other organic debris from impervious surfaces a minimum of twice a year in the spring and fall. c. Removal of sediment and debris from catch basins a minimum of once per year. d. Restrictions on fertilizer applications, including: i. Fertilizer shall not be applied during or immediately prior to heavy rainfall ii. Fertilizer shall not be applied between Nov.12 and the following March 31 iii. Fertilizer shall not be applied, spilled, or deposited on impervious surfaces or in a manner that allows it to enter into storm drains iv. Fertilizer shall not be applied within 100 feet of any surface water or within the Zone I of a public drinking water well. v. Fertilizer containing phosphorus shall not be applied unless a soil test taken no more substantial damage or land disturbance. vi. A single application fertilizer that contains nitrogen shall not exceed 1 pound of nitrogen per 1000 sf, shall consist of at least 20% slow-release nitrogen (SRN) fertilizer. vii. Grass clippings, leaves, or any other vegetative debris shall not be deposited into or within 50 feet of water bodies, retention and detention areas, drainage ditches, or stormwater drains, or onto impervious surfaces, such as, but not limited to, roadways, and sidewalks, except during scheduled cleanup programs. 9. The following minimum information shall be recorded in a log of each SWM inspection: a. date of inspection b. general condition of the entire system c. corrective actions taken to ensure adequate function and when performed. d. list any repairs, replacements, and disposal (including locations) of any parts or materials. e. a copy of these reports shall be furnished to conservation, department of municipal inspections, and the Comm. of Massachusetts upon request. f. Owner shall allow Conservation and/or department of public works to inspect site bmp's to determine whether responsible party is implementing the O & M plan. 10. Maintenance of the stormwater management facilities shall be in accordance with the executed operation and maintenance agreement for private stormwater management facilities and shall be the responsibility of the owner and the assignees. 11. The estimated annual operation and maintenance budget for these stormwater O & M measures is $1400 per year. (Estimate does not include repair work if needed.) 12. Owner shall submit an annual certification on November 1 each year, signed by the owner, documenting how non-structural and good -housekeeping practices over the last 12 months have been adhered to this O & M plan, and document the work that has been done over the last 12 months to property operate and maintain the stormwater control measures. Every fifth year, beginning on the fifth year of maintenance, such certification must be prepared by a professional engineer and signed by both the owner and engineer. 13. The owner of the SWM system shall notify Conservation Commission of changes in ownership or assignment of financial responsibility. By signing hereon, the owner understands the operations, maintenance, and inspections agreement requirements. Owner Signature Date y v a ,a) N N N N O O D Q C @ E E @ o t O @ � U �a m E c c a@i@ m o � m d U U � a c d U aoi C p@j @ L dU � o 'E @ E = E E d � Y @ @ o v m FZ o Q « c U c @ @ @ C � U C_ O O (n d V d C @ l0 d O' O U O. C E N = N d rn o j _ !E 3 LO d_ N > _ D 22 F C V Z C J N m H o v @ @ U o O O) E C c m @ c w C a C C EC 15 0 m @ d p C CL a U d O @ @ U U > K W > U) 11. Checklist for Stormwater Report Massachusetts Department of Environmental Protection �L'T�i Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, (ti f d i il t d d ti b should h h hi Report R t St e Stormwater e (which souprovide more substantive and but is offered use only the tab thp p ) key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor - do not Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and VQ certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address • Name of Firm and Registered Professional Engineer that prepared the Report • Long -Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post -construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program � Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post -Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature ... H OFyi MATTHEW W. EDDY c" -yl MO. 43163 QSTE� G S/oNAL EN= Checklist W� Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ❑ New development ® Redevelopment ❑ Mix of New Development and Redevelopment swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ❑ No disturbance to any Wetland Resource Areas 0 Site Design Practices (e.g. clustered development, reduced frontage setbacks) 0 Reduced Impervious Area (Redevelopment Only) 0 Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of "country drainage" versus curb and gutter conveyance and pipe ❑ Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter ® Water Quality Swale ❑ Grass Channel ❑ Green Roof ❑ Other (describe): Standard 1: No New Untreated Discharges © No new untreated discharges 0 Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection IL Bureau of Resource Protection - Wetlands Program kl ec I est for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ❑ Evaluation provided to determine whether off-site flooding increases during the 100 -year 24-hour storm. ® Calculations provided to show that post -development peak discharge rates do not exceed pre - development rates for the 2 -year and 10 -year 24-hour storms. If evaluation shows that off-site flooding increases during the 100 -year 24-hour storm, calculations are also provided to show that post -development peak discharge rates do not exceed pre -development rates for the 100 -year 24- hour storm. Standard 3: Recharge 2 Soil Analysis provided. © Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. Fx� Sizing the infiltration, BMPs is based on the following method: Check the method used. ❑ Static [0 Simple Dynamic ❑ Dynamic Field' R Runoff from all impervious areas at the site discharging to the infiltration BMP. ❑ Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. F Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. 0 Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding analysis is included. 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection r' Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10 - year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long -Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long -Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long -Term Pollution Prevention Plan. ❑ A Long -Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. M Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ® is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas ❑ is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program `tChecklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) ® The BMP is sized (and calculations provided) based on: Q The 1/2" or 1" Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ❑ The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) ❑ The NPDES Multi -Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ❑ The NPDES Multi -Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post -construction stormwater BMPs. ❑ The NPDES Multi -Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas 0 The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. 0 Critical areas and BMPs are identified in the Stormwater Report. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ® The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi -family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi -family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path 0 Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. El The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. 0 A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck.doc - 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program {Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. R The project is not covered by a NPDES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ❑ The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan 0 The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: FA Name of the stormwater management system owners; 0 Party responsible for operation and maintenance; FF1 Schedule for implementation of routine and non -routine maintenance tasks; ❑ Plan showing the location of all stormwater BMPs maintenance access areas; ❑ Description and delineation of public safety features; n Estimated operation and maintenance budget; and 0 Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument (deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges ❑ The Long -Term Pollution Prevention Plan includes measures to prevent illicit discharges; ❑ An Illicit Discharge Compliance Statement is attached; ❑ NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post -construction BMPs. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 12. Site Soils Data Stormwater Management Report August 31, 2022 SOILS DATA Proposed Contractor Bays 212 Mid -Tech Drive, West Yarmouth, Massachusetts The following Soil Map Units were located for address 212 Mid -Tech Drive in Yarmouth, MA on Barnstable County Soil Survey. Based on these map units, a matching soil profile and description were determined. The SCS Soil Survey for the analysis area indicates that the predominant soils are: ® Carver loamy coarse sand See following pages for the soil map and soil description. Note: Additional soil test logs shown on Septic Profile and Details Plan, sheet C5.1. BAXTER NYE ENGINEERING & SURVEYING 78 North Street, 3rd Floor a Hyannis, kM 02601 Tel: 508-771-7502 ® Fax: 508-771-7622 a www.baxter-nye.com 41° 41'6"N 41" 4D' 55"N 3 Soil Map—Barnstable County, Massachusetts (212 Mid -Tech Dr, W. Yarmouth) 41° 41'6N 395850 395890 395930 309970 396010 3 N Map Sole: 1:1,670 it printed on A portrait (8.5" x 11") sheet. g Meters N N 0 20 40 80 120 A0 v0 100 200 300 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey T O co co N r O O N cy co N a - m Z O U m > O m v m o o Z m 3 `o ci T o cUyd n Z g o cu a�' ao o c v a) U@ m o m E O E a) a N- a N co O N E = Y CL rn��E o U) is ���afD m a) a @ O —U N z O E C N m @ O a) L y 6 fn L E U) L o O m U 00.70 m C E C o 0) m au M a m m O m a) a) U 2' m m o w c 75 a) 3 m T E m o m w a N (D U) oo N Z n E my m Z O mN o N 3 v E w� o > Q O a— Q" y m o w (n C o ami p �N o 3 m m 0 Q m 0 cc aa)) L � n 'o '1 � c o m 0 < o E o'er m m c o w 3 0� m o �•.t N m O >. > a> 0 0 a) N O E T d O V U y O E T (�0 L�y ca a N Ea) 0 '0 N L O 5 w 'O - N m .O a) m 'N O E O CL M a) o @OcO "'O @ y Oo C Q _Cu f- fn > Lb L O C N ca O_ a) 9 Z S d V C m C O m O) O O N m ~, y '00 " m U N N O),O m m a) E O T 7 N O C N E O C m U) min L m U 3 c m N C �.� Q >,� w m "c m O 'O a m a� rn E N O CO p) a�im ` E m U C Ta' E µ a� O O C E m O O a) a) 4? :3 E2 O U a) C Q �o O. O o m O 0 L 'O O No c �c CL m N w vUv �.0 c m ay U) m E� No o a � N N L N a) C m C •- C O U N a) O d) O O O m O in .a U U y L., L y... -? O 7 - ll� O N m N E am L p I- W E- U m a E U a a Q m I- o U r ,,,C F- U w CL 6 ti cc U @ r L a m N a rn = y y N 0)U) O Qa N m @ co N ,@. O O p o 0 O L d `o m CL CO U) i O cn w (n O LY cn O o Q R v C 9 @ a) L. O O O /W a0 W N C^ li Q C c N @ C Cp w m a 4) N @ o o a a .. ... «. w L7 ~O a E @ �' @ a 'o v _ c c c m a a a o 3 U @ O CJ o O` O Q ca a a a 3 a cn a) 0. �, _ U- p L m O = O CA a) U) 7 T L O fn @ L LL O O T ul m N 4. > > 'O @ a7 U C d y U c a) y W U O y Q Q p Q = (n (n !n 'p O `O m m @ O U U CD (7 J J @ rG iL Cr (n C > C (n in fn p _ Cn U) a, a c Q (�y ®3, N i✓ as '' 'C' T-6 $ /! X"' -d•` a co N r O O N cy co N a - m Z Soil Map—Barnstable County, Massachusetts Map Unit Legend 212 Mid -Tech Dr, W. Yarmouth USDA Natural Resources Web Soil Survey 8/5/2021 Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 259A Carver loamy coarse sand, 0 14.0 100.0% to 3 percent slopes Totals for Area of Interest 14.0 100.0% USDA Natural Resources Web Soil Survey 8/5/2021 Conservation Service National Cooperative Soil Survey Page 3 of 3 13. Notice To Abutters, Abutters List NOTIFICATION TO ABUTTERS UNDER THE TOWN OF YARMOUTH STORMWATER BY-LAW, CHAPTER 145 In accordance with the second paragraph of the Massachusetts General Laws Chapter 131, Section 40, and Yarmouth By -Law Chapter 145, you are hereby notified of the following: A. The name of the applicant is Turtle Rock, LLC B. The applicant has filed a Stormwater Management Permit Application with the Yarmouth Conservation Commission, seeking permission to undertake a construction activity, including clearing, grading, excavation or redevelopment, in an area subject to Protection under Town of Yarmouth Stormwater By -Law, Chapter 145. C. The address of the lot where the activity is proposed is 212 Mid -Tech Drive, West Yarmouth, MA D. Proposed work is Redevelopment of site with construction of 11,360 contractor bays building with new septic system, paved parking lot, drainage systems, lighting and site landscaping. E. Copies of the Stormwater Management Permit Application may be examined at the Yarmouth Town Hall at the Conservation Commission office between the hours of 9:00 a.m. and 4:00 p.m. Monday thru Friday. For more information, call (508) 398-2231 ext. 1288. F. Copies of the Stormwater Management Permit Application may be obtained from either the applicant or applicant's representative. Applicant's phone number (508) 375-0005 Or Applicant's representative's phone number: Baxter Nye Engineering (508) 771-7502. G. Information regarding the date, time and place of the public hearing may be obtained by calling the Yarmouth Conservation Commission office at (508) 398-2231 ext. 1288 H. Person sending this notification (applicant, representative or other): Name John Lavelle (Baxter Nye Engineering) Address 1597 Falmouth Road Town Centerville Telephone (508) 771-7502 State MA Zip 02632 NOTES: • Notice of the public hearing, including date, time and place will be published at least five (5) days in advance in a newspaper of general circulation. ® Notice of the public hearing, including date, time and place will be posted in the Town Hall not less than 48 hours in advance and online at yarmouth.ma.us 84/ 15/ TOWN OF YARMOUTH WATER DEPT 1146 ROUTE 28 SOUTH YARMOUTH, MA 02664-4463 s 84/ 7/ I ELDREDGE THOMAS TR THE LAMB REALTY TRUST 2017 SUTHERLAND BLUFF DR NE TOWNSEND , GA 31331 84/ 8/ RIO VERDE REALTY LLC 191 MID -TECH DR, WEST YARMOUTH, MA 02673 84/ 13/ C4/ / CRAMER JAMES F C/O CRAMER JAMES F TR 5 CHESLEYS WAY SOUTH YARMOUTH, MA 02664 84/ 13/ C5/ / LEWIS JON ROBERT TRS UNITY REALTY TRUST PO BOX 1224 BARNSTABLE , MA 02630 84/ 13/ C6/ / ROSEWELL BRUCE E TRS ROSEWELL GAYLE S 35 STARBOARD RD BOURNE, MA 02532 84/ 9/ 84/ 13/ C7/ LOGAN PROPERTY ENTERPRISES LLC i STOOTS JASON D TRS C/0 MATT LOGAN ALESSI ALISON A TRS PO BOX 812 '831 MAIN ST DENNIS, MA 02638-0812 DENNIS, MA 02638 84/ 10/ SA RLTY ACOUISTIONS LLC 223 MID TECH DR WEST YARMOUTH, MA 02673 MID -TECH LLC 222 MID—TECH DR WEST YARMOUTH, MA 02673 84/ 12/ / / JDB 212 MID -TECH DRIVE LLC C/O TURTLE ROCK LLC 231 WILLOW ST YARMOUTH PORT, MA 02675 84/ 13/ C1/ / AGUTAR ELIZEU 62 MONROE LN WEST YARMOUTH, MA 02673 84/ 13/ C2/ / BUCHKA VASIL BILL JR PO BOX 919 EAST DENNIS, MA 02641 84/ 13/ C3/ / FOSSEN JESSE A VAN 75 THISTLE DR CENTERVILLE , MA 02632 84/ 13/ C8/ MARTINEZ PABLO 49 SMITH ST HYANNIS , MA 02601 ? MID TECH CONDOS I CONDO MAIN 164 MID TECH DR WEST YARMOUTH, MA 02673 Please use this signature to certify this list of properties abutting within 100' of the parcel located at: 212 Mid -Tech Dr., West Yarmouth, MA 02673 Assessors Map 84, Lot 12 Andy Ma6hado, Director of Assessing August 18, 2022 14. Site Plan Review Comments Formal Review SITE PLAN REVIEW COMMENT SHEET Date: August 16, 2022 Map: 84 Lot: 12 Applicant: JDB 212 Mid -Tech LLC Location: 186- 212 Mid -Tech Drive, West Yarmouth Zone: B-3/APD Persons Present: Mark Grylls Atty. John Kenney Carl Lawson Kurt Raber Dep. Kevin Huck John Lavelle Lt. Matt Bearse Bruce Murphy Laurie Ruszala Project Summary Proposed 11,360 sf contractor bay building with 11 units, paved parking lot with 33 spaces, new stormwater management system, septic system, landscaping, lighting, and associated grading and utilities. Comments Building: Project is located in zoning district B-3 and the APD overlay district. Disturbance area is calculated, and the applicant must file an application for a Stormwater Management Permit with the Yarmouth Conservation Commission. The raise and replace of the building appears to meet the setback requirements. The proposed parking is located in from of the building relief from the ZBA will be required for parking location per Section 301.2. There are no in lot trees indicated on the plan as required per section 301.4.6. Sheet C4.0 indicates that swales will be located in the front buffer area as required per section 301.4.4. Planting schedule on page L4 indicates trees / plantings will be in the drainage swale. I have questions regarding the effectiveness of the swale over time as these plantings mature. Is there an alternative to the swale locations? Lighting plan appears adequate; however, plan does not provide a detail of the lighting fixtures to be used. It must be noted that per section 301.4.10, all lighting shall be directed onsite only, with no undue glare affecting adjoining properties. Please be sure that all lighting to include building and site faces the ground There are no potential tenants / occupants identified at this time. All occupants will be required to obtain a Certificate of Occupancy from the Building Dept. prior to occupancy. The application for all occupancies shall be reviewed by Building, YFD, and Health. All construction to comply with all applicable sections of TOY Zoning Bylaws, 780 CMR and appendant codes. Planning: The project is located near the end of Mid -Tech Drive (a dead-end road) with similar style uses and buildings in the area. 1. With parking located mostly in front of the building and a general utilitarian building, front buffers are an important design element. The proposed project includes the elimination of at least 17 larger buffer trees along Mid -Tech Drive, mainly to install the drainage swales (please note the landscape plan shows about 5 more existing trees being removed than the civil plans which should be clarified.) The Landscape plan does show the front being relandscaped with trees and some shrub groups (trees should be native species, a minimum of 3" caliper spaced every 20'). Although the shrub groupings may be helpful in screening the parking in the front, longitudinal utilities should not be placed within the required front buffers as it necessitates the removal of larger established existing trees, contrary to Sections 301.4.4 & 301.4.9. 2. Any buffer plantings required by the Bylaw should all be located on the subject property. The Landscape Plan (included with the architectural plans) shows some proposed plantings within the road right-of-way. 3. In -lot trees need to be dispersed throughout the paved surface per Section 301.4.6. Trees along the outside perimeter of the parking area are not considered in -lot trees. 4. Recommend fencing be black coated vinyl rather than galvanized chain link. 5. Project has more than one acre of land disturbance and a Stormwater Management Permit is required through the Conservation Commission. Conservation: Design Review: Refer to the attached August 2, 2022 Design Review Comment Sheet Engineering: ® Engineering defers detailed stormwater review for the Stormwater Management Permit as noted previously. ® Suggest relocating bioswales away from landscaping buffers. ® Specify which pavement detail will be used for pavement areas. ® Clean, inspect. and repair as necessary existing drainage to be repurposed towards the rear of the parking lot. It appears it may have been installed in 2016. Please confirm. ® File road opening permit at DPW for curb cut modifications. Provide loam & seed for driveway to be abandoned. Fire: MGL 148 Section 26G: Automatic sprinkler systems required for buildings and structures Totaling more than 7,500 gross square feet. kAA Compliance with the following: 527 CMR 1 Chapter 16 "Safeguarding Construction, Alteration, and Demolition Operations." 780 CMR Chapter 33, NFPA 24. Per 527 CMR l� 1 16.1.2 " A fire protection plan shall be established and submitted' This plan shall include the following: 16.3.1 Fire safety program, 16.3.2 Owners designated fire prevention program manager, 16.3.4.1 A suitable location at the site shall be designated as a command post and provided with plans, emergency information, keys, communications and equipment as needed. Number of hydrants on site should be based on fire flow calculations 527 CMR 1.18.5.and annex E table E.3. Evaluation of Emergency responder radio coverage based on 780 CMR 915.1 and 527CMR 1.Fire Protection systems to be maintained by condo association. Health: All prospective tenants must consult with the Health Dept. for approval of their proposed use and to obtain any required licenses or permits before renting and occupying units. Any use or storage of toxic or hazardous materials requires prior Health Dept. approval. Toxic or hazardous materials storage in excess of 10 gallons requires a Board of Health license. Toxic or hazardous materials storage in excess of 20 gallons requires a Board of Health license and zoning relief from the Zoning Board of Appeals. Such relief is not guaranteed. All toxic and hazardous materials storage requires 150% volume secondary containment in addition to other requirements. All outdoor storage of materials including, but not limited to those used in landscaping, require Health Dept. review and approval. Vehicle washing operations are not allowed onsite either inside or outside of any building. Regarding engineered plan Sheet Title: Grading and Drainage Plan; Sheet No. C4.0, dated December 10, 2021, under Operation and Maintenance Plan note 8 A, the note should be revised to indicate vehicle washing is not allowed onsite either inside or outside of any building. Regarding engineered plan Sheet Title: Septic Profile and Details Plan; Sheet No. C5.1, dated December 10, 2021: (1) The notes next to the indicated holding tank control panel should be revised to include mention of the alarm and indicator lights for the leak detection system. (2) Under Industrial Wastewater Holding Tank Design Notes, the sizing calculation needs to be revised to include the unit of time for the calculation and compare the result of the calculation to the size of the holding tank. (3) Under Tank Note 1 310 CMR 18 should be revised to 314 CMR 18 Industrial Wastewater Holding Tank and Container Construction, Operation and Record Keeping Requirements. (4) The primary holding tank and secondary containment tank must be waterproofed and noted as such on Sheet C5.1 as required by 314 CMR 18. (5) All refences to the 2500 -gallon secondary containment tank must indicate H-20 construction. (6) Inner and outer holding tank covers must be in alignment with each other as indicated on plan. (7) Inner holding tank cover must have cover indicated over inlet. (8) The 75% level high water indicator float must have the vertical distance measurement from the bottom of the tank indicated. (9) Indicate the height from the bottom of the tank of the leak detection float. (10) Sign reading "NON-HAZRDOUS INDUSTRIAL WASTE WATER" must be present on building in location adjacent to holding tank and indicated on plan. (11) How will the holding tank alarm be monitored since it is only in one unit? Is the floor pitch to the floor drains indicated on the foundation plan? The plans make two references to a 1000 -gallon holding tank and one reference to a 1500 - gallon holding tank as listed below. Sheet Title: Utilities Plan, Sheet No. C5.0, dated December 10, 2021 indicates "1000 gallon dual containment industrial wastewater holding tank." Sheet Title: Septic Profile and Details Plan; Sheet No. C5.1, dated December 10, 2021 under Industrial Wastewater Holding Tank Design Notes states "(1) 1000 gallon precast tank inside of 2500 gallon precast concrete tank." Sheet Title: Septic Profile and Details Plan; Sheet No. C5.1, dated December 10, 2021 the note next to indicated tank states "Dual Containment Tank Shall Consist of H-20 1500 Gallon Monolithic Precast Concrete Primary Holding Tank..." Please indicate in all three places the correct size of the holding tank. The design engineer must (1) complete the DEP holding tank compliance certification form and provide a copy to the Health Dept. and (2) submit a holding tank certification letter to the Health Dept. Water. lease show the exiting 12 -inch water main on the utility plan as it is close to your work. In addition, please note that the ire service for 211 Mid -Tech is back tapped on the 12 -inch main, therefore is closer to the proposed drainage basin than would be expected. Water service installation should be installed by an Approved Contractor in accordance with the Yarmouth Water Materials and Installation Standards. Read & Received by Applicant(s) 15.Adminstrtive Checklist for Stormwater Management Permit Application O� 0 ` MAT Cm CSEa& ` aRPOPliLO�i I�� d d Y efie&tb ��1 G DEPARTMENT OF CONSERVATION All filings must be made on Town of Yarmouth forms found at www.varmouth.ma.us/325/Conservation. No new information may be accepted into the Commissioners' packets within the week before a meeting. The Conservation Commission shall issue a written notice of administrative completeness or deficiencies to an applicant for an application within ten (10) business days of receiving the application. Refer to the meeting and fee schedule. Contact the Conservation Office if you need assistance. Yes Has the project been reviewed under Site Plan Review? 9 hardcopies of the following: x Completed signed original application (double sided) x List of abutters from the most recent certified record of the Yarmouth Assessor's Office X Stormwater Management Site Plan* (folded separately, right side out with title visible) X Project Narrative including project description and construction sequence per Section 2.04, and how the project meets the performance standards in Section 2.05 X Erosion and Sediment Control Plan* (shown on Grading & Drainage Plan sheet C4.0) X Operation and Maintenance Plan* (shown on Grading & Drainage Plan sheet C4.0) *(see Stormwater Management Regulations found at www.yarmouth.ma.us/325/Conservation for required information) x Site Plan Review comments X Checklist for Stormwater Report X Proof of delivery of notification to abutters at least 10 days prior to Conservation meeting X Pdf copy of signed application, supporting information and plan(s) emailed to kgrant(aDyarmouth.ma.us Please list project property's street address in the pdf file name. X Filing fee: separate check made payable to "Town of Yarmouth" $200.00 X Legal ad fee: separate check made payable to "Town of Yarmouth" $lo . 00 Please list project property's street address on checks. Refer to Fee Schedule at https://www.yarmouth.ma.us/696/Filing-Forms Yarmouth Conservation Commission • 1146 Route 28 • South Yarmouth, MA 02664-4492 Tel. (508)-398-2231 Ext. 1288 • Fax (508)-398-0836 • TTD# (508) 398-2231 Rev 9/2021 Page 1 of 1