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HomeMy WebLinkAbout2020-02-25 Decision Correspondence-II The Morin-Cameron ,I=0 Mm M,kv�m� Engineers•Surveyors Environmental Consultants.Land Use Planners 25 Kenoza Avenue Haverhill,MA O1830 www.morincarneron.com PHONE:978.373-0310 LETTER OF TRANSMITTAL Date: November 17, 2021 Mailed: ❑ To: North Andover Planning Board Hand delivered: N Attn: Jean Enright, Planning Director 120 Main Street Picked Up: ❑ North Andover, MA 01845 978-688-9535 Re: 505 Sutton Street, North Andover, MA We are sending you the fallowing: Copies Date Job Description No. 1 10/27/2021 3454 Construction Drawings entitled "Multifamily Site Development Plans, 505 Sutton Street, North Andover, Massachusetts" prepared by MCG on May 28, 2021 and revised through October 27, 2021. 1 1/31/2020 3454 Permit Plans (redlined & numbered) entitled "Multifamily Site Development Plans, 505 Sutton Street, North Andover, Massachusetts" prepared by MCG on May 16, 2019 and revised through January 31, 2020. 1 11/10/2021 3454 Stormwater Management Summary prepared by MCG on November 10, 2021. 1 10/12/2021 3454 Figure 6: Proposed Watershed Plan prepared by MCG, revised through October 12, 2021 1 10/12/21 3454 Proposed Conditions Hydrologic Analysis (H droCAD) dated October 12, 2021 These are transmitted as checked below: ❑ For Review/Approval N For Your Use ❑ As Requested ❑ For Review/Comment ❑ For Your Information ❑ For Quote ❑ For Execution ❑ For Completion ❑ For Submittal Remarks: Signed: Kimberl Au son Copy to: Received � 6 , by: Date: /� / .. z � - The M6rin-Cameron November 10, 2021 North Andover Planning Department Attn: Jean Enright, Planning Director 120 Main Street North Andover, MA 01845 RE: Summary of Site Plan Updates 505 Sutton Street North Andover, MA Dear Ms. Enright: On behalf of Sutton Street Redevelopment, LLC (Owner), The Morin-Cameron Group, Inc. (MCG) prepared this summary of plan updates that were made during the Construction Drawing phase of this project. The updates were part of the plan reconciliation with the final building and site construction drawings and specifications. There were no changes made to any dimensional or density parameters, and the limit of work remains the same as shown on the approved plan. Included herewith are the following: ® Permit Plans (redlined & numbered) entitled "Multifamily Site Development Plans, 505 Sutton Street, North Andover, Massachusetts" prepared by MCG on May 16, 2019 and revised through January 31, 2020. ® Construction Drawings entitled "Multifamily Site Development Plans, 505 Sutton Street, North Andover, Massachusetts" prepared by MCG on May 28, 2021 and revised through October 27, 2021. ® Stormwater Management Summary prepared by MCG on November 10, 2021. ® Figure 6: Proposed Watershed Plan prepared by MCG, revised through October 12, 2021 Proposed Conditions Hydrologic Analysis (HydroCAD) dated October 12, 2021 The following list is organized according to the individual plan sheets from the Permit Plans, with a numbered description of the updates. Refer to the attached redlined Permit Plans for the corresponding location of each numbered item. Cover Sheet (Sheet C. 1) 1. Update "Schedule of Plan Set Drawings" CIVIL ENGINEERS LAND SURVEYORS a ENVIRONMENTAL CONSULTANTS ® LAND USE PLANNERS 28 Kenoza Avenue, Haverhill, MA 01830 978,373.0310 Providing Professional Services Since 1978 www.morincameron.com i I 6 505 Sutton Street November 10, 2021 Summary of Site Plan Updates Existing Conditions Plan (Sheet C.2) No changes Site Preparation & Erosion Control Plan (Sheet Q) 2. For clarity purposes, this sheet was divided into two separate sheets; 3A-Demolition Plan &3B-Erosion & Sediment Control Plan. 3. identified location for construction trailer & approximate locations for temporary dewatertng sumps (if required due to groundwater conditions). 4. Identified location for large temporary sediment basin, based on the planned phasing for the project. Building 1 will not be constructed during the first phase, so the sediment basin will be located at the low point of the property, partly within the footprint of Building 1. Site Layout Plan (Sheet4) 5. Relocated handicap parking spaces to conform to final sidewalk and building entrance Layout. Total number of handicap spaces is unchanged. b, Moved one parking space to improve pedestrian and handicap access at the top of the vehicular ramp. Ramp grading was updated. 7. Add set of exterior stairs in front of Building 2. Preserved the accessible walkway in that location. 8. Removed concrete walkways in the vicinity of the garage doors, to conform to the final architectural design. 9. Added a patio and amenity space for residents. Adjusted retaining wall to the south of Building 1, 10. Added transformer locations (one for Building 1 and one for Buildings 2/3) 11. Removed curve in retaining watt and replaced with an angular alignment, so a stone veneer can be constructed over the cast-in-place watt. Grading & Drainage Plan (Sheet 5) 12. The permit plans only contained a 30-scale Grading & Drainage Plan (Sheet 5). For the construction drawings, a separate 20-scale plan was created to show fine grading, pipe network design and text annotation. The original 30-scale plan is now sheet 5.A, while the new 20-scale sheet is 5.6. 13. Fine graded top of main egress driveway to provide smooth pavement transition into proposed crosswalk, and conform to handicap accessible route requirements from Building 1 to Senior Center, 14. Fine graded vehicular ramp to parking garage entrances. This change eliminated the need for the proposed retaining watt along the China Blossom property line. Page 2 of 5 I E 505 Sutton Street November 10, 2021 Summary of Site Plan Updates 15. Eliminated the proposed retaining wall along the China Blossom property line. The Permit Plans included removal of the existing encroaching retaining wall and construction of a new wall on the property line. The final Construction Drawings will preserve and protect the existing retaining wall. 16. Adjusted the layout of both modular block walls in accordance with the final grading, landscape design and structural engineer recommendations. 17. Added catch basins at the bottom of the vehicular ramp, on both sides, to reduce the amount of stormwater flowing toward the garage doors. Adjusted trench drain location and rim elevation for more efficient management of stormwater. 18. Relocated CB-3 and CB-4 in conjunction with final handicap access layout and fine grading of parking lot. Converted CB-3 to a StormCeptor with both grated and piped inlets, and eliminated CDS-3 based on manufacturer (Contech) recommendations. 19. Relocated CB-1 and CB-2 approximately 20 feet uphill, according to the manufacturer's specifications for the pre-cast concrete structures and the bottom elevation of infiltration System #1. Lowered the bottom elevation of Infiltration System #1 by six inches to allow for maximum capture of the paved driveway surface. 20. Converted CB-2 to a Stormceptor treatment structure with both grated and piped inlets, and eliminated CDS-1 based on manufacturer (Contech) recommendations. 21. Removed proposed infiltration trench along the south edge of the proposed patio between Buildings 2 & 3. The final design calls for the patio area to be internally drained, which is not compatible with an infiltration trench. Instead, a pipe was designed around the back of Building 1, to convey this runoff to a new infiltration system (#5). 22. Added one subsurface infiltration system (Infiltration System #5) to handle runoff from the patio area (replacing the infiltration trench) and from the east side of the Building 2 roof. This revision was made in response to the final architectural and landscaping drawings for the project. 23. General revisions of Stormwater Management System following a detailed analysis of system constructability and optimization of the final layout and design. All changes were fully updated in the HydroCAD model, to ensure that the proposed peak runoff rates remain less than the existing rates, in accordance with the approved plans. Revisions include; a. Removed side stone from all Infiltration Systems, except System #4, to minimize sidewall infiltration in close proximity to proposed foundations. This change was made following coordination with Retain-It, the system manufacturer. b. Removed one (1) concrete chamber from infiltration System #1 and adjusted outlet control pipe. c. Reconfigured the layout of Infiltration System #2 to provide space for the installation of utilities and associated features in the amenity space in this location. Page 3 of 5 'f 505 Sutton Street November 10, 2021 Summary of Site Plan Updates d. Added one (1) concrete chamber to infiltration System #3 and adjusted outlet control pipe. e. Increased concrete chamber height in Detention System #1 from two feet to four feet to increase storage capacity. Updated outlet control structure (OCS-1) specifications and outlet pipe elevation accordingly. Total number of chambers was reduced from seventy-eight (78) to sixty (60), but the storage volume was increased with the taller chambers. f. Removed ten (10) concrete chambers from infiltration System #4 and adjust outlet control structure (OCS-2) specifications accordingly. This system is tributary to Detention System #1, which saw an increased storage volume described above. This allowed for the volume of Infiltration System #4 to be reduced while ensuring proposed rates of stormwater runoff are less than existing rates for all storms up to and including the 100-year event. g. Added outlet pipe and rip-rap energy dissipator at the rear of Building 3, to convey runoff from a portion of the patio drainage system. The remainder of the patio area drains to either Infiltration System #3 or#5. Utility Plan (Sheet C.6) 24. Added a fire hydrant on the south side of Building 1, as requested by the Fire Department, 25. Added two electric transformer locations and routing of primary and secondary electric services. 26. Showed approximate locations for telephone and communications lines (to be confirmed by utility providers in the field). 27. Showed approximate locations for electric conduit for site lighting and electric car charging stations. 28. Added gas services around the perimeter of the buildings to conform with architectural and MEP engineer drawings. 29. Minor utility updates and adjustments based on final coordination with architectural and MEP drawings. Soil Test Pit Logs Plan (Sheet C.7) No changes. Construction Details I (Sheet C.8) 30. Moved details related to erosion control to sheet 3.13 — Erosion&Sediment Control Plan. 31. Removed "Chain link Fence" detail. All fencing will be detailed by landscape Architect. 32. Rearranged details on page. Construction Details 11 (Sheet C.9) 33. Added third type of Wheelchair Access Ramp. Page 4 of 5 505 Sutton Street November 10, 2021 Summary of Site Plan Updates 34, Rearranged details and consolidated details previously shown on subsequent sheets. Construction Details III (Sheet C.10) 35. Added "Foundation/Roof Drain Detail" 36. Rearranged details and consolidated details previously shown on subsequent sheets, Construction Details IV (Sheet C.11) 37, Added detail for Contech Stormceptor 450i and removed detail for Contech CDS 1515-3, based on recommended design changes for grated treatment structures, as coordinated with Contech technical representative (as described in item 14 & 16), Construction Details V (Sheet C 12) 38. Added detail for Infiltration System #5 and corresponding Outlet Control Pipe. 39. Updated Infiltration and Detention System details per final drainage design and revised HydroCAD model, The outlet control pipes and structures were also revised accordingly. Construction Details VI (Sheet C.13) 40. Removed "Sand, Oil& Gas Separator" detail, which is detailed by MEP engineer. 41. Added "Mini Manhole/Catch Basin" detail (used for area drains AD-1 through AD-4). On behalf of Sutton Street Redevelopment, LLC, we thank you for your consideration of our request for Director approval of the insubstantial adjustments described herein. Please contact the undersigned at (978) 373-0310 should you have any questions or requests for additional information, Sincerely, THE M ON-Ce4MERON GROUP, INC. Sco t . C a on, P.E. Michael C, Laham, P.E. VicPresident Project Manager SPC/kmm Cc: Sutton Street Redevelopment, L.LC Attachments Page 5 of 5 11119121,8:48 AM Town of Norlh Andover Mail-505 Sutton Street-Civil Flans and Summary Letter NOR Massachr} ll>R v Jean Enright<jen rig ht@northandoverma.gov> 505 Sutton Street - Civil Plans and Summary Letter Michael Laham <Mike@morincameron.com> Thu, Nov 18, 2021 at 5:06 PM To: Jean Enright <jenright@north an doverma.gov>, Amy Maxner<amaxner@northandoverma.gov> Cc: Scott Cameron <scott@morincameron.com>, Kimberly Aulson <kaulson@morincameron.com>, Alex Loth <aloth@mincocorp.com>, Karen Pollastrino <KPollastrino@mincocorp.com>, Lou Minicucci <Ipm@mincocorp.com> Jean: The July 28th letter was an unsigned version provided to you by Minco for review. The November 10, 2021 letter is the final signed version of the same,with a couple minor updates. The only two items that changed are the following, which are a result of the ongoing construction coordination and shop drawing review that we are conducting: 1.The two modular block retaining walls along the driveway down to the garage were adjusted in coordination with the structural engineer and landscape architect. 2. A small drainage pipe was added to the rear of Building 3, to handle a portion of the runoff from the patio area in that location. If you have any other questions or need additional clarification, please let us know. i E Thank you, [Quoted text hldden] All email messages and attached content sent from and to this email account are public records unless qualified as an exemption under the Massachusetts Public Records Law. Visit us online at www.nortliandoverma.gov. i hitps:Hm ai l.google.cornlma!Uu/0/?ikm7c2eff6265&view=pt&search=a ll&permmsgid=msg-f%3Al 716805352507918870&simpl=msg-f%a3A17168053525... 111 T1)e Morin-Cameron- Stormwater Management Summar 505 Sutton Street — Multi-Famity Site Development _(Updates per Final Construction Drawings dated.May 28, 2021) Date; November 10, 2021 The purpose of this Stormwater Management Summary is to document the manner in which the updated stormwater management system complies with the MassDEP Stormwater Handbook and the originally approved stormwater design. STANDARD 2: Management of Peak Discharge Rates The following tables summarize the results for each Design Point, and include the numbers for the approved permit plans, along with the "Updated" numbers. The peak rates of runoff under proposed conditions remain less than those under existing conditions at all Design Points. DPI a Runoff Comparison (CFS) Storm Existing Proposed Proposed Event Conditions APPROVED UPDATED 1" 0.34 0.14 0.13 2-yr 1 2.99 2.34 2.31 10-yr 5.12 4.06 4.76 25-yr 6.72 5.87 6.69 100-yr 10.16 9.97 1 10.15 DP2 - Runoff Comparison (CFS) Storm Existing Proposed Proposed Event Conditions APPROVED UPDATED 1" 0.00 0.00 0.00 2-yr 0,85 0.72 0.65 10-yr 2.01 1.49 1.41 25-yr 2.98 2.12 2.04 100-yr 5.21 3.53 3.44 CIVIL ENGINEERS b LAND SURVEYORS m ENVIRONMENTAL CONSULTANTS • LAND USE PLANNERS 25 Kenoza Avenue,Haverhill, MA 01830 978.373.0310 Pr ovldIng Pwfesslonol See vices Since 1978 www,morincameron.com Stormwater_Management Summary November 10, 2021 Page 2 DP3 - Runoff Comparison (CFS) for Senior Center Analysis Performed "By Others" for the Proposed Senior Center Project DP4 - Runoff Comparison (CFS) Storm Existing Proposed Proposed Event Conditions APPROVED UPDATED 1" 0.00 0.00 0.00 2-yr 0.40 0.34 0.33 10-yr 0.99 0.76 0.75 25-yr 1.48 1.10 1.08 100-yr 2.62 1.88 1.85 DPS - Runoff Comparison (CFS) Storm Existing Proposed Proposed Event Conditions APPROVED UPDATED 1" 0.00 0.00 0.00 '.. 2-yr 0.07 0.07 0.07 10-yr 0.17 0.1.6 0.17 25-yr 0.25 0.23 0.24 100-yr 0.44 0.39 0.41 o`x MICHAEL C• �G STANDARD 3: Recharge to Groundwater LAFIAM A p CIVIL Required Recharge Volume = 3,226 cubic feet R No. zo53o fG1ST�p*, �r., �F�SSI� Ali/ s Provided Recharge Volume = 3,342 cubic feet (Approved Design) 7ial ® Provided Recharge Volume = 3,300 cubic feet (Updated Design) 4 OK STANDARD 4: Water Quatity/ TSS Removal _ As in the originally approved design, the proposed (updated) stormwater management system has been designed to remove a minimum of 80% of the average annual post-construction load of Total Suspended Solids (TSS). The best management practices treatment train utilizes deep-sump hooded catch basins, hydrodynamic separators (Contech CDS & Stormceptors), and underground infiltration systems to achieve TSS removal throughout the site. CIVIL ENGINEERS LAND SURVEYORS 6 ENVIRONMENTAL CONSULTANTS 6 LAND USE PLANNERS 25 Kenoza Avenue,Haverhill, NIA 01830 978,373,0310 Peovlding Professional gevvkes Since 1978 www.morincarneron.com o - Q W G6M,1� rD- m 1> O > FOP L' N 1 Z e u -D Cn PROPOSED WATERSHED PLAN FIGURE 6 The A7: DATE: 5/16/19 Morin Cameron 545 BUTTON STREET REVISED: 8/29/19 GROUP , i N C. NORTH AND 0 VE R, M A S S A O H U S E TTS & 10/1 ?�21 i CIVIL ENGINEERS I ENVIRONMENTAL CONSULTANTS LAND SURVEYORS f LAN© USE PLANNERS L. SCALE: 1 =5C �� SW.. aim C0M i i i i i 1 505 Sutton Proposed Conditions Hydrologic Analysis Type /it 24-hr 1"Storm Rainfall=1.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a sin 00401 OO 2020 N droCAD Software Solutions LLC Pa e 2 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points x 3 Runoff by SCS TR-20 method, UN=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Star-Ind method Subcatchment PSI: Runoff Area=28,684 sf 87.28% impervious Runoff Depth=0.56" Tc=6.0 min CN=95 Runoff=0.44 cis 1,347 of Subcatchment PSI 0: Runoff Area=6,344 sf 83.05% Impervious Runoff Depth=:0.50" Tc=6.0 min CN=94 Runoff=0.09 cfs 266 of Subcatchment PSI I: Runoff Area=18,058 sf 93.02% impervious Runoff Depth=0.63" Tc=6.0 min CN=96 Runoff=0.31 cfs 948 of Subcatchment PS12: Runoff Area=12,635 sf 0.00% impervious Runoff Depth=0.02" Tc=6.0 min CN=74 Runof€=0,00 cfs 24 cf Subcatchment PS2: Runoff Area=17,195 sf 88.76% Impervious Runoff Depth=0.56" Tc=6.0 min CN=95 Runoff=0,26 cfs 807 cf Subcatchment PS3; Runoff Area=6,323 sf 68.67% Impervious Runoff Depth=0.32" Tc=6.0 min CN=90 Runoff=0.05 cfs 169 of Subcatchment PS4: Runoff Area=12,170 sf 27.64% Impervious Runoff Depth=0.10" Tc=6.0 min CN=81 Runoff=0.01 cfs 99 of Subcatchment PS6: Runoff Area=11,868 sf 67.04% Impervious Runoff Depth=0,32" Tc=6.0 min CN=90 Runoff=0.10 cfs 317 of Subcatchment PS6: Runoff Area=4,932 sf 0.00% Impervious Runoff Depth=0.02" Tc=6.0 min CN=74 Runoff=0.00 cfs 10 of Subcatchment PS7: Runoff Area=2,810 sf 0.00% impervious Runoff Depth=0.02" Tc=6.0 min CN=74 Runoff=0.00 cfs 5 cf Subcatchment PSB: Runoff Area=23,201 sf 7.51% Impervious Runoff Depth=0.03" Flow Length=280' Tc=6.2 min UI Adjusted CN=75 Runoff=0.00 cfs 59 of Subcatchment PS8A: Runoff Area=8,088 sf 100.00% impervious Runoff Depth=0.79" Tc=6.0 miry CN=98 Runoff=0.17 cfs 533 cf Subcatchment PS9: Runoff Area=12,941 sf 100,00% Impervious Runoff Depth=0.79" Tc=6.0 min CN=98 Runoff=0.26 cfs 853 cf Reach DPI: Inflow=0.13 cfs 1,685 cf Outflow=0.13 cfs 1,685 cf Reach DP2: inflow=0,00 cfs 59 of Outflow=0.00 cfs 59 of Reach DP3: Outflow=0.00 cfs 0 of 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr I"Storm Rainfall-f.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 y roC D 10.10-4a s/n Q0401 02020 HydroCAD„Software Solutions LLC Page 3 Reach DP4: Inflow=0.00 cfs 24 of Outflow-0.00 cfs 24 of Reach DPS: Inflow=0.00 cfs 5 of Outflow=0.00 cfs 5 of Pond 1 P: Infiltration System 1 Peak Elev=162.19' Storage=394 cf Inflow=0.32 cfs 1,031 of Discarded=0.03 cfs 1,031 of Primary=0.00 cfs 0 of Outflow=0.03 cfs 1,031 of Pond 2P: Infiltration System 2 Peak Elev=161.37' Storage=361 of Inflow=0.26 ofs 807 of D€scarded=0.02 cfs 807 of Pr€mary=0.00 ofs 0 of Outflow=0.02 cfs 807 of Ponca 3P: Infiltration System 3 Peak Elev=162.84' Storage=79 of Inflow=0.09 cfs 266 of Discarded=0.01 cfs 266 of Primary=0.00 cfs 0 of Outflow=0.01 cfs 266 of Pond 4P: Infiltration System 4 Peak Elev=166.04' Storage=329 of Inflow=0.31 cfs 948 of Discarded=0.04 cfs 948 of Primary=0.00 cis 0 cf Outflow=0.04 cfs 948 of Pond 5P: Infiltration System 6 Peak Elev=156.51' Storage=243 of Inflow=0.17 cfs 533 of Discarded=0.01 cfs 532 of Primary=0.00 cis 1 of Outflow=0.01 cfs 533 of Pond 6P: Detention System 1 Peak Elev=162.69' Storage=649 of Inflow=0.44 cfs 1,347 of Outflow=0.06 cfs 1,268 of Total Runoff Area= 166,249 sf Runoff Volume =5,437 cf Average Runoff Depth=0.39" 39.00% Pervious = 64,451 sf 61.00% Impervious= 100,798 sf i 505 Sutton Proposed Conditions Hydrologic Analysis Type ill 24-hr I"Storm Rainfalh9.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a s/n 00401 02020 H droCAD Software Solutions LLC Page 4 Summary for Subcatchment PSI: Runoff - 0.44 cfs @ 12.09 hrs, Volume= 1,347 cf, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Areas CN Description 3,650 74 >75% Grass cover, Good, HSG G 24,047 98 Paved parking, HSG C 987 98 Unconnected pavement, HSG C 28,684 95 Weighted Average 3,650 12.72% Pervious Area 25,034 87.28% Impervious Area 987 3.94% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI0: Runoff - 0.09 cfs @ 12.09 hrs, Volume= 266 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Area (sf) CN Description 5,034 98 Roofs, HSG C T 1,075 74 >75% Grass cover, Good, HSG C 235 98 Unconnected pavement, HSG C 6,344 94 Weighted Average 1,075 16.95% Pervious Area 5,269 83.05% Impervious Area 235 4.46% Unconnected Tc Length Slope Velocity Capacity Description (min) feet _(ff/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PSI I: Runoff - 0.31 ofs @ 12.09 hrs, Volume= 948 cf, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" 505 Sutton Proposed Conditions Hydrologic Analysis Type I1124-hr I"Storm Rainfall=1.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD®10.10-4a s/n 00401 ©2020 HydroCAD Software Solutions LLC Page 5 Areas CN Description 16,798 98 Roofs, HSG C 1,260 74 >75% Grass cover, Good, HSG C 18,058 96 Weighted Average 1,260 6.98% Pervious Area 16,798 93.02% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS12: Runoff = 0.00 cfs @ 14.78 hrs, Volume= 24 of, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Areas CN Description 12,635 74 >75% Grass cover, Good, HSG C 12,635 100.00% Pervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS2: Runoff 0.26 cfs @ 12.09 hrs, Volume= 807 of, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr T'Storm Ralnfall=1.00" Area (sf) CN Description " 1,932 74 >75% Grass cover, Good, HSG C 6,188 98 Paved parking, HSG C 3,495 98 Unconnected pavement, HSG C 5,580 98 Roofs, HSG C 17,195 95 Weighted Average 1,932 11.24% Pervious Area 15,263 88.76% Impervious Area 3,495 22,90% Unconnected Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 6.0 Direct Entry, 505 Sutton Proposed Conditions Hydrologic Analysis Type 11t 24-hr 1"Storm Rainfall=1.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a s/n 00401 02020 H droCAD Software Solutions LLC Page 6 Summary for Subcatchment PS3: Runoff - 0A5 cfs @ 12.10 hrs, Volume= 169 of, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36,00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Areas CN Description 1,981 74 >75% Grass cover, Good, HSG C 3,964 98 Paved parking, HSG C 378 98 Unconnected pavement, HSG C 6,323 90 Weighted Average 1,981 31.33% Pervious Area 4,342 68.67% Impervious Area 378 8,71% Unconnected To Length Slope Velocity Capacity Description min feet ftfft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS4: Runoff - 0.01 cfs @ 12.27 hrs, Volume= 99 cf, Depth= 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Area (sD CN Description 8,806 74 >75% Grass cover, Good, HSG C 3,364 98 Paved parking, MSG C 12,170 81 Weighted Average 8,806 72.36% Pervious Area 3,364 27.64% Impervious Area To Length Slope Velocity Capacity Description min feet ftfft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS5: Runoff - 0.10 cfs @ 12.10 hrs, Volume= 317 of, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" 605 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr I"Storm Rainfall=9.00" Prepared by The Morin-Cameron Group, Inc, Printed 10/1212021 HydroCAD@ 10.10-4a s/n 00401 02020 HydroCAD Software Solutions LLC Page 7 Area (sf) ON Description 3,912 74 >75% Grass cover, Good, HSG C 5,821 98 Paved parking, hSG C 1,087 98 Unconnected pavement, HSG C 1,048 98 Roofs, HSG C 11,868 90 Weighted Average 3,912 32.96% Pervious Area 7,956 67.04% Impervious Area 1,087 13.66% Unconnected To Length Slope Velocity Capacity Description min feet ftlft ftisec cfs 6.0 Direct Entry, Summary for Subcatchment PS6: Runoff - 0.00 cfs @ 14,78 hrs, Volume= 10 of, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Area (sf) CN Description 4,932 74 >75% Grass cover, Good, HSG C 4,932 100.00% Pervious Area To Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PS7: Runoff - 0.00 cfs @ 14.78 hrs, Volume= 5 of, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Area (sD CN Description 2,810 74 >75% Grass cover, Good HSG C 2,810 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 6.0 Direct Entry, I I 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 1"Storm Rainfall=1.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a sin 00401 020_20 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment PS8: Runoff -- 0.00 cfs @ 13.77 hrs, Volume= 59 of, Depth 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Storm Rainfall=1.00" Area (sf) CN Adj Description 21,458 74 >75% Grass cover, Good, HSG C 1,743 98 Unconnected pavement, HSG C 23,201 76 75 Weighted Average, Ul Adjusted 21,458 92.49% Pervious Area 1,743 7.61% Impervious Area 1,743 100.00% Unconnected To Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 4.9 50 0.0300 0.17 Sheet Flow, Grass; Short n= 0.150 P2= 3.10" 1.3 210 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 20 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.2 280 Total Summary for Subcatchment PS8A: Runoff = 0.17 cfs @ 12.08 hrs, Volume= 533 of, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1"Storm Ralnfall=1.00" Areas CN Description 8,088 98 Roofs, HSG C 8,088 100.00% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ftift) (ftlsec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS9: Runoff - 0.26 cfs @ 12.08 hrs, Volume= 853 of, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1"Storm Rainfall=1.00" 506 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 1"Storm Rainfall=9.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD010.10-4a sin 00401 02020 HydroCAD Software Solutions LLC Pace 9 Area (sf) CN Description 12,941 98 Roofs, HS. GC 12,941 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) _ (M) (ftlsec) (cfs)_ _ 6.0 Direct Entry, Summary for Reach DP9: Inflow Area = 126,603 sf, 78.24% Impervious, Inflow Depth > 0.16" for 1" Storm event Inflow 0.13 cfs @ 12.12 hrs, Volume= 1,685 cf Outflow - 0.13 cfs @ 12.12 hrs, Volume= 1,685 of, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP2: Inflow Area = 23,201 sf, 7.51% Impervious, Inflow Depth = 0.03" for 1" Storm event Inflow _ 0.00 cfs @ 13.77 hrs, Volume= 59 of Outflow = 0.00 cfs @ 13.77 hrs, Volume= 59 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.O0-36.00 hrs, dt= 0.01 hrs i 3 Summary for Reach DP3: Summary for Reach DP4: Inflow Area 12,636 sf, 0.00% Impervious, Inflow Depth = 0.02" for 1" Storm event Inflow - 0.00 cfs @ 14.78 hrs, Volume= 24 of Outflow _ 0.00 cfs @ 14.78 hrs, Volume= 24 of, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DIPS: Inflow Area 2,810 sf, 0.00% Impervious, Inflow Depth = 0.02" for 1" Storm event Inflow 0.00 cfs @ 14.78 hrs, Volume= 5 of Outflow - 0.00 cfs @ 14.78 hrs, Volume= 5 of, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 i 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr I"Storm Rainfall=1.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCADO 10.10-4a sin 00401 O 2020_HydroCAD Software Solutions LLC Page 10 Summary for Pond 1 P: Infiltration System 'I Inflow Area = 24,196 sf, 71.43% Impervious, Inflow Depth= 0.51" for 1" Storm event Inflow = 0.32 cfs @ 12.09 hrs, Volume= 1,031 of Outflow - 0.03 cfs @ 11.75 hrs, Volume= 1,031 cf, Atten= 92%, Lague 0.0 min Discarded 0.03 cfs @ 11.75 hrs, Volume= 1,031 of Primary -- 0.00 cfs @ 0.00 hrs, Volume= 0 of Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Plev= 162.19' @ 13.23 hrs Surf.Area= 1,088 sf Storage= 394 of Plug-Flow detention time= 126A min calculated for 1,031 of(100% of inflow) Center-of-Mass det. time= 126A min (928.7-802.6 ) i Volume Invert Avail.StorageStorage Description #1A 161,50, 218 of 136.00'W x 8.001 x 4.67'H Field A 5,077 cf Overall -4,533 of Embedded = 544 of x 40,0% Voids #2A 162.00' 3,192 of retain It retain It 3.6' x 17 Inside#1 Inside= 84.0"W_x 42.0"H => 25.10 sf x 8.001 = 200.8 of Outside= 96.0"W x 50.0"H => 33.33 sf x 8.001 = 266.7 of 17 Rows adjusted for 221.0 cf perimeter wall 3,410 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162.00' 12.0" Round Culvert L= 112.0' Ke= 0.500 Inlet/Outlet Invert= 162.00'/ 153.84' S= 0.0729 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.50' 4.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 163.35' 6.0"Vert. OrificelGrate C=0.600 Limited to weir flow at low heads #4 Device 1 163.85' 6.0"Vert. OrificelGrate C=0.600 Limited to weir flow at low treads #5 Device 1 165,25' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Discarded 161.60' 1.020 in/hr Exflltration over Surface area Phase-In= 0.01' Discarded OutF'low Max=0.03 cfs @ 11.75 hrs HW=161.55' (Free Discharge) t 6=1201tration (Fxfiltration Controls 0,03 cfs) i Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=161.50' TW=0.00' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate (Controls 0.00 cfs) 3=OrificelGrate (Controls 0.00 cfs) =Oriflce/Grate (Controls 0.00 cfs) �OrificelGrate (Controls 0.00 cfs) 506 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 1"Storm Rainfall=1.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD® 10.10-4a s/n 00401 02020 HydroCAD Software Solutions LLC Page 11 Summary for Pond 2P: Infiltration System 2 Inflow Area = 17,195 sf, 88.76% impervious, Inflow Depth = 0.56" for 1" Storm event Inflow - 0.26 cfs @ 12.09 hrs, Volume= 807 of Outflow - 0.02 cfs @ 11.76 hrs, Volume= 807 cf, At#en= 94%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.76 hrs, Volume= 807 of Primary - 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peale Elev= 161.37' @ 14.00 hrs Surf.Area= 704 sf Storage= 361 cf Plug-Flow detention time= 205.0 min calculated for 807 cf(100% of inflow) Center-of-Mass det, time 205.0 min ( 1,029,0 - 824.0) Volume Invert Avail.Stora a Storage Description #1A 160.50' 141 cf 8.00'W x 88.001 x 6.17'H Field A 4,341 cf Overall - 3,989 cf Embedded = 352 cf x 40.0%Voids #2A 161.00' 2,955 cf retain_it retain It 5.0' x 11 Inside#1 Inside= 84.0"W x 60.0"H => 36.41 sf x 8.00'L= 291.3 cf Outside= 96.0"W x 68.0"H =>45.33 sf x 8.001= 362.7 of 1 Rows adjusted for 249.4 of perimeter wall 3,096 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 161.00' 12.0" Round Culvert L= 23.0' Ke= 0.500 Inlet/Outlet Invert= 161.00'/ 158,32' S= 0.1165 T Cc= 0.900 n=0.012, Flow Area= 0.79 sf #2 Device 1 161,75' 3..4"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 162,50' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 163,25' 3.0"Vert, Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 164,50' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 1 165,75' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #7 Discarded 160.50' 1.020 in/hr Exfiltration over Surface area Phase-ln= 0.01' Discarded OutFlow Max=0.02 cfs @ 11.76 hrs HW=160.56' (Free Discharge) t--7=Exfittration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=160.50' TW=0.00' (Dynamic Tailwater) t_. =Culvert ( Controls 0.00 cfs) 2=OriflcelGrate (Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) -Orifice/Grate { Controls 0.00 cfs) Orifice/Grate {Controls 0.00 cfs) L-41= Orifice/Grate (Controls 0.00 cfs) f I 505 Sutton Proposed Conditions Hydrologic Analysis Type ///24-hr 1"Storm Rainfall=1.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD@ 10.10-4a sin 00401 ©2020_HydroCAD Software Solutions-LLC „Page 12 Summary for Pond 3P: Infiltration System 3 Inflow Area= 6,344 sf, 83.05% Impervious, Inflow Depth = 0.50" for 1" Storm event Inflow = 0.09 cfs @ 12.09 hrs, Volume= 266 cf Outflow - 0.01 cfs @ 11.97 hrs, Volume= 266 cf, Atten= 84%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.97 hrs, Volume= 266 cf Primary 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 162.84' @ 12.60 hrs Surf.Area= 576 sf Storage= 79 cf Plug-Plow detention time=40.3 min calculated for 266 cf (100% of inflow) Center-of-Mass det. time=40.3 min (873.1 - 832.8 } Volume Invert Avail.Stora a Storage Description #1A 162,50' 115 cf 24.00'W x 24.001 x 3.17'H Field A 1,824 cf Overall - 1,536 cf Embedded = 288 cf x 40.0% Voids #2A 163.00, 970 cf retain it retain it 2.0' x 9 Inside##1 Inside= 84.0"{N x 24.0"H => 13.78 sf x 8.001 = 110.3 cf Outside= 96.0"W x 32,0"H => 21.33 sf x 8.001 = 170.7 cf 3 Rows adjusted for 22.7 cf perimeter wall #3 165,00' 25 cf 4.00'D x 2.00'H Access riser-Impervious 1,110 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices ##1 Primary 163.00' 12.0" Round Culvert L= 34.0' Ke= 0.500 Inlet/Outlet Invert= 163.00'1 160.00' S= 0.0882 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 164,00' 6.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 164.80' 12.0" Horiz. Orifice1Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 162.50' 1.020 in/hr Fxfiltration over Surface area Phasedn= 0.01' Discarded OutFiow Max-0.01 cfs @ 11.97 hrs HW=162.55' (Free Discharge) t-4=Exfiltratlon (Exflltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=162.50' TW=0.00' (Dynamic Tailwater) t-- =Culvert ( Controls 0.00 cfs) 2_Orifice/Grate ( Controls 0.00 cfs) 3 OrificelGrate ( Controls 0.00 cfs) Summary for Pond 4P: Infiltration System 4 t Inflow Area = 18,058 sf, 93.02% Impervious, fnflow Depth = 0.63" for 1" Storm event Inflow = 0.31 cfs @ 12.09 hrs, Volume= 948 cf Outflow - 0.04 cfs @ 12.79 hrs, Volume= 948 cf, Atten=88%, Lag=42.1 min Discarded = 0.04 cfs @ 12.79 hrs, Volume= 948 of Primary -- 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 9"Storm Rainfall=1.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD® 10.10-4a s/n 00401 02020 HydroCAD Software Solutions LLC Page 13 Peak Elev= 166.04' @ 12.79 hrs Surf.Area= 1,428 sf Storage= 329 cf Plug-Flow detention time= 70.7 min calculated for 948 cf(100% of inflow) Center-of-Mass det. time= 70.7 min (884.8-814.1 ) Volume Invert Avail.Stora e Storage Description #1A 165.60, 443 of 42.00'W x 34.00'L x 3.17'H Field A 4,522 of Overall-3,413 cf Embedded = 1,109 cf x 40.0% Voids #2A 166,00, 2,172 of retain_It retain it 2.0' x 20 Inside#1 Inside= 84.0"W x 24.0"H => 13.78 sf x 8.00'L= 11U of Outside= 96.0"W x 32.0"H => 21.33 sf x 8.00'L= 170.7 of 5 Rows adjusted for 34.0 of perimeter wall #3 167.00' 25 of 4.00'D x 2.00'H Vertical Cone/Cylinder-Impervious 2,640 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 165.40' 12.0" Round Culvert L= 30.0' Ke= 0.500 Inlet/Outlet Invert= 165.40' 1 164.96' S=0.0150? Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 166.80' 10.0"W x 6.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 167.80' 4.0' long x 0.6' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 44 Discarded 165,60' 1.020 inlhr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.04 cfs @ 12.79 hrs HW=166.04' (Free Discharge) 'L4=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=165.50' TW=162.50' (Dynamic Tailwater) t--1=Culvert (Passes 0.00 cfs of 0.04 cfs potential flow) �_3=Broad-Crested 2=OrificelGrate (Controls 0.00 cfs) Rectangular Weir (Controls 0.00 cfs) Summary for Pond 5P; Infiltration System 5 Inflow Area = 8,088 sf,100.00% Impervious, Inflow Depth = 0.79" for 1" Storm event Inflow - 0.17 cfs @ 12.08 hrs, Volume= 533 of Outflow - 0.01 cfs @ 13.95 hrs, Volume= 533 of, Atten= 94%, Lag= 112.1 min Discarded = 0.01 cfs @ 11.44 hrs, Volume= 532 of Primary - 0.00 cfs @ 13.95 hrs, Volume= 1 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt=0.01 hrs 13 Peak Elev= 156.51' @ 13.95 hrs Surf.Area=384 sf Storage= 243 of Plug-Flow detention time= 234.3 min calculated for 533 cf(100% of inflow) Center-of-Mass det. time= 234.3 min ( 1,022.1 -787.9) I 605 Sutton Proposed Conditions Hydrologic Analysis Type Ili 24-hr 1"Storm Rainfal1=1.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCADO 10.104a s1n 00401 ©2020 H droCAD Software Solutions LLC Pac qe 14 Volume Invert Avaii.Storage- Storage Description i' #1 A 155.60 77 of 16.00 W x 24.00 L x 4.1 .. ' 7'H Field A 1,600 of Overall - 1,408 of Embedded = 192 of x 40.0% Voids 92A 156.00' 976 of retain it retain it 3.0' x 6 Inside#1 lnside= 84.0"W_x 36.0"H => 21.33 sf x 8.001= 170.6 of Outside= 96.0"W x 44.0"H => 29.33 sf x 8.001 = 234.7 of 2 Rows adjusted for 47.2 of perimeter wail #3 _ ._----159.00' _ 13 of 4.00'D x 1.00'H Access riser'mpervious,.._ 1,066 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 156.00' 12.0" Round Culvert L=43.0' Ke= 0.500 Inlet/Outlet Invert= 156.00'1 155,57' S= 0.0100 'l' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 156.50' 6.0"Vert. Orifice1Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 158.25' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 158.80' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 155.50' 1.020 inlhr Exfiltration over Surface area Phase-ln= 0.01' Discarded OutFlow Max=0.01 cfs @ 11.44 hrs HW=155.55' (Free Discharge) 'L5=Exfiitration (E=xfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 13.95 hrs HW=156.51' TW=0.00' (Dynamic Tallwater) L =Culvert (Passes 0.00 cfs of 0.96 cfs potential flow) 2=OrificelGrate (Orifice Controls 0,00 cfs @ 0.34 fps) 3=Orifice/Grate (Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 ofs) Summary for Pond 6P: Detention System 1 Inflow Area = 46,742 sf, 89.50% Impervious, Inflow Depth = 0.35" for 1" Storm event Inflow - 0.44 cfs @ 12.09 hrs, Volume= 1,347 of Outflow -- 0.06 cfs @ 12.66 hrs, Volume= 1,266 of, Atten= 86%, Lag= 34.2 min Primary 0.06 cfs @ 12.66 hrs, Volume= 1,268 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36,00 hrs, dt= 0.01 hrs/3 Peak Elev= 162.69' @ 12.66 hrs Surf.Area= 3,840 sf Storage= 649 cf Plug-Flow detention time= 244.1 min calculated for 1,268 of(94% of inflow) Center-of-Mass det. time= 212.9 min ( 1,036.9- 824.0) Volume Invert _ Avall.Storage Storage Description #1A 162.50' 0 of 120.00'W x 32.001 x 4.67'H Fie -Id A 17,920 of Overall - 17,920 of Embedded = 0 of x 0.0%Voids 42A 162.50' 13,569 of retain it retain it 4.0' x 60 Inside#1 inside= 84.0"W_x 48.0"H => 28.87 sf x 8.001 = 230.9 cf Outside= 96.0"W x 56,0"H => 37.33 sf x 8.001 = 298.7 of 15 Rows adjusted for 286.9 of perimeter wall #3 166.50' 60 of 4.00'D x 2.00'H Access riser x 2 505 Sutton Proposed Conditions Hydrologic Analysis Type /I/24-hr 1"Storm Rainfall=1.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 FiydroCAD010.10-4a s/n 00401 02020 HydroCAD Software Solutions LLC Pape 15 13,620 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 161.00' 12.0" Round Culvert L= 34.0' Ke= 0.500 Inlet I Outlet Invert= 161.00' / 158,32' S= 0.0788 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.50' 3.0"Vert, Orifice/Grate C= 0.600 Limited to weir flow at law heads #3 Device 1 165.00' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 165.70' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 166.40' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 rimm OutFlow Max=0.06 cfs @ 12.66 hrs HW=162.69' TW=0.00' (Dynamic Tailwater) =Culvert (Passes 0.06 cfs of 4.13 cfs potential flow) 2=OrificelGrate (Orifice Controls 0.06 cfs @ 1.49 fps) 3=Orifice/Grate (Controls 0.00 cfs) =Orifice/Grate (Controls 0.00 cfs) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 505 Sutton Proposed Conditions Hydrologic Analysis Type U/ 24-hr 2-Year Rainfall=3.20" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCADO 10.10-4a s!n 00401 O 2020 H droCAD Software Solutions L.L.0 Page 16 Time span=0,00-36.00 hrs, dt=0.01 hrs, 3601 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PSI: Runoff Area=28,684 sf 87.28% Impervious Runoff Depth=2.64" Tc=6.0 min CN=95 Runoff=1.93 cis 6,322 of Subcatchment PS10: Runoff Area=6,344 sf 83.05% Impervious Runoff Depth=2.54" Tc=6.0 min CN=94 Runoff=0.42 cfs 1,345 of Subcatchment PSI 1: Runoff Area=18,058 sf 93.02% Impervious Runoff Depth=2.75" Tc=6.0 min CN=96 Runoff=1.24 cfs 4,137 of Subcatchment P812: Runoff Area=12,635 sf 0.00% Impervious Runoff Depth=1.04" Tc=6.0 min CN=74 Runoff=0.33 cfs 1,092 cf Subcatchment PS2: Runoff Area=17,195 sf 88.76% Impervious Runoff Depth=2.64" Tc=6.0 min CN=95 Runoff=1.16 cfs 3,790 of Subcatchment PS3: Runoff Area=6,323 sf 68.67% Impervious Runoff Depth=2.17" Tc=6.0 min CN=90 Runoff=0.37 cfs 1,143 of Subcatchment PS4: Runoff Area=12,170 sf 27.64% Impervious Runoff Depth=1.47" To=6.0 min CN=81 Runoff=0.48 cfs 1,490 of Subcatchment PS6: Runoff Area=11,868 sf 67.04% Impervious Runoff Depth=2.17" Tc=6.0 min CN=90 Runoff=0.69 cfs 2,145 cf Subcatchment PS6: Runoff Area=4,932 sf 0.00% Impervious Runoff Depth=1.04" Tc=6.0 min CN=74 Runoff=0.13 cis 426 cf Subcatchment PS7: Runoff Area=2,810 sf 0.00% Impervious Runoff Depth=1.04" Tc=6.0 min CN=74 Runoff=0.07 cfs 243 of Subcatchment PS8: Runoff Area=23,201 sf 7.51% Impervious Runoff Depth=1.09" Flow t_ength=280' Tc=6.2 min Ul Adjusted CN=75 Runoff=0.65 cfs 2,115 of Subcatchment PS8A: Runoff Area=8,088 sf 100,00% Impervious Runoff Depth=2.97" Tc=6.0 min CN=98 Runoff-0.58 cfs 2,000 of Subcatchment PS9: Runoff Area=12,941 sf 100,00% Impervious Runoff Depth=2.97" Tc=6.0 min CN=98 Runoff=0.92 cfs 3,200 of Reach DP1: Inflow=2.31 cfs 17,011 of Outflow=2.31 cfs 17,011 of Reach DP2: Inflow=0.65 efs 2,115 of Outflow=0.65 cfs 2,115 of Reach DP3: Outflow=0,00 cfs 0 of 505 Sutton Proposed Conditions Hydrologic Analysis Type III 24-hr 2-Year Rainfall=3.20" Prepared by The Morin-Cameron Group, Inc. Printed 10I1212021 HydroCAD810.10-4a sin 00401 02020 HydroCAD Software Solutions LLC Page 17 Reach D134: Inflow=0.33 cfs 1,092 of Outflow=0.33 cfs 1,092 of Reach DP5: Inflow=0.07 cfs 243 of Outflow=0.07 cfs 243 of Pond 1 P: Infiltration System 1 Peak Elev=163.55' Storage=1,631 of Inflow=1.42 cfs 4,769 of Discarded=0.03 cfs 2,264 of Primary=0.51 cfs 2,506 of Outflow=0.53 cfs 4,769 of Pond 2P: Infiltration System 2 Peak EIev=163.09` Storage=1,376 of Inflow=1.16 cfs 3,790 of Discarded=0.02 cfs 1,626 of Primary=0.42 cfs 2,163 of Outflow=0.44 cfs 3,790 of Pond 3P: Infiltration System 3 Peak Elev=164.09' Storage=645 cf Inflow=0.42 cfs 1,345 of Discarded=0.01 cfs 1,194 of Primary=0.03 ofs 151 of Outflow=0.04 cfs 1,345 of Pond 4P: Infiltration System 4 Peak EIev=167.09' Storage=1,532 cf Inflow=1.24 cfs 4,137 of Discarded=0.04 cfs 2,955 of Primary=0.41 cfs 1,182 cf Outflow=0.45 cfs 4,137 of Pond 5P: Infiltration System 6 Peak Elev=157.10' Storage=435 of Inflow=0.58 ofs 2,000 of Discarded=0.01 cfs 847 of Primary=0.41 cfs 1,153 of Outflow=0.42 cfs 2,000 of Pond 6P: Detention System 1 Peak Elev=163.64' Storage=3,882 of Inflow=1.93 ofs 7,505 of Outflow=0.24 ofs 7,404 of Total Runoff Area= 165,249 sf Runoff Volume=29,448 of Average Runoff Depth= 2.14" 39.00% Pervious=64,451 sf 61.00% Impervious= 100,798 sf 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 2-Year Ralnfall=3.20" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a sin 00401 02020 H droCAD Software Solutions LLC Page 18 i Summary for Subcatchment PSI: Runoff - 1.93 cfs @ 12.08 hrs, Volume= 6,322 cf, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3,20" Area (sD - C_N Description tion 3,650 74 >75/ Grass cover, Good , _ - -----__-- HSG C 24,047 98 Paved parking, HSG C 987 98 Unconnected pavement, HSG C 28,684 95 Weighted Average 3,650 12.72% Pervious Area 25,034 87,28% Impervious Area 987 3.94% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI0: Runoff 0.42 cfs @ 12.08 hrs, Volume= 1,345 cf, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf CN Description 5,034 98 Roofs, HSG C 1,075 74 >75% Grass cover, Good, HSG C 235 98 Unconnected pavement, HSG C 6,344 94 Weighted Average 1,075 16.95% Pervious Area 5,269 83,05% Impervious Area 235 4.46% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI 1: Runoff -- 1.24 cfs @ 12,08 hrs, Volume= 4,137 cf, Depths 2,75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt=0.01 hrs Type III 24-hr 2-Year Rainfail=3.20" 505 Sutton Proposed Conditions Hydrologic Analysis Type i1!24-hr 2-Year Rainfall=3.20" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD010.10-4a sln 00401 02020 HydroCAD Software Solutions LLC Page 19 Area (sD CN Description 16,798 98 Roofs, HSG C 1,260 74 >75% Grass cover, Good, HSG C 18,068 96 Weighted Average 1,260 6.98% Pervious Area 16,798 93.02% Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS12: Runoff - 0.33 cfs @ 12.10 hrs, Volume= 1,092 cf, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt=0.01 hrs Type III 24-hr 2-Year Rainfall=3,20" Area �sD CN Description 12,635 74 >75% Grass cover, Good, HSG C 12,636 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftfft) (fUsec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS2: Runoff - 1.16 cfs @ 12.08 hrs, Volume= 3,790 cf, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt=0,01 hrs Type III 24-hr 2-Year Rainfall=3.20" Areas CN Description * 1,932 74 >75% Grass cover, Good, HSG C 6,188 98 Paved parking, HSG C 3,495 98 Unconnected pavement, HSG C 5,580 98 Roofs, HSG C 17,195 95 Weighted Average 1,932 11,24% Pervious Area 15,263 88.76% Impervious Area 3,495 22.90% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 6.0 Direct Entry, 505 Sutton Proposed Conditions Hydrologic Analysis Type lI124-hr 2-Year Rainfall=3.20" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 N droCAD®10.10-4a s/n 00401 ©2020 H draCAD Software Solutions LLC Page 20 Summary for Subcatchment PS3: R� toff - 0.37 cfs @ 12.09 hrs, Volume= 1,143 cf, Depth= 2.17" Rui, off by SCS. TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Typ.,s III 24-hr 2-Year Rainfall=3.20" Areas CN Description 1,981 74 >75% Grass cover, Good, HSG C 3,964 98 Paved parking, HSG C 378 98 Unconnected pavement, HSG C 6,323 90 Weighted Average 1,981 31.33% Pervious Area 4,342 68.67% impervious Area 378 8.71% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) cfs 6.0 Direct Entry, Summary for Subcatchment PS4: Runoff - 0.48 cfs @ 12,09 hrs, Volume= 1,490 cf, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (so CN Description 8,806 74 >75% Grass cover, Good, HSG C 3,364 98 Paved parking, HSG C 12,170 81 Weighted Average 8,806 72.36% Pervious Area 3,364 27.64% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS5: Runoff - 0.69 cfs @ 12.09 hrs, Volume= 2,145 cf, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span 0.00-36.00 hrs, dt= 0.01 hrs Type Ili 24-hr 2-Year Rainfall=3.20" 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 2-Year Rainfall=3.20" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a s/n 00401 02020 H droCAD Software Solutions LLC Page 21 Area (sf) CN Description 3,912 74 >75% Grass cover, Good, HSG C 5,821 98 Paved parking, HSG C 1,087 98 Unconnected pavement, HSG C 1,048 98 Roofs, HSG C 11,868 90 Weighted Average 3,912 32.96% Pervious Area 7,956 67.04% Impervious Area 1,087 13.66% Unconnected Tc Length Slope Velocity Capacity Description min feet fUft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS6: Runoff - 0.13 cfs @ 12.10 hrs, Volume= 426 cf, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (so CN Description 4,932 74 >75% Grass cover, Good, HSG C 4,932 100,00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS7: Runoff -- 0.07 cfs @ 12.10 hrs, Volume= 243 of, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Areas CN Description 2,810 74 >75% Grass cover, Good, HSG C 2,810 100.00% Pervious Area -- Tc Length Slope Velocity Capacity Description (min} (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, i i i 505 Sutton Proposed Conditions Hydrologic Analysis Type f1124-hr 2-Year Rainfafl=3.20" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD®1 10 4a s/n 00401@ 2020 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment PS8: Runoff - 0,65 cfs @ 12.10 hrs, Volume= 2,115 cf, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (so CN Adj Description_ 21,458 74 >75% Grass cover, Good, HSG C 1,743 98 Unconnected pavement, HSG C 23,201 76 75 Weighted Average, UI Adjusted 21,45B 92.49% Pervious Area - 1,743 7.51% Impervious Area 1,743 100.00% Unconnected Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) _(ftlsec) (cfs) 4.9 50 0.0300 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.3 210 0,0290 2.74 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.01 20 0.3600 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.2 280 Total Summary for Subcatchment PS8A: Runoff = 0,58 cfs @ 12.08 hrs, Volume= 2,000 cf, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (so CN Descri tion 8,088 98 Roofs, HSG C 8,088 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min feet fYft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PS9: Runoff - 0.92 cfs @ 12.08 hrs, Volume= 3,200 cf, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" 505 Sutton Proposed Conditions Hydrologic Analysis Type /H 24-hr 2-Year Rainfall=3.20" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCADO 10.10-4a sin 00401 0 2020 HydroCAD Software Solutions LLC Page 23 Area (so CN Description _T_ 12,941 98 Roofs, HSG C 12,941 100.00% Impervious Area Te Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Reach DPI: inflow Area = 126,603 sf, 78.24% Impervious, Inflow Depth > 1.61" for 2-Year event Inflow - 2.31 cfs @ 12.12 hrs, Volume= 17,011 cf Outflow - 2.31 cfs @ 12.12 hrs, Volume= 17,011 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Summary for Reach DP2: Inflow Area = 23,201 sf, 7.51% Impervious, Inflow Depth = 1.09" for 2-Year event Inflow - 0.65 cfs @ 12.10 hrs, Volume= 2,115 cf Outflow - 0.65 cfs @ 12.10 hrs, Volume= 2,115 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Summary for Reach DP3: Summary for Reach DP4: Inflow Area = 12,636 sf, 0.00% Impervious, Inflow Depth = 1.04" for 2-Year event Inflow - 0.33 cfs @ 12.10 hrs, Volume= 1,092 cf Outflow - 0.33 cfs @ 12.10 hrs, Volume= 1,092 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP5: Inflow Area 2,810 sf, 0.00% Impervious, Inflow Depth = 1.04" for 2-Year event Inflow - 0.07 cfs @ 12.10 hrs, Volume= 243 cf Outflow - 0.07 cfs @ 12.10 hrs, Volume= 243 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 I 505 Sutton Proposed Conditions Hydrologic Analysis Type 1//24-hr 2-Year Rainfa#=3.20" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD@ 10,10-4a s/n 00401 ©2020 H droCAD Software Solutions LLC Page 24 Summary for Pond 1 P: Infiltration System 1 Inflow Area 24,196 sf, 71.43% Impervious, Inflow Depth = 2.37" for 2-Year event Inflow - 1.42 cfs @ 12.09 hrs, Volume= 4,769 cf Outflow = 0.53 cfs @ 12.33 hrs, Volume= 4,769 of, Atten= 62%, Lag= 14.9 min Discarded 0.03 cfs @ 9.04 hrs, Volume= 2,264 of Primary -- 0.51 cfs @ 12.33 hrs, Volume= 2,505 of Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 163.55' @ 12.33 hrs Surf.Area= 1,088 sf Storages 1,631 of Plug-Flow detention time= 150.4 min calculated for 4,769 of(100% of inflow) Center-of-Mass det. time= 150.4 min ( 928.4- 777.9 ) Volume Invert Avail.Stora a Storage Description #1A 161.50' 218 of 136.00'W x 8.001 x 4.67'H Field A 5,077 of Overall -4,533 of Embedded = 644 of x 40.0% Voids #2A 162.00' 3,192 of retain it retain it 3.6' x 17 Inside#1 Inside= 84.0"W x 42.0"H => 25.10 sf x 8.00'L = 200.8 of Outside= 96.0"W x 50.0"H => 33.33 sf x 8.00'L = 266.7 cf 17 Rows ad'usted for 221.0 cf perimeter wall 3,410 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162.00' 12.0" Round Culvert L= 112.0' Ke= 0.500 Inlet/Outlet Invert= 162.00'/ 153.84' S= 0.0729 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.50' 4.0"Vert.Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 163.35' 6.0"Vert.Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 163.85' 6.0"Vert. Orifice/Grate C=0.600 Limited to weir flow at low heads #5 Device 1 166.25' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Discarded 161.50' 1.020 in/hr Exflttration over Surface area Phase-in=0.01, Discarded OutFlow Max=0.03 cfs @ 9.04 hrs HW=161.55' (Free Discharge) t-6=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.51 cfs @ 12.33 hrs HW=163.55' TW=0.00' (Dynamic Tailwater) =Culvert (Passes 0.51 cfs of 3.87 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.39 cfs @ 4.53 fps) 3=Orifice/Grate (Orifice Controls 0,11 cfs @ 1.52 fps) Orifice1Grate (Controls 0.00 cfs) Orifice/Grate ( Controls 0.00 cfs) 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 2-Year Rainfall=3.20" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD010.10-4a s/n 00401 02020 HydroCAD Software Solutions LLC Page 25 Summary for Pond 2P: Infiltration System 2 Inflow Area = 17,195 sf, 88.76% Impervious, Inflow Depth = 2.64" for 2-Year event Inflow - 1.16 cfs @ 12.08 hrs, Volume= 3,790 of Outflow = 0.44 cfs @ 12.32 hrs, Volume= 3,790 of, Atten= 62%, Lag= 14.2 min Discarded = 0.02 cfs @ 8.77 hrs, Volume= 1,626 of Primary = 0.42 cfs @ 12.32 hrs, Volume= 2,163 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt=0.01 hrs 13 Peak Elev= 163.09' @ 12.32 hrs Surf.Area= 704 sf Storage= 1,376 of Plug-Flow detention time= 182.1 min calculated for 3,789 of(100% of inflow) Center-of-Mass det. time= 182.2 min (963.1 -781.0) Volume Invert Avail.Storage Storage Description _ 41A 160.50' 141 of 8.00'W x 85.001 x 6.17'H Field A 4,341 of Overall - 3,989 cf Embedded = 352 of x 40.0%Voids #2A 161.00' 2,955 of retain_it retain It 5.0' x 11 Inside#1 Inside= 84.0"W x 60.0"H => 36.41 sf x 8.00'L= 291.3 cf Outside= 96.0"W x 68.0"H => 45.33 sf x 8.00'L= 362.7 of 1 Rows adjusted for 249.4 of perimeter wall 3,096 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 161,00' 12.0" Round Culvert L=23.0' Ke= 0.500 Inlet/Outlet Invert= 161.00'1158.32' S=0.1165 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 161.75' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 162.50' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 163,25' 3.0"Vert, Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 164,50' 3.0"Vert, Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 1 165,75' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #7 Discarded 160.50' 1.020 inlhr Exfiltration over Surface area Phase-ln= 0.01' Discarded OutFlow Max=0.02 cfs @ 8.77 hrs HW=160.56' (Free Discharge) t-7=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.42 cfs @ 12.32 hrs HW=163.09' TW=0.00' (Dynamic Tailwater) t--- =Culvert (Passes 0.42 cfs of 4.77 cfs potential flow) 2=Orlfice/Grate (Orifice Controls 0.26 cfs @ 5.31 fps) 3=Orifice1Grate (Orifice Controls 0.16 cfs @ 3.28 fps) =Oriflce1Grate ( Controls 0.00 cfs) =Oriflce/Grate (Controls 0.00 cfs) -Orifice/Grate (Controls 0.00 cfs) i 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 2-Year Rainfall=3.20 Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD®10.10-4a stn 00401 02020 H droCAD Software Solutions LLC Pacie 26 Summary for Pond 3P. Infiltration System 3 Inflow Area = 6,344 sf, 83.05% Impervious, inflow Depth = 2.54" for 2-Year event Inflow = 0.42 cfs @ 12.08 hrs, Volume= 1,345 cf Outflow 0.04 cfs @ 12.93 hrs, Volume= 1,345 cf, Atten= 91%, Lag= 50.8 min Discarded = 0.01 cfs @ 10.56 hrs, Volume= 1,194 cf Primary - 0.03 cfs @ 12.93 hrs, Volume= 151 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36,00 hrs, dt= 0.01 hrs/3 Peak Elev= 164.09'@ 12,93 hrs Surf.Area= 576 sf Storage=645 cf Plug-Flow detention time= 376.3 min calculated for 1,344 of(100% of inflow) Center-of-Mass det, time 376.3 min ( 1,163.4 -787.1 } Volume Invert Avail.Stora e Storage Description #1A 162.50' 115 cf 24.00'W x 24.001 x 3.17'H Field A 1,824 cf Overall - 1,636 cf Embedded = 288 cf x 40.0% Voids #2A 163.00' 970 cf retain It retain it 2.0' x 9 Inside#1 Inside=84.0"W_x 24.0"H => 13.78 sf x 8.00'L= 110.3 cf Outside= 96.0"W x 32.0"H => 21.33 sf x 8.00% = 170.7 cf 3 Rows adjusted for 22.7 cf perimeter wall #3 165.00' 25 cf 4.00'D x 2.00'H Access riser-Impervious 1,110 of Total Available Storage ^ Storage Group A created with Chamber Wizard Device Routing___ Invert Outlet Devices #1 Primary 163.00' 12.0" Round Culvert L= 34.0' Ke= 0.500 Inlet/Outlet Invert= 163.00'1 160.00' S= 0.0882 '1' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 164,00' 6.0"Vert. Orifice/Grate C= 0,600 Limited to weir flow at low heads #3 Device 1 164.80' 12.0" Horiz> 0rificelGrate C= 0.600 Limited to weir flow at low heads #4 Discarded 162.50' 1.020 inlhr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.01 cfs @ 10,56 hrs HW=162,55' (Free Discharge) t-4=Exfiltration (Exflltration Controls 0.01 cfs) Primary OutFlow Max=0.03 cfs @ 12.93 hrs HW=164.09' TW=0.00' (Dynamic Tallwater) t =Culvert (Passes 0.03 cfs of 2.91 cfs potential flow) 2_OrificefGrate (Orifice Controls 0.03 cfs @ 1.03 fps) 3 Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 4P: Infiltration System 4 Inflow Area = 18,058 sf, 93.02% Impervious, Inflow Depth = 2,75" for 2-Year event Inflow - 1.24 cfs @ 12.08 hrs, Volume= 4,137 cf Outflow - 0.45 cfs @ 12.34 hrs, Volume= 4,137 cf, Atten= 64%, Lag= 15.1 min Discarded = 0.04 cfs @ 12.34 hrs, Volume= 2,955 cf Primary = 0.41 cfs @ 12.34 hrs, Volume= 1,182 cf Routing by Dyn-Stor-Ind method, Time Span= 0,00-36.00 hrs, dt= 0,01 hrs/ 3 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 2-Year Rainfall=3.20" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAND 10.10-4a sIn 00401 ©2020 HydroCAD Software Solutions LLC Page 27 Peak Elev= 167.09' @ 12.34 hrs Surf.Area= 1,428 sf Storage= 1,532 of Plug-Flow detention time= 222.1 min calculated for 4,136 cf(100% of inflow) Center-of-Mass det. time= 222.2 min ( 996.2-774.0) Volume Invert Avail.Stora a Storage Description #1A 165.50' 443 of 42.00'W x 34.00%x 3.17'H Field A 4,522 cf Overall- 3,413 cf Embedded = 1,109 cf x 40.0% Voids #2A 166,00' 2,172 cf retain-it retain it 2.0' x 20 Inside#1 Inside= 84.0"W x 24.0"H => 13.78 sf x 8.001 = 110.3 cf Outside= 96.0"W x 32.0"H => 21.33 sf x 8.001 = 170.7 of 5 Rows adjusted for 34.0 cf perimeter wall #3 167.00' 25 cf 4.00'D x 2.00'H Vertical Cone/Cylinder-Impervious 2,640 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary^ 165.40' 12.0" Round Culvert L= 30.0' Ke= 0.500 Inlet/Outlet Invert= 165.40'1 164.95' S=0.0150 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 166.80' 10.0"W x 6.0" H Vert. Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 167.80' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #4 Discarded 165.50' 1,020 1 nth r Exfiltratton over Wetted area Phase-in= 0.01' Discarded OutFlow Max=0.04 cfs @ 12,34 hrs HW=167.09' (Free Discharge) t--4=Exfiltration (Exfiitratlon Controls 0.04 cfs) Primary OutFlow Max=0.41 cfs @ 12.34 hrs HW=167.09' TW=163.42' (Dynamic Tailwater) t =Culvert (Passes 0,41 cfs of 4.12 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.41 cfs @ 1.72 fps) 3 Broad-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 5P: Infiltration System 5 Inflow Area = 8,088 sf,100.00% Impervious, Inflow Depth = 2.97" for 2-Year event inflow = 0.58 cfs @ 12.08 hrs, Volume= 2,000 cf Outflow - 0.42 cfs @ 12.16 hrs, Volume= 2,000 cf, Atten= 27%, Lag=4.4 min Discarded = 0.01 cfs @ 7.76 hrs, Volume= 847 cf Primary - 0.41 cfs @ 12.16 hrs, Volume= 1,153 cf Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt=0.01 hrs 13 Peak Elev= 157.10' @ 12.16 hrs Surf.Area= 384 sf Storage=435 cf Plug-Flow detention time= 124.3 min calculated for 2,000 cf(100% of inflow) Center-of-Mass det. time= 124.4 min (880.8-756.4 ) 605 Sutton Proposed Conditions Hydrologic Analysis Type Ill 24-hr 2-Year Rainfall=3.20" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10,10-4a s/n 00401 02020 H droCAD Software Solutions LLC Pac ie 28 Volume Invert Avail.Stora e Storage Description #1A 155.60, 77 of 16.00'W x 24.001 x 4.17'H Field A 1,600 cf Overall - 1,408 of Embedded = 192 of x 40.0%Voids #2A 166,00' 976 of retain it retain it 3.0' x 6 Inside#1 Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L= 170.6 of Outside= 96.0"W x 44.0"H => 29.33 sf x 8.00'L 234.7 of 2 Rows adjusted for 47.2 cf perimeter wall #3 159.00, 13 of 4.00'D x 1.00'H Access rise r-Im ervious 1,066 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing_____ Invert Outlet Devices #1 Primary 156.00' 12.0" Round Culvert L=43.0' Ke= 0.500 Inlet/Outlet Invert= 156.00'/ 165.57' S= 0.0100 7 ' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 156.50' 5.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 158,25' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 158,80' 12.0" Horiz. Orlfice1Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 165.50' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFiow Max=0.01 cfs @ 7.76 hrs HW=155.55' (Free Discharge) t -5=Exfiltrat€on (Exf€Itration Controls 0.01 cfs) Primary OutFlow Max=0.41 cfs @ 12.16 hrs HW=157.10' TW=0.00' (Dynamic Tailwater) Z-E=Culvert (Passes 0.41 cfs of 2.93 cfs potential flow) =Orifice/Grate (Orif€ce Controls 0.41 cfs @ 3.02 fps) =Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate (Controls 0.00 cfs) Summary for Pond 6P; Detention System I Inflow Area = 46,742 sf, 89.50% Impervious, Inflow Depth = 1.93" for 2-Year event Inflow - 1.93 cfs @ 12.08 hrs, Volume= 7,505 of Outflow - 0.24 cfs @ 13.13 hrs, Volume= 7,404 of, Atten= 88%, Lag=62.5 min Primary - 0.24 cfs @ 13.13 hrs, Volume= 7,404 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 163.64'@ 13.13 hrs Surf.Area= 3,840 sf Storage= 3,882 of Plug-Flow detention time= 225.5 min calculated for 7,402 cf(99% of inflow) Center-of-Mass det. time= 217.2 min (997.5- 780.3) Volume Invert Avail.Stora a Stora a Description #1A 162,50' 0 of 120.00'W x 32.00'L.x 4.67'H Field A 17,920 of Overall - 17,920 of Embedded = 0 of x 0.0%Voids #2A 162.50' 13,569 cf retain it retain it 4.0' x 60 Inside#1 Inside= 84.0"W x 48.0"H => 28.87 sf x 8.001= 230.9 of Outside= 96.0"W x 56.0"H => 37.33 sf x 8.00'L = 298.7 of 15 Rows adjusted for 286.9 cf perimeter wall #3 166.50' 50 cf 4.00'D x 2.00'H Access riser x 2 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 2-YearRainfall=3.20" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAQ)10.10-4a sin 00401 02020 HydroCAD Software Solutions LLC Page 29 13,620 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices___ #1 Primary 161.00' 12.0" Round Culvert L= 34.0' Ke= 0.500 Inlet/Outlet Invert= 161,00'1158.32' S= 0.0788 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.50' 3.0"Vert. OriflcelGrate C- 0.600 Limited to weir flow at low heads #3 Device 1 165,00' 3.0"Vert. OrificelGrate C= 0.600 Limited to weir flow at low heads #4 Device 1 165.70' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 166.40' 4.0' tong x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.24 cfs @ 13.13 hrs HW=163.64' TW=0.00' (Dynamic Tailwater) t- =Culvert (Passes 0.24 cfs of 5.54 cfs potential flow) 2=OrificelGrate (Orifice Controls 0.24 cfs @ 4.86 fps) 3=0rificelGrate (Controls 0.00 cfs) =0rificelGrate (Controls 0.00 cfs) =Broad-Crested Rectangular Weir (Controls 0.00 cfs) 505 Sutton Proposed Conditions Hydrologic Analysis Type III 24-hr 10-Year Rainfall=4.80" Prepared by The Morin-Cameron Group, Inc. Printed 10/12i2021 li droCAD®10.10-4a sin 00401 02020 H droCAD Software Solutions LLC Page 30 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PS1: Runoff Area=28,684 sf 87.28% Impervious Runoff Depth=4.22" Tc=6.0 min CN=95 Runoff=3.00 cfs 10,091 of Subcatchment P810: Runoff Area=6,344 sf 83.05% Impervious Runoff Depth=4.11" Tc=6.0 min CN=94 Runoff=0.65 cfs 2,173 cf Subcatchment PS11: Runoff Area=18,058 sf 93.02% Impervious Runoff Depth=4.33" Tc=6.0 min CN=96 Runoff=1.91 cfs 6,522 cf Subcatchment PS12: Runoff Area=12,635 sf 0.00% Impervious Runoff Depth=2.21" Tc=6.0 min CN=74 Runoff=0.75 cfs 2,323 cf Subcatchment PS2: Runoff Area=17,195 sf 88.76% Impervious Runoff Depth=4.22" Tc=6.0 min CN=95 Runoff=1.80 cfs 6,049 of Subcatchment PS3: Runoff Area=6,323 sf 68.67% Impervious Runoff Depth=3.68" Tc=6.0 min CN=90 Runoff=0.61 cfs 1,941 of Subcatchment PS4: Runoff Area=12,170 sf 27.64% Impervious Runoff Depth=2.81" Tc=6.0 min CN=81 Runoff=0.92 cfs 2,849 of Subcatchment PSS: Runoff Area=11,868 sf 67.04% Impervious Runoff Depth=3.68" Tc=6.0 min CN=90 Runoff=1.14 cfs 3,643 cf Subcatchment PS6: Runoff Area=4,932 sf 0.00% Impervious Runoff Depth=2.21" Tc=6.0 min CN=74 Runoff=0.29 cfs 907 cf Subcatchment PS7: Runoff Area=2,810 sf 0.00% Impervious Runoff Depth=2.21" Tc=6.0 min CN=74 Runoff=0.17 cfs 517 cf Subcatchment PS8: Runoff Area=23,201 sf 7.51% Impervious Runoff Depth=2.29" Flaw Length=280' Tc=6.2 min UI Adjusted CN=75 Runoff=1.41 cfs 4,424 of Subcatchment PSBA: Runoff Area=8,088 sf 100.00% impervious Runoff Depth=4.56" Tc=6.0 min CN=98 Runoff=0.87 cfs 3,076 of Subcatchment PSS: Runoff Area=12,941 s€ 100.00% Impervious Runoff Depth=4.56" Tc=6.0 min CN=98 Runoff=1.39 cfs 4,921 of Reach DP1: Inflow=4.76 cfs 31,993 of Outflow=4.76 cfs 31,993 of Reach DP2: lnflow=1.41 cfs 4,424 of Outflow=1.41 cfs 4,424 of Reach DP3: Outflow=0.00 cfs 0 of 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 10-Year Rainfall=4.80" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 Hy drQCAD010.10-4a sln 00401 ©202q i I droCAD Software Solutions LLC Page 31 Reach DP4: Inflow=0.75 cfs 2,323 of Outflow=0.75 cfs 2,323 of Reach DP6: inflow=:0.17 cfs 517 of Outflow=0.17 cfs 517 of Pond 1 P:.inflitration System 'I Peak Elev=164.12' Storage=2,151 of Inflow=2.29 cfs 7,769 of Discarded=0.03 cfs 2,547 of Primary=1.38 cfs 5,222 of Outflow=1.40 cfs 7,769 of Pond 2P: infiltration System 2 Peak Elev=164.00' Storage=1,911 of Inflow=1.80 cfs 6,049 of Discarded=0.02 cfs 1,782 cf Primary=0.81 cfs 4,267 of Outflow=0.82 cfs 6,049 of Pond 3P: Infiltration System 3 Peak Elev=164.36' Storage=775 of Inflow=0.65 cfs 2,173 of Discarded=0.01 cfs 1,360 of Primary=0.31 cfs 813 of Outflow=0.32 cfs 2,173 of Pond 4P: Infiltration System 4 Peak Elev=167.43' Storage=1,934 of Inflow=1.91 cfs 6,522 of Discarded=0.04 cfs 3,424 of Primary=1.22 cfs 3,098 of Outflow=1.26 cfs 6,522 of Pond 5P: Infiltration System 5 Peak Elev=157.47' Storage=554 of Inflow=0.87 cfs 3,076 of Discarded=0.01 cfs 940 of Primary=0.57 cfs 2,136 of Outflow=0.58 ofs 3,076 of Pond 6P: Detention System 1 Peak Elev=164.65' Storage=7,282 of Inflow=4.01 cfs 13,189 of Outflow=0.34 cfs 13,063 of Total Runoff Area= 165,249 sf Runoff Volume=49,436 cf Average Runoff Depth=3.59" 39.00% Pervious =64,451 sf 61.00% Impervious= 100,798 sf 505 Sutton Proposed Conditions Hydrologic Analysis Type 11/24-hr 10-Year Rainfall=4.80" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a s/n 00401 02020 H droCAD Software Solutions LLC Page 32 Summary for Subcatchment PSI: Runoff 3.00 cfs @ 12.08 hrs, Volume= 10,091 cf, Depth= 4.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Area (sf) CN Description 3,650 74 >75% Grass cover, Good, HSG C 24,047 98 Paved parking, HSG C 987 98 Unconnected pavement, HSG C 28,684 95 Weighted Average 3,650 12.72% Pervious Area 25,034 87.28% Impervious Area 987 3.94% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI0: Runoff = 0.65 cfs @ 12.08 hrs, Volume= 2,173 cf, Depth= 4.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rai nfall=4.80" Area (sf) CN Description 5,034 98 Roofs, HSG C 1,075 74 >75% Grass cover, Good, HSG C 235 98 Unconnected pavement, HSG C 6,344 94 Weighted Average 1,075 16.95% Pervious Area 5,269 83.05% Impervious Area 235 4.46% Unconnected Tc Length Slope Velocity Capacity Description min feet fttft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI1: Runoff - 1.91 cfs @ 12.08 hrs, Volume 6,522 cf, Depth= 4.33" Runoff by SCS TR-20 method, UH-SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" 505 Sutton Proposed Conditions Hydrologic Analysis Type 1/124-hr 10-Year Rainfalf=4.80" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCADO 10.10-4a sln 00401 02020 HydroCAD Software Solutions LLC __ Page-33 Area (so CN Description 16,798 98 Roofs, HSG C 1,260 74 >75% Grass cover, Good, HSG C 18,058 96 Weighted Average 1,260 6.98% Pervious Area 16,798 93.02% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - 6.0 Direct Entry, Summary for Subcatchment PSI 2: Runoff = 0.75 cfs @ 12.09 hrs, Volume= 2,323 of, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Descrl tion 12,635 74 >75% Grass cover, Good, HSG C 12,635 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 T Direct Entry, Summary for Subcatchment PS2: Runoff — 1.80 cfs @ 12.08 hrs, Volume= 6,049 of, Depth= 4.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" _ Area (sD CN Description w 1,932 74 >75% Grass cover, Good, HSG C 6,188 98 Paved parking, HSG C 3,495 98 Unconnected pavement, HSG C 5 580 98 Roofs, HSG C 17,195 95 Weighted Average 1,932 11.24% Pervious Area 15,263 88.76% Impervious Area 3,495 22.90% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, i 505 Sutton Proposed Conditions Hydrologic Analysis Type I// 24-hr 10-Year Rainfall=4.80" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a s/n 00401 O 2020 H droCAD Software Solutions LLC Page 34 Summary for Subcatchment PS3: Runoff - 0.61 cfs @ 12.09 hrs, Volume= 1,941 of, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36,00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Description 1,981 74 >75% Grass cover, Good, HSG C 3,964 98 Paved parking, HSG C 378 98 Unconnected pavement, HSG C 6,323 90 Weighted Average 1,981 31.33% Pervious Area 4,342 68.67% Impervious Area 378 8.71% Unconnected To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS4: Runoff - 0.92 cfs @ 12.09 hrs, Volume= 2,849 of, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Description 8,806 74 >76% Grass cover, Good, HSG C 3,364 98 Paved parking, HSG C 12,170 81 Weighted Average 8,806 72,36% Pervious Area 3,364 27.64% Impervious Area To Length Slope Velocity Capacity Description rein feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSS: Runoff 1,14 cfs @ 12.09 hrs, Volume= 3,643 of, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-36.00 hrs, dt= 0,01 hrs Type III 24-hr 10-Year Rainfall=4.80" 505 Sutton Proposed Conditions Hydrologic Analysis Type fl!24-hr 90-Year Rainfaff-4.80" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD010.10-4a sin 00401 02020 HydroCAD Software Solutions LLC Page 35 Areas ON Description 3,912 74 >75% Grass cover, Good, HSG C 5,821 98 Paved parking, HSG C 1,087 98 Unconnected pavement, HSG C 1,048 98 Roofs, HSG C 11,868 90 Weighted Average 3,912 32.96% Pervious Area 7,956 67.04% Impervious Area 1,087 13.66% Unconnected Tc Length Slope Velocity Capacity Description min feet f#Ift fUsec cfs 6.0 Direct Entry, Summary for Subcatchment PS6: Runoff - 0.29 cfs @ 12.09 hrs, Volume= 907 cf, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs Type 111 24-hr 10-Year Rainfall=4.80" Areas ON Description 4,932 74 >75% Grass cover, Good, HSG C _ 4,932 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6.0 Direct Entry, Summary for Subcatchment PS7: Runoff - 0.17 cfs @ 12.09 hrs, Volume= 517 cf, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-ON, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Area (sD ON Description 2,810 74 >75% Grass cover, Good, HSG C 2,810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6.0 Direct Entry, 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 10-Year Rainfall=4.80" Prepared by The Morin-Cameron Group, Inc, Printed 10/12/2021 H droCAD® 10.10-4a s/n 00401 O 2020 H droCAD Software Solutions LLC Page 36 Summary for Subcatchment P88: Runoff -- 1.41 cfs @ 12.09 hrs, Volume= 4,424 cf, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Ad' Description 21,458 74 >75% Grass cover, Good, HSG C 1,743 98 Unconnected pavement, HSG C 23,201 76 75 Weighted Average, Ui Adjusted 21,458 92,49% Pervious Area 1,743 7.51% Impervious Area 1,743 100.00% Unconnected Tc Length Slope Velocity Capacity Description _(min) (feed_ (Rift) (ft/sec) (cfs) 4.9 50 0.0300 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.3 210 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 20 0.3500 9.52 Shallow Concentrated Flow, -- Unpaved Ky= 16.1 fps -- . .,,,.,._ 6.2 280 Total Summary for Subcatchment PS8A: Runoff - 0.87 cfs @ 12.08 hrs, Volume= 3,076 cf, Depth= 4,56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" Areas CN Description - - 8,088 98 Roofs, HSG C 8,088 100.00% Impervious Area _ T Tc Length Slope Velocity Capacity Description min feet ftlft fusee cfs 6.0 Direct Entry, Summary for Subcatchment PS9: Runoff - 1,39 cfs @ 12.08 hrs, Volume= 4,921 cf, Depth= 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.80" 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 10-Year Rainfall=4.80" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 N droCAD® 10.10-4a s/n 00401 02020 H droCAD Software Solutions LLC Page 37 Area (sD CN Description 12,941 98 Roofs HSG G 12,941 100.00% Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) _(cfs) 6.0 Direct Entry, Summary for Reach DPI Inflow Area = 126,603 A 78.24% Impervious, Inflow Depth > 3.03" for 10-Year event Inflow 4.76 ofs @ 12.14 hrs, Volume 31,993 cf Outflow - 4.76 cfs @ 12.14 hrs, Volume= 31,993 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Summary for Reach DP2. Inflow Area = 23,201 sf, 7,51% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow - 1.41 cfs @ 12.09 hrs, Volume= 4,424 cf Outflow = 1.41 cfs @ 12.09 hrs, Volume= 4,424 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt=0.01 hrs 13 Summary for Reach DP3: Summary for Reach DP4; Inflow Area 12,635 sf, 0,00% Impervious, Inflow Depth = 2.21" for 10-Year event Inflow - 0.75 ofs @ 12.09 hrs, Volume= 2,323 cf Outflow - 0.75 cfs @ 12.09 hrs, Volume= 2,323 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Summary for Reach DPS: Inflow Area = 2,810 sf, 0.00% Impervious, Inflow Depth = 2.21" for 10-Year event Inflow - 0.17 cfs @ 12.09 hrs, Volume 517 cf Outflow 0.17 cfs @ 12.09 hrs, Volume= 517 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 505 Sutton Proposed Conditions Hydrologic Analysis Type IN 24-hr 10-Year Rainfall=4.80" Prepared by The Morin-Cameron Group, Inc. Printed 10/1212021 H droCADO 10.10-4a sln 00401 ©2020 H droCAD Software Solutions LLC Page 38 Summary for Pond 1 P: Infiltration System 1 Inflow Area = 24,196 sf, 71.43% Impervious, Inflow Depth = 3.85" for 10-Year event Inflow - 2.29 cfs @ 12.08 hrs, Volume= 7,769 of Outflow = 1.40 ofs @ 12.19 hrs, Volume 7,769 of, Atten= 39%, Lag= 6.0 min Discarded = 0.03 cfs @ 7.50 hrs, Volume 2,547 of Primary - 1.38 cfs @ 12.19 hrs, Volume= 5,222 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs f 3 Peak Elev= 164.12' @ 12.19 hrs Surf.Area= 1,088 sf Storage=2,151 of Piug-Flow detention time= 115.2 min calculated for 7,769 of(100% of inflow) Center-of-Mass det, time= 115.2 min ( 885.3- 770.1 ) Volume Invert Avail.Stora e Storage Description #1A 161,50' 218 of 136.00'W x 8.001 x 4,67H Field A 5,077 of Overall - 4,533 of Embedded = 544 of x 40.0% Voids #2A 162.00' 3,192 of retain_It retain it 3.6' x 17 Inside#1 Inside= 84.0"W_x 42.0"H => 25,10 sf x 8.001 = 2M8 of Outside= 96.0"W x 50.0"H => 33.33 sf x 8.001 = 266.7 of 17 Rows adjusted for 221.0 of erimeter wall 3,410 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162.00' 12.0" Round Culvert L= 112.0' Ke= 0.500 Inlet 1 Outlet Invert= 162.00'/ 153.84' S= 0.07297' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.50' 4.0"Vert. Orliflce1Grate 0= 0.600 Limited to weir flow at low heads #3 Device 1 163.35' 6.0"Vert. OrificelGrate C= 0.600 Limited to weir flow at low heads #4 Device 1 163.85' 6.0"Vert. Orifice/Grate C= 0,600 Limited to weir flow at low heads #5 Device 1 165.25' 12.0" Horiz. OrificelGrate C=0.600 Limited to weir flow at low heads #6 Discarded 161.50' 1.020 inlhr Exfiltration over Surface area Phase-In= 0,01' Discarded OutFlow Max=0.03 cfs @ 7.50 hrs HW=161.55' (Free Discharge) t-6=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=1.38 cfs @ 12.19 hrs HW=164.12' TW=0.00' (Dynamic Tailwater) t- =Culvert (Passes 1.38 cfs of 4,81 cfs potential flow) 2=OriflcelGrate (Orifice Controls 0.61 cfs @ 6.80 fps) 3=OrlficelGrate (Orifice Controls 0.68 cfs @ 3.47 fps) =OrlficelGrate (Orifice Controls 0.19 cfs @ 1.77 fps) =0riflce1Grate ( Controls 0.00 cfs) 606 Sutton Proposed Conditions Hydrologic Analysis Type //t 24-hr 10-YearRainfa11=4.80" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD® 10,10-4a s/n 00401 02020 HydroCAD Software Solutions LLC -Page 39 Summary for Pond 2P; Infiltration System 2 Inflow Area 17,195 sf, 88.76% impervious, Inflow Depth = 4.22" for 10-Year event Inflow -- 1.80 cfs @ 12.08 hrs, Volume= 6,049 cf Outflow - 0.82 cfs @ 12.25 hrs, Volume= 6,049 cf, Atten= 54%, Lag= 10.0 min Discarded = 0.02 cfs @ 7.13 hrs, Volume= 1,782 of Primary - 0.81 cfs @ 12.25 hrs, Volume= 4,267 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt=0,01 hrs/3 Peak Hlev= 164.00' @ 12.25 hrs Surf.Area= 704 sf Storage= 1,911 of Plug-Flow detention time= 137.4 min calculated for 6,047 of(100% of inflow) Center-of-Mass det. time= 137.5 min (906.8-769.3 ) Volume Invert Avall.Storage Storage Description #1A 160.50' 141 cf 8.00'W x 88.001 x 6,17'H Field A 4,341 of Overall - 3,989 cf Embedded = 352 of x 40.0%Voids #2A 161.00, 2,955 cf retain_it retain It 5.0' x 11 Inside#1 Inside= 84.0"W x 60.0"H => 36.41 sf x 8.001 = 291.3 of Outside= 96.0"W x 68.0"H =>45.33 sf x 8.00'L= 362.7 of 1 Rows adjusted for 249A ef_perimeter wall 3,096 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 161.00' 12.0" Round Culvert L= 23.0' Ke= 0.500 Inlet/Outlet Invert= 161.00'1158.32' S= 0.1165 7' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 161.75' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 162.50' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 163.25' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 164.50' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 1 165.75' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #7 Discarded 160.50' 1.020 inlhr Exflltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.02 cfs @ 7.13 hrs HW=160.56' (Free Discharge) t-7=Exfiltration (Exfiitration Controls 0.02 cfs) Primary OutFlow Max=0.81 cfs @ 12.25 hrs HW=164.00' TW=0.00' (Dynamic Taliwater) t-- =Culvert (Passes 0.81 cfs of 5.97 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.34 cfs @ 7.01 fps) 3=Orifice/Grate (Orifice Controls 0.28 cfs @ 5.64 fps) =OriflcelGrate (Orifice Controls 0.19 cfs @ 3.79 fps) =Oriflce/Grate ( Controls 0.00 cfs) Orifice/Grate {Controls 0.00 cfs) i 505 Sutton Proposed Conditions Hydrologic Analysis Type UI 24-hr 10-Year Rainfall=4.80" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD810.10-4a sin 00401 02020 I I droCAD Software Solutions LLC Page 40 Summary for Pond 3P: Infiltration System 3 Inflow Area = 6,344 sf, 83.05% Impervious, Inflow Depth = 4.11" for 10-Year event Inflow - 0.65 cfs @ 12.08 hrs, Volume= 2,173 of Outflow - 0.32 cfs @ 12.23 hrs, Volume= 2,173 cf, Atten= 50%, Lag= 8.7 min Discarded = 0.01 cfs @ 9.15 hrs, Volume= 1,360 of Primary - 0.31 cfs @ 12.23 hrs, Volume= 813 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peals Elev= 164.36' @ 12.23 hrs Surf.Area= 576 sf Storage= 775 cf Plug-Flow detention time= 277.6 min calculated for 2,173 of(100% of inflow) Center-of-Mass det. time= 277.6 min ( 1,052.2 - 774.6) Volume Invert Avail.Stora e Storage Description #1A 162.50' 115 of 24.00'W x 24.00%x 3.17'H Field A 1,824 of Overall - 1,536 cf Embedded = 288 of x 40.0% Voids #2A 163.00' 970 of retain it retain it 2.0' x 9 Inside#1 Inside= 84.0"W_x 24.0"H => 13.78 sf x 8.001 = 110.3 of Outside= 96.0"W x 32.0"H => 21.33 sf x 8.00'L= 170.7 of 3 Rows adjusted for 22.7 of perimeter wall #3 165.00' 25 of 4.00'D x 2.00'H Access riser-Impervious 1,110 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices 41 Primary 163.00' 12.0" Round Culvert L= 34.0' Ke= 0.500 Inlet/Outlet Invert= 163,00'/ 160.00' S= 0.0882 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 164.00' 6.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 164.80' 12.0" Horiz, OrificelGrate C= 0.600 Limited to weir flow at low heads #4 Discarded 162.50' 1.020 inlhr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.01 cfs @ 9.15 hrs HW=162.55' (Free Discharge) t-4=E~xfiltration (E'xfiltration Controls 0.01 cfs) Primary OutFlow Max=0.31 cfs @ 12.23 hrs HW=164.36' TW=0.00' (Dynamic Tallwater) t- :Culvert (Passes 0.31 cfs of 3,51 cfs potential flow) 2_Ori€icelGrate (Orifice Controls 0.31 cfs @ 2.05 fps) 3 Ori€icelGrate ( Controls 0.00 cfs) Summary for Pond 4P: Infiltration System 4 Inflow Area = 18,058 sf, 93.02% Impervious, Inflow Depth = 4.33" for 10-Year event Inflow - 1.91 cfs @ 12.08 hrs, Volume= 6,522 of Outflow 1.26 cfs @ 12.17 hrs, Volume= 6,522 of, Atten= 34%, Lag= 5.3 min Discarded = 0.04 cfs @ 12.17 hrs, Volume= 3,424 of Primary - 1.22 cfs @ 12.17 hrs, Volume= 3,098 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 10-YearRainfa}1W4.80" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a s/n 00401 02020 H droCAD Software Solutions LLC Paige 41 Peak Elev= 167.43' @ 12,17 hrs Surf.Area= 1,428 sf Storage= 1,934 of Plug-Flow detention time= 174.1 min calculated for 6,620 cf(100% of inflow) Center-of-Mass det. time= 174.1 min (937.5 - 763.4) Volume Invert Avail.Stora a Storage Description #1A 165.50, 443 cf 42.00'W x 34.001 x 3.17'H Field A 4,522 cf Overall - 3,413 cf Embedded = 1,109 cf x 40.0% Voids #2A 166,00' 2,172 of retain it retain it 2.0' x 20 inside#1 Ins€de=84.0"W x 24.0"H => 13.78 sf x 8.001 = 110.3 cf Outside= 96.0"W x 32.0"H => 21.33 sf x 8.00'L= 170.7 cf 5 Rows adjusted for 34.0 cf perimeter wall #3 167.00' 25 cf 4.00'D x 2.00'H Vertical Cone/Cylinder-Impervious 2,640 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices _ #1 Primary 165.40' 12.0" Round Culvert L= 30.0' Ke: 0,500 Inlet/Outlet Invert= 165.40' 1 164.95' S= 0.0150 '1' Cc= 0.900 n= 0.012, Flow Area=0.79 sf #2 Device 1 166.80' 10.0"W x 6.0" H Vert, Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 167.80' 4.0' long x ON breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #4 Discarded 165.50' 1.020 inlhr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.04 cfs @ 12.17 hrs HW=167.43' (Free Discharge) t--4=Exfiitration (Exflltration Controls 0.04 cfs) Primary OutFlow Max=1.22 cfs @ 12.17 hrs HW=167.43' TW=163.84' (Dynamic Tailwater) t- =Culvert (Passes 1.22 cfs of 4.68 cfs potential flow) L.2=Orif€ce/Grate (Orifice Controls 1.22 cfs @ 2.93 fps) 3 Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 5P: Infiltration System 5 Inflow Area = 8,088 sf,100.00% Impervious, Inflow Depth = 4.56" for 10-Year event Inflow - 0.87 cfs @ 12.08 hrs, Volume= 3,076 cf Outflow = 0.58 cfs @ 12.17 hrs, Volume= 3,076 cf, Atten= 33%, Lag= 5.2 min Discarded = 0.01 cfs @ 5.77 hrs, Volume= 940 cf Primary = 0.57 cfs @ 12.17 hrs, Volume= 2,136 cf Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs /3 Peak Elev= 167.47' @ 12.17 hrs Surf.Area= 384 sf Storage= 554 of Plug-Flow detention time= 98.2 min calculated for 3,075 cf(100% of inflow) Center-of-Mass det, time=98.2 min (847.0-748.7) 506 Sutton Proposed Conditions Hydrologic Analysis Type Ill 24-hr 90-Year Rainfall=4.80" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H ydroCADO 10.10-4a s/n 00401 0 2020 H droCAD Software Solutions LLC Page 42 Volume - Invert Avail.Storage Storage Description #1A 155,50` 77 cf 16.00'W x 24.001 x 4.17'H Field A 1,600 cf Overall - 1,408 cf Embedded = 192 cf x 40.0% Voids #2A 166.00, 976 cf retain It retain it 3.0' x 6 inside#1 Inside= 84.0"W_x 36.0"H => 21.33 sf x 8.00'L = 170.6 of Outside= 96.0"W x 44.0"H => 29.33 sf x 8.001 = 234.7 cf 2 Rows adjusted for 47.2 cf perimeter wall #3 159,00, 13 cf 4.00'D x 1.00'H Access riser-Impervious 1,066 cf Total Available Storage - Storage Group A created with Chamber Wizard Device Routing invert Outlet Devices #1 Primary 156.00' 12.0" Round Culvert L=43.0' Ke= 0.500 Inlet 1 Outlet Invert= 156.00'/ 155.57' S= 0.0100'/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 156.50' 6.0"Vert. OrificelGrate C= 0.600 Limited to weir flow at low heads #3 Device 1 158.25' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 158.80' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 155.50' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.01 cfs @ 5.77 hrs HW=155.55' (Free Discharge) 'L-5=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.57 cfs @ 12.17 hrs HW=157.47' TW=0.00' (Dynamic Tailwater) =Culvert (Passes 0.57 cfs of 3.66 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.57 cfs @ 4.19 fps) 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 6P: Detention System 'I Inflow Area = 46,742 sf, 89,50% Impervious, Inflow Depth = 3.39" for 10-Year event Inflow = 4.01 cfs @ 12.10 hrs, Volume= 13,189 cf Outflow - 0.34 cfs @ 13.29 hrs, Volume= 13,063 cf, Atten= 92%, Lag= 71.6 min Primary - 0.34 cfs @ 13.29 hrs, Volume= 13,063 cf Routing by Dyn-Stor-Ind method, Time Span= 0,00-36,00 hrs, dt= 0.01 hrs 13 Peak Elev= 164.65' @ 13,29 hrs Surf.Area= 3,840 sf Storage= 7,282 of Plug-Flow detention time= 277.4 min calculated for 13,059 cf(99% of inflow) Center-of-Mass det, time= 271.4 min ( 1,041.2 - 769.8) Volume Invert Avail.Storage Storage Description #1A 162.60' 0 cf 120.00'W x 32.001 x 4.67'H Field A 17,920 cf Overall 17,920 cf Embedded = 0 cf x 0.0% Voids #2A 162.50' 13,569 cf retain_it retain It 4.0' x 60 Inside#1 inside= 84.0"W x 48.0"H => 28.87 sf x 8.00'L= 230.9 cf Outside= 96.0"W x 56,0"H => 37.33 sf x 8.00'L = 298.7 cf 15 Rows adjusted for 286,9 of perimeter wail #3 166.50, 50 cf 4.00'D x 2.00'H Access riser x 2 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 10-Year Rainfall=4.80" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD®10.104a s/n 00401 ©2020 HydroCAD Software Solutions LLC Page 43 13,620 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 161.00' 12,0" Round Culvert L= 34.0' Ke= 0.500 Inlet/Outlet Invert= 161.00'1158,32' S= 0.0788 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.50' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 165.00' 3.0"Vert. Orifice/Grate C= 0.600 limited to weir flow at low heads #4 Device 1 165.70' 3.0"Vert. Orifice/Grate C= 0.600 limited to weir flow at low heads #5 Device 1 166,40' 4.0' long x ON breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.34 cfs @ 13.29 hrs HW=164.65' TW=0.00' (Dynamic Tailwater) t--- =Culvert (Passes 0.34 cfs of 6.71 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.34 cfs @ 6.85 fps) 3=Orifice1Grate ( Controls 0.00 cfs) =0rlficelGrate ( Controls 0.00 cfs) =Broad-Crested Rectangular Weir (Controls 0,00 cfs) 505 Sutton Proposed Conditions Hydrologic Analysis Type f1124-hr 25-Year Rainfall=6.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a sin 00401 02020 H droCAD Software Solutions LLC Page 44 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PSI: Runoff Area=28,684 sf 87.28% Impervious Runoff Depth=5.41" Tc=6.0 min CN=95 Runoff=3.79 cfs 12,935 cf Subcatchment PSI 0: Runoff Area=6,344 sf 83.05% Impervious Runoff Depth=5.30" Tc=6.0 min CN=94 Runoff=0,83 cfs 2,800 cf Subcatchment PSI I: Runoff Area=18,058 sf 93.02% Impervious Runoff Depth=5.53" Tc=6.0 min CN=96 Runoff=2.41 cfs 8,318 cf Subcatchment PSI2: Runoff Area=12,635 sf 0.00% impervious Runoff Depth=3.18" Tc=6.0 min CN=74 Runoff=1.08 cfs 3,353 cf Subcatchment PS2: Runoff Area=17,195 sf 88.76% Impervious Runoff Depth=5.41" Tc=6.0 min CN=95 Runoff=2.27 cfs 7,754 cf Subcatchment PS3: Runoff Area=6,323 sf 68.67% Impervious Runoff Depth=4.85" Tc=6.0 min CN=90 Runoff=0,79 cfs 2,553 of Subcatchment PS4: Runoff Area=12,170 sf 27,64% Impervious Runoff Depth=3.88" Tc=6.0 min CN=81 Runoff=1.26 cfs 3,939 cf Subcatchment PSS: Runoff Area=11,868 sf 67.04% Impervious Runoff Depth=4.85" Tc=6.0 min CN=90 Runoff=1.48 cfs 4,793 of Subcatchment PS6: Runof€Area=4,932 sf 0.00% Impervious Runoff Depth=3.18" Tc=6.0 min CN=74 Runoff=0.42 cfs 1,309 of Subcatchment PS7: Runoff Area=2,810 sf 0.00% Impervious Runoff Depth=3.18" Tc=6.0 min CN=74 Runoff=0.24 cfs 746 cf Subcatchment PS8: Runoff Area=23,201 sf 7.51% Impervious Runoff Depth=3.28" Flow Length=280' Tc=6.2 min Ul Adjusted CN=75 Runoff=2.04 cfs 6,346 of Subcatchment PS8A: Runoff Area=8,088 sf 100.00% Impervious Runoff Depth=5.76" Tc=6.0 min CN=98 Runoff=1.09 cfs 3,883 of Subcatchment PS9: Runoff Area=12,941 sf 100.00% impervious Runoff Depth=5.76" Tc=6.0 min CN=98 Runoff=1.75 cfs 6,214 cf Reach DPI: Inflow=6.69 cfs 43,724 cf Outflow=6.69 cfs 43,724 of Reach DP2: Inflow=2.04 cfs 6,346 cf Outflow=2.04 cfs 6,346 cf Reach DP3: Outflow=0.00 cfs 0 cf 506 Sutton Proposed Conditions Hydrologic Analysis Type I1124-hr 25-Year Rainfall=6.00° Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCADO 10.10-4a s/n 00401 OO 2020 HydroCAD Software Solutions LLC Page 45 Reach DP4: Inflow=1.08 cfs 3,353 of Outflow=1.08 cfs 3,353 cf Reach DIPS: Inflow=0.24 cfs 746 of Outflow=0.24 cfs 746 of Pond 1 P: tnflitration System 1 Peak Elev=164.43' Storage=2,436 of [nflow=2.95 cfs 10,076 of Discarded=0.03 cfs 2,663 of Primary=1.97 cfs 7,413 of Outflow=1.99 cfs 10,076 of Pond 2P: Infiltration System 2 Peak Elev=164.62' Storage=2,281 of Inflow=2.27 cfs 7,764 of Discarded=0.02 cfs 1,849 of primary=1,02 cfs 5,906 of Outflow=1.03 cfs 7,754 of Pond 3P: Infiltration System 3 Peak Elev=164.58' Storage=879 of Inflow=0.83 cfs 2,800 of Discarded=0.01 cfs 1,455 of Primary=0.54 cfs 1,345 of Outflow=0.55 cfs 2,800 of Pend 4P: Infiltration System 4 Peak Elev=167.66' Storage=2,190 of inflow=2.41 cfs 8,318 of Discarded=0.04 cfs 3,690 of Primary=1.55 cfs 4,628 of Outflow=1.59 cfs 8,318 of Pond 5P: Infiltration System 5 Peak Elev=157.78' Storage=656 cf Inflow=1.09 cfs 31883 of Discarded=0.01 cfs 970 of Primary=0.68 cfs 2,914 of Outflow=0.69 cfs 3,883 of Pond 6P: Detention System 1 Peak Elev=165.36` Storage=9,705 cf Inflow=5.15 cfs 17,564 cf OutfiowT0.51 cfs 17,415 of Total Runoff Area= 166,249 sf Runoff Volume =64,943 of Average Runoff Depth =4.72" 39.00% Pervious = 64,461 sf 61.00% Impervious= 100,798 sf 605 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 25-Year Rainfall=6.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a sln 00401 0 2020 H droCAD Software Solutions LLC Pa e 46 Summary for Subcatchment PSI: Runoff - 3,79 cfs @ 12.08 hrs, Volume= 12,935 cf, Depth= 5.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6,00" Area (sD ON Description /o 3,650 74 >75 Grass cover, Good, HSG _ * o G C 24,047 98 Paved parking, HSG C 987 98 Unconnected pavement, HSG C 28,684 95 Weighted Average 3,650 12.72% Pervious Area 25,034 87.28% Impervious Area 987 3.94% Unconnected Te Length Slope Velocity Capacity Description min feet ft/ft) (ftfsec) (cfs 6.0 Direct Entry, Summary for Subcatchment PS10: Runoff - 0.83 cfs @ 12,08 hrs, Volume= 2,800 cf, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-ON, Time Span= 0,00-36,00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Area (so ON Description 5,034 98 Roofs, HSG C 1,075 74 >75% Grass cover, Good, HSG C 235 98 Unconnected pavement, HSG C 6,344 94 Weighted Average 1,075 16.95% Pervious Area 5,269 83.05% Impervious Area 235 4.46% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6,0 Direct Entry, Summary for Subcatchment PSI I: Runoff = 2.41 cfs @ 12.08 hrs, Volume= 8,318 cf, Depth= 5.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-36,00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" 605 Sutton Proposed Conditions Hydrologic Analysis Type/1/24-hr 25-Year Rainfall=6.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD@ 10.10-4a sln 00401 ©2020 H droCAD Software Solutions LLC Pacie 47 Area(sf) CN Description 16,798 98 Roofs, HSG C ^ 1,260 74 >75% Grass cover, Good, HSG C 18,058 96 Weighted Average 1,260 6.98% Pervious Area 16,798 93.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) _ 6.0 Direct Entry,=,...,....._,...._...,........_ Summary for Subcatchment PSI2: Runoff - 1.08 cfs @ 12.09 hrs, Volume= 3,353 cf, Depth= 3.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Area_(sf) CN Description 12,635 74 >75% Grass cover, Good, HSG C 12,635 100,00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6,0 Direct Entry, Summary for Subcatchment PS2: Runoff = 2.27 cfs @ 12.08 hrs, Volume= 7,754 cf, Depth= 5.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Area (sD CN Description 1,932 74 >75% Grass cover, Good, HSG C 6,188 98 Paved parking, HSG C 3,495 98 Unconnected pavement, HSG C 5,680 98 Roofs, HSG C 17,195 95 Weighted Average 1,932 11.24% Pervious Area 15,263 88.76% Impervious Area 3,495 22.90% Unconnected Te Length Slope Velocity Capacity Description min feet fUft ft/sec cfs 6.0 Direct Entry, I 505 Sutton Proposed Conditions Hydrologic Analysis Type Il124-hr 25-Year RainfaN=6.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD® 10.10-4a s/n 00401 ©2020 HydroCAD Software Solutions LLG _ Page 48 Summary for Subcatchment PS3: Runoff - 0.79 cfs @ 12.08 hrs, Volume= 2,553 cf, Depth= 4.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Area (so CNDescription 1,981 74 >75% Grass cover, Good, HSG C 3,964 98 Paved parking, HSG C 378 98 Unconnected pavement, HSG C 6,323 90 Weighted Average 1,981 31.33% Pervious Area 4,342 68.67% Impervious Area 378 8.71% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ., ..,.,.. ,.. ...,...,...,.__—__ Summary for Subcatchment PS4: Runoff — 1.26 cfs @ 12.09 hrs, Volume= 3,939 cf, Depth= 3.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0,01 hrs Type III 24-hr 25-Year Rainfall=6.00" Area(s( CN Description 8,806 74 >75% Grass cover, Good, HSG C 3,364 98 Paved parking, HSG_C 12,170 81 Weighted Average 8,806 72.36% Pervious Area 3,364 27.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, _ Summary for Subcatchment PS5: Runoff - 1,48 cfs @ 12.08 hrs, Volume= 4,793 cf, Depth= 4.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" 505 Sutton Proposed Conditions Hydrologic Analysis Type 1/124-hr 25-YearRainfa11=6.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD® 10.10-4a s/n 00401 O 2020 HydroCAD Software Solutions LLC Page 49 Area(so CN Description _- 3,912 74 >75% Grass cover, Good, HSG C 5,821 98 Paved parking, HSG C 1,087 98 Unconnected pavement, HSG C 1,048 98 Roofs, HSG C 11,868 90 Weighted Average 3,912 32.96% Pervious Area 7,956 67.04% impervious Area 1,087 13.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS6: Runoff 0.42 cfs @ 12.09 hrs, Volume= 1,309 cf, Depth= 3.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36,00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6,00" Area (so CN Description 4,932 74 >75% Grass cover, Good, HSG C 4,932 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS7: Runoff - 0.24 cfs @ 12.09 hrs, Volume-- 746 of, Depth= 3.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type [it 24-hr 25-Year Rainfall=6.00" Areas CN Description 2,810 74 >75% Grass cover, Good, HSG C 2,810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (mica) (feet) (ft/ft) (ft/sec) cfs) 6.0 Direct Entry, 505 Sutton Proposed Conditions Hydrologic Analysis Type !li 24-hr 25-Year Rainfall=6.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a s/n 00401 02020 H droCAD Software Solutions LLC Page 50 Summary for Subcatchment PS8: Runoff = 2.04 cfs @ 12.09 hrs, Volume= 6,346 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Area_(sO _ CN Adj Description 21,458 74 >75% Grass cover, Good, .SG,."...__ d H. C 1,743 98 Unconnected pavement, HSG C 23,201 76 75 Weighted Average, Ul Adjusted 21,458 92.49% Pervious Area 1,743 7.51% Impervious Area 1,743 100.00% Unconnected Tc Length Slope Velocity Capacity Description min feel ft/ft ft/sec cfs 4.9 50 0.0300 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.3 210 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 20 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.2 280 Total Summary for Subcatchment PS8A: Runoff = 1.09 cfs @ 12.08 hrs, Volume= 3,883 cf, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.00" Area_(sf) _ CN Description 8,088 98 Roofs HSG C 8,088 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Ent Summary for Subcatchment PS9: Runoff - 1.75 cfs @ 12.08 hrs, Volume= 6,214 cf, Depths 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span 0.00-36.00 hrs, dt= 0.01 hrs Type Ili 24-hr 25-Year Rainfall=6.00" 505 Sutton Proposed Conditions Hydrologic Analysis Type Ilt 24-hr 25-Year Rainfa#M6.00" Prepared by The Morin-Cameron Group, Inc. Printed 10112/2021 HydroCAD® 10.10-4a s/n 00401 ©2020 HydroCAD Software Solutions LLC Page 51 Areas CN Description 12,941 98 Roofs HSG C 12,941 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min feet fUft) (ft{sec) (cfs 6.0 Direct Entry, Summary for Reach DPI: Inflow Area = 126,603 sf, 78.24% Impervious, Inflow Depth > 4.14" for 25-Year event Inflow = 6.69 cfs @ 12.12 hrs, Volume= 43,724 of Outflow 6.69 cfs @ 12.12 hrs, Volume= 43,724 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP2: Inflow Area 23,201 sf, 7.51% Impervious, Inflow Depth = 3,28" for 25-Year event Inflow - 2.04 cfs @ 12.09 hrs, Volume= 6,346 of Outflow - 2.04 cfs @ 12.09 hrs, Volume= 6,346 of, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP3: Summary for Reach DP4: Inflow Area = 12,635 sf, 0.00% Impervious, Inflow Depth = 3.18" for 25-Year event Inflow - 1.08 cfs @ 12.09 hrs, Volume= 3,353 cf Outflow W 1.08 cfs @ 12.09 hrs, Volume= 3,353 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP5: j Inflow Area = 2,810 sf, 0.00% Impervious, Inflow Depth = 3.18" for 25-Year event Inflow -- 0.24 cfs @ 12.09 hrs, Volume- 746 cf Outflow - 0.24 cfs @ 12.09 hrs, Volume= 746 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 505 Sutton Proposed Conditions Hydrologic Analysis Type Ill 24-hr 25-Year Rainfall=6.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCADV 10.1_0-4a s/n 00401 02020 HydroCAD Software Solutions LLC Page fit Summary for Pond 'I P: Infiltration System 1 Inflow Area = 24,196 sf, 71,43% Impervious, Inflow Depth = 5.00" for 25-Year event Inflow - 2.95 cfs @ 12.08 hrs, Volume= 10,076 cf Outflow - 1.99 cfs @ 12.17 hrs, Volume 10,076 cf, Atten= 33%, Lag= 5.1 min Discarded = 0.03 cfs @ 6.66 hrs, Volume= 2,663 of Primary - 1.97 cfs @ 12.17 hrs, Volume= 7,413 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 164.43' @ 12.17 hrs Surf.Area= 1,088 sf Storage= 2,436 cf Plug-Flow detention time= 98.1 min calculated for 10,073 cf(100% of inflow) Center-of-Mass det. time= 98.2 min ( 864.3 - 766.0) Volume _ Invert Avail.StorageStorage Description #1A 161.50 218 cf 136.00 W x 8.001..x 4.67 H Field dA 5,077 cf Overall -4,533 cf Embedded = 544 cf x 40.0% Voids #2A 162.00' 3,192 cf retain-it retain it 3.5' x 17 Inside#1 Inside 84.0"W x 42.0"H => 25,10 sf x 8.001= 200.8 cf Outside= 96.0"W x 50.0"H => 33.33 sf x 8,00'L = 266.7 cf 17 Rows adjusted for 221.0 cf perimeter wall 3,410 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 162.00' 12.0" Round Culvert L= 112.0' Ke= 0.500 Inlet/Outlet Invert= 162.00'/ 153.84' S= 0.0729 T Cc= 0.900 n= 0.012, Flow Area=0,79 sf #2 Device 1 162.50' 4.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 163.35' 6.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 163.85' 6.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 165.25' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Discarded 161.50' 1.020 In/hr Exfiltration over Surface area Phase-ln= 0.01' Discarded OutFtow Max=0.03 cfs @ 6.56 hrs HW=161.55' (Free Discharge) t--6=Exflltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=1.97 cfs @ 12.17 hrs HW=164.43' TW=0.00' (Dynamic Tailwater) t-1=Culvert (Passes 1.97 cfs of 5.26 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.66 cfs @ 6.40 fps) 3=Oriflce1Grate (Orifice Controls 0.86 cfs @ 4.39 fps) =Orifice/Grate (Orifice Controls 0.54 cfs @ 2.77 fps) =Orifice/Grate ( Controls 0.00 cfs) 606 Sutton Proposed Conditions Hydrologic Analysis Type //I 24-hr 25-Year Rainfall=6.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD®10.10-4a s/n 00401 02020 HydroCAD Software Solutions LLC Page 53 Summary for Pond 2P: Infiltration System 2 Inflow Area = 17,195 sf, 88.76% Impervious, Inflow Depth = 5.41" for 25-Year event Inflow - 2.27 cfs @ 12.08 hrs, Volume= 7,754 cf Outflow = 1.03 cfs @ 12.25 hrs, Volume= 7,754 of, Atten= 55%, Lag= 10.1 min Discarded = 0.02 cfs @ 6.04 hrs, Volume= 1,849 of Primary 1.02 cfs @ 12.25 hrs, Volume= 6,906 cf Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peale Plev= 164.62' @ 12.25 hrs Surf.Area=704 sf Storage= 2,281 cf Plug-Flow detention time= 118.5 min calculated for 7,764 of(100% of inflow) Center-of-Mass det. time= 118.4 min ( 882.1 -763.6) Volume Invert Avail.Stora a Storage Description #1A 160,60, 141 of 8.00'W x 88.00%x 6.1TH Field A 4,341 of Overall - 3,989 of Embedded = 352 cf x 40.0%Voids #2A 161.00' 2,955 of retain-it retain it 5.0' x 11 inside#1 Inside= 84.0"W x 60.0"H => 36.41 sf x 8.00'L= 291.3 of Outside=96.0"W x 68.0"H => 45.33 sf x 8.00'L= 362.7 of _ 1 Rows adjusted for 249.4 of perimeter wall 3,096 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices _ - #1 Primary 161.00' 12.0" Round Culvert L= 23.0' Ke= 0.500 ^ Inlet/Outlet Invert= 161.00'/ 158.32' S= 0.1165 '/' Cc=0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 161.75' 3.0"Vert, Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 162,50' 3.0"Vert. Orifice1Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 163.25' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 164.50' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 1 165.75' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #7 Discarded 160,50' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.02 cfs @ 6.04 hrs HW=160.56' (Free Discharge) t-7=Fxfiltratlon (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=1.02 cfs @ 12.25 hrs HW=164.62' TW=0.00' (Dynamic Tailwater) t- =Culvert (Passes 1.02 cfs of 6.68 cfs potential flow) 2=Oriflce/Grate (Orifice Controls 0.39 cfs @ 7.98 fps) 3=Orifice/Grate (Orifice Controls 0.33 cfs @ 6.80 fps) Orifice/Grate (Orifice Controls 0.26 cfs @ 5.38 fps) =Orifice/Grate (Orifice Controls 0.03 cfs @ 1.19 fps) =Orifice/Grate ( Controls 0.00 cfs) 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 25-Year Rainfa11=6.00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD@ 10.10-4a s1n 00401 02020 H droCAD Software Solutions LLC Page 54 Summary for Pond 3P: Infiltration System 3 Inflow Area = 6,344 sf, 83.05% Impervious, Inflow Depth = 5.30" for 25-Year event Inflow - 0.83 cfs @ 12.08 hrs, Volume= 2,800 of Outflow = 0.55 cfs @ 12.17 hrs, Volume= 2,800 of, Atten= 33%, Lag= 5.2 min Discarded = 0.01 cfs @ 8.43 hrs, Volume= 1,456 of Primary - 0,54 cfs @ 12.17 hrs, Volume= 1,345 of Routing by Dyn-Stor-Ind method, Time Span= 0,00-36.00 hrs, dt=0.01 hrs 13 Peak Elev= 164.58' @ 12.17 hrs Surf.Area= 576 sf Storage= 879 of Plug-Flow detention time= 236.9 min calculated for 2,800 of(100% of inflow) Center-of-Mass det. time= 236.9 min ( 1,005.4- 768.5) Volume _ Invert Avail.Storage Storage Description #1A 162.50' 115 of 24.00'W x 24.00%x 317'H F �T Field A 1,824 of Overall - 1,536 of Embedded 288 of x 40.0% Voids #2A 163,00' 970 of retain it retain it 2.0' x 9 Inside#1 Inside= 84.0"W_x 24.0"H => 13.78 sf x 8.001 = 110.3 of Outside= 96.0"W x 32.0"H => 21.33 sf x 8.001 = 170.7 of 3 Rows adjusted for 22.7 of perimeter wall #3 165,00'_ 25 of 4.00'D x 2.00'H Access riser-Impervious 1,110 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 163.00' 12.0" Round Culvert L= 34.0' Ke= 0.600 Inlet/Outlet Invert= 163.00'/ 160.00' S= 0.0882 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 164,00' 6.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 164.80' 12.0" Horix. 0rificelGrate C= 0.600 Limited to weir flow at low heads #4 Discarded 162.50' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.01 cfs @ 8.43 hrs HW=162.55' (Free Discharge) t-A=Exfiltration (Exfiltration Controls 0,01 cfs) Primary OutFlow Max=0.54 cfs @ 12.17 hrs HW=164.58' TW=0.00' (Dynamic Tailwater) t- =Culvert (Passes 0.54 cfs of 3.92 cfs potential flow) 2_Orifice/Grate (Orifice Controls 0.54 cfs @ 2.75 fps) lll���3 OrificelGrate ( Controls 0.00 cfs) Summary for Pond 4P: Infiltration System 4 Inflow Area = 18,058 sf, 93.02% Impervious, Inflow Depth = 5.53" for 25-Year event Inflow - 2.41 cfs @ 12.08 hrs, Volume= 8,318 of Outflow - 1.59 cfs @ 12.17 hrs, Volume= 8,318 of, Atten= 34%, Lag= 5.3 min Discarded 0.04 cfs @ 12.17 hrs, Volume 3,690 of Primary 1.65 cfs @ 12,17 hrs, Volume= 4,628 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 25-Year Rainfall=6,00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a s/n 00401 O 2020 H droCAD Software Solutions LLC Page 55 Peak Elev= 167.66' @ 12.17 hrs Surf.Area= 1,428 sf Storage= 2,190 of Plug-Flow detention time= 153.9 min calculated for 8,316 of(100% of inflow) Center-of-Mass det. time= 154.0 min ( 912.2 - 758.2) Volume Invert Avail.Stora a Storage Description #1A 165.50' 443 of 42.00'W x 34.00'L x 3.17'H Field A 4,522 of Overall-3,413 of Embedded = 1,109 of x 40.01/16 Voids #2A 166,00' 2,172 of retain_It retain It 2.0' x 20 inside#1 Inside= 84.0"W x 24.0"H => 13.78 sf x 8.00'L. = 110.3 of Outside=96.0"W x 32.0"H => 21.33 sf x 8.001= 170.7 of 5 Rows adjusted for 34.0 of perimeter wall #3 167.00' 25 of 4.00'D x 2.00'H Vertical Cone/Cylinder-Im ervious 2,640 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 165,40' 12.0" Round Culvert L= 30.0' Ke= 0.500 Inlet/Outlet Invert= 165.40'/ 164.95' S=0.0150 '1' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 166.80' 10.0"W x 6.0" H Vert.Orifice/Grate C=0.600 Limited to weir flow at low heads f#3 Device 1 167.80' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2,80 2.92 3.08 3.30 3.32 94 Discarded 165,50' 1.020 In/hr Exflltration over Wetted area Phase-in= 0.01' Discarded OutFlow Max=0.04 cfs @ 12,17 hrs HW=167.66' (Free Discharge) t--4=Exflltratlon (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=1.55 cfs @ 12.17 hrs HW=167.66' TW=164.35' (Dynamic Tailwater) tr =Culvert (Passes 1.55 cfs of 5.01 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.55 cfs @ 3.72 fps) LLL���3=Broad-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 5P: Infiltration System 5 Inflow Area = 8,088 sf,100.00% Impervious, Inflow Depth = 5.76" for 25-Year event Inflow - 1.09 cfs @ 12,08 hrs, Volume= 3,883 of Outflow -- 0.69 cfs @ 12.18 hrs, Volume= 3,883 of, Allen= 37%, Lag= 5.7 min Discarded = 0.01 cfs @ 4.36 hrs, Volume= 970 of Primary 0.68 cfs @ 12.18 hrs, Volume= 2,914 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 157,78' @ 12.18 hrs Surf.Area= 384 sf Storage= 656 of Plug-Flow detention time= 84.9 min calculated for 3,882 of(100% of inflow) Center-of-Mass det. time= 85.0 min (830.1 -745.1 ) 605 Sutton Proposed Conditions Hydrologic Analysis Type II! 24-hr 25-Year Rainfall=6,00" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCADO 10.10-4a sln 00401 02020 H droCAD Software Solutions LLC Page 56 Volume Invert_ Avail.Storage Storage Description #1A 155.50' 77 of 16.00'W x 24.00'L.x 4.17'H Field A 1,600 of Overall - 1,408 of Embedded = 192 of x 40.0% Voids #2A 156.00' 976 of retain it retain it 3.0' x 6 Inside#1 Inside= 84.0"W x 36.0"H => 21.33 sf x 8.001 = 170.6 of Outside= 96.0"W x 44.0"H => 29.33 sf x 8.001 = 234.7 of 2 Rows adjusted for 47.2 of perimeter wall #3 159.00' 13 of 4.00'D x 1.00'H Access riser-Im pervious 1,066 of Total Available Storage Storage Group A created with Chamber Wizard Device Routin Invert Outlet Devices #1 Primary 156.00' 12.0" Round Culvert L=43.0' Ke= 0.500 Inlet/Outlet Invert= 156.00'1155.57' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 156.50' 5.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 158.25' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 158.80' 12.0" Horiz. OrificelGrate C= 0.600 Limited to weir flow at low heads #5 Discarded 155.50' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.01 cfs @ 4.36 hrs HW=155.55' (Free Discharge) L5=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.68 cfs @ 12.18 hrs HW=157.78' TW=0.00' (Dynamic Tailwater) 't- 1=Culvert (Passes 0.68 cfs of 4.26 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.68 cfs @ 4.98 fps) 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 6P: Detention System 1 Inflow Area 46,742 sf, 89,50% Impervious, Inflow Depth = 4,51" for 25-Year event Inflow - 5.15 cfs @ 12.09 hrs, Volume= 17,664 of Outflow = 0.51 cfs @ 13.06 hrs, Volume= 17,415 of, Atten= 90%, Lag= 58.2 min Primary - 0.51 cfs @ 13.06 hrs, Volume= 17,415 of Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 165.36' @ 13.06 hrs Surf.Area= 3,840 sf Storage= 9,705 of Plug-Flow detention time= 294.4 min calculated for 17,415 of(99% of inflow) Center-of-Mass det. time= 288.9 min ( 1,054.5 -765.7 ) Volume Invert Avail.Storage Storage Description #1A 162,60' 0 of 120.00'W x 32.00%x 4.67'H Field A 17,920 of Overall - 17,920 of Embedded = 0 of x 0.0% Voids #2A 162.50' 13,569 of retain_it retain it 4.0' x 60 Inside#1 Inside= 84.0"W x 48A"H => 28.87 sf x 8,00'L = 230.9 of Outside= 96.0"W x 56.0"H => 37,33 sf x 8.001 = 298.7 of 15 Rows adjusted for 286.9 of perimeter wall #3 166.50' 50 of 4.00'D x 2.00'H Access riser x 2 505 Sutton Proposed Conditions Hydrologic Analysis Type 1/124-hr 25-Year Rainfall=6.00" Prepared by The Morin-Cameron Group, Inc. Printed 1 011 2/2 02 1 HydroCADO 10.10-4a sin 00401 0 2020 HydroCAD Software Solutions LLC Page 57 13,620 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing invert Outlet Devices #1 Primary 161.00' 12.0" Round Culvert L= 34.0' Ke= 0.500 Inlet/Outlet Invert= 161.00' / 158.32' S= 0.0788 T Cc= U00 n= 0.012, Flow Area 0.79 sf #2 Device 1 162,50' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 165.00' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 165.70' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads 45 Device 1 166.40' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutF'low Max=0.51 cfs @ 13.06 hrs HW=165.36' TW=0.00' (Dynamic Tailwater) "C-- =Culvert (Passes 0.51 cfs of 7.43 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.39 cfs @ 7.96 fps) 3=Orifice/Grate (Orifice Controls 0.11 cfs @ 2.34 fps) Orifice/Grate ( Controls 0.00 cfs) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) iE I 3 d 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 100-Year Rainfall=6,60" Prepared by The Morin-Cameron Group, Inc, Printed 10/12/2021 H droCADS 10.10-4a s/n 00401 02020 H droOAD Software Solutions LLC Page 58 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Star-Ind method Subcatchment PSI: Runoff Area=28,684 sf 87,28% Impervious Runoff Depth=8.00" Tc=6.0 min CN=95 Runoff=5.50 cfs 19,121 of Subcatchment PS10: Runoff Area=6,344 sf 83,05% Impervious Runoff Depth=7.88" Tc=6.0 min CN=94 Runoff=1.21 cfs 4,166 of Subcatchment PSI 1: Runoff Area=18,058 sf 93.02% Impervious Runoff Depth=8.12" Tc=6.0 min CN=96 Runoff=3.48 cfs 12,218 of Subcatchment PS12: Runoff Area=12,635 sf 0.00% Impervious Runoff Depth=5.47" Tc=6.0 min CN=74 Runoff=1.85 cfs 5,755 of Subcatchment PS2: Runoff Area=17,195 sf 88.76% Impervious Runoff Depth=8.00" Tc=6.0 min CN=95 Runoff=3.30 cfs 11,462 cf Subcatchment PS3: Runoff Area=6,323 sf 68.67% Impervious Runoff Depth=7.40" Tc=6.0 min CN=90 Runoff=1.17 cfs 3,697 cf Subcatchment PS4: Runoff Area=12,170 sf 27.64% Impervious Runoff Depth=6.31" To=6.0 min CN=81 Runoff=2.02 cfs 6,400 of Subcatchment PS5: Runoff Area=11,868 sf 67,04% Impervious Runoff Depth=7.40" Tc=6.0 min CN=90 Runoff=2.20 ofs 7,315 cf Subcatchment PS6., Runoff Area=4,932 sf 0.00% Impervious Runoff Depth=5.47" Tc=6.0 min CN=74 Runoff=0.72 cfs 2,246 of Subcatchment PS7: Runoff Area=2,810 sf 0.00% Impervious Runoff Depth=5.47" Tc=6.0 min CN=74 Runoff=0.41 cfs 1,280 of Subcatchment P88: Runoff Area=23,201 sf 7.51% Impervious Runoff Depth=5.59" Flow Length=280' Tc=6.2 min UI Adjusted CN=75 Runoff=3.44 cfs 10,800 of Subcatchment PS8A: Runoff Area=8,088 sf 100.00% Impervious Runoff Depth=8.36" Tc=6.0 min CN=98 Runoff=1.57 ofs 5,635 of Subcatchment PS9: Runoff Area=12,941 sf 100.00% Impervious Runoff Depth=8.36" Tc=6.0 min CN=98 Runoff=2.51 cfs 9,015 of Reach DP1: Inflow=10.15 cfs 69,914 of Outflow=10.15 cfs 69,914 of Reach DP2: Inflow=3.44 o€s 10,600 of Outflow=3.44 cfs 10,800 of Reach DP3: Outfiow=0.00 cfs 0 of 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 100-Year Rainfall=8.60" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCADO 10.10-4a sln 00401 ©2020 N droCAD Software Solutions LLC Page 59 Reach DP4: Inflow=1.85 cfs 5,755 of Outflow=1.85 cfs 5,755 of Reach DP5: Inflow=0.41 cfs 1,280 of Outflow=0.41 cfs 1,280 of Pond 1P: Infiltration System 1 Peak Elev=165.15' Storage=3,092 of Inflow=4.40 cfs 15,159 of Discarded=0.03 cfs 2,803 of Primary=2.81 cfs 12,357 of Outflow=2.84 cfs 15,159 of Pond 2P: Infiltration System 2 Peak Elev=165.81' Storage=2,982 of lnflow=3.30 cfs 11,462 of Discarded=0.02 cfs 1,931 of Primary=1.66 cfs 9,531 of Outflow=1.67 cfs 11,462 of Pond 3P: Infiltration System 3 Peak Elev=164.88' Storage=1,027 of Inflow=1.21 cfs 4,165 of Discarded=0.01 cfs 1,576 of Primary=0.98 cfs 2,577 of Outflow=1.00 cfs 4,152 of Pond 4P: Infiltration System 4 Peak Elev=167.97' Storage=2,558 of Inflow=3.48 cfs 12,218 of Discarded=0.04 cfs 4,057 of Primary=2.73 ofs 8,162 of Outflow=2.78 cfs 12,218 of Pond 5P: Infiltration System 5 Peak Eiev=158.50' Storage=891 of Inflow=1.67 cfs 5,635 of Discarded=0.01 cfs 1,002 of Primary=0.96 cfs 4,632 of Outflow=0.97 cfs 5,635 of Pond 6P: Detention System 1 Peak Elev=166.75' Storage=13,576 of inflow=7.66 cfs 27,282 of Outflow=3.40 cfs 27,101 of Total Runoff Area= 165,249 sf Runoff Volume= 99,310 of Average Runoff Depth= 7.21" 39.00% Porvfous =64,461 sf 61.00% Impervious= 100,798 sf i j 505 Sutton Proposed Conditions Hydrologic Analysis Type Ili 24-hr 100-Year Ralnfalf=8.60" Prepared by The Morin-Cameron Group, Inc. Printed 10112/2021 H droCAD@ 10.10-4a s/n 00401 O 2020 H droCAD Software Solutions Lt C Page 60 Summary for Subcatchment PSI: Runoff - 5,50 cfs @ 12,08 hrs, Volume= 19,121 cf, Depth= 8.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (sb CN Description * 3,650 74 >75% Grass cover, Good, HSG C 24,047 98 Paved parking, HSG C 987 98 Unconnected_pavement, HSG C 28,684 95 Weighted Average 3,650 12.72% Pervious Area 25,034 87.28% Impervious Area 987 3.94% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI0: Runoff 1.21 cfs @ 12.08 hrs, Volume= 4,165 cf, Depth= 7.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Areas CN Description 5,034 98 Roofs, HSG C 1,075 74 >75% Grass cover, Good, HSG C 235 98 Unconnected pavement, HSG C 6,344 94 Weighted Average 1,075 16.95% Pervious Area 5,269 83.05% Impervious Area 235 4.46% Unconnected Tc Length Slope Velocity Capacity Description min (feet) ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSI 1: Runoff W 3.48 cfs @ 12.08 hrs, Volume= 12,218 cf, Depth= 8.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" 505 Sutton Proposed Conditions Hydrologic Analysis Type Ill 24-hr 100-Year Rainfall=8.60" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCADO 10.10-4a s/n 00401 ©2020 H droCAD Software Solutions LLC Pa e 61 Area (sD CN Description _ 16,798 98 Roofs, HSG. C 1,260 74 >75% Grass cover, Good, HSG C 18,058 96 Weighted Average 1,260 6.98% Pervious Area 16,798 93.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) _ (ftlsec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PSI 2: Runoff - 1.85 cfs @ 12.09 hrs, Volume= 5,755 cf, Depth= 5.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" _ Area (sf) CN Description 12,635 74 >75% Grass cover, Good, HSG C 12,635 100.00% Pervious Area Ta Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PS2: Runoff — 3.30 cfs @ 12.08 hrs, Volume= 11,462 cf, Depth= 8.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type 111 24-hr 100-Year Rainfall=8.60" Areas ON Description 1,932 74 >75% Grass cover, Good, HSG C 6,188 98 Paved parking, HSG C 3,495 98 Unconnected pavement, HSG C 5,580 98 Roofs HSG C 17,195 95 Weighted Average 1,932 11.24% Pervious Area 16,263 88.76% Impervious Area 3,495 22,90% Unconnected Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.0 Direct Entry, 505 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 100-Year Ralnfa11-8.60" Prepared by The Morin-Cameron Group, Inc. Printed 10/1212021 Fi droCAD®10,10-4a stn 00401 02020 H droCAD Software Solutions LLC Page 62 Summary for Subcatchment PS3: Runoff 1.17 cfs @ 12.08 hrs, Volume= 3,897 of, Depth= 7.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (so, CN Description 1,981 74 >75% Grass cover, Good, HSG C 3,964 98 Paved parking, HSG C 378 98 Unconnected pavement, HSG C 6,323 90 Weighted Average 1,981 31.33% Pervious Area 4,342 68.67% Impervious Area 378 8.71% Unconnected To Length Slope Velocity Capacity Description (_min) (feet) (ftlft) _(ft/s_ec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS4: Runoff 2.02 cfs @ 12.09 hrs, Volume= 6,400 of, Depth= 6.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (sD CN Description 8,806 74 >75% Grass cover, Good, HSG C 3,364 98 Paved parking, HSG C 12,170 81 Weighted Average 8,806 72.36% Pervious Area 3,364 27.64% Impervious Area To Length Slope Velocity Capacity Description (min) feet ft/ft ft/sec cfs 6.0 Direct Entry, Summary for Subcatchment PSS: Runoff = 2.20 cfs @ 12.08 hrs, Volume= 7,315 of, Depth= 7.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Ra€nfall=8.60" 505 Sutton Proposed Conditions Hydrologic Analysis Type I//24-hr 100-Year Rainfall=8.60" Prepared by The Morin-Cameron Group, Inc. Printed 10/1212021 HydroCAD® 10.10-4a s/n 00401 ©2020 HydroCAD Software Solutions LLC Page 63 Area (sf) CN Description 3,912 74 >75% Grass cover, Good, HSG C 5,821 98 Paved parking, HSG C 1,087 . 98 Unconnected pavement, HSG C 1,048 98 Roofs HSG C 11,868 90 Weighted Average 3,912 32.96% Pervious Area 7,956 67.04% Impervious Area 1,087 13.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS6. Runoff - 0,72 cfs @ 12.09 hrs, Volume= 2,246 cf, Depth= 5.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8,60" Areas CN Description 4,932 74 >75% Grass cover, Good HSG C 4,932 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6,0 Direct Entry, Summary for Subcatchment PS7: Runoff — 0.41 cfs @ 12.09 hrs, Volume= 1,280 cf, Depths 5.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36,00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (sD CN Description 2,810 74 >75% Grass cover, Good, HSG C 2,810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, 505 Sutton Proposed Conditions Hydrologic Analysis Type III 24-hr 100-Year Rainfall=8.60" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HdroCAD® 10.10-4a sIn OOg01 -, --- ...._._ ©2020 HydroCAC3 Software are Solutions LLC Page 64 Summary for Subcatchment PS8: Runoff 3.44 cfs @ 12.09 hrs, Volume= 10,800 of, Depth= 5.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Areas CN Ad' Description 21,458 74 >75% Grass cover, Good, HSG C 1,743 98 Unconnected pavement, HSG C 23,201 76 75 Weighted Average, UI Adjusted 21,458 92.49% Pervious Area 1,743 7.51% Impervious Area 1,743 100,00% Unconnected To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 4.9 50 0.0300 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3,10" 1.3 210 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 20 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.2 280 Total Summary for Subcatchment PS8A: Runoff 1.57 cfs @ 12.08 hrs, Volume= 5,635 cf, Depth= 8.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=8.60" Area (sq CN Description 8,088 98 Roofs, HSG C 8,088 100.00% Impervious Area To Length Slope Velocity Capacity Description min feet) (ft/ft fUsec cfs 6.0 Direct Entry, Summary for Subcatchment PS9: Runoff - 2,51 cfs @ 12.08 hrs, Volume= 9,015 of, Depth= 8.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0,01 hrs Type III 24-hr 100-Year Rainfall=8.60" 506 Sutton Proposed Conditions Hydrologic Analysis Type Ili 24-hr 100-Year Rainfall=6.60" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD010.10-4a s/n 00401 02020 HydroCAD Software Solutions LLC Pace 65 Areas CN Description 12,941 98 Roofs, HSG C 12,941 100,00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftift) (ftlsec) (cfs) 6.0 Direct Entry, Summary for Reach DP1: Inflow Area = 126,603 sf, 78.24% Impervious, Inflow Depth > 6.63" for 100-Year event Inflow 10.15 cfs @ 12.12 hrs, Volume= 69,914 cf Outflow 10.15 cfs @ 12.12 hrs, Volume= 69,914 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP2: Inflow Area= 23,201 sf, 7.51% Impervious, Inflow Depth = 5.59" for 100-Year event Inflow - 3.44 cfs @ 12,09 hrs, Volume= 10,800 cf Outflow - 3,44 cfs @ 12,09 hrs, Volume= 10,800 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP3: Summary for Reach DP4: Inflow Area= 12,635 sf, 0.00% Impervious, Inflow Depth = 5.47" for 100-Year event Inflow - 1.85 cfs @ 12,09 hrs, Volume= 6,755 of Outflow - 1.85 cfs @ 12.09 hrs, Volume= 5,755 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Summary for Reach DP5: Inflow Area = 2,810 sf, 0.00% Impervious, Inflow Depth = 5.47" for 100-Year event Inflow = 0.41 cfs @ 12.09 hrs, Volume= 1,280 cf Outflow - 0.41 cfs @ 12.09 hrs, Volume= 1,280 cf, Atten=0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 0,00-36.00 hrs, dt= 0.01 hrs 13 505 Sutton Proposed Conditions Hydrologic Analysis Type It/24-hr 100-Year Rainfafi=8.60" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD®10.10-4a s/n 00401 OO 2020 H droCAD Software Solutions LLC Page 66 Summary for Pond 1 P: Infiltration System 1 Inflow Area = 24,196 sf, 71.43% Impervious, Inflow Depth = 7.52" for 100-Year event Inflow - 4.40 cfs @ 12.08 hrs, Volume= 16,159 of Outflow - 2.84 cfs @ 12.18 hrs, Volume= 15,159 of, Atten= 36%, Lag= 5.6 min Discarded = 0.03 cfs @ 4.34 hrs, Volume= 2,803 of Primary - 2.81 cfs @ 12.18 hrs, Volume= 12,357 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 166.16' @ 12.18 hrs Surf.Area= 1,088 sf Storage= 3,092 of Plug-Flow detention time= 77.5 min calculated for 15,155 of(100% of inflow) Center-of-Mass det. time=77.6 min ( 837.3- 759.8) Volume Invert AvaiLStora a Storage Description #1A 161.50' 218 of 136.00'W x 8.00%x 4.67'H Field A 5,077 of Overall -4,533 of Embedded = 544 of x 40.0% Voids #2A 162.00' 3,192 of retain_it retain it 3.5' x 17 Inside#1 W Inside= 84.0" x 42.0"H => 25.10 sf x 8.00'L = 200.8 of Outside= 96.0"W x 50.0"H => 33.33 sf x 8.00'L = 266.7 of 17 Rows adjusted for 221.0 of perimeter wall 3,410 of Total Available Storage Storage Group A created with Chamber Wizard Device _Routing Invert Outlet Devices #1 Primary 162.00' 12.0" Round Culvert L= 112.0' Ke= 0.500 Inlet/ Outlet Invert= 162,00'1 153,84' S= 0.0729 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.50' 4.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 163,35' 6.0"Vert. Orif1celGrate C= 0.600 Limited to weir flow at low heads #4 Device 1 163,85' 6.0"Vert. OrificelGrate C= 0.600 Limited to weir flow at low heads #5 Device 1 165.25' 12.0" Horiz. OrificelGrate C= 0.600 Limited to weir flow at low heads #6 Discarded 161.50' 1.020 inlhr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.03 cfs @ 4.34 hrs HW=161.55' (Free Discharge) t-6=Exflitration (Exfiltration Controls 0.03 cfs) Primary OutFiow Max=2.81 cfs @ 12.18 hrs HW=165.15' TW=0.00' (Dynamic Taiiwater) t-- =Culvert (Passes 2.81 cfs of 6.16 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.66 cfs @ 7.59 fps) 3=Oriflce/Grate (Orifice Controls 1.18 cfs @ 6.00 fps) =Orifi ce/G rate (Orifice Controls 0.97 cfs @ 4.94 fps) =OrIfIce/Grate (Controls 0.00 cfs) 505 Sutton Proposed Conditions Hydrologic Analysis Type I//24-hr 900-Year Rainfall=B.60" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 HydroCAD810.10-4a s1n 00401 02020 HydroCAD Software Solutions L.L.0 Page 67 Summary for Pond 2P: Infiltration System 2 Inflow Area = 17,195 sf, 88.76% Impervious, Inflow Depth = 8.00" for 100-Year event Inflow - 3.30 cfs @ 12.08 hrs, Volume= 11,462 of Outflow = 1.67 cfs @ 12.22 hrs, Volume= 11,462 of, Atten=49%, Lag= 8.3 min Discarded = 0.02 cfs @ 4.12 hrs, Volume= 1,931 of Primary = 1.66 cfs @ 12.22 hrs, Volume= 9,531 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36,00 hrs, dt= 0.01 hrs/3 Peak Elev= 165.81' @ 12.22 hrs Surf.Area 704 sf Storage= 2,982 of Plug-Flow detention time= 94.7 min calculated for 11,459 of(100% of inflow) Center-of-Mass det. time= 94.8 min (850.3- 755.5) Volume Invert Avail.Stora a Storage Description #1A 160.50' 141 of 8.00'W x 88.001 x 6.17'H Field A 4.341 of Overall -3,989 of Embedded = 352 of x 40.0%Voids #2A 161.00, 2,955 of retain •It retain It 5.0' x 11 Inside#1 Inside=84.0"W_x 60.0"H => 36.41 sf x 8.001= 291.3 cf Outside= 96.0"W x 68.0"H =>45.33 sf x 8.001 = 362.7 cf 1 Rows adjusted for 249A of perimeter wall 3,096 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 161.00' 12.0" Round Culvert L= 23.0' Ke= 0.500 - Inlet/Outlet Invert= 161.00'/ 158.32' S= 0.1165'/' Cc= 0.900 n=0.012, Flow Area 0.79 sf #2 Device 1 161.75' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 162.60' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 163,25' 3.0"Vert. Orifice/Grate C= 0,600 Limited to weir flow at low heads #5 Device 1 164.50' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 1 165,75' 12r0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #7 Discarded 160.50' 1.020 Inlhr Exfiltration over Surface area Phase-In= 0.01' iscarded Outl;low Max=0.02 cfs @ 4.12 hrs HW=160.56' (Free Discharge) T--7=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=1.66 cfs @ 12.22 hrs HW=165.81' TW=0.00' (Dynamic Tailwater) 'L1=Culvert (Passes 1.66 cfs of 7.85 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.47 cfs @ 9.55 fps) 3=Orifice/Grate (Orifice Controls 0.42 cfs @ 8.59 fps) =Orifice/Grate (Orifice Controls 0.37 cfs @ 7.51 fps) Orifice/Grate (Orifice Controls 0.26 cfs @ 5.23 fps) =Orifice/Grate (Weir Controls 0.14 cfs @ 0.78 fps) 1 t 505 Sutton Proposed Conditions Hydrologic Analysis Type Y/24-hr 100-Year Rainfall=8,50" Prepared by The Morin-Cameron Group, Inc. Printed 10112/2021 H droCAD®10.10-4a s/n 00401 ©2020 H 6 CAD Software Solutions LLC Page 68 Summary for Pond 3P: Infiltration System 3 Inflow Area = 6,344 sf, 83.05% Impervious, Inflow Depth = 7.88" for 100-Year event Inflow - 1.21 cfs @ 12.08 hrs, Volume= 4,166 of Outflow - 1.00 cfs @ 12.14 hrs, Volume= 4,152 of, Atten= 18%, Lag= 3.3 min Discarded = 0.01 cfs @ 6.93 hrs, Volume= 1,575 of Primary = 0.98 cfs @ 12.14 hrs, Volume= 2,577 of Routing by Dyn-Stor-ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 164,88' @ 12.14 hrs Surf.Area= 576 sf Storage= 1,027 of Plug-Flow detention time= 180.6 min calculated for 4,151 of(100% of inflow) Center-of-Mass det. time= 178.7 min ( 938.4- 759.7} Volume Invert Avail.Stora a Storage Description #1A 162.50' 115 of 24.00'W x 24.001 x 3.17'H Field A 1,824 of Overall - 1,536 of Embedded = 288 of x 40.0% Voids #2A 163.00' 970 of retain It retain it 2.0' x 9 Inside#1 Inside= 84.0'WW x 24.0"H => 13.78 sf x 8.00'L= 110.3 of Outside= 96.0"W x 32.0"H => 21.33 sf x 8.00'L= 170.7 of 3 Rows adjusted for 22.7 of perimeter wall #3 165.00' 25 of 4.00'D x 2.00'H Access riser-Impervious 1,110 of Total Available Storage Storage Group A created with Chamber Wizard Device Routin Invert Outlet Devices #1 Primary 163.00' 12.0" Round Culvert L= 34.0' Ke= 0.500 Inlet/Outlet Invert= 163.00'1 160.00' S= 0 0882 '1' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 164,00' 6.0" Vert. OriflcelGrate C= 0.600 Limited to weir flow at low heads #3 Device 1 164.80' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 162.50' 1.020 inlhr Exfiitratlon over Surface area Phase-ln=0.01' iscarded OutFiow Max=0.01 cfs @ 6.93 hrs HW=162.55' (Free Discharge) T-A=Exflltration (Exflltration Controls 0.01 cfs) Primary OutFlow Max=0.98 cfs @ 12.14 hrs HW=164.88' TW=0.00' (Dynamic Tailwater) t-1=Culvert (Passes 0.98 cfs of 4.44 cfs potential flow) F L2=OrificefGrate (Orifice Controls 0.75 cfs @ 3.82 fps) 3=0 rif Ice/G rate (Weir Controls 0.23 cfs @ 0.93 fps) Summary for Pond 4P: Infiltration System 4 Inflow Area = 18,058 sf, 93.02% Impervious, Inflow Depth = 8.12" for 100-Year event Inflow - 3.48 cfs @ 12.08 hrs, Volume= 12,218 of Outflow - 2.78 cfs @ 12.14 hrs, Volume= 12,218 of, Atten= 20%, Lag=3.6 min Discarded = 0.04 cfs @ 12.14 hrs, Volume= 4,057 of Primary = 2.73 cfs @ 12.14 hrs, Volume= 8,162 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs /3 505 Sutton Proposed Conditions Hydrologic Analysis Type If/24-hr 100-Year Rainfall=8.60" Prepared by The Morin-Cameron Group, Inc. Printed 10112/2021 H droCAD@ 10.10-4a s/n 00401 02020 H droCAD Software Solutions LLC Page 69 Peak Elev= 167.97' @ 12.14 hrs 5urf.Area= 1,428 sf Storage= 2,558 of Plug-Flow detention time= 123.9 min calculated for 12,218 of(100% of inflow) Center-of-Mass det. time= 123.9 min ( 874.9-751.0) Volume Invert Avall.Storage Storage Description #1A 166.60, 443 of 42,00'W x 34A01 x 3.17'H Field A 4,522 of Overall-3,413 of Embedded = 1,109 of x 40.0% Voids #2A 166.00' 2,172 of retain_it retain it 2.0' x 20 Inside 91 Inside= 84.0"VV x 24.0"H => 13.78 sf x 8.00'L= 110.3 cf Outside= 96.0"W x 32.0"H => 21.33 sf x 8.00'L= 170.7 cf 5 Rows adjusted for 34.0 cf perimeter wail #3 167.00' 25 of 4.00'D x 2.00'H Vertical ConetC linder-Impervious 2,640 of Total Available Storage Storage Group A created with Chamber Wizard i Device Routing Invert Outlet Devices #1 Primary 165.40' 12.0" Round Culvert L= 30.0' Ke= 0.500 Inlet/Outlet Invert= 165.40'/ 164.96' S= 0.0150 '1' Cc= 0.900 n= 0.012, Flow Area 0.79 sf #2 Device 1 166.80' 10.0"W x 6.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 167.80' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 94 Discarded 165,60' 1.020 inlhr Exfiitration over Wetted area Phase-In= 0.01' Iscarded OutFiow Max=0.04 cfs @ 12.14 hrs HW=167.97' (Free Discharge) =Exfiitration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=2.73 cfs @ 12.14 hrs HW=167.97' TW=165.38' (Dynamic Tailwater) t- =Culvert (Passes 2.73 cfs of 5.44 cfs potential flow) 2=OrificelGrate (Orifice Controls 1.92 cfs @ 4.61 fps) LLL���---3 Broad-Crested Rectangular Weir (Weir Controls 0.81 cfs @ 1.16 fps) Summary for Pond 5P; Infiltration System 5 Inflow Area = 8,088 sf,100.00% Impervious, lnflow Depth = 8.36" for 100-Year event Inflow - 1.57 cfs @ 12.08 hrs, Volume= 5,635 of Outflow - 0.97 cfs @ 12.18 hrs, Volume= 5,635 of, Atten= 38%, Lag= 5.8 min Discarded = 0.01 cfs @ 2.67 hrs, Volume= 1,002 of Primary - 0.96 cfs @ 12.18 hrs, Volume= 4,632 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 13 Peak Elev= 158.50' @ 12.18 hrs Surf.Area= 384 sf Storage= 891 of Plug-Flow detention time 67.5 min calculated for 5,635 of(100% of inflow) Center-of-Mass det. time= 67.5 min (807.8-740.3) 605 Sutton Proposed Conditions Hydrologic Analysis Type 11124-hr 100-Year Rainfall=8.60" Prepared by The Morin-Cameron Group, Inc, Printed 10/12/2021 HydroCAD® 10.10Wga s/n 00401 02020 HydroCAt7 Software Solutions,.,LLC ,. Page 70 Volume Invert Avail.Stora a Storage Description #1A 155.50' 77 of 16.00'W x 24.00%x 4.17'H Field A 1,600 of Overall- 1,408 of Embedded = 192 cf x 40.0%Voids #2A 156.00, 976 of retain It retain it 3.0' x 6 Inside#1 Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L= 170.6 of Outside= 96.0"W x 44.0"H => 29.33 sf x 8.001 = 234.7 of 2 Rows adjusted for 47.2 of perimeter wall #3 159.00' 13 cf 4 00'D x 1.00'H Access riser-Impervious _ 1,066 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 156.00' 12.0" Round Culvert L=43.0' Ke= 0,500 Inlet 1 Outlet invert= 156.00'/ 155,57' S= 0.0100 T Cc= 0.900 n= 0.012, Flow Area- 0.79 sf #2 Device 1 156.50' 5.0"Vert, Orifice/Grate C= 0,600 Limited to weir flow at low heads #3 Device 1 158.25' 3.0"Vert. OrificelGrate C= 0.600 Limited to weir flow at low heads #4 Device 1 158,80' 12.0" Horiz, OrificelGrate C= 0.600 Limited to weir flow at low heads #5 Discarded 155,50' 1.020 inlhr Exflltration over Surface area Phase-In= 0.01' Discarded Outflow Max=0.01 cfs @ 2.67 hrs HW=165.55' (Free Discharge) LS=Exfiltration (Exfiltration Controls 0.01 cfs) Primary Outflow Max=0.96 cfs @ 12.18 hrs HW=158.50' TW=0.00' (Dynamic Tailwater) t- =Culvert (Passes 0.96 cfs of 5.35 cfs potential flow) 2=OrificelGrate (Orifice Controls 0.88 cfs @ 6.45 fps) 3=OrificelGrate (Orifice Controls 0.08 cfs @ 1.72 fps) =OrificelGrate ( Controls 0.00 cfs) Summary for Pond 613: Detention System 1 Inflow Area = 46,742 sf, 89.50% Impervious, Inflow Depth = 7.00" for 100-Year event Inflow - 7.66 cfs @ 12.11 hrs, Volume= 27,282 of Outflow - 3.40 cfs @ 12.46 hrs, Volume= 27,101 of, Atten= 56%, Lag= 21.1 min Primary = 3.40 cfs @ 12.46 hrs, Volume= 27,101 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 1 3 Peak Elev= 166.75' @ 12,46 hrs Surf.Area= 3,865 sf Storage= 13,576 cf Plug-Flow detention time= 262.7 min calculated for 27,094 of(99% of inflow) I Center-of-Mass det. time= 258,5 min ( 1,019.5 - 761.0) Volume Invert Avail.Stora e Storage Des cri tion #1A 162.50' 0 cf 120.00'W x 32.001 x 4.67'H Field A 17,920 of Overall - 17,920 of Embedded = 0 of x 0.0%Voids #2A 162.50' 13,569 of retain_It retain it 4.0' x 60 Inside#1 Inside= 84.0"W x 48,0"H => 28.87 sf x 8.001 = 230,9 of Outside=96.0"W x 56.0"H => 37.33 sf x 8.001 = 298.7 cf 15 Rows adjusted for 286.9 of perimeter wall #3 166.50' 50 of 4.00'D x 2.00'H Access riser x 2 505 Sutton Proposed Conditions Hydrologic Analysis Type 1/124-hr 100-Year Rainfa11=8.60" Prepared by The Morin-Cameron Group, Inc. Printed 10/12/2021 H droCAD® 10.10-4a s/n 00401 cO 2020 Fl droCAD Software Solutions LLC Page 71 13,620 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 161,00' 12.0" Round Culvert L= 34.0' Ke=0.500 Inlet/Outlet Invert= 161.00'/ 158.32' S= 0.0788 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 162.50' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 165.00' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads 94 Device 1 165.70' 3.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 166.40' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3M 3.30 3.32 Lary OutF'low Max=3.34 cfs @ 12.46 hrs HW=166.74' TW=0.00' (Dynamic Tailwater) Culvert (Passes 3.34 cfs of 8.66 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.48 cfs @ 9.77 fps) 3=Oriflce/Grate (Orifice Controls 0.30 cfs @ 6.13 fps) =Orifice/Grate (Orifice Controls 0.23 cfs @ 4.62 fps) =Broad-Crested Rectangular Weir (Weir Controls 2.33 cfs @ 1.69 fps) ;� 1 E f� E i i I l