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14 BERTUCCIO AVE FORM C STORMWATER PEER REVIEW - PLANNING &Rk"CLto Vie. �Izm C, �}�Or2vh�o� 1��222 ��2v wiversal. www.myunlversalop.com phone:1-866-756-4676 UNVl12113 M1ADE IN USA 1•. i. i P I � NEW ENGLAND CIVIL PAYMENT REQUISITION ENGINEERING CORP. 120 WASHINGTON STREET,SUITE 202E, P.O. BOX 3026,SALEM,MA 01970 PH:978.741.7401 -FAX:978.741.7402 ,�! E r ^ INVOICE#16-0071, PERIOD ENDING JULY 22,2016 t ✓ \ — DATE:AUGUST 15,2016 CLIENT: �Q�� PROJECT: AUG City of Salem J Attention: Ms.Amanda Chiancola Task Order No. 36 and 37, RFQ 0-37 Staff Planner DEPT. OF PLANNING & Peer Review -14 Bertuccio Avenue 120 Washington Street,4th Floor COMMUNIIY DEVELOPMENT Salem, MA 01970 Purchase Order#:_ Task Order No.36 and 37,RFQ 0-37 DESCRIPTION Hourly Rate "ours Total Labor Direct Costs TOTAL (Unit Cost) (Units) (at 115%) AMOUNT Scope of Services Tasks 1-9: Plan Review, Record Review, Correspondence, Stormwater Mgmt. Review, Letter Report, Planning Board Meetings. Labor Category: Project Manager $160.00 12.5 $2,000.00 $2,000.00 I ! Senior Engineer/Resident Engineer $102.00 Engineer $88.00 i i Field Supplies, sampling ($) ($) $ Mileage ($.50) Sub-Total $2,000.00 CLIENT AUTHORIZATION: Total to Date $5,680.00 Less Previous 83,680.00 Invoices SIGNATURE DATE TOTAL DUE THIS ;2,000.00 INVOICE g�15 I(o Make all checks payable to New England Civil Engineering Corp., FEIN #06-1744184 We would greatly appreciate payment within 14 days if at all possible. If you have any questions concerning this invoice or require additional information please contact William Ross, office manager, at 978-741-7401 or by email: wmr@engineeringcorporation.com We appreciate your business WATER RESOURCES-BURIED INFRASTRUCTURE - PUBLIC WORKS - CONSTRUCTION ADMINISTRATION - LAND DEVELOPMENT CITY OF SALEM Purchase Order PURCHASING DEPARTMENT 120 Washington Street SALEM,MASSACHUSETTS 01970 Fiscal Year 2016 Page 1 of 1 TEL(978)745-9595 FAX(978)745-7461 SALES TAX EXEMPTION#E-046-001.413 'T»4 THIS NUMBER,MUST APPEAR ON ALL INVOICE0Ss a fcy� PACKAGES ANO SI41PPIN0PAPERB:-, 200 Order#Purchase 3007195-00 PLANNING DEPARTMENT !� (978) 745-9595 EXT 5692 tx, 120 WASHINGTON STREET 3RD FL fT; SALEM MA 01970 O kV NEW ENGLAND CIVIL ENGINEERING CORP H PLANNING DEPARTMENT E P O BOX 3026 (978) 745-9595 EXT 5692 N: 120 WASHINGTON ST SUITE 202E ATT WILLIAM M ROSS PE P�I' 120 WASHINGTON STREET 3RD FL p• SALEM MA 01970 SALEM MA 019707e R 5entlonPhone'Numbe'r`4.{' �'e6607"Fax"Nari tier,Requisiti in.Number" K a 3 ? y V Deli4ei3iRi;ference, _t.978-741-7401 978-741-7402 978-741-7402 7968 ,.Dateigtd&.b'd ° VentloctNumber x abate Re_"uiied ',>t Freight^Methodlfie'r`m's,' ', a i. r :Depertmeht/Locahori 05/19/2016 15930 05/19/2016 PLANNING "DescriPtiori7P_art No::'i x a -" :c Qty .UOM = ,.Un HP.nce "• ide'd'Pnce=r[ 1 14 bertuccio avenue - civil plans 1.0 EACH $2,500.000 $2,500.00 24573-5713 $2,500.00 I CITY RECORDS INDICATE SUFFICIENT UNENCUMBERED FUNDS "* ARE PRESENT IN THE BUDGET ACCOUNT. APPROVED BY C. /C� r.'f;' �!'-•�,::3;' Purchasing Agent (NOT VALID WITHOUT CITY PURCHASING AGENT'S SIGNATURE) $2,500.00 1 1 . TTI ENVIRONMENTAL , INC . Consulting • Contracting • Engineering Engineering Division Methuen, MA I Salem, NH A Service Disabled Veteran Owned Small Business (SOVOSS) June 2, 2016 City of Salem Planning Department Amanda Chiancola, Staff Planner 120 Washington Street Salem, MA 01970 RE: Definitive Subdivision — Bertuccio Avenue Engineering Peer Review Response Dear Amanda: This letter is being submitted to respond to the engineering review comments received on May 4, 2016 just prior to the last planning board meeting. Our responses are as follows; 1 General: Soil Borings • Test pits were performed at the property on May 20, 2016 the results of which have been added to the existing conditions plans. As a result of the test pits the detention basin has been moved to an area with more suitable soil and shallower slopes. 2 General: Street Layout • 4' wide sidewalks and 4' wide planting strips have been added to both sides of the street. At the entrance to the street the sidewalk on the east side has been terminated at a proposed crosswalk in order to retain a large Schwedler Maple which would require removal to construct that portion of the sidewalk. • Street lights have been shown on the plan. 3. Lots 4 and 5 • Lots 4 and 5 have been combined on the revised plans. www.ttienv.com 4. Connection to Existing Utilities • The locations of the existing water line have been clarified and revised to CORPORATE OFFICE reflect the City of Salem records. Isolation and service valves have been 1253 North Church Street given a different symbol. Moorestown NJ 08057 • The notation on the detail sheet 7 has been revised from SDR 35 to Ductile o 856-840-8800 Iron. f 856-840-8815 • A triple gate layout has been added at the base of the proposed roadway. 13 Branch Street Suite 111 Methuen,MA 01844 o 978-749.9929 f 978-749-9920 93 Stiles Road Suite 201 Salem,NH 03079 o 603-239-2418 f 603-2263235 5. Existing Drainage • Two additional catch basins have been added to the base of Bertuccio and Calabrese. . 6. Existing Drainage Capacity • This item will be addressed in a separate drainage report revision. 7. Proposed Utilities • The water and sewer services have been added to the plans. • Gas is not available to the proposed subdivision so the reference has been deleted from sheet 12. • Electric and telecom locations have been added to the plans. 8. Irrigation Plan There is no plan to install irrigation at this time so the details have not been included on the plans. 9. Snow Storage • Typically snow storage along a roadway is not provided as the snow is plowed to the side of the roadway where it will remain in the planting strip. Snow along driveways will be pushed to the side of the driveway or the end of a tum around. A area for snow storage has been shown at the cul- de-sac where snow can be piled in the event the volume of snow in the cul-de-sac is greater than can be plowed to the side. 10. Details • The details will be revised as required and additional details have been added to the plans. • The emergency overflow has been added to the plans and the outlet structure detail has been revised as required to be consistent with the revised drainage report. • The retaining wall on Lot 6 has been replaced with a ''/:1 rock slope. This area will require blasting so the rock slope is proposed in lieu of the retaining wall as previously designed. • The cut of barrier has been shown on the pond outlet pipe with a specification for the material to be used. 11. Stormwater Management • The typos have been corrected on the plans and in the report. • The emergency overflow has been shown. • The sediment forbay areas have been added to the plans and the sizing has been clarified in the stormwater report. 12. Groundwater impact concerns • An increase of groundwater infiltration as a result of the installation of the detention basin will be negligible. The calculations attached have been based upon the hydrocad calculations in the stormwater management report. Because impervious area is added within the sub-catchment that flows to the east property line groundwater infiltration is decreased. The infiltration in the detention pond provides additional groundwater recharge however the total amount of recharge in the post development condition for that sub-catchment increases by only 1.1%, 150 cubic feet. • Soil testing in the basin indicates that the soil type B exists in the area of the basin and a recharge rate of 1" per hour is appropriate. Construction of the basin berm should be accomplished with a suitably dense material to prevent weeping from the side of the basin so a specification for that material has been added to the detail for the berm. • In regards to Ledge removal three additional test pits were done on the upper portions of the site in grass areas which are between the outcrops. The test pits revealed that the soil is shallow ranging in depth between 12" and 48". This would indicate that the ledge slopes relatively consistently with the ground surface and that deep pockets of soil do not exist between the outcrops and that groundwater follows the ledge and flows towards the lower areas along the boundary of the property. • The sewer and drain lines will require ledge removal and there would be a possibility of groundwater flowing down the utility trenches so cut off barriers have been shown on the utility profiles and a detail of the construction has been shown. As I mentioned in my earlier email I will be at your meeting tonight to review these changes. Final revised plans will be submitted along with revised drainage calculations in the next few days. Sincerely, Ta TIIENVIRONMENTAL, INC. . Osgood, J ., PE Senior Engineer cc: Eric Jacobson File i� i TTI ENVIRONMENTAL , INC . Consulting • Contracting • Engineering Engineering Division Methuen, MA I Salem, NH A Service Disabled Veteran Owned Small Business (SDVOSB) June 2, 2016 City of Salem Planning Department Amanda Chiancola, Staff Planner 120 Washington Street Salem, MA 01970 RE: Definitive Subdivision — Bertuccio Avenue Bertram Field Contamination Dear Amanda: This letter is being submitted to respond to the email you sent to this office last week regarding elevated arsenic levels at the adjacent Bertram Field. I conducted a search of the DEP searchable Site Website which contains details and files for any locations where there has been a reportable release of hazardous materials. In the case of Bertram Field the reportable release was for Arsenic which was found mainly in the upper soil layers of the then existing playing field. I have attached a diagram which was produced by Cooperstown Environmental, the environmental firm that was hired by the City of Salem to assist with developing a plan forthe remediation and safe disposal of the contaminated soils.The diagram indicates that the soils were all located within the playing field that then existed and that the areas adjacent to the 14 Bertuccio Ave property did not contain any contamination. Because the contamination was far removed, over 250' from the property, erosion of the contaminated material would not have reached the Bertuccio Ave property without contaminating the areas of Bertram Field which are located between where the contamination was located and the property. It can be concluded that the Bertuccio Ave property where not contaminated by erosion of soil from Bertram Field. www.ttienv.com I will be at your meeting tonight to review this issue. Sincerely, CORPORATE OFFICE TTI ENVIRONMENTAL, INC. 1253 North Church Street tttt Moorestown 0 08057 C C9 0 856.840-8800 f 856.840-8815 Benjaml"n C. Osgood, Jr., PE Senior Engineer 13 Branch Street Surae 111 Attachments Methuen,MA 01844 Cc: Eric Jacobson 0 978-749-9929 f 978-749-9920 File 93 Stiles Road Suite 201 Salem,NH 03079 o 603.239-2418 f 603-226-3235 = _ a F. , ', LEGEND F-1D Type 1-3: Non-reportable 1 I+ , , p P " - I , _ » 1 ( S' s a : 1 4 ' 1 v . k urban fill soils PROPOSED !° . I I ' • �� I ` ® Type II-1: In-state JRACK LAYOUT unlined landfill soils I • , • " Type II-3: In-state or gog', •,; — I — - i _ — s I ® regional recycling soils — ssls -02 s Soil sample location r•l �! ,•Ct , — TP-3 Test pit location 11" 4 1# 0 S 3 1 S ' S 5 ' p ' ' • 1 1 1 S,. I SJ aG. a F ( oo rig ffiD no M via i ` 1 I I 1 a It7t� , sL"S A -18 _lip Disposal Characterization FIGURE 2 COOPERSTOWN N environmental �1QG-A b Mno111rcn • .5.1 (K\•O1g1S rm.r+»a1"m-less•lu 11TYN:n I75b Bertram Field Renovations wMw.l'Iwpel]Iownrm.0 W o Salem, Massachusetts SOURCE:Geotechnical Services,Inc.and GoogleMaps GSCALE: 1' =80, ' / f3C-•RTS= Cc �o ��c ��0 1�C2T� NEW ENGLAND CIVIL ENGINEERING CORP. 120 WASHINGTON STREET,SUITE 202E,P.O.BOX 3026,SALEM,MA 01970 PH:978.741.7401-FAX:978.741.7402—W W W.ENGINEEIUNGCORPORATION.COM e May 16, 2016 RECEIVE® Ms. Amanda Chiancola RECEIVED 1 �92t'16 Staff Planner Office of Planning and DEPT. OF PLANNING S, Community Development COMMUNITY DEVELOPMENT 120 Washington Street Salem, MA 01970 Re: City of Salem RFQ 0-37 —On-Call Civil Engineering Support Services, Task Order No. 37 (Amendment to Task Order No. 36)— Peer Review Services, Definitive Subdivision— 14 Bertuccio Avenue, Salem, MA Dear Amanda: I greatly appreciated the opportunity to work with the Planning Board on a peer review for the above reference project. As discussed, we have prepared this Task Order letter amendment to increase the budget for this project. Project Understanding: We prepared a May 4, 2016 review letter and in response to a set of plans dated March 17, 2016. We attended a Planning Board meeting on May 5, 2016. Applicant presented a revised set of plans at that meeting that was not yet reviewed. We completed second site visit and phone meeting with Applicant's engineer on May 6, 2016. We understand there will be a revised set of plans and additional information submitted for review, and we will have to prepare a second peer review letter and attend another Planning Board meeting in the future. SCOPE OF WORK: j Task 1) Review existing City of Salem utility plans and information in the vicinity of the proposed Bertuccio Avenue Subdivision on Bertuccio Avenue and adjacent streets including Francis Road, Calabrese Street, and Jefferson Avenue. Task 2) Attend meeting with City Engineer to discuss specific City concerns to be addressed in the peer review, including concerns and conditions from previous City Engineer review. WATER RESOURCES - BURIED INFRASTRUCTURE- PUBLIC WORKS - CONSTRUCTION ADMINISTRATION - LAND DEVELOPMENT Task 3) Complete site visit to observe the number and location of existing sewer and drainage structures, existing topography and impervious areas, and existing structures as shown on "Existing Conditions Plan", Sheet 3, by TTI Environmental. Task 4) Review Project Narrative and Environmental & Community Impact Statement and Stormwater Management Report prepared by TTI Environmental. Task 5) Review site development plans prepared by TTI Environmental. Review proposed on-site stormwater management system, pre and post-development runoff calculations, and stormwater quantity and quality issues. Review calculations for projected sanitary sewer flows, hydraulic calculations for proposed sanitary sewer design, and layout"bf proposed water and sanitary sewer piping. Task 6) Attend up to one (1) meeting with engineering representatives of TTI Environmental to review the findings of the site walk and review of the documents summarized in Task 5. Task 7) Prepare Letter Report summarizing findings of the record search, site walk, document review, and meeting described in Tasks 1-6 above. Task 8) Attend up to one (1) meeting with Staff Planner and City Engineer to discuss findings of Letter Report. Task 9) Plan for and attend up to one (1) Planning Board public hearings to present findings of peer review. Expanded SCOPE OF WORK: Task 10) If requested by the City of Salem, provide additional engineering services as required to complete additional site visits, review additional project plans and documents beyond those described above, and attend additional meetings or public hearings. Expanded SCOPE OF WORK: Task 10) Review second submittal package dated , 2016 including revised drainage analysis dated 2016, revised plans dated 2016, Comment Letter to May 4, 2016 peer review letter dated 2016. We attended a Planning Board meeting on May 5, 2016. Applicant presented a revised set of plans at that meeting that was not yet reviewed. We completed second site visit and phone meeting with Applicant's engineer on May 6, 2016. We understand there will be a revised set of plans and additional information submitted for review, and we will have to prepare a second peer review letter and attend another Planning Board meeting in the future. NEW ENGLAND CML ENGINEERING CORP. Page 2 of 4 I . PROJECT BUDGET: Compensation for the Scope of work described in Task 10 shall be made based on periodic accrual invoices (time and materials), not to exceed the amount of Two Thousand Five Hundred Dollars ($2,500.00) without written authorization from the City of Salem. Task 10 will be completed on an accrual (time and materials) basis at an hourly rate of$88.00 to $160.00. PROJECT SCHEDULE: New England Civil Engineering Corp. will complete the Scope of Services described in Task 10 above within 20 working days following receipt of written authorization to proceed and copies of all documents to be reviewed as described above. PAYMENT TERMS: Periodic invoices will be submitted to the Client and will be based on percentage completion of individual tasks as described above. Invoices are payable within fourteen (14) days of receipt and approval by Client. EXPENSES: The method for charging expenses, sub-contracted or supplemental services is 1.15 x the actual cost of the direct expense. ACCEPTANCE: This Task Ordered letter proposal, in conjunction with the reference Contract RFQ 0-37 issuance of Notice to Proceed dated June 3, 2013, will serve as an "Agreement to Professional Services". Please sign this proposal in the space provided and return one executed copy to my attention at your earliest convenience to initiate the project. We have provided five execution lines for City of Salem authorization to proceed but will be happy to revise or append the format of this letter with additional signature lines at your request. If you have any questions or require additional information, please do not hesitate to contact me at any time on my cell phone at 978-767-5415 or at my Salem office at 978-741-7401. We thank you for the opportunity to work with the City of Salem and look forward to building on our successful and rewarding partnership moving forward. I Sincerely, �l J William M. Ross, P.E. Project Manager/Principal Engineer New England Civil Engineering Corp. NEW ENGLAND CML ENGINEERING CORP. Page 3 of 4 I ' Task Order No. 37 Authorization: Kimberley Driscoll Date: Mayor �q AJA41 1 I L Duncan, AICP Date: D for of Planning and C unity Development k� - t Ib David Knowlton, P.E. Date: City Engineer ( n I L 1 n Whitney Haskell Date: Purchasing Agent F 12•���l ,�- 26- 1 to Elizabeth Rennard Date: City Solicitor NEW ENGLAND CML ENGINEERING CORP. Page 4 of 4 r i r I NEW ENGLAND CIVIL ENGINEERING CORP. 120 WASHINGTON STREET,SUITE 202E,P.O.BOX 3026,SALEM,MA 01970 PM:978.741.7401-FAX:978.741.74.02—W W W.ENGINEERINGCORPORATTON.COM i a March 31, 2016 Ms. Amanda Chiancola Staff Planner Office of Planning and Community Development 120 Washington Street Salem, MA 01970 Re: City of Salem RFQ 0-37—On-Call Civil Engineering Support Services, Task Order No. 36- Peer Review Services, Definitive Subdivision— 14 Bertuccio Avenue, Salem, MA Dear Amanda: I greatly appreciated the opportunity to meet with you last week to briefly discuss the opportunity to provide Peer Review Services on behalf of the City of Salem, in support of the proposed "Definitive Subdivision — 14 Bertuccio Avenue" development on Bertuccio Avenue in Salem, MA. At your invitation, we have prepared this Task Order—Letter Proposal to provide peer review services of the proposed development. Project Understanding: • Nathan Jacobson is proposing a development/redevelopment project on Bertuccio Avenue. The project will involve construction of seven (7) building lots, roadway and sidewalks, buildings, driveways, and related site work and utilities. • The City of Salem OCD will be reviewing the project for compliance with Salem Zoning Ordinance and the Salem Subdivision Regulations. • The City of Salem requests an independent peer review of the proposed development plans and documentation including stormwater management, drainage, and on-site engineering issues covered by the Environmental Impact Statement including garbage, snow storage, etc.. • Included in the peer review will be consideration of existing and proposed utilities, sewer separation and infiltration issues, and adequacy of existing utilities to serve the project. • Specific documents to be reviewed include an Application for Tentative Approval of Definitive Plan Form C, an Environmental & Community Impact Statement, a Storrnwater Management Report, and a set of Design Drawings(14 Sheets). • We are not sure if a notice of intent needs to be filed, but if so, will be reviewed by the Conservation Commission and are not part of this review. WATER RESOURCES - BURIED INFRASTRUCTURE-PUBLIC WORKS - CONSTRUCTION ADMINISTRATION - LAND DEVELOPMENT SCOPE OF WORK: Task 1) Review existing City of Salem utility plans and information in the vicinity of the proposed Bertuccio Avenue Subdivision on Bertuccio Avenue and adjacent streets including Francis Road, Calabrese Street, and Jefferson Avenue. Task 2) Attend meeting with City Engineer to discuss specific City concerns to be addressed in the peer review, including concerns and conditions from previous City Engineer review. Task 3) Complete site visit to observe the number and location of existing sewer and drainage j structures, existing topography and impervious areas, and existing structures as shown on"Existing Conditions Plan", Sheet 3, by TTI Environmental. Task 4)Review Project Narrative and Environmental & Community Impact Statement and Stormwater Management Report prepared by TTI Environmental. i Task 5) Review site development plans prepared by TTI Environmental. Review proposed on-site stormwater management system, pre and post-development runoff calculations, and stormwater quantity and quality issues. Review calculations for projected sanitary sewer flows, hydraulic calculations for proposed sanitary sewer design, and layout of proposed water and sanitary sewer piping. Task 6) Attend up to one (1)meeting with engineering representatives of TTI Environmental to review the findings of the site walk and review of the documents summarized in Task 5. Task 7) Prepare Letter Report summarizing findings of the record search, site walk, document review, and meeting described in Tasks 1-6 above. Task 8)Attend up to one (1) meeting with Staff Planner and City Engineer to discuss findings of Letter Report. Task 9)Plan for and attend up to one (1) Planning Board public hearings to present findings of peer review. Expanded SCOPE OF WORK: Task 10) If requested by the City of Salem, provide additional engineering services as required to complete additional site visits, review additional project plans and documents beyond those described above, and attend additional meetings or public hearings. PROJECT BUDGET: Compensation for the Scope of work described in Task 1 through Task 9 shall be made based on periodic accrual invoices (time and materials), not to exceed the amount of Three Thousand Seven Hundred Fifty Dollars ($3,750.00) without written authorization from the City of Salem. Task 10 will be completed on an accrual (time and materials) basis at an hourly rate of$88.00 to $160.00. Written direction from the City of Salem will be required to expand scope of services. M NEW ENGLAND CML ENGINEERING CORP. Page 2 of 4 PROJECT SCHEDULE: New England Civil Engineering Corp. will complete the Scope of Services described in Task 1 through Task 9 above within 20 working days following receipt of written authorization to proceed and copies of all documents to be reviewed as described above. PAYMENT TERMS: Periodic invoices will be submitted to the Client and will be based on percentage completion of individual tasks as described above. Invoices are payable within fourteen (14)days of receipt and approval by Client. EXPENSES: The method for charging expenses, sub-contracted or supplemental services is 1.15 x the actual cost of the direct expense. ACCEPTANCE: This Task Ordered letter proposal, in conjunction with the reference Contract RFQ 0-37 issuance of Notice to Proceed dated June 3, 2013, will serve as an "Agreement to Professional Services". Please sign this proposal in the space provided and return one executed copy to my attention at your earliest convenience to initiate the project. We have provided five execution lines for City of Salem authorization to proceed but will be happy to revise or append the format of this letter with additional signature lines at your request. If you have any questions or require additional information, please do not hesitate to contact me at any time on my cell phone at 978-767-5415 or at my Salem office at 978-741-7401. We thank you for the opportunity to work with the City of Salem and look forward to building on our successful and rewarding partnership moving forward. Sincerely, William M. Ross, P.E. Project Manager/Principal Engineer New England Civil Engineering Corp. NEW ENGLAND CML ENGINEERING CORP. Page 3 of 4 Task Order No. 36 Authorization: Kimberley Driscoll Dat Mayor L1LL�SLr" Lyn Duncan, AICP Date: Director of Planning and Community Development rah Stanton Date: Finance Director Whimey Haskell Date: Purchasing Argent j -- �? ,;N `� `� <- Eli 'abeth Rennard Date: City Solicitor NEW ENGLAND.CMI:ENGINEERING CORP. Page 4 of'4 1 � NEW ENGLAND CIVIL ENGINEERING CORP. 120 WASHINGTON STREET,SUITE 202E,P.O.BOX 3026,SALEM,MA 01970 PH:978.741.7401-FAX:978.741.7402-W W W.ENGINEERINGCORPORATION.COM 6 REc��VE® May 4, 2016 OSP NAY Os P016 SMs. Amanda taff Planner Chiancola COMMON oy oEVELOpMENr Office of Planning and Community Development 120 Washington Street Salem, MA 01970 Re: City of Salem RFQ 0-37 —On-Call Civil Engineering Support Services, Task Order No. 36 - Peer Review Services, Definitive Subdivision— 14 Bertuccio Avenue, Salem, MA Dear Amanda: We are pleased to support the Salem Planning Board with peer review services for the above referenced project. We understand the project is scheduled to be presented again at your upcoming May 5, 2016 meeting. We have prepared this project status letter for your consideration. Project Understanding: • Nathan Jacobson is proposing a development/redevelopment project on Bertuccio Avenue. The project will involve construction of seven (7) building lots, roadway and sidewalks, buildings, driveways, and related site work and utilities. • We understand the project has been revised to include six (6) building lots, but the set of plans we reviewed do not yet reflect this change. • The City of Salem OCD will be reviewing the project for compliance with Salem Zoning Ordinance and the Salem Subdivision Regulations. • The City of Salem requests an independent peer review of the proposed development plans and documentation including stormwater management, drainage, and on-site engineering issues covered by the Environmental Impact Statement including garbage, snow storage, etc.. • Included in the peer review will be consideration of existing and proposed utilities, sewer separation and infiltration issues, and adequacy of existing utilities to serve the project. • Specific documents to be reviewed include an Application for Tentative Approval of Definitive Plan Form C, an Environmental & Community Impact Statement, a Stormwater Management Report, and a set of Design Drawings (14 Sheets). • We are not sure if a notice of intent needs to be filed, but if so, will be reviewed by the Conservation Commission and are not part of this review. WATER RESOURCES - BURIED INFRASTRUCTURE-PUBLIC WORKS - CONSTRUCTION ADMINISTRATION - LAND DEVELOPMENT i Review Comments: • Submittal Package o Definitive Subdivision Plans, 14 Bertuccio Avenue, 14 Sheets o Application for Tentative Approval of Definitive Plan, Form C o Environmental & Community Impact Statement o Stormwater Management Report Site Development Plans • General: Soil borings o No soil borings or subsurface information on soils, ledge, or groundwater provided. Site walk indicated that exploratory pits may have been excavated but information has not been provided for reference. At a minimum, subsurface information should be provided to support design of proposed basin which incorporates both detention and groundwater recharge. Status = Unresolved, Request Applicant provide additional information for review. • General: Street layout o Details include Sheet 11 provides details for street trees and ADA ramps, but information not included on plans. City typically requires sidewalks on both sides of road, with ADA ramps at intersections. It is not clear if street lights are required, if so they should be included on plans. If sidewalks are added to both sides, stormwater calculations need to be checked. Status = Unresolved —Applicant to revise layout to include sidewalks on both sides of road, ADA ramps, street trees, and street lights if applicable. I • Lots 4 and 5 All Sheets and Environmental Impact Statement We understand that Lots 4 and 5 will be revised and combined, reducing the number of proposed lots to 6. We have not seen revised plans to reflect this or considered any impacts on the drainage or utility design. Status = Unresolved—Applicant to submit additional information to reflect changes and narrative to explain any impacts on drainage or utilities. • Connection to Existing Utilities Sheet 7 of 14 o Connection to existing City of Salem water main on Bertuccio Avenue is not clear, need to confirm existing conditions at dead end depicted on plans. Connectivity of existing water main at Calabrese and Francis Road intersection does not appear to match City records, request additional information to distinguish between isolation and service valves and existing configuration at Bertuccio dead end. o Proposed water main on Sheet 7 indicates SDR35 PVC pipe. SDR35 is not pressure rated material, City requires 8-inch ductile iron water main. o City typically requests triple gate valves at points of connection to City water mains. NEW ENGLAND CIVIL ENGINEERING CORP. Page 2 of 7 Status = Unresolved, Request Applicant submit additional information on existing and proposed water connectivity. • Existing Drainage o Existing drainage infrastructure is insufficient in this neighborhood. There are only two catch basins in the neighborhood n Francis Road, with no basins on Bertuccio Avenue or jCalabrese Street. All three streets drain to lower Berutuccio and on to Jefferson Avenue where there is flooding problems during heavy rainfall events. There is a pipe that extends from the middle of Francis to Jefferson but passes through the Bertuccio/Calabrese intersection without any basins to collect runoff. o Recommend additional drainage catch basins be incorporated into the project to improve the existing conditions near the proposed point of connection at Bertuccio/Francis/Calabrese intersection. Status = Ongoing, pending meeting with Applicant. • Existing Drainage Capacity o The proposed drain pipe discharges into the existing Francis Road drain pipe that discharges to drainage on Jefferson Avenue. The plans provide rim and invert information for some existing drain pipes, but not downstream to point of connection at Jefferson Avenue. Proposed drain profile on Sheet 9 identifies a 12-inch pipe dropping approximate 30 feet in elevation over a 200 foot run. The pipe discharges into an existing 12-inch drain pipe with approximate slope of 2%, and flow must take a 90 degree change of direction. o Request Applicant provide hydraulic calculations of the existing 12-inch drain downstream of proposed connection to confirm existing pipes can handle the proposed flows without surcharge. Status = Unresolved, Request Applicant provide additional information. • Proposed Utilities Sheet 7 of 14 o Proposed water and sewer services not shown on plans, should be included to demonstrate 10-foot separation. o Sheet 12 provides detail for buried electric and telecom conduits, and Sheet 2 references proposed gas utility. Electric and telephone conduits and gas main or services not depicted on plans. Status = Unresolved, Request Applicant submit additional information on proposed utilities and services. • Irrigation Plan An irrigation plan is not provided on utility drawings, it is assumed that sprinklers are not proposed. If proposed, request additional information about irrigation plan piping, connection to City water main, and backflow prevention and metering. Status = Ongoing, Applicant to confirm irrigation is not proposed. NEW ENGLAND CML ENGINEERING CORP. Page 3 of 7 • Snow Storage Plan for snow storage is not identified on the plans. Status = Ongoing. Applicant to provide additional information about plan for snow removal and designate snow storage areas if applicable. • Details o Sheet 10 - Outlet Control Structure detail identifies 18-inch drain pipe inlet to detention basin and high level overflow weir. Plans show 12-inch drain pipe inlet, location of high level overflow weir not clear on plans. Grassed Swale detail provided but location of swales not clear on plans. Request Applicant clarify size of drain pipe inlet, and identify location of proposed high level overflow from basin, and locations where grass swales are proposed on plans. o Sheet 14 —Reference to stormwater management system including basins, roof drains, and stormceptors. Assume this is a typo, and roof drainage and stormceptors are not included in stormwater management plan. o Request plans include detail for depicted retaining wall along the rear of Lot 7. o Request plans include detail for clay cut-off wall or similar if applicable (see Groundwater Impact Concerns comments below). Status =Unresolved, Applicant to provide clarification and additional information. Stormwater Management • Page 4 references Park Street - Assume this is a typo and intended to refer to Jefferson Avenue. • Emergency Overflow It is not clear where emergency overflow from detention basin will be located and where discharge will be directed. Status = Unresolved, Request Applicant provide additional information. • Long Term Pollution Prevention Plan o Paragraph XI., States that BMPs will be owned by the Applicant's Contractor. Page 13 of Stormwater Report states 0&M responsibility of the municipality. Sheet 4 of drawings states the BMPs will be owned by the Developer. Status = Unresolved, Applicant to clarify who will own and maintain the stormwater BMPs. • Operations and Maintenance Plan o O&M Plan includes removal of accumulated debris from sediment forebays and removal of sediment from forebays and detention basins if applicable. NEW ENGLAND CML ENGINEERING CORP. Page 4 of 7 o Design of detention basins does not appear to provide vehicular access to the forebays and basins for maintenance, cross slopes along the drain easement are close to 50% behind Lot 1. It is not clear how maintenance equipment if needed will access BMP. Status = Unresolved, Request Applicant provide additional information. Stormwater Management Standards • Pre and Post Runoff- Standard 2 (Page 5) Pre and post runoff analysis provided for 2, 10, 100 year storm events and calculations predict that pre and post-development runoff rate requirements are met when flows combined at lower Bertuccio intersection, but are increased at the design point DP#4 (southeastern property line. This is of concern because the design incorporates groundwater recharge from the basin proposed in this area based on assumptions of subsurface conditions, and the recharge BMP is located above gradient from existing buildings. Pre and post-development runoff volume also increases to this catchment (and proposed detention pond) in all storms: 2 year storm discharge pre-development (Pre to EX4= .124 acre-feet) increases in post- development (Post to IP = .206 acre feet). 10 year storm discharge pre-development (Pre to EX4 = .278 acre-feet) increases in post- development (Post to IP = .370 acre feet). The increased flows to the detention pond will result in increased groundwater infiltration versus the existing condition. The lack of subsurface information raises concerns about the actual rate of infiltration anticipated in this area. (See groundwater impact concerns below.) Status = Ongoing, Pending Discussion of Groundwater Impacts. • Recharge Volume—Standard 3 Page 11 of Stormwater report calculates recharge volume based on 0.1" times the impervious areas, based on assumption that soils are poorly draining HSG type D soils. It appears that the runoff HydroCAD hydrographs calculate rainfall runoff based on assumption that soils are better draining, HSG type B soils. If type B soils, recharge volume would be 0.35". Request Applicant clarify the HSG type soils used in HydroCAD calculations and confirm conformance with infiltration calculations. (Refer to comment above about drawdown calculations.) Status = Unresolved, Request Applicant confirm soil type is consistent in both calculations. • Water Quality— Standard 4 TSS removal tables narrative details that pre-treatment is provided prior to infiltration BMPs and 80% TSS removal provided by BMP trains, (providing maintenance is performed). NEW ENGLAND CIVIL ENGINEERING CORP. Page 5 of 7 Calculations for sediment forebay sizing are not clear. Stormwater report indicates that 562 cf of storage is provided but forebay appears to be approximately 100 sf in size with depth of 1-foot. Status =Unresolved, Request Applicant to provide backup of forebay volume. Groundwater Impact Concerns • Increased Flows Increased flows to the southeastern side of the project (to the detention pond) will result in increased groundwater infiltration versus the existing condition. The lack of subsurface information raises concerns about the actual rate of infiltration anticipated in this area. (See Pre and Post runoff concerns above.) • Drawdown Calculations—Recharge,'Stormwater Management Report Drawdown rate calculated based on poorly draining HSG type I) soils. Since the basin will'lie �• constructed from soil materials hauled in or generated onsite during blasting operations, the calculations may be too conservative and the recharge rate may be higher than calculated:``f" • Ledge Removal It is evident that the site consists of a lot of ledge but the topography of the ledge other than the locations of the outcrops is not known. Without subsurface information on the ledge profile, it is not known to what extent and in what direction infiltrated rainfall ("groundwater") flows off the site along the ledge profile, or if groundwater is held back and retained in variations of the existing ledge profile. In either case, proposed roadway and utility construction includes a significant amount of blasting and ledge removal which will alter the flow pattern over the ledge profile in some manner. Profiles on Sheets 8-10 depict sewer and drain depths in excess of 15-feet, and in some areas passing through solid ledge. The resulting utility trenches have the potential to further modify the movement of the groundwater by providing a relatively pervious conduit along the pipe bedding for water to travel, potentially resulting in increased water following the route of the pipe(s) to upper Bertuccio Avenue and Francis Road. Recommend additional subsurface investigations be completed to confirm the surface profile of existing ledge on the site to evaluate potential concerns, and consider incorporating impervious barriers into the utility trench details (clay cut-off walls or similar)to prevent migration of groundwater through the utility trenches. Status = Unresolved. Permits • Drainage Alteration Permit (Engineering Dept.) Status = Unresolved, Applicant to provide permit application and narrative. • Stormwater Management Permit(Planning Dept.) Status = Unresolved, Applicant to provide permit application and narrative. Mk NEW ENGLAND CML ENGINEERING CORP. Page 6 of 7 If you have any questions or require additional information, please do not hesitate to contact me at any time on my cell phone at 978-767-5415 or at my Salem office at 978-741-7401. Sincerely, William M. Ross, P.E. Project Manager/Principal Engineer New England Civil Engineering Corp. Cc: David Knowlton, City Engineer Lynn Duncan, Amanda Chiancola, Salem Planning OCDP C1ients/Salem/Bertuccio/05042016letter - NEW ENGLAND CML ENGINEERING CORP. Page 7of7 C IV JUL 05 2016 i DEPT. OF PLANNING & STORMWATER MANAGEMENT REPORTOMMUNITr DEVELOPMENT i DEFINITIVE SUBDIVISION at i 14 BERTUCCIO AVENUE (ASSESSOR'S MAP 24 LOT 105) in i SALEM, MASSACHUSETTS 01970 iOriginal Submission: March 17, 2016 Revised July 1, 2016 iPrepared for.• Nathan Jacobson 7 Brown Road Swampscott, MA 01907 i Prepared by.- TTI y:TTI Environmental, Inc. Engineering Division ' 13 Branch Street Suite 111 Methuen, MA 01844 ink �•?;t SY. OF [fRJUIn C. C\� 05=:,00,Jit. "<�°• CIVIL t` N0.45821 Benja in C. Osgoo E. ' Senior Engineer Project Number. 15-1801 I II. TABLE OF CONTENTS: , 1 I Cover II Table of Contents III Introduction IV Existing Conditions , V Proposed Conditions VI Stormwater Design VII Site Parameters • Wetland Resource Areas • Flood Zone Classification • Estimated Habitat for Rare Wildlife and Rare Species • Soil Classification ' • Subsurface Investigation VIII Drainage Analysis • Methodology • Existing Watershed • Proposed Watershed IX Summary of Peak Discharge Rates , X Stormwater Management Standards • Stormwater Management Practices • Conformance with Standards • DEP Stormwater Checklist and Certification • TSS Removal Calculation Worksheets G XI Pollution Prevention Plans • Construction Period Erosion and Sedimentation Control Plan , • Long-Term Pollution Prevention • Stormwater Management System Post-Development Inspection & Maintenance Log Appendices HydroCAD Calculations Maps USGS Locus Map SCS Soils Map FEMA (FIRM) CS 9201 Pre-Development Drainage Map CS 9301 Post-Development Drainage Map III. INTRODUCTION ' In accordance with the City of Salem Subdivision Regulations, TTI Environmental, Inc. (TTI) has prepared a comprehensive Stormwater Management Plan for submittal to the City on behalf of Mr. Nathan Jacobson in support of an Application for a Definitive Plan for a proposed subdivision to be located at 14 Bertuccio Avenue. ' IV. EXISTING CONDITIONS ' The project site consists of an irregular 3.5± acre parcel of land located at 14 Bertuccio Avenue (Assessors Map 24 Lot 105) in Salem, Massachusetts (see TTI Dwg. CS9201). The site presently contains a multi-family dwelling and detached garage with paved driveway. According ' to the City of Salem Zoning Map, the parcel and all abutting properties are located within the Residential One Family (R1) District where single family residences are allowed uses. The parcel is bordered by residential properties located along Bertuccio Avenue and Francis Street ' along its northern, southern, and eastern boundaries. The site borders City of Salem property (Collins Middle School/Bertram Field) along its western boundary. ' With the exception of the existing dwelling which fronts along Bertuccio Avenue, the majority of the site consists of undeveloped highland meadow and woodlands consisting of a mix of deciduous trees with dense grass cover overlaying massive outcroppings of bedrock and ledge. Generally the topography is hilly and undulating with moderate to steep slopes. The site ' contains a heavy presence of rock (ledge) outcroppings which are visible throughout the site. The site is situated at an elevation approximately 30' higher than the properties along Francis Street and surrounding properties along Bertuccio Avenue and a vertical rock face cliff exists along the northern boundary of the site where it overlooks the existing residential properties on Francis Street. . The site also maintains frontage at a second location along Bertuccio Avenue adjacent to Bertram Field. ' V. PROPOSED CONDITIONS The Applicant proposes to subdivide the existing residentially zoned parcel into seven (7) separate residential parcels. Each parcel will include a four-bedroom dwelling, garage, and a ' paved driveway. A cul de sac roadway will be constructed to provide access/egress into the subdivision from Bertuccio Avenue along the site's southern boundary adjacent to Bertram Field. The subdivision will include construction of approximately 480± linear feet of paved roadway measuring 24' wide. A 4' wide sidewalk will be constructed along both sides of the new roadway and a 4" wide grass strip will separate the sidewalk from the roadway. The roadway will be lined with vertical granite curbing. Stormwater Management Report Page 3 7/1/2016 I ' A closed drainage system will be constructed to collect and convey stormwater runoff to a detention basin located onsite. The closed drainage system will consist of deep sump catch basins, manholes, and piping. The detention basin will be located along the site's souther , boundary at the rear of the proposed properties. An outlet pipe will discharge runoff from the detention basin into the existing storm drain system located along Bertuccio Avenue. The subdivision will be serviced by municipal water and private utilities such as underground ' electric, gas, cable TV, and telephone. The subdivision's sewer collection system will be connected to and piped into the existing municipal sewer system along Bertuccio Avenue. VI. STORMWATER DESIGN t The proposed stormwater system will maintain the same drainage patterns as under the pre- ' development conditions. Increase to peak rates of flow and stormwater volumes will be mitigated onsite to minimize or eliminate impacts to downstream areas. Generally, the majority ' of stormwater runoff within the site flows northerly and easterly although some runoff is also directed westerly toward adjacent properties and southerly toward Park Street. Closed Drainage Systems ' The proposed closed drainage system consists of deep sump catch basins, drain manholes, and HDPE piping. The system conforms to the City of Salem subdivision regulations including: Stormwater Detention System ' One (1) detention basin is proposed to mitigate peak runoff rates and volumes, promote 'I groundwater recharge, and to provide for water quality. The detention/infiltration basins will be located in the southern sections of the site at the rear of the proposed lots 1, 2, and 3 which abuts several existing properties along Bertuccio Avenue. The basin is designed to contain and �. mitigate the 2-year, 10-year, 25-year, and 100-year storm event. The basin has been sized to provide both water quality treatment and recharge and satisfy the requirements of both Mass DEP Stormwater Management Standards 3 and 4. , Stormwater Management Report Page 4 71112016 1 ' VII. SITE PARAMETERS ' Wetland Resource Areas The site does not contain any wetlands and will not require the filing of a Notice of Intent (NOI) with the City of Salem Conservation Commission as part of the permitting process. Flood Zone Classification According to the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map ' (FIRM) for Essex County, Massachusetts, Community Panel 25009C0149G, effective date July 16, 2014, the site and nearby properties are located within Zone X, which is defined as areas outside of the 500-year floodplains (see attached). ' Estimated Habitat for Rare Wildlife and Rare Species According to current Massachusetts GIS Online Mapping Tool (Oliver), the site is not designated as an area for estimated habitat for rare wildlife or rare species and will not require a submittal to the Natural Heritage and Endangered Species Program (NHESP) as part of the permitting process. ' Soil Classification According to the Soil Survey of Essex County, Massachusetts, prepared by the US Department of Agriculture, Soil Conservation Service, underlying soils located within the site consist primarily of Chatfield-Hollis-rock outcrop complex (see Soils Map). These types of soils are ' classified within SCS Hydrologic Soil Group C and D. ' Table 1 Hydrologic Soil Group Ratings ' Map Unit Map Unit Name Rating Symbol ' 102C Chatfield-Hollis-Rock outcrop complex, 3 to 15 percent B/D slopes 102E Chatfield-Hollis-Rock outcrop complex, 15 to 35 percent BID slopes 602 1 Urban Land ' The on-site soils consist of series, described by NRCS, as follows: ' Chatfield-Hollis-rock outcrop complex series (SCS Classification "BID") consist of sloped terrain (3 to 15 percent), well drained soils on hills, ground moraines, and drumlins. Chatfield-Hollis soils consist of approximately 40% Chatfield type soils, 25% Hollis type soils, and 20% rock, and 15%other minor components. ' Chatfield soils are formed in friable, moderately deep-coarse, loamy basal till derived from granite and gneiss over granite and gneiss. Chatfield soils have friable fine sandy loam Stormwater Management Report Page 5 7!1/2016 Ii 1 I 1 and gravelly very fine sandy loam over un-weathered bedrock. Chatfield soils are ' classified as HSG B Hollis soils are formed in friable, shallow, loamy basal till derived from granite and gneiss , over granite and gneiss. Hollis soils consist of muck, fine sandy loam, gravely fine sandy loam over un-weathered bedrock. Hollis soils are classified as HSG D Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of ' four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. , Per the soil survey, the general characteristics of the four (4) hydrologic soil groups are as follows: Group A- Soils having a high infiltration rate (low runoff potential) when thoroughly wet. ' These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B - Soils having a moderate infiltration rate when thoroughly wet. These consist ' chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of ' water transmission. Group C -Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of ' moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D- Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a ' high water table, soils that have a clay pan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Subsurface Investigation ' Test pit investigations were not conducted within the site to determine the presence of the Seasonal High Groundwater (SHGW) elevation. Therefore, infiltration was not factored into the ' hydrologic analyses. t Stonnwater Management Report Page 6 7/112016 1 1 ' VIII. DRAINAGE ANALYSIS Methodology ' The comparative hydrologic analysis of pre-development conditions to post-development conditions was performed using the Soil Conservation Service, Technical Release 20 (TR-20). ' The 2-, 10-, 25-, and 100-year storm events were modeled for a 24-hour, Type III storm using HydroCAD version 10.00 (2014). HydroCAD calculations for pre- and post-development conditions are include in the Appendices. ' The following rainfall amounts were utilized for each design storm event. 2-year Frequency Storm: 3.2 inches per 24-hours ' 10-year Frequency Storm: 4.8 inches per 24-hours 25-year Frequency Storm: 6.0 inches per 24-hours 100-year Frequency Storm: 7.2 inches per 24-hours ' Existing Watershed The existing site does not contain any drainage systems. Stormwater runoff infiltrates onsite and flows offsite in all directions. The existing catchment areas and drainage runoff flow ' patterns associated with the site are illustrated on the attached Pre-Development Watershed Plan (Dwg. CS9201). The drainage patterns will be maintained under post-development conditions. ' For the purposes of the hydrologic analyses, the existing site has been delineated into four (4) existing catchment areas which flow to four (4) different design points. All of the catchment ' areas flow offsite and are described as follows. As shown, surface drainage flows to the following site boundaries: • Design Point#1 (DP1)— Northwestern property line ' • Design Point#2 (DP2) — Northern property line • Design Point#3 (DP3) —Western property line • Design Point#4 (DP4) —Southeastern property line ' Catchment EX1 Catchment EX1 includes areas of the site which direct stormwater runoff primarily toward the northwestern property line (DP #1) and abutting developed areas including Bertram ' Field. The area does not include any impervious surfaces but does contain a considerable amount of underlying bedrock and consists of terrain as described above. The topography within the catchment includes steeply sloped (approx. 4%-15%) areas and some flatter ' terrain in the upland regions. Catchment EX2 ' Catchment EX2 includes areas of the site which direct stormwater runoff primarily toward the northern property line (DP #2) and abutting developed areas including the Collins Middle School's property. The area does not include any impervious surfaces but does ' contain a considerable amount of underlying bedrock and consists of terrain as described above. The topography within the catchment includes steeply sloped (approx. 4-20%) areas and some flatter terrain in the upland regions. Stormwater Management Report Page 7 7/112016 1 Catchment EX3 ' Catchment EX3 includes areas of the site which direct stormwater runoff primarily toward the western property line (DP #3), Bertuccio Avenue, and abutting developed areas along t Bertuccio Avenue. Runoff within this catchment flows westerly across some of the existing properties on Bertuccio Road until reaching the roadway gutter line where it is collected within a closed drainage system. The area does not include any impervious surfaces but does contain a considerable amount of underlying bedrock and consists of terrain as ' described above. Catchment EX4 t Catchment EX4 includes areas of the site which direct stormwater runoff primarily toward the southeastern property line (DP #4), Bertuccio Avenue, and abutting developed areas along Bertuccio Avenue. Runoff within this catchment flows westerly across some of the ' existing properties on Bertuccio Road until reaching the roadway gutter line where it is collected within a closed drainage system. The area does not include any impervious surfaces but does contain a considerable amount of underlying bedrock and consists of terrain as described above. , Proposed Watershed The proposed subdivision will include a closed drainage system which will collect and convey ' stormwater runoff into a detention basin. For the purposes of the analyses, the proposed site has been divided into eleven (11) sub-catchment areas. The proposed catchment areas are shown on the Post-Development Watershed Plan (Dwg. CS9301) ' Catchment P1 Catchment P1 includes some pavement area and overland flow from lawn and rooftop areas of the interior properties. Runoff from this catchment flows toward the gutter line of ' the subdivision roadway where it is collected within the proposed closed drainage system. Catchment P2 ' Catchment P2 includes some pavement area and overland flow from lawn and rooftop areas of the interior properties. Runoff from this catchment flows toward the gutter line of the subdivision roadway where it is collected within the proposed closed drainage system. ' Catchment P3 Catchment P3 includes some pavement area and overland flow from lawn and rooftop areas of the interior properties. Runoff from this catchment flows toward the gutter line of ' the subdivision roadway where it is collected within the proposed closed drainage system. Catchment P4 ' Catchment P4 includes some pavement area and overland flow from lawn and rooftop areas of the interior properties. Runoff from this catchment flows toward the gutter line of the subdivision roadway where it is collected within the proposed closed drainage system. ' Catchment P5 Catchment P5 includes some pavement area and overland flow from lawn areas of the interior properties. Runoff from this catchment flows toward the gutter line of the ' subdivision roadway where it is collected within the proposed closed drainage system. Stormwater Management Report Page 8 7/112016 , ' Catchment P6 Catchment P6 includes mostly pavement and some lawn areas. Runoff from this ' catchment flows toward the gutter line of the subdivision roadway where it is collected i within the proposed closed drainage system. ' Catchment P7 Catchment P7 includes mostly undeveloped woodland, and grassed lawn areas at the rear of the proposed properties which abut the existing properties along Bertuccio Avenue. ' Runoff from this catchment flows towards the gutter line of Bertuccio Avenue where it is collected and routed into the existing municipal closed drainage system on Bertuccio I Avenue. ' Catchment P8 Catchment P8 includes mostly lawn areas of the interior properties. Runoff from this catchment flows towards the gutter line of Bertuccio Avenue where it is collected and ' routed into the existing municipal closed drainage system on Bertuccio Avenue. Catchment P9 ' Catchment P9 includes mostly lawn and some rooftop areas which flow directly offsite northerly. ' Catchment P10 Catchment P10 includes mostly lawn and some rooftop areas which flow directly offsite northerly. ' Catchment PI Catchment P11 includes driveway, lawn areas, rooftop and the area within the proposed detention basin. 1 1 Stormwater Management Report Page 9 71712016 1 IX. SUMMARY OF PEAK DISCHARGE RATES ' The estimation of flow rates and volumes were calculated utilizing HydroCad stormwater , modeling software. The methodology is SCS TR-20, Type III, 24-hour rainfalls (2, 10, 25, & 100-year frequency storm events). Supporting calculations are included in the Appendix. Point of Analysis Storm Pre-Development Rate Post-Development Rate ' CFS CFS DP#1 2-year 0.24 0.23 (Northwestern property 10-year 0.60 0.58 ' line) 25-year 0.90 0.88 100-year 1.23 1.19 Point of Analysis Storm Pre-Development Rate Post- Development Rate CFS CFS ' 2-year 0.35 0.26 DP#2 10- ear 0.89 0.70 (Northern property line) 25-year 1.34 1.08 ' 100-year 1.82 1.48 Point of Analysis Storm Pre-Development Rate Post- Development Rate ' CFS CFS 2-year 0.75 0.33 DP#3 10-year 1.89 0.78 t (Western property line) 25-year 2.85 1.15 100-year 3.88 1.55 Point of Analysis Storm Pre-Development Rate Post-Development Rate CFS CFS ' DP#4 2-year 1.26 1.24 (Southeastern property 10 ear 3.16 3.09 line) 25 ear 4.78 4.75 ' 1 00- ear 6.49 6.41 Runoff flowing to design points 3 and 4 eventually combines within the existing closed drainage system along Jefferson Avenue south of the site. For analytical purposes, it is assumed that the ' resulting hydrographs for both design points are nearly equal and can be combined. The resulting analyses indicates that there is a 24% decrease in the rate of runoff entering the existing drainage system. In addition, two new catch basins are proposed at the intersection of ' Bertuccio Ave and Francis Drive which will improve the general street drainage at the intersection. Stormwater Management Report Page 10 7/1/2016 ' t 1 X. STORMWATER MANAGEMENT STANDARDS ' The project has been designed to meet the Mass DEP Stormwater Management Standards outlined in the Wetlands Protection Act Regulations, 310 CMR 10.05(6)(k) to the maximum extent possible. The project's conformance with these standards is described below. ' STORMWATER MANAGEMENT PRACTICES ' The majority of the stormwater runoff from the developed site is routed through a closed drainage system into a detention pond at the south side of the property. The detention pond has been designed as dry infiltrating detention basins with the lowest outlet in the outlet structures elevated above the bottom of the pond. The pond acts to both retain and infiltrate ' runoff and to treat runoff. Stormwater treatment is provided by deep sump catch basins, a sediment forebay, and the infiltration of runoff. The volume of runoff captured in the ponds is sufficient to meet both the standards for infiltration and for treatment. (See calculations ' below) CONFORMANCE WITH STANDARDS ' Standard 1: No New Untreated Discharges— Met There will be no new untreated outfalls proposed as part of this project; the stormwater ' management system is designed to provide a minimal level of water quality treatment for all discharges. Standard 2: Peak Rate Attenuation— Met ' There will be an increase to the impervious area in some of the watersheds while others will have no significant changes as a result of this project. The drainage collection and conveyance system will incorporate minimal water quality treatment measures. Pre- and post-development watershed analyses of the drainage systems were performed for the 2, 10, 25, 50, and 100-year storms. The results of the analysis indicate that post-development peak discharge rates will not increase from the pre-development discharge rates. ' Standard 3: Recharge Volume—Met At a minimum, Standard 3 requires that the post-development site provides at least as much recharge volume as the existing conditions. There will be an increase to the ' impervious areas as a result of the project, so there is a groundwater recharge requirement associated with this project. The project increases the impervious area by 36,350 square feet (0.83 acres); therefore, the required recharge volume is 1,060 cubic feet. However, ' some of the site's impervious area, 1,850 sf, drains offsite and not into a recharge facility. The adjusted minimum recharge volume is 1,120 cubic feet. Recharge will be provide in the infiltration basin. The required recharge calculations can be found below. ' ReV (total site) = 36,350 sf x (0.10712) = 302.9 cf Site area draining to recharge facilities = 36,350 sf— 1,850 sf= 34,500 sf Ratio of total site area to site area draining to recharge facilities = 36,350/34,500 = 1.05 ' Adjusted Minimum ReV= 1.05 x 302.9 cf = 318 cf Say 320 cf Stormwater Management Report Page 11 71112016 i 1 1 Recharge provided in detention basin; ' Total Recharge Volume is identified as the volume of the pond below the lowest outlet of t the outlet structure, which is elevation 44.60. The volume provided is = 1500 cf 691 cf > 320 cf 72-Hour Drawdown Calculations ' The drawdown time for the detention basin is determined with the following equation. Time (drawdown) = ReV ' (K) x Area Where, ReV= recharge Volume Provided ' K = Saturated Hydraulic Conductivity (Rawls Rate for HSG B soils) Area = Average Surface area of basin bottom Detention Basin ' Time (drawdown) = 691 cf = 14.20 hours (1"/hr)/12 x 580 sf t Sediment Forebay Sizing ' The sediment forebay has been sized for a volume equal to 0.10 inches multiplied by the impervious pavement area contributing to the detention basin. , Required Size of Detention Basin Forebay = (0.10"/12) x 27,880 =232.3 cf Provided Volume (EI. 46.00 to EI. 47.50) = 272 cf> 232.3 cf Standard 4: Water Quality— Met According to Standard 4, the project is subject to an 80% TSS Removal Rate requirement ' and the one half-inch rule for the water quality volume calculations. The project increases the impervious area by 36,350 square feet (0.83 acres); therefore, the total required water quality volume is 1,438 cubic feet. Water quality will be provided within the detention basin ' between the bottom of the basin (El. 43.00) and the lowest outlet invert (El. 46.5) of the outlet control structure. The detention basin will provide a volume of approximately 2,700 cubic feet. The total required water quality volume within the detention basin is shown below. ' Impervious pavement area draining to detention basin = 34,500 sf Required WQV= 34,500 sf x (0.50"/12) = 1,438 cf ' Provided Volume = 1,500 cf> 1,438 cf The water quality treatment train includes deep sump catch basins, which provide a 25% ' TSS removal rate, and the detention/infiltration basin is equipped with upstream sediment Stonnwater Management Report Page 12 711/2016 '1 forebay, which provides an 80% TSS removal rate. Due to grading constraints, runoff within a short section of new roadway and sidewalk will flow directly into the municipal ' system along Bertuccio Avenue without additional treatment. However, the additional untreated runoff meets the criteria for a de minimus discharge condition as defined in Standard 4 of the MassDEP Stormwater Regulations. The water quality and TSS removal calculations can be found in the Appendix. The Weighted Average TSS Removal is calculated as follows. ' Area 1 (paved area to detention basin) = 34,500 sf Area 2 (paved area flowing offsite) = 1,850 sf ' Weighted Average TSS % _ (34.500 sf)(85%) + (1.850 sf)(0%) = 80.67% 36,350 sf Standard 5: LUHPPL's—Not applicable Standard 6: Critical Areas—Not applicable ' Standard 7: Redevelopment Projects— Not applicable Standard 8: Erosion and Sediment Control— Met ' Soil and erosion control shall be provided during construction by means of hay bales, siltation fence, and/or compost filter tubes. The Stormwater Pollution Prevention Plan (SWPPP) will be the responsibility of the selected Contractor. The Contractor will submit the SWPPP prior to any land disturbance. Standard 9: Operation and Maintenance Plan —Met The operation and maintenance plan for the post-construction BMP's on this project will be ' the responsibility of the North Reading Public Works Department. The Operation and Maintenance Plan for the proposed drainage systems will be adopted into the current operation and maintenance plan, and can be found in the Appendix. ' Standard 10: Illicit Discharges—Met There are no known or suspected illicit discharges to the proposed stormwater conveyance ' system. In summary, this project meets Standards 1, 2, 3, 4, 8, 9, and 10. Standards 5, 6, and 7 are not applicable to the project. 1 Stormwater Management Report Page 13 7/112016 1 ONM STORMWATER CHECKLIST: Stormwater Management Report 7!1/2018 t 1 Massachusetts Department of Environmental Protection �.� Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction ' Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, the Stormwater Report which should provide more substantive and detailed information but is offered use only the tab P ( P ) hey to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor•do not Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in hey' Volume 3 of the Massachusetts Stormwater Handbook.The Stormwater Report must be prepared and „ certified by a Registered Professional Engineer(RPE) licensed in the Commonwealth. The Stormwater Report must include: ' • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see ' page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • ApplicantlProject Name ' • Project Address Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 ' In addition to all plans and supporting information,the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, ' critical areas, Land Uses with Higher Potential Pollutant Loads(LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. ' As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the ' Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the ' Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of slonnwater runoff to the post-construction best management practices. I For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Pian before commencing any land disturbance activity on the site. 1 Stormwater—Checklist•04/01/08 Stormwater Report Checklist•Page 1 of 8 1 Massachusetts Department of Environmental Protection t Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification ' The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily ' need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not t applicable(N.A.)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. ' Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution ' Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement(if included)and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as t further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. ' Registered Professional Engineer Block and Signature BENJAMIN C. 09GOOD,JR y CIVIL N0.45881 AF0lsls,XO��C ' srONALE �'�� Signatu and Date ' Checklist ' Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ® New development ' ❑ Redevelopment ❑ Mix of New Development and Redevelopment t Stonnwater_Checklisl•04/01/08 Stormwater Report Checklist•Page 2 of 8 ' t Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) ' LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ' ® No disturbance to any Wetland Resource Areas ❑ Site Design Practices(e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) ❑ Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ' ❑ Credit 1 ❑ Credit 2 ' ❑ Credit 3 ' ❑ Use of"country drainage"versus curb and gutter conveyance and pipe ❑ Bioretention Cells(includes Rain Gardens) ❑ Constructed Stormwater Wetlands(includes Gravel Wetlands designs) ❑ Treebox Filter ' ❑ Water Quality Swale ❑ Grass Channel i ❑ Green Roof ' ❑ Other(describe): ' Standard 1: No New Untreated Discharges ® No new untreated discharges ' ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. Stormwater—Checklist•0001108 Stonnwater Report Checklist•Page 3 of 8 i 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) 1 Standard 2: Peak Rate Attenuation 1 ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. 1 ❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. ® Calculations provided to show that post-development peak discharge rates do not exceed pre- 1 development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. 1 Standard 3: Recharge ❑ Soil Analysis provided. 1 ® Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. 1 ® Sizing the infiltration, BMPs is based on the following method: Check the method used. 1 ® Static ❑ Simple Dynamic ❑ Dynamic Field' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. 1 ® Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to 1 generate the required recharge volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum 1 extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L.c. 21E sites pursuant to 310 CMR 40.0000 1 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 1 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ® Calculations showing that the infiltration BMPs will drain in 72 hours are provided. 1 ❑ Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding analysis is included. 1 '80%TSS removal is required prior to discharge to infiltration BMP it Dynamic Field method is used. Stonnwater Checklist•04101108 Stormwater Report Checklist•Page 4 of 8 1 1 Massachusetts Department of Environmental Protection ' Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge(continued) ' ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4:Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; Spill prevention and response plans; Provisions for maintenance of lawns, gardens, and other landscaped areas; Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stonnwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ® A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ❑ Treatment BMPs subject to the 44%TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone If or Interim Wellhead Protection Area ❑ is near or to other critical areas ' ❑ is within soils with a rapid infiltration rate(greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment Vain meets the 80%TSS removal requirement and, if applicable, the 44%TSS removal pretreatment requirement, are provided. ' StormwaterChecklist•04/01/08 Stormwater Report Checklist•Page 5 of 8 1 Massachusetts Department of Environmental Protection ' Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality(continued) ❑ The BMP is sized (and calculations provided) based on: ® The'/2"or 1"Water Quality Volume or ' ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ❑ The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads(LUHPPLs) ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution 1 Prevention Plan(SWPPP)has been included with the Stormwater Report. ❑ The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ® The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease(e.g. all parking lots with >1000 vehicle trips per day)and the treatment Vain includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas ' ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ' ❑ Critical areas and BMPs are identified in the Stormwater Report. Stortnwater_Checklist"04101/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report ' Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ' ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ' ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ' ❑ Certain standards are not fully met(Standard No. 1, 6, 9, and 10 must always be fully met)and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system(a)complies with Standards 2, 3 and the pretreatment ' and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard S: Construction Period Pollution Prevention and Erosion and Sedimentation Control ' A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: t • Narrative; • Construction Period Operation and Maintenance Plan; Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; ' • Erosion and Sedimentation Control Plan Drawings; Detail drawings and specifications for erosion control BMPs, including sizing calculations; Vegetation Planning; ' • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; ' a Operation and Maintenance of Erosion and Sedimentation Controls; a Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. ' ❑ A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. Stomwater Cheddist•04101108 Stormwater Report Checklist•Page 7 of 8 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program ' Checklist for Stormwater Report Checklist (continued) ' Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control ' (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑ The project is not covered by a NPDES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the ' Stormwater Report. ® The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan ' ® The Post Construction Operation and Maintenance Pian is included in the Stormwater Report and includes the following information: ' ® Name of the stormwater management system owners; ® Party responsible for operation and maintenance; ® Schedule for implementation of routine and non-routine maintenance tasks; ® Pian showing the location of all stormwater BMPs maintenance access areas; ' ® Description and delineation of public safety features; ® Estimated operation and maintenance budget; and ' ® Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater ' Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the ' project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. ' Standard 10: Prohibition of Illicit Discharges ❑ The Long-Tenn Pollution Prevention Plan includes measures to prevent illicit discharges; ' ❑ An Illicit Discharge Compliance Statement is attached; ® NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of ' any stormwater to post-construction BMPs. Stormwater Checklist•04/01108 Stormwater Report Checklist•Page 8 of 8 i ! i 1 ! i 1 1 1 TSS REMOVAL CALCULATIONS: ! 1 ! 1 ! ! 1 ! Stomovater Management Report 7/1/2076 1 V INSTRUCTIONS: version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: FES-1 B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E y Deep Sump and HoodedF LCatch Basin 0.25 1.00 0.25 0.75 � H IE Sediment Foreba 0.00 Q Q Y IF 0.75 0.00 ]F 0.75 E 0 Infiltration Basin 0.80 0.75 0.60 0.15 ~ -IF 0.00 0.15 0.00 0.15 ::IF_V V 0.00 0.15 :IF 0.00 11-0-15 Separate Form Needs to be Completed for Each Total TSS Removal = 86% Outlet or BMP Train Project: Bertucclo Avenue Prepared By: cMi *Equals remaining load from previous BMP (E) Date: 3116/2016 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection XI. POLLUTION PREVENTION PLANS ' Construction Period Erosion and Sedimentation Control Plan: The BMP's associated with this project will be owned by the Applicant's Contractor, which will ' be responsible for inspection, operation and maintenance. A more detailed SWPPP — per NPDES Phase 2 requirements — is to be kept on site, along with inspection logs. All details and plans required are included in the Site Plan set attached herewith. ' 1. The contractor is to install and maintain drainage facilities as shown on site plan prepared by TTI Environmental Inc., dated March 17, 2016. t 2. Prior to construction, all erosion/siltation control devices shown on the above plan are to be installed. If applicable and to prevent silt intrusion into the drainage system during construction, the contractor is to install and maintain inlet protection at all ' catch basins, and install a silt fence and hay bale barrier at all slopes which may erode in the direction of any open drainage facilities. These are to be maintained throughout the construction process. ' 3. Installation of erosion controls and drainage facilities is to be inspected by TTI Environmental, Inc. to verify conformance to the design plans. t 4. The sequence of drainage construction shall be as follows: a) Install erosion control. b) Clear, grub, and excavate areas for roadway. ' c) Install drainage systems 5. Erosion controls are to be inspected and maintained on a daily basis by the ' Contractor. 6. All exposed soils shall be immediately stabilized with a layer of mulch hay. ' 7. During construction of other site features, all drainage facilities shall be inspected on a daily basis and cleaned/repaired immediately upon discovery of sediment build-up ' or damage. Logs of inspections are to be kept on site and available to officials. 8. All hazardous materials are to be handled as described in SWPPP. ' Long-Term Pollution Prevention: The owner/applicant is to be responsible for maintenance of all drainage structures in the project, including drain pipes. The future owner is expected to be the City of Salem, which will be responsible for compliance with the Plan. ' Regular maintenance is to include the following: Stormwater Management Report Page 14 7/1/2016 1. Inspection of all drainage facilities (pipes and infiltration basins) every three months. During these inspections, the inspector (a Registered Professional Engineer qualified in drainage systems as designated by the Applicant) shall look for evidence t of the following: structural damage, silt accumulation (near inlet inverts on pipes), and improper function. A report on the system shall be delivered to the Project Association, with a copy delivered to the Town Engineer and Conservation Commission. ' 2. After inspection, if any of the above conditions exist, the inspector shall notify the Applicant who shall immediately arrange for all necessary repairs and sediment , removal. 3. All graded slopes shall be inspected every spring for erosion. Upon discovery of any ' failure (ie. erosion, sloughing, rutting), loam and seed shall be put in place and nurtured. 4. Catch basins and sediment forebays shall be cleaned out annually or when sediment , has accumulated to within 6" of the inlet or outlet inverts. t 1 1 1 Stormwater Management Report Page 15 7/1/2076 t STORMWATER MANAGEMENT SYSTEM Post-Development Inspection & Maintenance Log I Cleaning/Repair Date of BMP/System Maintenance Required & Date of Inspection Needed (list Cleaning/ Cleaning/ Repair Component Frequency Inspection, Inspector items/comments) Repair Performed b •Swept clean as required (i.e. visual noticeable Pavement build-up). A minimum Sweeping of once per year, preferably just after snow melt. • Inspect and clean annually for the evidence of structural Catch Basin damage, silt Sumps/Drain accumulation and Manholes/ improper function. Outlet • Remove accumulated Control sediments and debris Structure from sump when sump is more than 25% full, minimum annually just after snow melt. • Inspect annually for the evidence of structural Drain Pipes damage, silt accumulation and improper function. a Clean pipes when Cleaning/Repair Date of BMP/System Maintenance Required & Date of Inspection Needed (list Cleaning/ Cleaning/ Repair -Component Frequency Inspection Inspector items/comments) Repair Performed b sediment occupies more than 20% of pipe diameter. • Inspect after every major storm during first three months of operation and annually thereafter for the evidence of structural damage, silt Infiltration accumulation and basin improper function. • Mow the side slopes and basin bottom, remove trash and debris, grass clippings and accumulated organic matter every six months. •Inspect every spring for Graded erosion. Repair any Slopes/ erosion by placing rip- Rip-Rap rap/ loam and seed in lace and nurtured Stormwater Management Report Page 17 7/1/2016 Ilf� � mll»l>t Ilitltlt� Iilil� Illlitlll lig Ifs lllllllfl � � . I ' k � I ' I � Hydrocad ' PRE-DEVELOPMENT: ' 2-Year Storm 1 ' Stonnwater Management Report 7/1/2016 1 EX1 DP1 , TO DP 1 OFFSITE ' EX2 � DP2 ' TO DP 2 OFFSITE EX3 TOTAL OFFSITE ' TO DP 3 OFFSITE 1 EX4 � DP4 1 TO DP 4 OFFSITE ' 1 1 Subcat Reach on Link Routing Diagram for PRE-DEVELOPMENT ANALYSIS Prepared by TTI Environmental, Inc., Printed 7/1/2016 ' FydMCAD®10.00-13 S/n 08795 ®2014 HydroCAD Software Solutions LLC I 1 i PRE-DEVELOPMENT ANALYSIS 1 Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD010.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) 1 Area CN Description (sq-ft) (subcatchment-numbers) 1 12,775 70 >75% Grass cover, Good, HSG B (EX1) 11,814 61 >75% Grass cover, Good, HSG B (EX4) 2,618 98 Driveway, HSG B (EX4) 1 2,725 98 Unconnected roofs, HSG B (EX4) 118,490 70 Woods/grass comb., Good, HSG C (EX2, EX3, EX4) 148,422 70 TOTAL AREA 1 1 1 i 1 1 i � 1 1 1 1 1 PRE-DEVELOPMENT ANALYSIS ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment ' (sq-ft) Group Numbers 0 HSG A ' 29,932 HSG B EX1, EX4 118,490 HSG C EX2, EX3, EX4 0 HSG D ' 0 Other 148,422 TOTAL AREA 1 t t t PRE-DEVELOPMENT ANALYSIS ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HVdroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) ' HSG-A HSG-B HSG-C HSG-D Other Total Ground Su (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Nu ' 0 24,589 0 0 0 24,589 >75% Grass cover, Good 0 2,618 0 0 0 2,618 Driveway 0 2,725 0 0 0 2,725 Unconnected roofs 0 0 118,490 0 0 118,490 Woods/grass ' comb., Good 0 29,932 118,490 0 0 148,422 TOTAL AREA t t 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" , Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCADO 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment EX1: TO DP 1 Runoff = 0.24 cfs @ 12.12 hrs, Volume= 880 cf, Depth> 0.83" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2 YR Rainfall=3.20" Area (sf) CN Description ' 12,775 70 >75% Grass cover, Good, HSG B , 12,775 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ftlsec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" ' 0.4 55 0.1000 2.21 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.3 60 0.2000 3.13 Shallow Concentrated Flow, Shallow Cocnentrated Flow Short Grass Pasture Kv= 7.0 fps ' 7.7 165 Total Subcatchment EX1: TO DP 1 , Hydrograph ®Runoff , 0.26 0.24 cfs -1-24-. Type III 24-hr 0.22-: . 022 YR Rainfall=3.20" ' Runoff Area=12,775 sf 0.14 . . .. - � -. 0.16 Runoff:Volume-880„ cf 31� Runoff,Depth>0.83 LL 0.12- 0.1- , Flow Length=165' 0.08 T&7.71nin 0.06 ' CN=70 0.04-.1 — t 0.02- 0 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment EX2: TO DP 2 Runoff = 0.35 cfs @ 12.14 hrs, Volume= 1,352 cf, Depth> 0.83" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" Area (sf) CN Description ' 19,644 70 Woods/-grass comb., Good, HSG C 19,644 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow ' Grass: Dense n= 0.240 P2= 3.20" 0.7 90 0.1000 2.21 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.2 50 0.2800 3.70 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.8 95 0.0800 1.98 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps ' 8.7 285 Total Subcatchment EX2: TO DP 2 H dro ra h 0.3e ' 0.35 cfs o.3 _Type 111 .24-hr 6.32 2 YRRainfall=3.20" -0.3-. O.M. Runoff Area=19,644 sf 0.26- 0.24, .26 0.24 Runoff_Volume=1,352 cf °0z Runoff Depth>0.83" ' O Flow Length =285' - 0.16 . - _ . .- _ 0.14-1 .14 Tc 4.7 min . ' 0.12 CN=70 0.08 0.06 ' 0.04 0.02 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 18 20 21 22 23 24 ' Time (hours) PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment EX3: TO DP 3 Runoff = 0.75 cfs @ 12.18 hrs, Volume= 3,169 cf, Depth> 0.83" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2 YR Rainfall=3.20" Area (sf) CN Description 46,082 70 Woods/grass comb., Good, HSG C ' 46,082 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" ' 0.6 50 0.0440 1.47 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 1.0 40 0.0100 0.70 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps ' 1.2 100 0.0400 1.40 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.7 100 0.2200 2.35 Shallow Concentrated Flow, Shallow Concentrated Flow t Woodland Kv= 5.0 fps 1.3 85 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 11.8 425 Total , Subcatchment EX3: TO DP 3 Hydrograph 0.8-. 0.75 Cfs o Rsoon 0J6 0.7 Type III 24-hr , 0.65 2 YR Rainfall=3.20" 0.6 Runoff Area=46,082 sf ' 0.55 Runoff-Volume=3,169 cf 0.5 0.45 Runoff Depth>0.83" ° 1,4-' Flow Length=425' ' u 0.35 0.3 Tc=11.8 min 0.25 CN=70 ' 02 0.15 0.1 '0.05 . .. . .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17, 1 18 19 20 21 22 233 24 ' Time (hours) ' PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment EX4: TO DP 4 Runoff = 1.26 cfs @ 12.14 hrs, Volume= 4,813 cf, Depth> 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" Area (sf) CN Adi Description ' 52,764 70 Woods/grass comb., Good, HSG C 11,814 61 >75%Grass cover, Good, HSG B 2,725 98 Unconnected roofs, HSG B ' 2,618 98 Driveway, HSG B 69,921 71 70 Weighted Average, UI Adjusted 64,578 92.36% Pervious Area ' 5,343 7.64% Impervious Area 2,725 51.00% Unconnected Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" ' 0.3 55 0.1500 2.71 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.4 60 0.1330 2.55 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.4 75 0.1600 2.80 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.1 30 0.3300 5.74 Shallow Concentrated Flow, Shallow Concentrated Flow ' Nearly Bare & Untilled Kv= 10.0 fps 0.5 140 0.1900 4.36 Shallow Concentrated Flow, Shallow Concentrated Flow Nearly Bare & Untilled Kv= 10.0 fps 8.7 410 Total 1 1 PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" , Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCADS 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 9 Subcatchment EX4: TO DP 4 Hydrogreph ' 1.26 cfs m Runoff Type III 24-hr 2 YR Rainfall=3.20" - . � - --=--- - ---- - - --- 1 Runoff Area=69,921 Sf , Runoff Volume=4,813; d ; Runoff Depth>0.83" t Flow Length=410' ' TOM min ' UI Adjusted CN=70 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) t PRE-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 10 Summary for Link 1L: TOTAL OFFSITE 1 Inflow Area = 148,422 sf, 3.60% Impervious, Inflow Depth > 0.83" for 2 YR event Inflow = 2.56 cfs @ 12.15 hrs, Volume= 10,214 cf tPrimary = 2.56 cfs @ 12.15 hrs, Volume= 10,214 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Link 1L: TOTAL OFFSITE Hydrograph r ®Inflow O Primary inflow Area=148,4 2.5s cfs 1 1 1 F 1 I 2 � I 1 I y I t ------------ -------- 0 I 1 1 1 I I 1 I I I 1 I 1 1 1 I 1 1 , 1 I 1 1 1 1 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 18 17 10 19 20 21 22 23 24 Time (hours) 1 PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 11 Summary for Link DP1: OFFSITE Inflow Area = 12,775 sf, 0.00% Impervious, Inflow Depth > 0.83" for 2 YR event ' Inflow = 0.24 cfs @ 12.12 hrs, Volume= 880 cf Primary = 0.24 cfs @ 12.12 hrs, Volume= 880 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DPI: OFFSITE ' Hydrograph 110 Inflow 0.26 _ _ _____ _ _ _ __ ®Primary 0.24 - Inflow :Area=12,7 o.za cfs - 0.2 0.18- 0.16, .16 0.14 - -- , i _____i i ___r_-.__ « _ ------------ LL 0.12 0.06 . ,._______� .----- --------- ---- _ 0.08 0.04 0.02 0 '0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) t 1 ' PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 12 Summary for Link DP2: OFFSITE Inflow Area = 19,644 sf, 0.00% Impervious, Inflow Depth > 0.83" for 2 YR event Inflow = 0.35 cfs @ 12.14 hrs, Volume= 1,352 cf Primary = 0.35 cfs @ 12.14 hrs, Volume= 1,352 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP2: OFFSITE Hydrograph ------- ----- - - - B inflow 191 Prima ry 0.38 0.35 cfs --- - Inflow Area=19,6 - 0.36 ' ------------- 0.34 ' -----------..______----------- ,.__, I _____r -; _ 0.32 _ _, -' 0.3 0.28. 1 i ' 0.26-. .28 0.24 _-------L_______1 ' 0.22 0.2 ' 3 0.18 --r __ ' _ ,___. _._____� LL -i - I_ _'. _ __ _ -� _ 0.18 0.14 1 0.12- 1 'I - I 0.08z .L . 1 1 �. _ 4 0.06 0.04 0.02 0 0 1 2 3 4 5 8 7 8 9 10 it 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1i I PRE-DEVELOPMENT ANALYSIS Type 1l/ 24-hr 2 YR Rainfall=3.20" 1 Prepared by TTI Environmental, Inc. Printed 7/1/2016 1 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 13 Summary for Link DP3: OFFSITE Inflow Area = 46,082 sf, 0.00% Impervious, Inflow Depth > 0.83" for 2 YR event 1 Inflow = 0.75 cfs @ 12.18 hrs, Volume= 3,169 cf Primary = 0.75 cfs @ 12.18 hrs, Volume= 3,169 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt=0.01 hrs Link DP3: OFFSITE 1 Hydrograph 1 _..-------------- ---- ._. _ - Olnflow ©Primary 0.8- Inflow-!Area=46,0 o.75ofs _ . _ .-__ __ .-- ,- ------- - - 0.75 0.7 - ----- - - -- ... . 0.65 0.8 - — -, -- -r _ . . . - - - -- - - i ___ .... . . . . .. : .... 0.55 _�_ _ 0.5 r� . L_--- --------- -------- --- - i__-__i_- u 0.45 ' ' i 0.4 n 0.35 0.3-' I 0.25 , 0.15 ' 0.05 1 0 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 i 1 1 PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 14 Summary for Link DP4: OFFSITE Inflow Area = 69,921 sf, 7.64% Impervious, Inflow Depth > 0.83" for 2 YR event Inflow = 1.26 cfs @ 12.14 hrs, Volume= 4,813 cf Primary = 1.26 cfs @ 12.14 hrs, Volume= 4,813 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP4: OFFSITE Hydrograph ®Inflow ' r ©Primary Inflow IArea=69,,9 1.26 ifs • 1 I 1 1 1 I I I 1 1 I 1 I 1 1 1 b 1 1 y 1 1 1 1 O 1 1 1 I I i 1 1 • LL 1 1 1 I 1 1 I I 1 1 1 1 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) �I t 1 t r ' Hydrocad PRE-DEVELOPMENT: ' 10-Year Storm ' i Stoenwater Management Report 7Nf2016 ' ' PRE-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment EX1: TO DP 1 Runoff = 0.60 cfs @ 12.12 hrs, Volume= 2,008 cf, Depth> 1.89" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" Area (so CN Description ` 12,775 70 >75% Grass cover, Good, HSG B 12,775 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" 0.4 55 0.1000 2.21 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.3 60 0.2000 3.13 Shallow Concentrated Flow, Shallow Cocnentrated Flow Short Grass Pasture Kv= 7.0 fps 7.7 165 Total Subcatchment EX1: TO DP 1 Hydrograph 0.65 - , ®Runoff .__ cfs 0.6 Type III 24 hr_ - - - 0.55 , I , 10 YR Rainfall=4.80" 0.5 6.45 Runoff Area=12,775 i f ; - _ 04 Runoff Delme=2,008 cf 0.35 p 0.37 Flow Length=165' ; 0.25 Tc=7.7 ruin o.z CN=70 ; a, — ---- - 0.05 0 _ - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.60" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment EX2: TO DP 2 Runoff = 0.89 cfs @ 12.13 hrs, Volume= 3,086 cf, Depth> 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" Area (sf) CN Description ' 19,644 70 Woods/grass comb., Good, HSG C 19,644 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" 0.7 90 0.1000 2.21 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.2 50 0.2800 3.70 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.8 95 0.0800 1.98 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 8.7 285 Total Subcatchment EX2: TO DP 2 Hydrograph 0.95t0.69 cfs ®Runoff oa5 Type III 24-hr 10 YR Rainfall=4.80" 0.75 Runoff Area=19,644 if - 0.65Z ' 1 0.6 . Runoff Volume=3,086 Cf 9.55. .. Runoff Depth>1.89" - 0.5. 645 Flow Length=285' LL r r 0.4z; 0.35Tc=8.7 min 0.3 CN=70 0.25 0.2 0.15-* .. . . . . _. _ ___ .. 0.05 , 0 � 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) PRE-DEVELOPMENT ANALYSIS Type /1/ 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 17 - Summary for Subcatchment EX3: TO DP 3 Runoff 1.89 cfs @ 12.17 hrs, Volume= 7,235 cf, Depth> 1.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" Area (sf) CN Description ' 46,082 70 Woods/grass comb., Good, HSG C 46,082 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" 0.6 50 0.0440 1.47 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 1.0 40 0.0100 0.70 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 1.2 100 0.0400 1.40 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps L 0.7 100 0.2200 2.35 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.3 85 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 11.8 425 Total Subcatchment EX3: TO DP 3 ' Hydrograph , 2 1.89 cfs i Type 111 ,24-hr , 10 YR Rainfall=4.80" Runoff Area=46,082 sf ; Runoff Volume=7,235 cf _Runoff Depth>1.18 Flow Length;425' , Tc=11.8 min ' CN=70 ; 6 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" w Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Paae 18 Summary for Subcatchment EX4: TO DP 4 Runoff = 3.16 cfs @ 12.13 hrs, Volume= 10,986 cf, Depth> 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" Area (sf) CN Ado Description 52,764 70 Woods/grass comb., Good, HSG C 11,814 61 >75%Grass cover, Good, HSG B 2,725 98 Unconnected roofs, HSG B 2,618 98 Driveway, HSG B 69,921 71 70 Weighted Average, UI Adjusted 64,578 92.36% Pervious Area 5,343 7.64% Impervious Area 2,725 51.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" 0.3 55 0.1500 2.71 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.4 60 0.1330 2.55 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.4 75 0.1600 2.80 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.1 30 0.3300 5.74 Shallow Concentrated Flow, Shallow Concentrated Flow Nearly Bare 8 Untilled Kv= 10.0 fps 0.5 140 0.1900 4.36 Shallow Concentrated Flow, Shallow Concentrated Flow ' Nearly Bare& Untilled Kv= 10.0 fps 8.7 410 Total 1 1 PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 19 Subcatchment EX4: TO DP 4 rHydrograph ' p Runoff ' fs 1 10 YR Rainfall=4.80" Ru --_ ; TYI?eIIF — 24-hr - � - ----� , =r , Runoff Area=69,921 sf Runoff Vol ume=10,986 cf r 2 Runoff Depth>1.89" Flow Length=410' LL Tc '8.7 min -ul Adjusted CN=7,0--- --- --- ------ r 6 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) r r r r r r r r PRE-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD810.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 20 Summary for Link 1L: TOTAL OFFSITE Inflow Area = 148,422 sf, 3.60% Impervious, Inflow Depth > 1.88" for 10 YR event Inflow = 6.42 cfs @ 12.14 hrs, Volume= 23,314 cf Primary = 6.42 cfs @ 12.14 hrs, Volume= 23,314 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 1L: TOTAL OFFSITE ' Hydrograph --------- - - _--- ,---- --- I-- 10 infim 7 ' 1 ' i ®PrimaPrimary 1 1 4nf1ow-Area;148;4 s.az cfs - I t 5 1 1 4 1 ; p 1 • 1' I p • i i 1 , I u 3 ' , 2 1 ' i 1 1 1 -- ----------- 1 1 I ' ' 0 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) PRE-DEVELOPMENT ANALYSIS Type /// 24-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 21 Summary for Link DPI: OFFSITE Inflow Area = 12,775 sf, 0.00% Impervious, Inflow Depth > 1.89" for 10 YR event Inflow = 0.60 cfs @ 12.12 hrs, Volume= 2,008 cf Primary = 0.60 cfs @ 12.12 hrs, Volume= 2,008 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DPI: OFFSITE Hydrograph __ '_ ____ __ Inflow 0 0.65 '-� i � - . -i ®Primary Inflow-Area=12,7 oao cfs O6 -- -- - - - - - 0.55 -----------------------:--- -- 0.s 0.25 ' ' 0.15 I_ 0.1 __ _ - . . __ ______ _,.._i 0.05 0 0 1 2 3 4 5 8 7 8 0 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 'I PRE-DEVELOPMENT ANALYSIS Type ///24-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 1 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 22 Summary for Link DP2: OFFSITE Inflow Area = 19,644 sf, 0.00% Impervious, Inflow Depth > 1.89" for 10 YR event Inflow = 0.89 cfs @ 12.13 hrs, Volume= 3,086 cf Primary = 0.89 cfs @ 12.13 hrs, Volume= 3,086 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP2: OFFSITE , Hydrograph Fe inflm �__ --- - -. _ _.. , I©Primary 095 InflowArea=19,6. 0.89 cfs _ r 09 0.85 i 0.75 ._i_ _ _r__�__ ______ ._�... _r _!___ 0.7 0.85 _ 0.6 m 0.55 .. _�. 0.5 u 0.45 _ _____ 0.4 0.35 0.3 0.25 1 0.15 0.1 0.05 _ ' 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1B 19 20 21 22 23 24 Time (hours) i i 1 i _ 1 1 1 1 ' PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 23 Summary for Link DP3: OFFSITE Inflow Area = 46,082 sf, 0.00% Impervious, Inflow Depth > 1.88" for 10 YR event Inflow = 1.89 cfs @ 12.17 hrs, Volume= 7,235 cf ' Primary = 1.89 cfs @ 12.17 hrs, Volume= 7,235 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Link DP3: OFFSITE Hydrograph ----i--"' -- --- Foinow 1 17 Primary 2- cfs 89 Are&46,,O 1.Bs r 1 I 1 1 1 ; ----- -- ' 1 1 1 I y 1 i LL 1 1 I 1 1 1 i 1 1 1 1 1 1 i 1 1 1 I I I 1 1 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hauma 1 1 PRE-DEVELOPMENT ANALYSIS Type /// 24-hr 10 YR Rainfall=4.80" , Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD@ 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 24 Summary for Link DP4: OFFSITE Inflow Area = 69,921 sf, 7.64% Impervious, Inflow Depth > 1.89" for 10 YR event Inflow = 3.16 cfs @ 12.13 hrs, Volume= 10,986 cf Primary = 3.16 cfs @ 12.13 hrs, Volume= 10,986 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP4: OFFSITE ' Hydrograph Olnfiow 3.16 cfs ®Prima y � I 1 inflow-Area=69;9 _ .__ 3 1 1 I 1 1 1 1 1 � I 1 m 2 y I 1 1 1 I 1 I I LL t 1 1 1 1 I 1 1 I 1 1 I 1 1 1 I 1 1 I 1 � 1 1 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 li 1 1 1 i 1 i 1 1 r Hydrocad 1 f ' PRE-DEVELOPMENT: I 1 25-Year Storm 1 1 1 1 1 1 1 1 Stormwater Management Report 7/72016 1 PRE-DEVELOPMENT ANALYSIS Type ll/ 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment EX1: TO DP 1 Runoff = 0.90 cfs @ 12.11 hrs, Volume= 2,981 cf, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25 YR Rainfall=6.00" Area (so CN Description 12,775 70 >75% Grass cover, Good, HSG B ' 12,775 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" ' 0.4 55 0.1000 2.21 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.3 60 0.2000 3.13 Shallow Concentrated Flow, Shallow Cocnentrated Flow Short Grass Pasture Kv= 7.0 fps ' 7.7 165 Total Subcatchment EX1: TO DP 1 , Hydrograph --------- ----.__ ._ . .__ . __�_ 0.90 cfs , Type III 24-hr 25 YR Rainfall=6.00" Runoff Area=12,775 sf Runoff Volume=2,981; Cf Runoff Depth>2.90" ' LL Flow Length=165' ' Tc--7.7 min ' CN 70 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hops) 1 1 1 1 PRE-DEVELOPMENT ANALYSIS Type /// 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment EX2: TO DP 2 ' Runoff = 1.34 cfs @ 12.13 hrs, Volume= 4,583 cf, Depth> 2.80" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" Area (sf) CN Description ' 19,644 70 Woods/grass comb., Good HSG C 19,644 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow ' Grass: Dense n= 0.240 P2= 3.20" 0.7 90 0.1000 2.21 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.2 50 0.2800 3.70 Shallow Concentrated Flow, Shallow Concentrated Flow ' Short Grass Pasture Kv= 7.0 fps 0.8 95 0.0800 1.98 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps ' 8.7 285 Total Subcatchment EX2: TO DP 2 ' Hydrograph m RU006 1.34 cfs ' Type III 24-hr 25 YR Rainfall=6.00" Runoff-Area-19,644 sf ,-- --------- -------- Runoff Volume-4,581 cf Runoff Depth>2.80" v I ° Flow Length: =285' ; LL Tc=8.7 min ' 1 ' CN 70 I 1 1 I 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) 1 PRE-DEVELOPMENT ANALYSIS Type ///24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 27 ' Summary for Subcatchment EX3: TO DP 3 ' Runoff = 2.85 cfs @ 12.17 hrs, Volume= 10,744 cf, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25 YR Rainfall=6.00" Area (sf) CN Description 46,082 70 Woods/grass comb., Good, HSG C 1 46,082 100.00% Pervious Area Tc Length Slope Velocity Capacity Description t (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" ' 0.6 50 0.0440 1.47 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 1.0 40 0.0100 0.70 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps ' 1.2 100 0.0400 1.40 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.7 100 0.2200 2.35 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 1.3 85 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 11.8 425 Total ' Subcatchment EX3: TO DP 3 Hydrograph 3 2.85 cfs Type III 24-hr; 25 YR Rainfall=6.00" i 1 1 Runoff Area=46,082 sf ' 2 Runoff Volume=10,744 Cf Runoff Depth>2.80" Flow Length-425'; ' LL Tc=11.8 min ' CN-70 ' 1 , 1 1 ; i 1 ; a 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) 1 ' PRE-DEVELOPMENT ANALYSIS Type Ill 24-hr 25 YR Rainfall=6.00" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment EX4: TO DP 4 Runoff = 4.78 cfs @ 12.13 hrs, Volume= 16,314 cf, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" Area (so CN Ad i Description ' 52,764 70 Woods/grass comb., Good, HSG C 11,814 61 >75% Grass cover, Good, HSG B 2,725 98 Unconnected roofs, HSG B 2,618 98 Driveway, HSG B 69,921 71 70 Weighted Average, UI Adjusted 64,578 92.36% Pervious Area ' 5,343 7.64% Impervious Area 2,725 51.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" 0.3 55 0.1500 2.71 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.4 60 0.1330 2.55 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps ' 0.4 75 0.1600 2.80 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.1 30 0.3300 5.74 Shallow Concentrated Flow, Shallow Concentrated Flow Nearly Bare & Untilled Kv= 10.0 fps t 0.5 140 0.1900 4.36 Shallow Concentrated Flow, Shallow Concentrated Flow Nearly Bare & Untilled Kv= 10.0 fps 8.7 410 Total 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 29 Subcatchment EX4: TO DP 4 Hydrograph ----------- - , s ; 4.78 cfs , Type III 24-hr, -25 YR Rainfall=6.00"- 4 j - Runoff Area-769,921 sf; ' Runoff Volume=1 - 6,314 cf 3 Runoff Depth>2.80" r Flow Length-' 410" LL - ___.. . .___ --- _-_-_-_ --___ r 2 Tc=8.7 min ' UI Adjusted CN=70 i : : 1; 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 1' 10 19 20 21 22 23 24 Time (hours) 1 1 PRE-DEVELOPMENT ANALYSIS Type /// 24-hr 25 YR Rainfall=6.00" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD0 10.00-13 s/n 08795 02014 HydroCAD Software Solutions LLC Page 30 Summary for Link 1L: TOTAL OFFSITE Inflow Area = 148,422 sf, 3.60% Impervious, Inflow Depth > 2.80" for 25 YR event Inflow = 9.72 cfs @ 12.13 hrs, Volume= 34,624 cf ' Primary = 9.72 cfs @ 12.13 hrs, Volume= 34,624 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs tLink 1L: TOTAL OFFSITE Hydrograph ; 10 Inflow-Area=148,4 9.72 cfs • 1 , 1 I I 6 1 • • I 1 1 • 1 . - I I I 1 1 1 1 • r 1 4 1'- -1 1 1 I 1 1 3 _____--- -`---- -- ---1--' ___ ~--1--f--1-----.I --------.--i-- 1 I r 1 I - 1 _ 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 1'4'-1'5 16 17 18 19 20 21 22 23 24 Time (hours) 1 PRE-DEVELOPMENT ANALYSIS Type /// 24-hr 25 YR Rainfall=6.00" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 31 Summary for Link DP1: OFFSITE Inflow Area = 12,775 sf, 0.00% Impervious, Inflow Depth > 2.80" for 25 YR event Inflow = 0.90 cfs @ 12.11 hrs, Volume= 2,981 cf Primary = 0.90 cfs @ 12.11 hrs, Volume= 2,981 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP1: OFFSITE ' Hydrograph ------- --- -- --------- --- i C in80W ©Primary Inflow Area=12,7 0.90 cfs I � 1 I ; 1 1 i I 1 1 1 1 b 1 1 1 3 1 ' r 1 1 1 1 1 1 I 1 I 1 1 1 1 I 1 � • 1 I 1 1 ' I t I O 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 ' PRE-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 32 Summary for Link DP2: OFFSITE Inflow Area = 19,644 sf, 0.00% Impervious, Inflow Depth > 2.80" for 25 YR event Inflow = 1.34 cfs @ 12.13 hrs, Volume= 4,583 cf ' Primary = 1.34 cfs @ 12.13 hrs, Volume= 4,583 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Link DP2: OFFSITE Hydrograph 1 ®Inflow 1.34 cfs 0 Primary Inflow Area=19,6 --- -----------­- -- .2 - ------ -- _-- - 1 I 1 1 1 1 1 1 .2 1 ;1 1 I 1 1 1 I . 1 1 1 ;1 I 1 1 1 OL "I . ............ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 18 20 21 22 23 24 Time (hours) t 1 1 t PRE-DEVELOPMENT ANALYSIS Type /// 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 33 Summary for Link DP3: OFFSITE Inflow Area = 46,082 sf, 0.00% Impervious, Inflow Depth > 2.80" for 25 YR event Inflow = 2.85 cfs @ 12.17 hrs, Volume= 10,744 cf Primary = 2.85 cfs @ 12.17 hrs, Volume= 10,744 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP3: OFFSITE ' Hydrograph ro lam ©Primary Inflow ;Area=46,0 2.8 cfs I � � , I 1 I , 2 m 1 ; 1 I 1 J 1 I 1 1 1 1 1 1 1 1 ' � I . 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22-2"3 24 Time (hours) I I 1 PRE-DEVELOPMENT ANALYSIS Type ///24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 34 Summary for Link DP4: OFFSITE tInflow Area = 69,921 sf, 7.64% Impervious, Inflow Depth > 2.80" for 25 YR event Inflow = 4.78 cfs @ 12.13 hrs, Volume= 16,314 cf ' Primary = 4.78 cfs @ 12.13 hrs, Volume= 16,314 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Link DP4: OFFSITE Hydrograph _I__ _�_ p lnflav I ; m Primary 5 Inflow Area=69,9 4.78 cfs i i 4 . 1 I 1 I 1 1 i 3 u 1 I � 1 F LL t 1 1 1 ------- 2- 0 O i - 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 10 19 20 21 22 23 24 Time (hours) 1 1 t 1 1 r� r ' Hydrocad PRE-DEVELOPMENT: ' 100-Year Storm ' 1 Stormwater Management Report 7/12016 ' i 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20 ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 35 ' _ Summary for Subcatchment EX1: TO DP 1 Runoff 1.23 cfs @ 12.11 hrs, Volume= 4,023 cf, Depth> 3.78" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" ' Area (sf) CN Description 12,775 70 >75% Grass cover, Good, HSG B 12,775 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" 0.4 55 0.1000 2.21 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.3 60 0.2000 3.13 Shallow Concentrated Flow, Shallow Cocnentrated Flow Short Grass Pasture Kv= 7.0 fps 7.7 165 Total ' Subcatchment EX1: TO DP 1 Hydrograph 1.23 cfs ; Type III 24-he ' .10.0-YR Rainfall=7.20" ' Runoff Area=12,775 sf Runoff Volume=4,023; d ' Runoff Depth>3.78" Flow Length=165' LL 1 1 I T&7.7 min CN=70 , 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 PRE-DEVELOPMENT ANALYSIS Type Ill 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD010.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment EX2: TO DP 2 Runoff = 1.82 cfs @ 12.13 hrs, Volume= 6,185 cf, Depth> 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100 YR Rainfall=7.20" Area (sf) CN Description 19,644 70 Woods/grass comb., Good, HSG C ' 19,644 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" ' 0.7 90 0.1000 2.21 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.2 50 0.2800 3.70 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps ' 0.8 95 0.0800 1.98 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 8.7 285 Total ' Subcatchment EX2: TO DP 2 Hydrograph 2 1.82 cfs ®RunoB Type III 24-hir 100 YR Rainfall=7.20 ' Runoff Area=19,644 sf ' Runoff Volume=6,185 cf Runoff Depth>178" LL 1 Flow Length=285' ' Tc--'8.7 min CN=70 ' t ...... 0 0 1 2 3 4 5 6 7 6 8 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) ' 1 1 ' PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HvdroCAD Software Solutions LLC Page 37 Summary for Subcatchment EX3: TO DP 3 Runoff = 3.88 cfs @ 12.16 hrs, Volume= 14,501 cf, Depth> 3.78" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" Area (sf) CN Description ' 46,082 70 Woods/grass comb., Good, HSG C 46,082 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow ' Grass: Dense n= 0.240 P2= 3.20" 0.6 50 0.0440 1.47 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 1.0 40 0.0100 0.70 Shallow Concentrated Flow, Shallow Concentrated Flow ' Short Grass Pasture Kv= 7.0 fps 1.2 100 0.0400 1.40 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps ' 0.7 100 0.2200 2.35 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.3 85 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 11.8 425 Total Subcatchment EX3: TO DP 3 ' Hydrograph 4 ' 3.66 cfs ®Runoff ' Type III 24-hr 100 YR Rainfall=7.20" ' 3 Runoff Area=46,082 sf Runoff Volume=14,501 cf ' Runoff Depth>3.78" 2 Flow Length=425' LL Tc=11.8 min CN=70 o- ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 PRE-DEVELOPMENT ANALYSIS Type 1/124-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD010.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment EX4: TO DP 4 Runoff = 6.49 cfs @ 12.13 hrs, Volume= 22,017 cf, Depth> 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100 YR Rainfall=7.20" Area (so CN Adj Description 52,764 70 Woods/grass comb., Good, HSG C ' 11,814 61 >75% Grass cover, Good, HSG B 2,725 98 Unconnected roofs, HSG B 2,618 98 Driveway, HSG B ' 69,921 71 70 Weighted Average, UI Adjusted 64,578 92.36% Pervious Area 5,343 7.64% Impervious Area ' 2,725 51.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) ' 7.0 50 0.0300 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" 0.3 55 0.1500 2.71 Shallow Concentrated Flow, Shallow Concentrated Flow ' Short Grass Pasture Kv= 7.0 fps 0.4 60 0.1330 2.55 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.4 75 0.1600 2.80 Shallow Concentrated Flow, Shallow Concentrated Flow t Short Grass Pasture Kv= 7.0 fps 0.1 30 0.3300 5.74 Shallow Concentrated Flow, Shallow Concentrated Flow Nearly Bare & Untilled Kv= 10.0 fps 0.5 140 0.1900 4.36 Shallow Concentrated Flow, Shallow Concentrated Flow ' Nearly Bare & Untilled Kv= 10.0 fps 8.7 410 Total t 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.2011 ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s1n 08795 ©2014 HydroCAD Software Solutions LLC Page 39 Subcatchment EX4: TO DP 4 ' Hydrograph 6.49 cfs O Runoti ' Type III 24 hr --- 9 100 YR Rainfa11=7.20" , 5 -Runoff Area=69,921 sf- ' Runoff Volume=22,017 cf ' 4-. Runoff Depth>3.78" I , Flow Length-6410" LL 3 Tc=8.7 min - - 2 UI Adjusted CN-7,0' - 1 1 1 1 1 I 1 I 1 1 1 O ,. - 0 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time 1hours) 1 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD@) 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 40 Summary for Link 1L: TOTAL OFFSITE Inflow Area = 148,422 sf, 3.60% Impervious, Inflow Depth > 3.78" for 100 YR event Inflow = 13.20 cfs @ 12.13 hrs, Volume= 46,726 cf Primary = 13.20 cfs @ 12.13 hrs, Volume= 46,726 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 1L: TOTAL OFFSITE ' Hydrograph Olnflm 14 13.20 cfs - ©Primary ' Inflow A va, 148, r_ --------- --- 12 :_;_ 13 r , r ' r T t r T o T LL fi_ , .. . .__. . .__�- - - - . _ . .__t ___.r__ ----- 3. 2 , I 1 0 0 1 2 3 4 5 fi 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23­24 Time (hours) 1 i ' PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD810.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 41 Summary for Link DPI: OFFSITE Inflow Area = 12,775 sf, 0.00% Impervious, Inflow Depth > 3.78" for 100 YR event Inflow = 1.23 cfs @ 12.11 hrs, Volume= 4,023 cf i ' Primary = 1.23 cfs @ 12.11 hrs, Volume= 4,023 cf, Atten= 0%, Lag= 0.0 min i Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP1: OFFSITE Hydrograph ■Inflow O Primary Inflow Area=12,7 1.23 cfs I -- - ' . l i o I I LL 1 I 1 1 I , I , 1 ; 1 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 18 17 10 19 20 21 22 23 24 Time (hours) I t 1 PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 42 Summary for Link DP2: OFFSITE Inflow Area = 19,644 sf, 0.00% Impervious, Inflow Depth > 3.78" for 100 YR event Inflow = 1.82 cfs @ 12.13 hrs, Volume= 6,185 cf Primary = 1.82 cfs @ 12.13 hrs, Volume= 6,185 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP2: OFFSITE Hydrograph - Olnfiow p ' ' m Primary lnflow, Area=16,6 1.82 cfs 1 I � I I I 1 I LL i I i I 1 1 I I 1 1 1 1 1 t ; 0 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (11oma) 1 t 1 1 ' PRE-DEVELOPMENT ANALYSIS Type Ill 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 43 Summary for Link DP3: OFFSITE Inflow Area = 46,082 sf, 0.00% Impervious, Inflow Depth > 3.78" for 100 YR event Inflow = 3.88 cfs @ 12.16 hrs, Volume= 14,501 cf ' Primary = 3.88 cfs @ 12.16 hrs, Volume= 14,501 cf, Atten= 0%, Lag= 0.0 min Primary outflow=Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs fLink DP3: OFFSITE Hydrograph ©Pnmary 4 Inflow Area--4 3.88 cfs ---- I 1 1 1 1 IL 3 I 1 I ; 1 1 c 2 LL 1 I 1 I I I I i 1 I I I t 1 I I Q 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) t t i 1 PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.2011 , Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 44 Summary for Link DP4: OFFSITE Inflow Area = 69,921 sf, 7.64% Impervious, Inflow Depth > 3.78" for 100 YR event 1 Inflow = 6.49 cfs @ 12.13 hrs, Volume= 22,017 cf Primary = 6.49 cfs @ 12.13 hrs, Volume= 22,017 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP4: OFFSITE ' Hydrograph I I 1 FFInflow ' ' 7 91 Primary ' 6 49 cfs Inflow Area=69;9 --- --- t . r 1 1 I 1 I 1 I 1 r I 5 • 1 1 I 1 1 1 1 y 4 I I 1 1 t I I i I 1 2 r 1 I 1 I 1 1 1 r ;, 1 r � 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 t SP1,, O To cln\ /rocel rocw\ /o CM 2R 3R G� \b cs9ro D�fl cl�ro rnH+ aR 9R \\L K// ce�roD ns c ra Duns APB �p DP1 �dR —p SR —p 6R TO OFFvr¢ �q 17R / OFFSITE OYNIi00Y10 OMWTODYIO OMN3i00MIM OM.TOMM DF l iDR iPa /P6OYN]i0 DY W TOOFF&TE OFFSfrE � TO ces\ /to clu 11R _ P1) 'iP7 DP3 �'IwFsrtE 0.NM TOOMM i00FF-1. OFFSRE TO BAUN OMM i00MW 13R idR 1P s,Pa -D OP4 DMW TO DYN9 DMMTOFES+ -�N TO OFFSITE OF E 1R ��\ ' acs TO DY� 15R DYNIOTOOu 16R 17R _q 18R DMXI3 iO DMN1] OMNI3iODMH19 DMHIITODMH13 Subcat Reach on Link Routing Diagram for POST-DEVELOPMENT ANALYSIS ' Prepared by TTI Environmental,Inc., Printed 7/112016 HydroCADO 10.00-13 s/n 08795 0 2014 HydroCAD Software Solutions LLC 1 Hydrocad POST-DEVELOPMENT: 2-Year Storm i i i Stonnwater Management Report 71112016 ' 1 1 POST-DEVELOPMENT ANALYSIS Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) 1 Area CN Description (sq-ft) (subcatchment-numbers) 1 59,062 61 >75% Grass cover, Good, HSG B (P1, P10, P11, P3, P5, P6, P7, P8, P9) 5,598 70 >75%Grass cover, Good, HSG B (P2, P4) 8,892 98 Driveways, HSG B (P11, P2, P3, P4, P6, P7, PB) 1 19,196 98 Paved roads w/curbs&sewers, HSG B (P7, P2, P3, P4, P5, P6, P7) 11,899 98 Roofs, HSG B (P10, P11, P2, P3, P4, P5, P6, P7, P8) 719 98 Sidewalks, HSG B (P2) ' 2,916 98 Water Surface, HSG B (P11) 40,602 70 Woods/grass comb., Good, HSG C (P1, P10, P11, P5, P7, P8, P9) 148,884 75 TOTAL AREA 1 1 1 1 1 1 1 1 i 1 1 POST-DEVELOPMENT ANALYSIS 1 Prepared by TTI Environmental, Inc. Printed 7/1/2016 r HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment r (sq-ft) Group Numbers 0 HSG A r 108,282 HSG B Pt, P10, P11, P2, P3, P4, P5, P6, P7, P8, P9 40,602 HSG C P1, P10, P11, P5, P7, P8, P9 0 HSG D r 0 Other 148,884 TOTALAREA r 1 1 i 1 1 . 1 1 1 1 1 1 1 ! ! POST-DEVELOPMENT ANALYSIS 1 Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 4 1 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover L 0 64,660 0 0 0 64,660 >75% Grass cover, Good 0 8,892 0 0 0 8,892 Driveways ! 0 19,196 0 0 0 19,196 Paved roads w/curbs&sewers 0 11,899 0 0 0 11,899 Roofs 1 0 719 0 0 0 719 Sidewalks 0 2,916 0 0 0 2,916 Water Surface 0 0 40,602 0 0 40,602 Woods/grass 1 comb., Good 0 108,282 40,602 0 0 148,884 TOTAL AREA 1 1 1 i 1 ! ! ! 1 r POST-DEVELOPMENT ANALYSIS ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n DiamNVidth Height Inside-Fill r Number (feet) (feet) (feet) ("t) (inches) (inches) (inches) 1 'IR 41.65 32.50 100.0 0.0915 0.013 12.0 0.0 0.0 , 2 2R 84.81 84.61 20.0 0.0100 0.013 12.0 0.0 0.0 3 3R 84.09 83.97 12.0 0.0100 0.013 12.0 0.0 0.0 4 4R 83.87 81.30 29.0 0.0886 0.013 12.0 0.0 0.0 r 5 5R 81.20 78.75 32.0 0.0766 0.013 12.0 0.0 0.0 6 6R 77.50 75.00 31.0 0.0806 0.013 12.0 0.0 0.0 7 7R 74.00 70.50 41.0 0.0854 0.013 12.0 0.0 0.0 r 8 8R 71.80 70.90 20.0 0.0450 0.013 12.0 0.0 0.0 9 9R 71.50 70.90 12.0 0.0500 0.013 12.0 0.0 0.0 10 10R 70.40 67.90 30.0 0.0833 0.013 12.0 0.0 0.0 r 11 11R 67.80 62.90 43.0 0.1140 0.013 12.0 0.0 0.0 12 12R 62.80 56.80 44.0 0.1364 0.013 12.0 0.0 0.0 13 13R 58.40 56.20 210.0 0.0105 0.013 18.0 0.0 0.0 r 14 14R 56.10 48.00 108.0 0.0750 0.013 18.0 0.0 0.0 15 15R 47.00 43.75 22.0 0.1477 0.013 12.0 0.0 0.0 16 16R 43.65 42.00 94.0 0.0176 0.013 12.0 0.0 0.0 r 17 17R 32.40 28.00 43.0 0.1023 0.013 12.0 0.0 0.0 18 18R 27.90 27.00 26.0 0.0346 0.013 12.0 0.0 0.0 19 1 P 44.00 42.00 35.0 0.0571 0.013 12.0 0.0 0.0 r r r r r r r r r ' POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment P1: TO CB2 Runoff = 0.31 cfs @ 12.08 hrs, Volume= 944 cf, Depth> 1.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" Area (so CN Description ` 760 70 Woods/grass comb., Good, HSG C 1,263 61 >75% Grass cover, Good, HSG B 3,899 98 Paved roads w/curbs& sewers, HSG B 5,922 87 Weighted Average 2,023 34.16% Pervious Area 3,899 65.84% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.5 135 0.0500 4.54 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv= 20.3 fps ' 5.3 185 Total Subcatchment P1: TO CB2 ' .Hydrograpb ... . , 0,34 p Runoff 0.32- 0.31 cfs ' O.V Type III 24-hrs Q29. 2YRRamfall-3.20" - - - - 0.26 ' 0.24- Runoff:Area=5,922 sf 0.22 Runoff Volume' 944 c = 0.16 Runoff- Depth>1.91"- ' 3 0.18 LL 0.14: Flow Length=185'__ 0.12 0, Tc=5.3'm1n: 0.08 CN--87, 0.08 . . . . - . _ ..-. ' 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) r � , POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20n Prepared by TTI Environmental, Inc. Printed 7/1/2016 , HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment P10: TO OFFSITE Runoff = 0.26 cfs @ 12.08 hrs, Volume= 896 cf, Depth> 0.73" r Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2 YR Rainfall=3.20" Area (sf) CN Description 8,819 70 Woods/grass comb., Good, HSG C r 5,185 61 >75% Grass cover, Good, HSG B 700 98 Roofs, HSG B 14,704 68 Weighted Average r 14,004 95.24% Pervious Area 700 4.76% Impervious Area Tc Length Slope Velocity Capacity Description r (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 50 0.0500 0.21 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" r 0.4 45 0.0900 2.10 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.1 30 0.1300 5.80 Shallow Concentrated Flow, Shallow Concentrated Flow ' Unpaved Kv= 16.1 fps 0.1 50 0.2800 8.52 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 0.1 35 0.0800 4.55 Shallow Concentrated Flow, Shallow Concentrated Flow ' Unpaved Kv= 16.1 fps 4.6 210 Total r r r r r r r r 1 POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 8 Subcatchment P10: TO OFFSITE ' Hydrograph I ' o.z6 0.2 cfs ®Runoff 0.26 Type -III 24-h r ; . 0.24 0.22 2 YR Rainfall=3 20 � 02 Runoff Area=14.704 s. Runoff Volume=896 Cf - t °16 0.14 Ru;n_ off; Depth>0.73 c 1 .. 012- .Flow Length=.21.0' . ;- - 0.1 0.06 0.06 CN 68 0.04-* 1 I 1 I 1- 0.02 I ° • _ - 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" , Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment P11: TO BASIN Runoff = 0.52 cfs @ 12.08 hrs, Volume= 1,620 cf, Depth> 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2 YR Rainfall=3.20" Area (sf) CN Description 3,965 61 >75% Grass cover, Good, HSG B t ' 8,058 70 Woods/grass comb., Good, HSG C 2,916 98 Water Surface, HSG B 1,130 98 Driveways, HSG B ' 825 98 Roofs, HSG B 16,894 76 Weighted Average 12,023 71.17% Pervious Area 4,871 28.83% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.2 35 0.0300 0.11 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" 0.1 30 0.5000 4.95 Shallow Concentrated Flow, Shallow Concentrated Flow ' Short Grass Pasture Kv= 7.0 fps 5.3 65 Total Subcatchment P11: TO BASIN , Hydrograph 0.55-: 0.52 cfs , 0.5 - Type 111 ;24-h�r _ 0.45- 2 YR Rainfall 3.20,r ` - - t 0.4- Runoff Area=16,894sf Runoff _.. _ 0.35. Runoff De th>1. ' '620 cf Volume=1 ' �-5" ' U.3 p 0.25 0.2-. Flow Length=65' Tc=5.3 min ' , 0.15 CN=76 0.1- 1 0.05 0 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment P2: TO CB1 Runoff = 0.51 cfs @ 12.08 hrs, Volume= 1,592 cf, Depth> 2.17" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" Area (so CN Description ' 2,413 70 >75% Grass cover, Good, HSG B 3,624 98 Paved roads w/curbs& sewers, HSG B 675 98 Driveways, HSG B ' 719 98 Sidewalks, HSG B 1,386 98 Roofs, HSG B 8,817 90 Weighted Average ' 2,413 27.37% Pervious Area 6,404 72.63% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" ' 0.9 125 0.1000 2.21 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 5.7 175 Total ' Subcatchment P2: TO CB1 Hydrograph A- 0.55- i O RunoB 0 51 cfs Type 111 ' OS 24 hr ; ' 0.45- 2 YR RainfalWl' 0" , 0.4 Runoff Area-8,817 sf` ' 0.35 -Runoff Vol ume=1;592 cf = 0.3 "Runoff Depth>2.17 ; 0Flow Length=175' ' LL oss - --—1 . 0.2 Tc=5.7 min 0.15 CN, =9Q 0., ' - 0.05 o . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment P3: TO CB4 Runoff = 0.28 cfs @ 12.08 hrs, Volume= 842 cf, Depth> 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2 YR Rainfall=3.20" Area (sf) CN Description 2,055 61 >75% Grass cover, Good, HSG B ' 2,058 98 Paved roads w/curbs & sewers, HSG B 662 98 Driveways, HSG B 978 98 Roofs, HSG B ' 5,753 85 Weighted Average 2,055 35.72% Pervious Area 3,698 64.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.20" 0.2 90 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv=20.3 fps ' 5.0 140 Total Subcatchment P3: TO CB4 Hydrograph ' 0.3- 0.2 cfs ®Runoff 0.26_ Type III 24-hr 0.26 .' 2 YR Rainfall=3.20 0.24- - t 0.22 Runoff.Area=5,753 sf 0.2-* 0.16- Runoff Volume=842c 0.167 � .. 1 Runoff,Depth>1.76" LL 012.4 0., Flow Length=140' 'Tc=5.0'min 0.06 0.06 CN=85' 1 0.04? 0.02 0� 1 ' 0 1 2 3 4 5 8 7 B 9 ,0 11 1'2-1 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment P4: TO CB3 1 Runoff = 0.38 cfs @ 12.07 hrs, Volume= 1,137 cf, Depth> 1.83" t Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" Area (so CN Description ' 3,185 70 >75% Grass cover, Good, HSG B 2,361 98 Paved roads w/curbs &sewers, HSG B 719 98 Driveways, HSG B 1,178 98 Roofs, HSG B 7,443 86 Weighted Average 3,185 42.79% Pervious Area ' 4,258 57.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.2 60 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv= 20.3 fps ' 5.0 110 Total Subcatchment P4: TO CB3 ' Hydrograph 0.42 ' 0.4 0.38 cfs 0.36 Type-111 :24-hr 0.36 ._ _ . . 0.34. 2 YR Rainfall=3.20"_ -- -- -- -- - - - - 0.32 - Runoff Area=7,443 sf. - - - 0.28. ' -.- 0.26. Runoff Volume=1,1-37 cf ' La o:22z Runoff Depth>1.83" 1.2 Flow Length=110' LL 0.18' ' U.,6: Tc=5.0 min 0.14. 0.12 - CN:=86 0.1 ' 00"04' .0 6 0.06 0.02' - .. - 1 ° 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 16 18 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment P5: TO CB6 Runoff = 0.37 cfs @ 12.08 hrs, Volume= 1,175 cf, Depth> 0.98" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2 YR Rainfall=3.20" _ Area (sf) CN Description 6,266 61 >75% Grass cover, Good, HSG B , 4,515 70 Woods/grass comb., Good, HSG C 2,662 98 Paved roads w/curbs & sewers, HSG B 918 98 Roofs, HSG B ' 14,361 73 Weighted Average 10,781 75.07% Pervious Area 3,580 24.93% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 50 0.0500 0.21 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.20" 0.4 95 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps t 0.0 15 0.8700 15.02 Shallow Concentrated Flow, Shallow Cocnentrated Flow Unpaved Kv= 16.1 fps 0.3 120 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv=20.3 fps ' 4.6 280 Total t t 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 14 Subcatchment P5: TO C136 tHydrograph _ 1 ' 04 0.36 -Type 11.24 hr. 0 37 cfs 0.36 _ 0.32 .-2 YR Rainfa11=3.20 -- --_ ; -- 0.32 __ _ __ --- -- ----- -- ' 03 Runoff Area 14,361 sf r 0.26 ---- ------ --------- - --- Runoff Volume=1,175 cf 0.26 0.24. _ 0.22 Runoff Depth>0 98" 02 0.,8 ___ 0.,4 Tc 4 6-mm ; t _. _. _ 1 L.. 1 0.06 ' 0.06 04 0. i - 0.02 1 ° ' - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 i6 17 16 19 20 21 22 23 24 Time (hours) 1 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment P6: TO CBS Runoff = 0.24 cfs @ 12.08 hrs, Volume= 711 cf, Depth> 1.68" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2 YR Rainfall=3.20" Area (sf) CN Description 1,860 61 >75% Grass cover, Good, HSG B ' 2,563 98 Paved roads w/curbs& sewers, HSG B 144 98 Driveways, HSG B 511 98 Roofs, HSG B 5,078 84 Weighted Average 1,860 36.63% Pervious Area 3,218 63.37% Impervious Area t Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.20" 0.3 100 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv= 20.3 fps 5.1 150 Total ' Subcatchment P6: TO CBS Hycrograph 0.26 ' m RunoR 0.24 cfs 0.22 Type III 24-hr -2 YR Rainfall=3:20 - _ Runoff Area=5,078 Sf ' 0.16 Runoff.Volume=711. c_ ' 0.,4 Runoff Depth>1.68" ' 0.12 '• Flow Length=150' 0.06 Tc=5.1 'min 0.06LM =84 0.04 ' 0.02 0 1 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCADO 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment P7: TO OFFSITE ' Runoff = 0.33 cfs @ 12.08 hrs, Volume= 1,063 cf, Depth> 0.93" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" Area (so CN Description ' 9,301 61 >75% Grass cover, Good, HSG B 660 70 Woods/grass comb., Good, HSG C 2,029 98 Paved roads w/curbs & sewers, HSG B ' 940 98 Driveways, HSG B 809 98 Roofs, HSG B 13,739 72 Weighted Average ' 9,961 72.50% Pervious Area 3,778 27.50% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 50 0.0800 0.26 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" ' 1.6 125 0.0640 1.26 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 4.8 175 Total ' Subcatchment P7: TO OFFSITE Hydrograph ' 0.36 _ - - - _ ®Runoff 0.34 0.33 cfs 6.32 Type 1II14-hr 03 2 YR Rainfall=3.20" ' 0.26 0.26 Runoff Area=1.3,739s f 0.22 -Runoff Volume=1;063 cf 1 0.2. . Runoff Depth>0.93"- , ' 0.18Z 16 Flow Length=175' + - .0.14 Tc 4;8 min 0.1 0.12 6., CN' =72 0.06. 0.047 ' 0.02: . OU 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type ll/24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment P8: TO OFFSITE Runoff = 1.00 cfs @ 12.06 hrs, Volume= 3,147 cf, Depth> 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2 YR Rainfall=3.20" Area (so CN Description 7,599 70 Woods/grass comb., Good, HSG C ' 28,828 61 >75% Grass cover, Good, HSG B 4,622 98 Driveways, HSG B 4,594 98 Roofs, HSG B ' 45,643 70 Weighted Average 36,427 79.81% Pervious Area 9,216 20.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 50 0.1400 0.32 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.20" 0.2 85 0.1800 6.83 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps ' 0.0 20 0.3000 8.82 Shallow Concentrated Flow, Shallow Cocnentrated Flow Unpaved Kv= 16.1 fps 0.1 20 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps ' 0.1 60 0.8000 14.40 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps ' 3.4 335 Total • 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" 1 Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 18 Subcatchment P8: TO OFFSITE iHydrogreph 1 1.00 cfs - ' Type 111 ,24-hr 2 YR Rainfal1=3.20" 1 Runoff Area=45,643 sf Runoff Volume=3,147 cf 1 Runoff Depth>0.83'` Flow Length=335' LL � Tc 3.4 min 1 CN=70 ; 1 1 0 1 2 3 4 5 8 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 i i i 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD010.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment P9: TO OFFSITE Runoff = 0.23 cfs @ 12.06 hrs, Volume= 726 cf, Depth> 0.83" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs , Type III 24-hr 2 YR Rainfall=3.20" Area (sf) CN Description 10,191 70 Woods/grass comb., Good, HSG C ' 339 61 >75% Grass cover, Good, HSG B 10,530 70 Weighted Average 10,530 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 50 0.1300 0.31 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.20" 0.4 60 0.2400 2.45 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 3.1 110 Total Subcatchment P9: TO OFFSITE ' Hydrograph 0.28 RunoR 0.2s. 0. 23 cfs ' 0.24 ,. 0.23 , Type III 24-hr 0.22: . °oz ;: 2 YR Rainfall=3.20 ' 0.19. - 0.18' . Runoff Area=10,530 S 0.17:. - - . 0.15: , Runoff Volume=726 c 014 Runoff Depth>0.83" 0.13: 0 0.12"' - Flow Length=110' ' 0.09- , 0.69 Tc=3.1 •min 0.07: 0.06: 0.05 : CN=70 . '0.03z 0.02- 0.01-. OJ 0 12-- 3 4 5 8 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 1 t ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD810.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 20 Summary for Reach 1 R: OCS TO DMH10 [521 Hint: Inlet/Outlet conditions not evaluated ' Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 1.32" for 2 YR event Inflow 0.61 cfs @ 12.53 hrs, Volume= 7,078 cf Outflow = 0.61 cfs @ 12.54 hrs, Volume= 7,077 cf, Atten= 0%, Lag= 0.4 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 7.41 fps, Min. Travel Time= 0.2 min Avg. Velocity =4.55 fps, Avg. Travel Time= 0.4 min Peak Storage= 8 cf @ 12.53 hrs Average Depth at Peak Storage= 0.16' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.78 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 100.0' Slope= 0.0915 ? Inlet Invert=41.65', Outlet Invert-- 32.50' (D Reach 1R: OCS TO DMH10 Hydrograph ' 0.65 - - � _ ®OuNow Inflow Area :64,268_ 0 61 cfs 06 _ _ _ __ _ ._ ... 0.55 Avg. Flow Depth=0.1$'-- ' 0.5 -Max Vel=7:41 fps;-- -- -; . --- 0.45 12.0 04 Round Pipe ' = 0.35 - ' _ h=0.0'13' L=100.0' ' 0.25 . .. - .: 0.2-. S=0.091'57 0.1 Capacity 10.78 cfs 1 _ 0.1- ' 0.05 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" , Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 21 Summary for Reach 2R: C132 TO DMH1 [521 Hint: Inlet/Outlet conditions not evaluated Inflow Area = 5,922 sf, 65.84% Impervious, Inflow Depth > 1.91" for 2 YR event ' Inflow = 0.31 cfs @ 12.08 hrs, Volume= 944 cf Outflow = 0.31 cfs @ 12.08 hrs, Volume= 944 cf, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 2.79 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.96 fps, Avg. Travel Time= 0.3 min Peak Storage=2 cf @ 12.08 hrs Average Depth at Peak Storage= 0.20' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.56 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 20.0' Slope= 0.01007' ' Inlet Invert= 84.81', Outlet Invert= 84.61' Reach 2R: CB2 TO DMH1 Hydrograph FU tnfl. 0.34 � ®out imll 0.32 ' Inflow Area-- 0.31 cfs - -- - °' Avg. Flow Depth=0.20' ` 0.26 0.26 Max Vel=2.79 fps ' 0.24 12.0" 0.22 0.2: Round Pipe ' s0.18: n=0.0.13 20.16- LLL=20.0' o.,a. 0.12: ,- S=0.010011, . .. ._ 0.067 - Capacity=3.56 cfs 0.06 , ' 0.04' 0.02- 07 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1'7 18 19 2"0­2"l 22 23 24 ' Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type /// 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCADO 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 22 Summary for Reach 3R: C131 TO DMH1 1 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 8,817 sf, 72.63% Impervious, Inflow Depth > 2.17" for 2 YR event Inflow 0.51 cfs @ 12.08 hrs, Volume= 1,592 cf Outflow = 0.51 cfs @ 12.08 hrs, Volume= 1,592 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 3.23 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.09 fps, Avg. Travel Time= 0.2 min Peak Storage=2 cf @ 12.08 hrs Average Depth at Peak Storage= 0.26' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.56 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 12.0' Slope= 0.0100 '/' Inlet Invert= 84.09', Outlet Invert= 83.97' Reach 3R: CB1 TO DMH1 ' Hydrograph �_-= -----' --= -- ----- --= -- ------- ----- --- � � - ' ' ■Inflow ' ' ©outflow U.55 Inflow Area=8,817 0.51 cfs - - - - - os r ' -- ---- -- A4 Flow;D60th=0:26 0.45 ,-- x�Vet POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 23 Summary for Reach 4R: DMH1 TO DMH2 [52] Hint: Inlet/Outlet conditions not evaluated 1 [61] Hint: Exceeded Reach 3R outlet invert by 0.09' @ 12.08 hrs Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 2.06" for 2 YR event Inflow = 0.83 cfs @ 12.08 hrs, Volume= 2,536 cf Outflow = 0.83 cfs @ 12.08 hrs, Volume= 2,536 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 8.02 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.70 fps, Avg. Travel Time= 0.2 min Peak Storage= 3 cf @ 12.08 hrs Average Depth at Peak Storage= 0.19' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.61 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length=29.0' Slope= 0.0886 '/' Inlet Invert= 83.87', Outlet Invert= 81.30' 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 24 Reach 4R: DMH1 TO DMH2 Hydrograph r r r i r ©Outflow 0 8 D'83 Cf5 ------------------ 0.85 fnflowArea 14;739 0.75 Avg. Flow!Depth=0:19' , r r- ^ , " T r r 0.7 - , Max Vel=8.02 fps, 0.85 -12 0" - r 0.55 _Round PipeI L _,____ _r____i__r. _.,__. 0.5 u 0.45 _ -1n-:-o.-113_0 � , - -r3 I__., ___1____.., __ _,._ _..�- E 0.4 f i r -L=29.0"-; 0 35_ - 0.3 _S 0 0,886 'I' _,_ r .,_ 0.25 r - r 0.2 .,. _Capacity=;10.61 -cfs-- -, ,- --- , --.._. r .- ; _ -------- - 0.,s o., 0.05 r 0 0 1 2 3 4 5 8 7 8 9 10 11 12 "17374 15 18 ,7 ,8 18 20 21 22 23 24 Time (hours) r r r r r r r r r POST-DEVELOPMENT ANALYSIS Type /1/ 24-hr 2 YR Rainfall=3.20" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 1 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 25 Summary for Reach 5R: DMH2 TO DMH3 [52] Hint: Inlet/Outlet conditions not evaluated t [61) Hint: Exceeded Reach 4R outlet invert by 0.10' @ 12.09 hrs Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 2.06" for 2 YR event ' Inflow = 0.83 cfs @ 12.08 hrs, Volume= 2,536 cf Outflow = 0.82 cfs @ 12.09 hrs, Volume= 2,535 cf, Atten= 0%, Lag= 0.1 min t Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 7.62 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.56 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 3 cf @ 12.09 hrs Average Depth at Peak Storage= 0.20' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 9.86 cfs , 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 32.0' Slope= 0.0766 ? Inlet Invert= 81.20', Outlet Invert= 78.75' 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD010.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 26 Reach 5R: DMH2 TO DMH3 Hydrograph _ _ r__' r ___ _ ®Inflow ll 66 cts _ Ogutfl" 6.65 Inflow-'Area-'14,739 °.e2 r 06 -Av FIowDepth=0:20` ' o0.7 .75 r__.__�_____________r_ 6.7 _M ax Vel_=_7.62.fpS,---- -------- -- 6.65 12.0" 0.6 s , i 6.55. -Round Pipe - 6.5 '- -- '----- 6.45 __ n=0:013 ' a35 _L;-32:0 ; ;-- � -_- �----- - --- - ! -- -1 -- ' i i 0.3 0.25. , , 62 ._Capacity 9 86 cfs 015 O1 � 0.05 0 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCADO 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 27 Summary for Reach 6R: DMH3 TO DMH4 [52] Hint: Inlet/Outlet conditions not evaluated ' Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 2.06" for 2 YR event ' Inflow = 0.82 cfs @ 12.09 hrs, Volume= 2,535 cf Outflow = 0.82 cfs @ 12.09 hrs, Volume= 2,535 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs t Max. Velocity= 7.76 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.61 fps, Avg. Travel Time= 0.2 min Peak Storage= 3 cf @ 12.09 hrs ' Average Depth at Peak Storage= 0.19' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.12 cfs 12.0" Round Pipe ' n= 0.013 Corrugated PE, smooth interior Length= 31.0' Slope= 0.0806 7' ' Inlet Invert= 77.50', Outlet Invert= 75.00' 1 Reach 6R: DMH3 TO DMH4 Hydrograph . .82 cfs 6 09 'U.65 Inflow Area_;14,739 0. _ _ _ _` ----- 0.8- -Avg.-Fl _ ' °;5 -Avg:Flow; Depth=0:19' - ----- ---' ....... 0.757 Vel,__=_7.76.fps, --- --- ---- -- ----- --- 0.65 12.0" os , 0.55 Round Pipe; . v 05 0.45 h--;0.0-13- LL 0.4 ' L=31.0' : 0.35 03 ,' _S 0.6806T' :.--- - 0.25 --Ca aci -10.12 cfs - 0.z p tY 0.15- 0.1- 0.05 .150.10.05 o , ' 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 28 Summary for Reach 7R: DMH4 TO DMH5 [52] Hint: Inlet/Outlet conditions not evaluated ' Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 2.06" for 2 YR event Inflow 0.82 cfs @ 12.09 hrs, Volume= 2,535 cf Outflow = 0.82 cfs @ 12.09 hrs, Volume= 2,535 cf, Atten= 0%, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 7.91 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.66 fps, Avg. Travel Time= 0.3 min ' Peak Storage=4 cf @ 12.09 hrs Average Depth at Peak Storage= 0.19' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.41 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior t Length=41.0' Slope= 0.0854 '/' Inlet Invert= 74.00', Outlet Invert= 70.50' Reach 7R: DMH4 TO DMH5 ' Hydrograph ---- - --------- __ r.._� , __ _ r ;_ r __� __ __ 110imimv ' 665 Inflow Area 14,739. 0.82 ofs :: °Ouflm 0.75 05 -Avg. Flow Depth= .__r ____ , ._r____�_.._ __ 0:19'- ' - _.. . ,,__-._7. _ 6.7 Max Vel 7 91 fps . 6.65 0.6 12.0' ' 0,15-. - , d Pipe 05 I , 0.45 n= 0 013 LL 6.4 ' - ; i ' 0.35- _- , ___ _ ._ _ --I_--------- - --- -----' _ -r- -r- -r- -.- 0.3 _S=0.0854.'C_ _�__ _r_ _r___ 0.25- 0.2-: .25 Ca aci 10.4. 1 cfs- r - -, -- 1 0.15 0.1 0.05 1 0 0 1 2 3 4 5 6 7 0 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD810.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 29 Summary for Reach 8R: C64 TO DMHS [52) Hint: Inlet/Outlet conditions not evaluated 1 Inflow Area = 5,753 sf, 64.28% Impervious, Inflow Depth > 1.76" for 2 YR event ' Inflow = 0.28 cfs @ 12.08 hrs, Volume= 842 cf Outflow = 0.28 cfs @ 12.08 hrs, Volume= 842 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 4.60 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.62 fps, Avg. Travel Time= 0.2 min Peak Storage= 1 cf @ 12.08 hrs ' Average Depth at Peak Storage= 0.13' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.56 cfs 12.0" Round Pipe ' n= 0.013 Corrugated PE, smooth interior Length= 20.0' Slope= 0.0450T ' Inlet Invert= 71.80', Outlet Invert= 70.90' 1 1 Reach 8R: C64 TO DMH5 Hydrograph ' Olnfim 0 outflow 03 Inflow Area '5,753 .2 0.28 cfs 0 8 ' 0.26 Avg.-Flow;Depth=0A 3' 1 ,. 0.24 Max Vel 4.60 fps o.22 12.0 T -' rr, ---- -- ------ F0.18 Round Pipe " 0.16 n 0,0:13 ° 0.1a 0.12 L=20.0' 0., S 0 0450 '/'- -- - - - - -- - - °.O6 Capacity=;7.55 cfs. .__ 0.08 _ 0.04 0.021 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 ,3 14 15 16 17 18 10 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 30 ' Summary for Reach 9R: CB3 TO DMH5 [52] Hint: Inlet/Outlet conditions not evaluated t Inflow Area = 7,443 sf, 57.21% Impervious, Inflow Depth > 1.83" for 2 YR event Inflow 0.38 cfs @ 12.07 hrs, Volume= 1,137 cf Outflow = 0.38 cfs @ 12.08 hrs, Volume= 1,137 cf, Atten= 0%, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 5.22 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.81 fps, Avg. Travel Time= 0.1 min ' Peak Storage= 1 cf @ 12.07 hrs Average Depth at Peak Storage= 0.15' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.97 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 12.0' Slope= 0.05007' Inlet Invert= 71.50', Outlet Invert= 70.90' Reach 9R: CB3 TO DMH5 1 Hydrograph B Inflow 0.42 _1 ,_ ___ __ -__ K1gutflow °' Inflow Area 7;443 oL38 cfs 0.36 0.36. , , Avg:Flowi Depth=0:15' -' -' 0.34. - --' r 0.32. Max Net=5.22 fps'- 0.28z1.2. ' 0.26- 0 .26 024 Round Pi e - -- - r - ---'-- : 0.22. "A=0.013 u 0. °1e r ' ,6 L 12 0 ' 0.14 -S=O-0,500 '/' 0.12 -- - - -- 0.1 Capacity 7.97. cfs -- - -- ' 0.0e 0.06- 0.04 .06 0.04 0.02 0 0 1 2 3 4 5 8 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 31 Summary for Reach 10R: DMH5 TO DMH6 [52] Hint: Inlet/Outlet conditions not evaluated ' [61] Hint: Exceeded Reach 7R outlet invert by 0.16' @ 12.09 hrs Inflow Area = 27,935 sf, 65.36% Impervious, Inflow Depth > 1.94" for 2 YR event ' Inflow = 1.48 cfs @ 12.08 hrs, Volume= 4,514 cf Outflow = 1.48 cfs @ 12.09 hrs, Volume= 4,514 cf, Atten= 0%, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 9.30 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.10 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 5 cf @ 12.09 hrs Average Depth at Peak Storage= 0.26' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.28 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 30.0' Slope= 0.0833 ? Inlet Invert= 70.40', Outlet Invert= 67.90' (D 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 32 ' Reach 10R: DMH5 TO DMH6 Hydrograph ®Influx o ' ' O°°M°'" Inflow Area-27,935 1.48 cfs � � Avg. Flow Depth--' 0.26,' =9.30 fps; ; Max Vel ' ------------ ' Round Pipe n=0.013' ; ' LL L=30.0' S=0.003 T Capacity=10.28 cfs 0 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) t 1 1 t POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" , Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD@ 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 33 Summary for Reach 11 R: DMH6 TO DMH7 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach tOR outlet invert by 0.14' @ 12.09 hrs Inflow Area = 27,935 sf, 65.36% Impervious, Inflow Depth > 1.94" for 2 YR event ' Inflow = 1.48 cfs @ 12.09 hrs, Volume= 4,514 cf Outflow = 1.48 cfs @ 12.09 hrs, Volume= 4,513 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span=0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 10.40 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.47 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 6 cf @ 12.09 hrs Average Depth at Peak Storage= 0.24' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 12.03 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length=43.0' Slope= 0.1140 '/' Inlet Invert= 67.80', Outlet Invert= 62.90' 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 34 ' Reach 11R: DMH6 TO DMH7 Hydrograph B Inflow 1 , °°otflo" Inflow Area=27,935 1.46 cfs Avg. Flow Depth,-7' 0.24' 1 ' Mak Vel=10.40 fps I ; 1 1 1 12:0" Round Pipe 1 ; n=0.013 ; LLt L=43.0 $4.1,1407, ; Capacity=11.03 cfs 1 fl 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 , HydroCAD® 10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 35 Summary for Reach 12R: DMH7 TO DMH8 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 11 R outlet invert by 0.13' @ 12.09 hrs Inflow Area = 27,935 sf, 65.36% Impervious, Inflow Depth > 1.94" for 2 YR event t Inflow = 1.48 cfs @ 12.09 hrs, Volume= 4,513 cf Outflow, = 1.48 cfs @ 12.09 hrs, Volume= 4,513 cf, Atten= 0%, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 11.08 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.70 fps, Avg. Travel Time= 0.2 min Peak Storage= 6 cf @ 12.09 hrs Average Depth at Peak Storage= 0.23' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 13.16 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length=44.0' Slope= 0.1364 7' Inlet Invert= 62.80', Outlet Invert= 56.80' t i 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 36 Reach 12R: DMH7 TO DMH8 Hydrograph ' 1 ©OUMM Inflow A = rea27,935 1.4a cfs Avg. Flow Depth-4.24' ' Mai Vel--1 1.68 fps j - 17:0" ' Round Pipe &0.011 L=44.0' S=0.13647' ' Capacity=13' 16 c'fs 1 0 0 1 2 3 4 5 6 7 0 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 t 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 37 Summary for Reach 13R: DMH8 TO DMH9 [52] Hint: Inlet/Outlet conditions not evaluated , [62] Hint: Exceeded Reach 12R OUTLET depth by 1.82' @ 12.10 hrs Inflow Area = 47,374 sf, 52.89% Impervious, Inflow Depth > 1.62" for 2 YR event t Inflow = 2.08 cfs @ 12.09 hrs, Volume= 6,399 cf Outflow = 2.06 cfs @ 12.11 hrs, Volume= 6,394 cf, Aften= 1%, Lag= 1.3 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity=4.70 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.57 fps, Avg. Travel Time= 2.2 min ' Peak Storage= 92 cf @ 12.10 hrs Average Depth at Peak Storage= 0.45' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 10.75 cfs ' 18.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 210.0' Slope= 0.0105 'P Inlet Invert= 58.40', Outlet Invert= 56.20' t 1 i i 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 38 Reach 13R: DMH8 TO DMH9 Hydrograph Inflow �InflOW Area=47,374 2.0s cfs 01Outfiow 2 Avg. Flow Depth-0.45' ' Max Vel=4.70 fps; , I , I I Round Pipe n=0.013' LL 1 L=210.0, ; I ; S=0.010,57' Capacity=10 75 cfs i I ; I I I 9 0 1 2 3 4 5 .6 7 9 9 10 11 12 13 14 15 10 17 19 19 20 21 22 23 24 Time (hours) 1 r 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 39 Summary for Reach 14R: DMH9 TO FES1 [52] Hint: Inlet/Outlet conditions not evaluated ' [61] Hint: Exceeded Reach 13R outlet invert by 0.17' @ 12.11 hrs Inflow Area = 47,374 sf, 52.89% Impervious, Inflow Depth > 1.62" for 2 YR event ' Inflow = 2.06 cfs @ 12.11 hrs, Volume= 6,394 cf Outflow = 2.06 cfs @ 12.11 hrs, Volume= 6,392 cf, Atten= 0%, Lag= 0.3 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 9.44 fps, Min. Travel Time= 0.2 min Avg. Velocity = 3.18 fps, Avg. Travel Time= 0.6 min Peak Storage= 24 cf @ 12.11 hrs Average Depth at Peak Storage= 0.27' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 28.77 cfs ' 18.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 108.0' Slope= 0.0750T Inlet Invert= 56.10', Outlet Invert=48.00' t POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 40 Reach 14R: DMH9 TO FES1 Hydrograph F@ imm _ , Z.06Cts ; ©OuWax _Intl�ow.Area=4734 2 Avg. Flow Depth=0.27,' Mak Vel=9.44 fps; 18.0" r r r r Round Pipe ; ; ; - -ii=0:013 - ---,- -------,- - - � -�-- �- -- LL L=108.0' S=0.075,0 Capacity=26.77 cfs i r r r r r r i 0 0 1 2 3 4 5 fi 7 9 9 10 11 12 13 14 15 16 17 19 19 20 21 22 23 24 Time (hours) i 1 t I POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCADO 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 41 Summary for Reach 15R: DMH10 TO DMH11 [43] Hint: Has no inflow(Outflow--Zero) Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 13.69 cfs , 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 22.0' Slope= 0.1477 'P t Inlet Invert=47.00', Outlet Invert=43.75' 0 Reach 15R: DMH10 TO DMH11 ' Hydrograph 1 F0 outflow ' Avg. Flow Depth=0.00' Max Vel'-0.0.0 fps ' 12.0" Round.Pipe ' n=0.013 LL L=22.0' S=0.1477 '1' Capacity=13.69 cfs ' 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 2 YR Rainfall=3.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 42 Summary for Reach 16R: DMH11 TO DMH12 1 [43] Hint: Has no inflow (Outflow--Zero) Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity=4.72 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 94.0' Slope= 0.0176 7' Inlet Invert=43.65', Outlet Invert= 42.00' Reach 16R: DMH11 TO DMH12 Hydrograph Avg. Flow Depth 0.00 Max Vel'-0.09 fps 12.0.. ' Round;Pipe n=0.013 LL L=94.0' 1 S- 0.0176T ' Capacity=4.72 cfs ; 0.00 cfs 0 0 1 2 3 4 5 6 7 B 9 10 11 1,2­6­14 1'5 '1'6 17 18 19 20 21 22 23 24 Time (hours) 1 1 i POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD010.00-13 s/n 08795 @2014 HVdroCAD Software Solutions LLC Page 43 Summary for Reach 17R: DMH12 TO DMH13 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 1R outlet invert by 0.06' @ 12.54 hrs Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 1.32" for 2 YR event Inflow = 0.61 cfs @ 12.54 hrs, Volume= 7,077 cf Outflow = 0.61 cfs @ 12.54 hrs, Volume= 7,076 cf, Aften= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs , Max. Velocity= 7.70 fps, Min. Travel Time= 0.1 min Avg. Velocity =4.73 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 3 cf @ 12.54 hrs Average Depth at Peak Storage= 0.16' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 11.40 cfs , 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length=43.0' Slope= 0.1023 '/' ' Inlet Invert= 32.40', Outlet Invert= 28.00' t t 1 1 iPOST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" i Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 44 Reach 17R: DMH12 TO DMH13 iHydrograph e Inflow _ __ _ '_ ' _ H OUMM i 0.65 __ _ _ _ 0 61 cfs _ Inflow Area 64,268- 0.6 o.5 Avg. Flow.'Depth-0.16 i 0.5 —Max Ve(=7:70 fps 0.45 --- ;--- — 12.0" i :Round Pipe?____J_____' _ Y------- l__ ._1____---------- 0,5- &0.63 a 035 &0.013' ° 0.3 ------ ----- - ----- .__ _.:__�. ___�____ ______ : L=43:0' r ; i 0.25 _S=0.1,023 ' ----- /.'_ 0.15 Capacity;11.40-ds I 0.1 1 0.05 1 ° 0 1 2 3 4 s 8 7 B 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 i 1 1 1 i 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD@ 10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 45 Summary for Reach 18R: DMH13 TO DMH14 [52] Hint: InIeVOutlet conditions not evaluated [61] Hint: Exceeded Reach 17R outlet invert by 0.10' @ 12.54 hrs Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 1.32" for 2 YR event ' Inflow = 0.61 cfs @ 12.54 hrs, Volume= 7,076 cf Outflow = 0.61 cfs @ 12.54 hrs, Volume= 7,076 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 5.26 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.24 fps, Avg. Travel Time= 0.1 min ' Peak Storage= 3 cf @ 12.54 hrs Average Depth at Peak Storage= 0.20' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 6.63 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length=26.0' Slope= 0.0346 '/' Inlet Invert= 27.90', Outlet Invert= 27.00' 1 1 t 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 46 Reach 18R: DMH13 TO DMH14 ' Hydrograph ®Inflow ' OO Outflow 0.65 � -- _. '- 0.61 cfs _Inflow Area ,64.,268 0.6 O.Ss Avg. Flow: Depth' 0.20'_ ' =5Vel-Max ' : 0.5 • :26 fps--- -,--- --'--- ---; - -;------------- 0.45. " .• 12.0 ;--� - � ---_.. , ----� ' ` 0.4 _Round Pipe ------- ----�L --- -- --- - 6.35 h=0.0'13' 00.3. ---- --- ------ -----�- -- -; --� - --- -------"--; - ' L=26.0' 0.25- 0.2- 0. .250.z o.,s Capacity4,63 di 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 I POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 47 Summary for Pond 1P: BASIN Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 1.50" for 2 YR event Inflow = 2.55 cfs @ 12.11 hrs, Volume= 8,012 cf Outflow = 0.61 cfs @ 12.53 hrs, Volume= 7,078 cf, Atten= 76%, Lag= 25.3 min ' Primary = 0.61 cfs @ 12.53 hrs, Volume= 7,078 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev=45.87' @ 12.53 hrs Surf.Area= 2,338 sf Storage= 3,238 cf t Plug-Flow detention time= 127.0 min calculated for 7,075 cf(88% of inflow) Center-of-Mass det. time= 72.6 min ( 906.5- 833.9 ) ' Volume Invert Avail.Storage Storage Description #1 43.00' 9,513 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 43.00 296 0 0 ' 44.00 436 366 366 44.50 863 325 691 45.00 1,922 696 1,387 46.00 2,400 2,161 3,548 , 48.00 3,565 5,965 9,513 Device Routing Invert Outlet Devices ' #1 Primary 44.00' 12.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert=44.00'/42.00' S= 0.0571 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf ' #2 Device 1 44.60' 4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 45.60' 5.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 47.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 ' Limited to weir flow at low heads #5 Primary 48.00' 8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=0.61 cfs @ 12.53 hrs HW=45.87' (Free Discharge) ' Culvert (Passes 0.61 cfs of 4.43 cfs potential flow) E32=Orifice/Grate (Orifice Controls 0.44 cfs @ 5.06 fps) =Orifice/Grate (Orifice Controls 0.16 cfs @ 1.77 fps) ' ' =orifice/Grate ( Controls 0.00 cfs) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 48 Pond 1P: BASIN ' Hydrograph i ' 2.55 cfs o Nmary Inflow 'Area=64,,268 sf I Peak Elev=45.87' ' 2 St6rage=3;238 ;cf 1 ; I ! I 1 1 . 1 1 I I 1 1 ;1 0.61 cfs 1 1 0 0 1 2 3 4 5 6 7 6 9 1,0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 49 Summary for Link DP1: OFFSITE Inflow Area = 10,530 sf, 0.00% Impervious, Inflow Depth > 0.83" for 2 YR event Inflow = 0.23 cfs @ 12.06 hrs, Volume= 726 cf Primary = 0.23 cfs @ 12.06 hrs, Volume= 726 cf, Aften= 0%, Lag= 0.0 min , Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP1: OFFSITE ' Hydrograph 0.26-: 0Tnflm_ ' 6.24Inflow ''A 10,5 0.23 cfs __ .._ __ . __ _ - i - ®Fnma N 0.22- -- . ...---- - - -- - ---------- ---- 0.2- 0.18- 0.16 --- ------- --0.2- 0.18 • . ; ; 1 I I I 1 1 I 0 - - -- 0.12- 0.1, .12 LL 1 1 I 1 ___ , I 0.06- I 1 •• I 1 6.06 - _I . ... . . ,.. . _L_ .._ .' - .. , I I I 0.04 ,. -- - - ------- ---- _.__,- ----- - --- 0.02- . . . . . . . . . . . __0.02 t 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) t 1 ' POST-DEVELOPMENT ANALYSIS Type /Il 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Paae 50 Summary for Link DP2: OFFSITE Inflow Area = 14,704 sf, 4.76% Impervious, Inflow Depth > 0.73" for 2 YR event Inflow = 0.26 cfs @ 12.08 hrs, Volume= 896 cf ' Primary = 0.26 cfs @ 12.08 hrs, Volume= 896 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Link DP2: OFFSITE Hydrograph O InBax 0.28 _ < __ __I__.___._ ,_ __ OO Primary - 0.26 Inflow ;Area=14,7 0.26 cfs ----- - ---- 0.24-: - 0.24 -� __ - _ .._ , _ - --- - - - 0.22-. - - - , t_ 0.22 ._ .__.___ ._,.___ __i____ _._ 0.2 � I ' I I I 0.18 ,' � --- ---------- 0.16- 0.14 - i i I i 0.18 ' u 0.14 �_._ .___ _ _;__. �- __________ .;____ ------- -- ---------- 012-. _l-____ n 0.12 -�-- ----------- _ _�-. .i__ 0.1 .I - - ----- 0"8- 0.06- 0.04- 0.02- 0 __._0.08 0.06 6.04 0.020 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1'879 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HvdroCAD Software Solutions LLC Page 51 Summary for Link D133: OFFSITE Inflow Area = 13,739 sf, 27.50% Impervious, Inflow Depth > 0.93" for 2 YR event Inflow = 0.33 cfs @ 12.08 hrs, Volume= 1,063 cf Primary = 0.33 cfs @ 12.08 hrs, Volume= 1,063 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP3: OFFSITE t Hydrograph 0.36 - ®Primary 0.34 Inflow Area=13,7. 0.33 cfs 0.32 03 0.28 0.28 0.24 0.22 0 0.2 E 0.16 0.14- 0.12 0.08 0.08 0.04. 0.02 ' 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.2011 ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 52 Summary for Link DP4: OFFSITE ' Inflow Area = 109,911 sf, 35.61% Impervious, Inflow Depth > 1.12" for 2 YR event Inflow = 1.24 cfs @ 12.07 hrs, Volume= 10,222 cf ' Primary = 1.24 cfs @ 12.07 hrs, Volume= 10,222 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Link DP4: OFFSITE Hydrograph ®Inflow fnflow Area'=109,9 1.24 cfs ®Fdmary 1 1 y • 1 1 . I 1 1 1 LL I 1 1 1 I I 1 1 I 1 1 1 I 1 1 1 1 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.2011 ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 53 Summary for Link TOTAL: TOTAL OFFSITE Inflow Area = 148,884 sf, 29.30% Impervious, Inflow Depth > 1.04" for 2 YR event Inflow = 2.06 ds @ 12.07 hrs, Volume= 12,908 cf Primary = 2.06 cfs @ 12.07 hrs, Volume= 12,908 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link TOTAL: TOTAL OFFSITE ' Hydrograph Inflow Area 2.0s cfs 1 O Inflow ' f]Primary- ' ,--- -;- 2 1 I I 1 I 1 u 1 1 1 I 1 1 1 1 I 1 • 1 1 I 1 1 � 1 1 1 1 1 • I t 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (flours) 1 1 I I I r` ' r j Hydrocad ' POST-DEVELOPMENT: ' 10-Year Storm j 1 Stormwater Management Report 7112016 1 I POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 t HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment P1: TO CB2 Runoff = 0.54 cfs @ 12.08 hrs, Volume= 1,666 cf, Depth> 3.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs , Type III 24-hr 10 YR Rainfall=4.80" Area (sf) CN Description 760 70 Woods/grass comb., Good, HSG C ' 1,263 61 >75% Grass cover, Good, HSG B 3,899 98 Paved roads w/curbs & sewers HSG B 5,922 87 Weighted Average ' 2,023 34.16% Pervious Area 3,899 65.84% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" ' 0.5 135 0.0500 4.54 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv= 20.3 fps 5.3 185 Total Subcatchment P1: TO CB2 ' Hydrograph 0.6 0.55 ®Runoff 0.54 cfs 10 YR Rainfall=4.80 0.5. , e II 24-hr - Type I 045 Runoff Area=5,922 sf , 04 Runoff Volume=1,666 cf 0.35 Runoff Depth>3:38" LL 0.3-. Flow Length=185' 0.25 Tc=5.3 min 0.2 CN=87 0.15- 0.05- 06 .150.05 00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment P10: TO OFFSITE tRunoff = 0.70 cfs @ 12.07 hrs, Volume= 2,128 cf, Depth> 1.74" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" ' Area (so CN Description 8,819 70 Woods/grass comb., Good, HSG C 5,185 61 >75% Grass cover, Good, HSG B 700 98 Roofs, HSG B 14,704 68 Weighted Average 14,004 95.24% Pervious Area 700 4.76% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 50 0.0500 0.21 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.20" 0.4 45 0.0900 2.10 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps ' 0.1 30 0.1300 5.80 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 0.1 50 0.2800 8.52 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps ' 0.1 35 0.0800 4.55 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 4.6 210 Total t 1 t r POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 r HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 56 Subcatchment P10: TO OFFSITE Hydrograph r ' - ' 0 RunoR -- 0.75- 0.70 cfS 0.7.' T e-III 0.65 10 YR Rainfall=4:80" 0.55 Runoff Area=1.4,704 sf . 05 -Runoff Volume=2,128 cf m 0.45 0.41 -Runoff Depth>1:74" - r -__- ...._ . __ .i. ___.__ ___�-.__ _ .__-_ ___ - 0.35 Flow Length,=210' ; - 0.3 : -Tc 4.6-min - -- - ----- 0.25- r CN=68 ' - o.z • 0.15 i - -- - - 01 -- . -- -- •- ------- -- -- -- r -- r 0.05: 00 1 13 ' 2 3 4 5 8 7 8 9 10 11 12 14 15 18 17 18 19 20 21 22 23 24 Time (hours) r r r r r r r r r ' POST-DEVELOPMENT ANALYSIS Type ///24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 57 Summary for Subcatchment P11: TO BASIN ' Runoff = 1.10 cfs @ 12.08 hrs, Volume= 3,335 cf, Depth> 2.37" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" ' Area (so CN Description 3,965 61 >75% Grass cover, Good, HSG B 8,058 70 Woods/grass comb., Good, HSG C 2,916 98 Water Surface, HSG B ` 1,130 98 Driveways, HSG B 825 98 Roofs, HSG B 16,894 76 Weighted Average ' 12,023 71.17% Pervious Area 4,871 28.83% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 35 0.0300 0.11 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" ' 0.1 30 0.5000 4.95 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 5.3 65 Total I ' Subcatchment P11: TO BASIN Hydrograph t , fS �Runoff TYPe 111 :24-hr_ 1.10 g ' 10 YR Rainfall=4.80" Runoff Area=16,894 sf ( Runoff Volume=3,335, cf ; Runoff Depth>2.37" Flow Length--65" ' Tc=5.3 min CN=76 1 = " 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment P2: TO CB1 Runoff = 0.85 cfs @ 12.08 hrs, Volume= 2,704 cf, Depth> 3.68" t Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10 YR Rainfall=4.80" Area (sf) CN Description 2,413 70 >75% Grass cover, Good, HSG B ' 3,624 98 Paved roads w/curbs & sewers, HSG B ' 675 98 Driveways, HSG B ' 719 98 Sidewalks, HSG B 1 1,386 98 Roofs, HSG B 8,817 90 Weighted Average 2,413 27.37% Pervious Area ' 6,404 72.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.9 125 0.1000 2.21 Shallow Concentrated Flow, Shallow Concentrated Flow ' Short Grass Pasture Kv= 7.0 fps 5.7 175 Total Subcatchment P2: TO CB1 ' Hydrograph 0.95 ._ __ pRunofl ' 0.9= 0.85 cfs 0.65_ Type III 24-hr o.e . 0.75. 10 YR Rainfall=4.80" °' 0.85" Runoff Area=8,817 sf ' . Runoff Volume=2,704 cf m 0.55' 0.5 Runoff Depth>3.1i8" ° 0. Flow Length=175' u 0.4 1 0.35 Tc=5.7 min 03 CN=90 0.25 JL 0.2 '0.15 0.1- 0.05- 0 .10.05 ' 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) t 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 59 Summary for Subcatchment P3: TO CB4 Runoff = 0.51 cfs @ 12.07 hrs, Volume= 1,525 cf, Depth> 3.18" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" Area (so CN Description ' 2,055 61 >75% Grass cover, Good, HSG B 2,058 98 Paved roads w/curbs&sewers, HSG B 662 98 Driveways, HSG B ' 978 98 Roofs, HSG B 5,753 85 Weighted Average 2,055 35.72% Pervious Area 3,698 64.28% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (f/ft) (f/sec) (cfs) ' 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.2 90 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow ' Paved Kv= 20.3 fps 5.0 140 Total Subcatchment P3: TO CB4 ' Hydrograph 0.55 ®Runofr ' 0.5 cfs 05 Type 111;24 h:r 0.45 10 'YR Rainfall=4.80" L - - 0.4 Runoff Area"-5,75.33 sf ' 0.35 Runoff Volume=1,525 cf 0.3 Runoff Dept1h>3 78" t 0.25. Flow Length- =140' Tc=5.O min 0.2- 0.05 0-, 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (flours) POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 60 Summary for Subcatchment P4: TO CB3 Runoff = 0.67 cfs @ 12.07 hrs, Volume= 2,033 cf, Depth> 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10 YR Rainfall=4.80" Area (sf) CN Description ' 3,185 70 >75% Grass cover, Good, HSG B ' 2,361 98 Paved roads w/curbs & sewers, HSG B ' 719 98 Driveways, HSG B 1,178 98 Roofs, HSG B 7,443 86 Weighted Average 3,185 42.79% Pervious Area 4,258 57.21% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.2 60 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv= 20.3 fps , 5.0 110 Total Subcatchment P4: TO CB3 Hydrogreph 0.75- 0.7 ,. .. 0.67 cfs ' Typeall`24-hr - 0.6 10 YR Rainfall=4.80" _0.55-- Runoff Area=7,443 sf ' 0.5-. .5 i 0,45 Runoff Volume-2,033. cf Runoff Depth>3 28" LL 9.35: Flow Length=110' _. 03 Tc=5.0 min 925 ' 0.2 CN=8.6 0.i5z 0.1- 0.05- 0 .19.050 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) r ' POST-DEVELOPMENT ANALYSIS Type /// 24-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 61 Summary for Subcatchment PS: TO CB6 rRunoff = 0.86 cfs @ 12.07 hrs, Volume= 2,540 cf, Depth> 2.12" r Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" Area (sf) CN Description r 6,266 61 >75% Grass cover, Good, HSG B 4,515 70 Woods/grass comb., Good, HSG C 2,662 98 Paved roads w/curbs 8 sewers, HSG B 918 98 Roofs, HSG B 14,361 73 Weighted Average 10,781 75.07% Pervious Area r 3,580 24.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 3.9 50 0.0500 0.21 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.4 95 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Flow r Unpaved Kv= 16.1 fps 0.0 15 0.8700 15.02 Shallow Concentrated Flow, Shallow Cocnentrated Flow Unpaved Kv= 16.1 fps 0.3 120 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow r Paved Kv= 20.3 fps 4.6 280 Total r r r r r r r r POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 Hydrol 10.00-13 s/n 08795 ©2014 Hydrol Software Solutions LLC Page 62 Subcatchment P5: TO CB6 Hydrograph 0.95 o s 0.86 cfs 0.95 Type-II1 ,24-h'r 0.75 10 YR Rain fall=4.80". °'7 oss Runoff-Area=14,361 sf - � - 0.64. Runoff Volume=2,540 cif 0.55- o.5 Runoff_Depth>212" 045 -flow Length=280` - 0.35. Tc=4.6 min. 0.31 025 7: _ 0.27 C W-731 , _ . _ 0.1 0.05. 0 0 1 2 3 4 5 9 7 9 9 10 11 12 13 14 15 10 17 19 19 20 21 22 23 24 Time (hoore) r N i 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 63 Summary for Subcatchment P6: TO CBS Runoff = 0.43 cfs @ 12.07 hrs, Volume= 1,306 cf, Depth> 3.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" Area (sf) CN Description 1,860 61 >75% Grass cover, Good, HSG B 2,563 98 Paved roads w/curbs& sewers, HSG B 144 98 Driveways, HSG B ' 511 98 Roofs, HSG B 5,078 84 Weighted Average 1,860 36.63% Pervious Area ' 3,218 63.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.3 100 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow ' Paved Kv= 20.3 fps 5.1 150 Total Subcatchment P6: TO CBS ' Hydrograph 0.48-- 0.46: .46 ®RunoFl 0.46 ,. . . - _ _ . _ - _ __ 0.43 cfs -- - -- ' 0.2 Type 111 '24-hr n34 10 YR Rainfall=4.80" ' 0.367 1 - 2 Runoff Area=5,078-sf 0.3: : Runoff Volume=1;306 cf 0.26' ' 0.26. . Runoff Depth>3.09" 0.24 0ozz: Flow Length=150' ' 0.16 Tc--5.1 min 0.16 0.14 CN=84 0.,z 0., , — — 0.06. 0.06 0.04- 0.02- 10 .040.0210 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type /// 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 64 Summary for Subcatchment P7: TO OFFSITE Runoff = 0.78 cfs @ 12.08 hrs, Volume= 2,339 cf, Depth> 2.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" Area (sf) CN Description 9,301 61 >75% Grass cover, Good, HSG B ' 660 70 Woods/grass comb., Good, HSG C 2,029 98 Paved roads w/curbs& sewers, HSG B 940 98 Driveways, HSG B ' 809 98 Roofs, HSG B 13,739 72 Weighted Average 9,961 72.50% Pervious Area ' 3,778 27.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 3.2 50 0.0800 0.26 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 1.6 125 0.0640 1.26 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 4.8 175 Total Subcatchment P7: TO OFFSITE ' Hydrograph 0.85. ®RUnofl t o.e 0.78 cfs Type 111 '24-hr 10 YR Rainfall=4.80" ' 0.65= 0.6 Runoff Area=13,739 sf 0.55 Runoff Volume=2,339 cf - 045 Runoff Depth>2.04" , R Flow Length=175' 0.35 ' 03. Tc=4.8 min 0.25= CN=72 0.2. ' 0.15 0.1. 0.05: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 ,4 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 65 ' - Summary for Subcatchment P8: TO OFFSITE Runoff 2.50 cfs @ 12.06 hrs, Volume= 7,181 cf, Depth> 1.89" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" ' Area (sf) CN Description 7,599 70 Woods/grass comb., Good, HSG C 28,828 61 >75% Grass cover, Good, HSG B 4,622 98 Driveways, HSG B ' 4,594 98 Roofs, HSG B 45,643 70 Weighted Average 36,427 79.81% Pervious Area t 9,216 20.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) ' 2.6 50 0.1400 0.32 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.2 85 0.1800 6.83 Shallow Concentrated Flow, Shallow Concentrated Flow ' Unpaved Kv= 16.1 fps 0.0 20 0.3000 8.82 Shallow Concentrated Flow, Shallow Cocnentrated Flow Unpaved Kv= 16.1 fps 0.1 20 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Flow ' Unpaved Kv= 16.1 fps 0.1 60 0.8000 14.40 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps ' 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 3.4 335 Total 1 1 1 f POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 02014 HydroCAD Software Solutions LLC Page 66 Subcatchment P8: TO OFFSITE Hydrograph ' 2.50 cfs a Runo6 Type III 24-hr i r t 10 YR Rainfall=4.80" ' 2 Runoff Area-45,643 s.f ' Runoff Volume=7,181' cf Runoff Depth>1.89" Flow Length=335' ; LL � • 1 _ 1 Tc=3.4 min ' CN=70 0 1 2 3 4 5 6 7 8 8 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 67 ' - Summary for Subcatchment P9: TO OFFSITE Runoff 0.58 cfs @ 12.05 hrs, Volume= 1,657 cf, Depth> 1.89" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" ' Area (so CN Description 10,191 70 Woods/grass comb., Good, HSG C 339 61 >75% Grass cover, Good, HSG B 10,530 70 Weighted Average ' 10,530 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 50 0.1300 0.31 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.4 60 0.2400 2.45 Shallow Concentrated Flow, Shallow Concentrated Flow t Woodland Kv= 5.0 fps 3.1 110 Total ' Subcatchment 139: TO OFFSITE Hydrograph 0.65 - ; - ®Runoff ' 0.6 0.58 cfs r 0.55 Type 111 ;24 fi'r--- ' - I0 YR Rainfall=4:80" -1 -I- I— 0.45- -Runoff Akea=10;530"sf ------ I Runoff Volume=_1,657 cf f r 04 ' 0.357 Runoff Depth>1 89" 0.37 . Flow Length=_110' LL ; 0.25- Tc '.3.1_min 0.2-. CN=70 i 0.15 0.1 _ 0.05= " o , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type /// 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 68 Summary for Reach 1R: OCS TO DMH10 [52] Hint: Inlet/Outlet conditions not evaluated t Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 2.63" for 10 YR event , Inflow = 1.27 cfs @ 12.48 hrs, Volume= 14,109 cf Outflow = 1.27 cfs @ 12.49 hrs, Volume= 14,107 cf, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs , Max. Velocity= 9.20 fps, Min. Travel Time= 0.2 min Avg. Velocity = 5.37 fps, Avg. Travel Time= 0.3 min Peak Storage= 14 cf @ 12.49 hrs ' Average Depth at Peak Storage= 0.23' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.78 cfs 12.0" Round Pipe , n= 0.013 Corrugated PE, smooth interior Length= 100.0' Slope= 0.091157 ' Inlet Invert= 41.65', Outlet Invert= 32.50' 1 1 Reach 1R: OCS TO DMH10 Hydrograph ' ■Inflow Inflow Area-'64,2681.27 cfs 19 outflow ' Avg. Flow Depth=0.23' Max Vel-9.20 fps', ' 12.0" ; Round Pipe n=0.011 ; 1 LL L=100.0' S=0.091'5 '/' 1 Capacity=10.78 cfs ; i 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type ///24-hr 10 YR Rainfall=4.80" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCADO 10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 69 Summary for Reach 2R: CB2 TO DMH1 [52] Hint: Inlet/Outlet conditions not evaluated ' Inflow Area = 5,922 sf, 65.84% Impervious, Inflow Depth > 3.38" for 10 YR event Inflow 0.54 cfs @ 12.08 hrs, Volume= 1,666 cf Outflow - 0.54 cfs @ 12.08 hrs, Volume= 1,666 cf, Atten= 0%, Lag= 0.2 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 3.28 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.09 fps, Avg. Travel Time= 0.3 min ' Peak Storage= 3 cf @ 12.08 hrs Average Depth at Peak Storage= 0.26' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.56 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 20.0' Slope= 0.0100 ? Inlet Invert= 84.81', Outlet Invert= 84.61' Reach 2R: CE12 TO DMH1 ' Hydrograph FE inflow OB _� . .. _ ____ .1_ �_ _ _ __ ©ouf ' Inflow Area=5,922 cfs - 0.5 Avg. Flo w;.Depth=0.26' r = ; - - ' 0.45 Max Vel. 3.28 fps 0.4 ' 12.0" ; ' 7 0.35 Round Pipe i 0.3 n=0.013' s o , LL 0.25 L=20.0' , . 7____ r_---------- --- 0.2 S-0.010 - 0.15. Capacity=:3:56 cfs 0.05 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 70 Summary for Reach 3R: CB1 TO DMH1 [52] Hint: Inlet/Outlet conditions not evaluated ' Inflow Area = 8,817 sf, 72.63% Impervious, Inflow Depth > 3.68" for 10 YR event , Inflow = 0.85 cfs @ 12.08 hrs, Volume= 2,704 cf Outflow = 0.85 cfs @ 12.08 hrs, Volume= 2,704 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 3.73 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.24 fps, Avg. Travel Time= 0.2 min Peak Storage= 3 cf @ 12.08 hrs ' Average Depth at Peak Storage= 0.33' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.56 cfs 12.0" Round Pipe ' n= 0.013 Corrugated PE, smooth interior Length= 12.0' Slope= 0.0100 '/' ' Inlet Invert= 84.09', Outlet Invert= 83.97' t t Reach 3R: C61 TO DMH1 Hydrograph 0.95. - . p Inflow 0 outflow 0.9 Inflow Area=8,81.7 0.8s cfs 0.85: o.8. Avg. Flow Depth=0.33' .- 0.75- "'.' Max Vel=3.73 fps 0.65. 12.0„ os , 0.55 Round Pipe 0 45 n=0.013 - LL 0.4 0.35 L=12.0' 6.3 S=0.0.100 T 0 0.2 Ca aci =3.56 cfs 0.15_ • 1 0.1 0.05 ' 0' MONO 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) t ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 71 Summary for Reach 4R: DMH1 TO DMH2 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 3R outlet invert by 0.14' @ 12.08 hrs ' Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 3.56" for 10 YR event Inflow = 1.40 cfs @ 12.08 hrs, Volume= 4,370 cf Outflow = 1.40 cfs @ 12.08 hrs, Volume= 4,370 cf, Atten= 0%, Lag= 0.1 min tRouting by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 9.35 fps, Min. Travel Time= 0.1 min ' Avg. Velocity = 3.06 fps, Avg. Travel Time= 0.2 min Peak Storage=4 cf @ 12.08 hrs Average Depth at Peak Storage= 0.25' ' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.61 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 29.0' Slope= 0.0886 '/' Inlet Invert= 83.87', Outlet Invert= 81.30' t 1 t 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 72 Reach 4R: DMH1 TO DMH2 Hydrograph , ®Inflow 00 out0ow ' Inflow Area_14,739 1.4o cfs Avg. Flow Depth=0.25' Mai Vel'--9.35 fps;. . - - 1 , 12.0" Round Pipe t n=0.013 o , L=29.0' S=0.0896 '/' , Capacity=10..61 cfs 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 , Time (houm) 1 t 1 ' POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 73 Summary for Reach 5R: DMH2 TO DMH3 1 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 4R outlet invert by 0.15' @ 12.08 hrs tInflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 3.56" for 10 YR event Inflow = 1.40 cfs @ 12.08 hrs, Volume= 4,370 cf Outflow = 1.39 cfs @ 12.08 hrs, Volume= 4,370 cf, Atten= 0%, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 8.88 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.90 fps, Avg. Travel Time= 0.2 min Peak Storage= 5 cf @ 12.08 hrs Average Depth at Peak Storage= 0.25' ' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 9.86 cfs 12.0" Round Pipe ' n= 0.013 Corrugated PE, smooth interior Length= 32.0' Slope= 0.07667' Inlet Invert= 81.20', Outlet Invert= 78.75' 1 I 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 74 Reach 5R: DMH2 TO DMH3 Hydrograph , ®Inflow ©out low Inflow Area=14,739 1.39 cfs ' 1 Avg. Flow Depth-' 0.25' 1 , I I _Mak Vel,=8.88 fpS'... .,_ I 12.0„ ; 1 ; Round Pipe : ; V n=0.013' ; L=32.0' i $=101.076,67' Capacity=9.86 cfs ; I 1 1 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) 1 1 ' POST-DEVELOPMENT ANALYSIS Type ///24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 75 ' Summary for Reach 6R: DMH3 TO DMH4 [52] Hint: Inlet/Outlet conditions not evaluated ' ' Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 3.56" for 10 YR event Inflow 1.39 cfs @ 12.08 hrs, Volume= 4,370 cf Outflow = 1.39 cfs @ 12.09 hrs, Volume= 4,369 cf, Atten= 0%, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 9.04 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.96 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 5 cf @ 12.09 hrs Average Depth at Peak Storage= 0.25' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.12 cfs t12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior t Length= 31.0' Slope= 0.0806T Inlet Invert= 77.50', Outlet Invert= 75.00' (D Reach 6R: DMH3 TO DMH4 ' Hydrograph OlnflOw ' Inflow Area4,739 1,39 c =1fs Avg. Flow Depth=0.25' Mai Vel=9.04_fps - - 12.0" ; ' Round Pipe n=0.013: LL L=31.0* ' S=0.086.6 '/' ' Capac4=10.12 cfs i 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 76 Summary for Reach 7R: DMH4 TO DMH5 [52] Hint: Inlet/Outlet conditions not evaluated ' Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 3.56" for 10 YR event , Inflow = 1.39 cfs @ 12.09 hrs, Volume= 4,369 cf Outflow = 1.39 cfs @ 12.09 hrs, Volume= 4,369 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs t Max. Velocity= 9.22 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.02 fps, Avg. Travel Time= 0.2 min Peak Storage=6 cf @ 12.09 hrs ' Average Depth at Peak Storage= 0.25' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.41 cfs 12.0" Round Pipe ' n= 0.013 Corrugated PE, smooth interior Length=41.0' Slope= 0.0854 '/' ' Inlet Invert= 74.00', Outlet Invert= 70.50' (D Reach 7R: DMH4 TO DMH5 HydrographImouffiml ' ®Inflow Inflow Area---'14,73Q 1.39 cfs Avg. Flow Depth-' 0.25' Max Vel',=9.22.fps ' 12.0" Round Pipe n=0.013' LL 4=41.0' : ,5=0.08547' Capacity=10.41 cfs a 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 '2'2"'2"3''2'4 ' Time (hours) ' POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 77 Summary for Reach 8R: C64 TO DMH5 [52] Hint: Inlet/Outlet conditions not evaluated ' Inflow Area = 5,753 sf, 64.28% Impervious, Inflow Depth > 3.18" for 10 YR event Inflow 0.51 cfs @ 12.07 hrs, Volume= 1,525 cf Outflow = 0.51 cfs @ 12.07 hrs, Volume= 1,525 cf, Atten= 0%, Lag= 0.1 min ' Routing by Star-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 5.47 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.84 fps, Avg. Travel Time= 0.2 min ' Peak Storage=2 cf @ 12.07 hrs Average Depth at Peak Storage= 0.18' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.56 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 20.0' Slope= 0.0450T Inlet Invert= 71.80', Outlet Invert= 70.90' Reach 8R: CB4 TO DMH5 Hydrograph O Inflow ' 0.55- __-_ - - ®Outflow Inflow Area 06 o.s1 cfs Avg. Flow'Depth=0.18' 0.4s ' Max Vel 5.47 fps 64 _ 0.3s - _.._ - - -'- -- - -- _� . .--' ---_.__ .--- '--- --- ' Round Pipe 0.3 n=0.013 o.zs L=20:0` t 0.2* S 0:0,450 ,/ - _ 0.15- Capacity ;7.56 cfs 10.1 - % - - - - - — - .05 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type ///24-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD010.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 78 Summary for Reach 9R: C133 TO DMH5 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 7,443 sf, 57.21% Impervious, Inflow Depth > 3.28" for 10 YR event , Inflow = 0.67 cfs @ 12.07 hrs, Volume= 2,033 cf Outflow = 0.67 cfs @ 12.07 hrs, Volume= 2,033 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 6.17 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.06 fps, Avg. Travel Time= 0.1 min Peak Storage= 1 cf @ 12.07 hrs ' Average Depth at Peak Storage= 0.20' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.97 cfs 12.0" Round Pipe ' n= 0.013 Corrugated PE, smooth interior Length= 12.0' Slope= 0.0500 '/' ' Inlet Invert= 71.50', Outlet Invert= 70.90' 1 Reach 9R: C63 TO DMH5 Hydrograph -- 0.75 - 6ouffi , __2__ 07 Inflow Area ,7,443 0.s7 cfs ---- innm -- --- °Ou°�" ' O.W 0.6-: -Avg. Flow;Depth=0.20'_ Max 0.55Vel-6 17 fps 12.0 - 0.5 r "r- -i -r r_ r , 0.45 Round Pipe 21 04 r -ri 0 0 o.3s 013 LL03 L120' ' 0.25 S 0 0500 'P ' 0.2 - _capacity= 7;7.9cfs. . - 0.15 '- - - -- -•.._. .---`--^-- 0.05 ' 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" 1 Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 79 ' Summary for Reach 1OR: DMH5 TO DMH6 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 7R outlet invert by 0.24' @ 12.08 hrs iInflow Area = 27,935 sf, 65.36% Impervious, Inflow Depth > 3.41" for 10 YR event Inflow = 2.56 cfs @ 12.08 hrs, Volume= 7,927 cf i Outflow = 2.56 cfs @ 12.08 hrs, Volume= 7,927 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 10.87 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.54 fps, Avg. Travel Time= 0.1 min Peak Storage= 7 cf @ 12.08 hrs Average Depth at Peak Storage= 0.34' iBank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.28 cfs 12.0" Round Pipe 1 n= 0.013 Corrugated PE, smooth interior Length= 30.0' Slope= 0.0833 ? Inlet Invert= 70.40', Outlet Invert= 67.90' i 1 1 1 � i ii i 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 , Hydro AD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 80 Reach 10R: DMH6 TO DMH6 Hydrograph ' m Outflow 2.56 cfs Inflow Area--27,935 � � ' I , Avg. Flow Depth=0.34,' Max e , 10.87 fps ' 2- 12.b Round Pipe o n=0.013: LL L=30.0' S=0.0833 T Ca0acity=10:28 cfs i , 0 0 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 t 1 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" 1 Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 81 Summary for Reach 11 R: DMH6 TO DMH7 1 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 1 OR outlet invert by 0.211' @ 12.08 hrs 1 Inflow Area = 27,935 sf, 65.36% Impervious, Inflow Depth > 3.41" for 10 YR event Inflow = 2.56 cfs @ 12.08 hrs, Volume= 7,927 cf Outflow = 2.56 cfs @ 12.08 hrs, Volume= 7,926 cf, Atten= 0%, Lag= 0.1 min 1 Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 12.16 fps, Min. Travel Time= 0.1 min 1 Avg. Velocity = 3.96 fps, Avg. Travel Time= 0.2 min Peak Storage= 9 cf @ 12.08 hrs Average Depth at Peak Storage= 0.31' 1 Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 12.03 cfs 12.0" Round Pipe 1 n= 0.013 Corrugated PE, smooth interior Length= 43.0' Slope= 0.1140 '/' Inlet Invert= 67.80', Outlet Invert= 62.90' U_1 1 1 1 1 1 1 i N 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 82 Reach 11 R: DMH6 TO DMH7 Hydrograph ' B Inflow ©Outflow Inflow Area '27,935 2.Ss cfs Avg. Flow Depth=0.31� Max Vel,`=12.16 fps ' 2- 12.b" Round Pipe : ' ' n=0.013 ' o , L=43.0' - - ' $=0.114,0 '/' Capacity=12'.03 cfs o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 r i POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 83 ' Summary for Reach 12R: DMH7 TO DMH8 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 11R outlet invert by 0.20' @ 12.09 hrs ' Inflow Area = 27,935 sf, 65.36% Impervious, Inflow Depth > 3.40" for 10 YR event Inflow = 2.56 cfs @ 12.08 hrs, Volume= 7,926 cf Outflow = 2.55 cfs @ 12.09 hrs, Volume= 7,926 cf, Aften= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 12.97 fps, Min. Travel Time= 0.1 min Avg. Velocity =4.22 fps, Avg. Travel Time= 0.2 min Peak Storage= 9 cf @ 12.09 hrs Average Depth at Peak Storage= 0.30' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 13.16 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length=44.0' Slope= 0.1364 '/' Inlet Invert=62.80', Outlet Invert= 56.80' 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 84 Reach 12R: DMH7 TO DMH8 Hydrograph ' O Outflow I ' Inflow Area--'27,9352.55 cfs Avg. Flow Depth=0.30' 1 ---- - Max Vel=12.97 fps ' 2- 2.011 ; 1 Round Pipe : n=0.013 ; 1 1 L=44.0' - 1 - ' S=0.13647' Capacity=13,16 ds ; I 1 1 1 1 1 1 1 1 I I 1 I I ; 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hoes) 1 t 1 POST-DEVELOPMENT ANALYSIS Type /// 24-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 85 Summary for Reach 13R: DMH8 TO DMH9 [52] Hint: Inlet/Outlet conditions not evaluated [62] Hint: Exceeded Reach 12R OUTLET depth by 1.92' @ 12.09 hrs ' Inflow Area = 47,374 sf, 52.89% Impervious, Inflow Depth > 2.98" for 10 YR event Inflow = 3.83 cfs @ 12.08 hrs, Volume= 11,772 cf Outflow = 3.81 cfs @ 12.10 hrs, Volume= 11,765 cf, Atten= 1%, Lag= 1.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 5.56 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.81 fps, Avg. Travel Time= 1.9 min Peak Storage= 144 cf @ 12.09 hrs Average Depth at Peak Storage= 0.62' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 10.75 cfs 18.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length=210.0' Slope= 0.0105 'P Inlet Invert= 58.40', Outlet Invert= 56.20' 1 r r r 1 � r r r POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 86 Reach 13R: DMH8 TO DMH9 Hydrograph .. ©outflow 4 Inflow Area--'47,3743.81 cfs Avg. Flow Depth=0.62' Max Vel,5.66 fps' 3- 18.b" Round Pipe 2 n=0.013 - L=210.0' $=0010'5 '/' Capacity=10.75 cfs a 0 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 87 Summary for Reach 14R: DMH9 TO FES1 1 [521 Hint: Inlet/Outlet conditions not evaluated [611 Hint: Exceeded Reach 13R outlet invert by 0.27' @ 12.10 hrs 1 Inflow Area = 47,374 sf, 52.89% Impervious, Inflow Depth > 2.98" for 10 YR event Inflow = 3.81 cfs @ 12.10 hrs, Volume= 11,765 cf Outflow = 3.80 cfs @ 12.10 hrs, Volume= 11,763 cf, Atten= 0%, Lag= 0.3 min 1 Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 11.29 fps, Min. Travel Time= 0.2 min 1 Avg. Velocity = 3.64 fps, Avg. Travel Time= 0.5 min Peak Storage= 36 cf @ 12.10 hrs Average Depth at Peak Storage= 0.37' 1 Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity=28.77 cfs 18.0" Round Pipe 1 n= 0.013 Corrugated PE, smooth interior Length= 108.0' Slope= 0.0750 'f Inlet Invert= 56.10', Outlet Invert=48.00' (_ D1 1 i 1 i 1 ' 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 88 Reach 14R: DMH9 TO FES1 Hydrograph 3.80 cfs . --------- - . r ®Outflow Inflow Area=47,374 Avg. Flow Depth=0.37' Max Ve1=11.29 fps ' -------- 3- 18.0" Round --- -- ' 2 . n=0.013' LL L=108.0' ' CaO. 50 , 1 Pac ty=2877 ds ; 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type ///24-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 89 Summary for Reach 15R: DMH10 TO DMH11 1 [43] Hint: Has no inflow(Outflow--Zero) ' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 13.69 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 22.0' Slope= 0.1477 7' Inlet Invert= 47.00', Outlet Invert=43.75' ' Reach 15R: DMH10 TO DMH11 Hydrograph Avg.,Row Depth=0.00' ' Max Vel'-70.09 fps 12.0" i ' Round Pipe n=0.013 L=22.0' S=0.14777' Capacity=13.69 cfs 0.00 cfs �. 6 0 1 2 3 4 5 8 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i i POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 02014 HydroCAD Software Solutions LLC Page 90 Summary for Reach 16R: DMH11 TO DMH12 [43] Hint: Has no inflow(Outflow--Zero) Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity=4.72 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 94.0' Slope= 0.0176 7' , Inlet Invert=43.65', Outlet Invert=42.00' 0 Reach 16R: DMH11 TO DMH12 ' Hydrograph Avg. Flow Depth=0.00' ' Mak Ve1=0.0p fps ' 12.0„ Round,Pipe ' n=0.013 L=94.0' S '0.0176 '/' Capacity=4.72 cfs ' 0.00 cfs ' U . .. 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (flows) 1 1 POST-DEVELOPMENT ANALYSIS Type /// 24-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 91 ' Summary for Reach 17R: DMH12 TO DMH13 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 1R outlet invert by 0.12' @ 12.49 hrs ' Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 2.63" for 10 YR event Inflow = 1.27 cfs @ 12.49 hrs, Volume= 14,107 cf ' Outflow = 1.27 cfs @ 12.49 hrs, Volume= 14,106 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 9.57 fps, Min. Travel Time= 0.1 min ' Avg. Velocity = 5.58 fps, Avg. Travel Time= 0.1 min Peak Storage=6 cf @ 12.49 hrs Average Depth at Peak Storage= 0.22' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 11.40 cfs 12.0" Round Pipe ' n= 0.013 Corrugated PE, smooth interior Length=43.0' Slope= 0.1023 'P Inlet Invert= 32.40', Outlet Invert= 28.00' 1 t I ' t i POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 92 Reach 17R: DMH 12 TO DMH 13 t Hydrograph Inflow Area=64,268 1.27 cfs m°u�� t Avg. Flow Depth=0.22" ' Max Vel'=9.57 fps; ' 12.0" Round Pipe ' n=0.0131. ; L=43.0' S=0.1023 '/' Capacity=11.40 cfs 0 ' 0 1 2 3 4 5 6 7 B 9 10 it 12 13 14 15 16 17 16 1.6 20 21 22 23 24 Time (hours) 1 1 t 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 93 Summary for Reach 18R: DMH13 TO DMH14 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 17R outlet invert by 0.20' @ 12.49 hrs ' Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 2.63" for 10 YR event Inflow = 1.27 cfs @ 12.49 hrs, Volume= 14,106 cf Outflow = 1.27 cfs @ 12.49 hrs, Volume= 14,105 cf, Atten= 0%, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 6.50 fps, Min. Travel Time= 0.1 min ' Avg. Velocity = 3.82 fps, Avg. Travel Time= 0.1 min Peak Storage= 5 cf @ 12.49 hrs Average Depth at Peak Storage= 0.30' ' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity=6.63 cfs 12.0" Round Pipe ' n= 0.013 Corrugated PE, smooth interior Length=26.0' Slope= 0.0346 T Inlet Invert= 27.90', Outlet Invert= 27.00' 1 1 t 1 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 94 Reach 18R: DMH13 TO DMH14 Hydrograph ' ■Inflow n 00tfl°"" 1 Inflow Area=64,268 1.27 cfs ° Avg. Flow Depth-4.30' Mak Vel;=6.50 fps; , 12.0" ; Round Pipe n=0.013 LL L=26.0' ' $=0.0346 'I' Capacity=6.63 cfs 0 1 2 3 4 5 6 7 8 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Pace 95 Summary for Pond 1P: BASIN Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 2.82" for 10 YR event Inflow = 4.87 cfs @ 12.10 hrs, Volume= 15,098 cf ' Outflow 1.27 cfs @ 12.48 hrs, Volume= 14,109 cf, Atten= 74%, Lag= 23.0 min Primary 1.27 cfs @ 12.48 hrs, Volume= 14,109 cf ' Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev=46.83' @ 12.48 hrs Surf.Area= 2,882 sf Storage= 5,734 cf Plug-Flow detention time= 101.9 min calculated for 14,109 cf(93% of inflow) ' Center-of-Mass det. time= 67.4 min ( 884.3-816.9 ) Volume Invert Avail.Storage Storage Description ' #1 43.00' 9,513 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 43.00 296 0 0 44.00 436 366 366 44.50 863 325 691 ' 45.00 1,922 696 1,387 46.00 2,400 2,161 3,548 48.00 3,565 5,965 9,513 ' Device Routing Invert Outlet Devices #1 Primary 44.00' 12.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert=44.00'/42.00' S= 0.0571 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 44.60' 4.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 45.60' 5.0"Vert. Orifice/Grate C= 0.600 t #4 Device 1 47.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Primary 48.00' 8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 ' Primary OutFlow Max=1.27 cfs @ 12.48 hrs HW=46.83' (Free Discharge) Culvert (Passes 1.27 cfs of 5.77 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.60 cfs @ 6.91 fps) ' 3=Orifice/Grate (Orifice Controls 0.66 cfs @ 4.86 fps) =Orifice/Grate ( Controls 0.00 cfs) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 96 Pond 1P: BASIN Hydrograph ' OlnflM_ '. . . . 4.87 cfS - a Primary 5—Inflow -Area=64,268 sf ; - Peak-E1ev=46.83'-- ;--- -- - - 1° Storage=5734 'cf i i I 3 i 3 _ 1 I I 2 '1.27cfs . .- -. -- -- - _ , I a 1 0 1 2 3 4 6 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 1 1 1 1 • POST-DEVELOPMENT ANALYSIS Type /// 24-hr 10 YR Rainfall=4.80" 1 Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 97 1 Summary for Link DPI: OFFSITE Inflow Area = 10,530 sf, 0.00% Impervious, Inflow Depth > 1.89" for 10 YR event Inflow = 0.58 cfs @ 12.05 hrs, Volume= 1,657 cf 1 Primary = 0.58 cfs @ 12.05 hrs, Volume= 1,657 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 1 Link DP1: OFFSITE Hydrograph 1 - - __ - _ _ - - . ®Inflow 006 Inflow ;Area=10,5 0.58 cfs OPrimary 1 055 - ------ -1 1 -- ---- - -- --------------------.----- I 1 q 1 1 1 `u 0.35 . ,.__,___ ._,__r.____r____y__.__�_ _ ___..,_________ ________________ _ 3 - - ----- --- 0.25-- LL 0.25 i �• 1 I 1 0.2 � . �' 1 I 1 1 1 1 ------ -------- ---- 1 0.15 1 I 1 I i 0.1 -. . . . .., I 1 0.05 ' 0 0 1 2 3 4 5 6 7 B 9 10 1,1' ''12 13 14 15 16 17 16 19 20 21 22 23 24 Time (houm) 1 1 i 1 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 98 Summary for Link DP2: OFFSITE ' Inflow Area = 14,704 sf, 4.76% Impervious, Inflow Depth > 1.74" for 10 YR event Inflow = 0.70 cfs @ 12.07 hrs, Volume= 2,128 cf Primary = 0.70 cfs @ 12.07 hrs, Volume= 2,128 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP2: OFFSITE ' Hydrograph FU inem 0.75 0,70 cfs r ®Primary 0.7Inflow Area=14,7 0.65 0.6- 0.5- 0.457 .60.45 , 0.4 3 u 0.35 0.3- 0.25 0.15 0.05 0 1 2 3 4 5 6 7 8 8 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (houm) 1 1 ' POST-DEVELOPMENT ANALYSIS Type /// 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 99 Summary for Link DP3: OFFSITE ' Inflow Area = 13,739 sf, 27.50% Impervious, Inflow Depth > 2.04" for 10 YR event Inflow = 0.78 cfs @ 12.08 hrs, Volume= 2,339 cf ' Primary = 0.78 cfs @ 12.08 hrs, Volume= 2,339 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Link DP3: OFFSITE Hydrograph ®Inflm 0.85 ' O Primary 06 75Inflow_Alrea :13,7 0.7z. 0.78 cfs ' o. '. _I 0.65 1 1 1 t 0.55-. O5 0.45 LL 0.35 ' I _I. 0.3 _ J_ J L 6.25 - __-.__i__I------- - --- -------- ___ ___ ------------ I------- --- --- � 1 I 1 0.2 0.15 ,- ---- __________ __ , �' 1 1 1 0.1 ' 0.05- Q 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 I ' 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 100 Summary for Link DP4: OFFSITE Inflow Area = 109,911 sf, 35.61% Impervious, Inflow Depth > 2.32" for 10 YR event Inflow = 3.09 cfs @ 12.07 hrs, Volume= 21,286 cf Primary = 3.09 cfs @ 12.07 hrs, Volume= 21,286 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP4: OFFSITE ' Hydrograph Ihflow Area=109,9 3.09 cfs ®anma" ' 3 1 1 1 1 1 , I 1 1 1 1 i i 1 I 1 1 1 1 1 I 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) t 1 1 POST-DEVELOPMENT ANALYSIS Type /// 24-hr 10 YR Rainfall=4.80" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 101 ' Summary for Link TOTAL: TOTAL OFFSITE Inflow Area = 148,884 sf, 29.30% Impervious, Inflow Depth > 2.21" for 10 YR event Inflow = 5.12 cfs @ 12.07 hrs, Volume= 27,410 cf ' Primary = 5.12 cfs @ 12.07 hrs, Volume= 27,410 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Link TOTAL: TOTAL OFFSITE Hydrograph P maty Inflow Area48, =1 $ 5.12 cfs 4 1 4g 3 1 0 -7- 7--r_!__.. - -- --------- ------ LL 1 2 I 1 1 1 1 1 1 i I Q11 0 1 2 3 4 5 6 7 6 8 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (flours) t 1 1 1 1 1 r i Hydrocad i POST-DEVELOPMENT: i 25-Year Storm i 1 1 1 1 1 1 1 Stommxater Management Report 7/112016 i 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 102 ' _ Summary for Subcatchment P1: TO CB2 Runoff 0.72 cfs @ 12.08 hrs, Volume= 2,227 cf, Depth> 4.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" ' Area (sfi CN Description 760 70 Woods/grass comb., Good, HSG C 1,263 61 >75% Grass cover, Good, HSG B 3,899 98 Paved roads w/curbs& sewers, HSG B ' 5,922 87 Weighted Average 2,023 34.16% Pervious Area 3,899 65.84% Impervious Area 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.20" 0.5 135 0.0500 4.54 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv=20.3 fps ' 5.3 185 Total Subcatchment P1: TO CB2 ' Hydrograph —--_- 0.8 0.75 0.72 cfs i ' 0.7 _Type 111;24-hr- - 0.65 . 25 YR-Rainfall=6bo - ---- 0.6- 0.55z: - - 0.6 0.55 Runoff Area=5,922 sf: 05 _Runoff Volume=2,227 cf 0.45 o.a , Runoff Depth>4.51o' ' e - LL 0.35 Flow Length=185' 0.3 Tc=5.3 min. 0.25- CN'--87 .25 CN 87 0.15. - 0.05- 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 tTime (hours) 1 POST-DEVELOPMENT ANALYSIS Type /// 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 103 Summary for Subcatchment P10: TO OFFSITE Runoff = 1.08 cfs @ 12.07 hrs, Volume= 3,208 cf, Depth> 2.62" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25 YR Rainfall=6.00" Area (sf) CN Description * 8,819 70 Woods/grass comb., Good, HSG C ' 5,185 61 >75% Grass cover, Good, HSG B 700 98 Roofs, HSG B 14,704 68 Weighted Average ' 14,004 95.24% Pervious Area 700 4.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f ift) (ft/sec) (cfs) 3.9 50 0.0500 0.21 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" ' 0.4 45 0.0900 2.10 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 0.1 30 0.1300 5.80 Shallow Concentrated Flow, Shallow Concentrated Flow ' Unpaved Kv= 16.1 fps 0.1 50 0.2800 8.52 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 0.1 35 0.0800 4.55 Shallow Concentrated Flow, Shallow Concentrated Flow ' Unpaved Kv= 16.1 fps 4.6 210 Total 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD810.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 104 Subcatchment P10: TO OFFSITE Hydrograph cfs ■ 1.08 ; - 0 RunoR ■ Type Ill 24-hr ----- - ---: ----- 25 YR Rainfa11=6:00" ' Runoff 4rea=14,704 sf Runoff Volume=3,208' cf Runoff Depth>2.62" Flow Length: =210' ' Tc=4.6 min CN-_1168 0 1 2 3 4 5 6 7 8 9 10 11 12 13 ib 75 18 77 18 79 20 21 22 23 24 Time (hours) 1 1 1 POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 25 YR Rainfall=6.00" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 105 Summary for Subcatchment P11: TO BASIN Runoff = 1.58 cfs @ 12.08 hrs, Volume= 4,754 cf, Depth> 3.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" Area (sf) CN Description 3,965 61 >75% Grass cover, Good, HSG B 8,058 70 Woods/grass comb., Good, HSG C 2,916 98 Water Surface, HSG B 1,130 98 Driveways, HSG B ' 825 98 Roofs, HSG B 16,894 76 Weighted Average 12,023 71.17% Pervious Area ' 4,871 28.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 35 0.0300 0.11 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" 0.1 30 0.5000 4.95 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 5.3 65 Total Subcatchment P11: TO BASIN Hydrograph 1.58 cfs ®RunoFl 1 Type III 24-hr 25 YR Rainfall=6.00" ' Runoff Area=16,894 sf . Runoff Voll ume-4,754: cf ' Runoff De th>3.38" Flow Length=65' Tc=5.3 min ' CN=76 , 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 25 YR Rainfall=6.00" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 106 Summary for Subcatchment P2: TO CB1 Runoff = 1.11 cfs @ 12.08 hrs, Volume= 3,557 cf, Depth> 4.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" Area (so CN Description • 2,413 70 >75% Grass cover, Good, HSG B 3,624 98 Paved roads w/curbs&sewers, HSG B 675 98 Driveways, HSG B ` 719 98 Sidewalks, HSG B 1,386 98 Roofs, HSG B 8,817 90 Weighted Average 2,413 27.37% Pervious Area 6,404 72.63% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (f/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.9 125 0.1000 2.21 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 5.7 175 Total ' Subcatchment P2: TO CB1 Hydrograph ' 1 � 0 Runoff 1.11 cfs ; TY0e.11124-hr 25 YR Rainfall=6.00" , ' Runoff Area=8,817Sf, Runoff Volume=3,557' cf Runoff Depth>4.84" ° Flow Length=175' ' LL Tc-5.7 min ; CN=90 , ; t o - - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 107 Summary for Subcatchment P3: TO CB4 Runoff = 0.68 cfs @ 12.07 hrs, Volume= 2,061 cf, Depth> 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs , Type III 24-hr 25 YR Rainfall=6.00" Area (sf) CN Description 2,055 61 >75% Grass cover, Good, HSG B 2,058 98 Paved roads w/curbs & sewers, HSG B ' 662 98 Driveways, HSG B 978 98 Roofs, HSG B 5,753 85 Weighted Average 2,055 35.72% Pervious Area 3,698 64.28% Impervious Area t Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.20" 0.2 90 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv= 20.3 fps ' 5.0 140 Total Subcatchment P3: TO CB4 Hydrograph 0.75 B RunoR 0.7 0.68 cfs ' 0.65: Type III 24-hr 0.6- 25 YR Rainfall=6.00" 0.55 Runoff Area=5,753 sf 0.5- 0.45Runoff Volume=2,061. cf 0.4. Runoff Depth>4.30" LL 0.35. ' Flow Length=140' 0.3. Tc=5.0 min 0.25- 0.2 .25 0.2 CN=85 0.15- 0.1- 0.05-. .150.10.05 0 11 . ... ., ... .. ' 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 L ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 108 Summary for Subcatchment P4: TO C63 ' Runoff = 0.89 cfs @ 12.07 hrs, Volume= 2,733 cf, Depth> 4.41" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" ' Area (so CN Description 3,185 70 >75% Grass cover, Good, HSG B 2,361 98 Paved roads w/curbs& sewers, HSG B 719 98 Driveways, HSG B ' 1,178 98 Roofs, HSG B 7,443 86 Weighted Average 3,185 42.79% Pervious Area I ' 4,258 57.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.2 60 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow ' Paved Kv= 20.3 fps 5.0 110 Total Subcatchment P4: TO C63 ' Hydrograph 1 t 0.89 cfs Type III 24-hr 25 YR Rainfall=6.00" ' Runoff Area=7,443 sf Runoff Volume=2,733 cf ' Runoff Depth>4.41" LL Flow Length=110' I ' Tc=5.0 min CN=86 ' I I , o . . ...... ... .. .. .. 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" 1 Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 109 Summary for Subcatchment P5: TO CB6 Runoff = 1.26 cfs @ 12.07 hrs, Volume= 3,693 cf, Depth> 3.09" t Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs , Type III 24-hr 25 YR Rainfall=6.00" Area (sf) CN Description 6,266 61 >75% Grass cover, Good, HSG B ' 4,515 70 Woods/grass comb., Good, HSG C 2,662 98 Paved roads w/curbs & sewers, HSG B 918 98 Roofs, HSG B ' 14,361 73 Weighted Average 10,781 75.07% Pervious Area 3,580 24.93% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 3.9 50 0.0500 0.21 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.20" 0.4 95 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps t 0.0 15 0.8700 15.02 Shallow Concentrated Flow, Shallow Cocnentrated Flow Unpaved Kv= 16.1 fps 0.3 120 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv=20.3 fps , 4.6 280 Total 1 1 1 POST-DEVELOPMENT ANALYSIS Type /Il 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 110 Subcatchment P5: TO CB6 ' Hydrograph ©Runofr ' 1.26 cfs Type III 24-hr 25 YR Rainfall=6.00" ' 1 Runoff Area=14,361 sf Runoff Volume=3,693 cf ' S Runoff Depth>3.09" Flow Length=280' LL t ' Tc= m 4.6 in CN"-' 73 ; 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" , Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 111 Summary for Subcatchment P6: TO CB5 Runoff = 0.58 cfs @ 12.07 hrs, Volume= 1,774 cf, Depth> 4.19" i Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25 YR Rainfall=6.00" Area (so CN Description 1,860 61 >75% Grass cover, Good, HSG B ' 2,563 98 Paved roads w/curbs& sewers, HSG B ' 144 98 Driveways, HSG B 511 98 Roofs, HSG B ' 5,078 84 Weighted Average 1,860 36.63% Pervious Area 3,218 63.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow , Grass: Short n= 0.150 P2= 3.20" 0.3 100 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv=20.3 fps ' 5.1 150 Total Subcatchment P6: TO CB5 . Hydrograph 0.65- 0.58 cfs ®RunoB os ' Type 111 ,24-hr 0.55 , 0.5 25 YR Rainfall=6:00" 0.4,-. Runoff Area=5,078-sf Runoff Volume=1,774 cf 0.4- 0.35 Runoff Depth>4.19" , LL 0.3 Flow Length=150' 0.25- Tc=5.1 min 0.2 CN=84 0.15- 0.1- 0.05- .150.05 " 0 44 0 12 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 112 Summary for Subcatchment P7: TO OFFSITE Runoff = 1.15 cfs @ 12.07 hrs, Volume= 3,424 cf, Depth> 2.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" Area (so CN Description ' 9,301 61 >75% Grass cover, Good, HSG B 660 70 Woods/grass comb., Good, HSG C 2,029 98 Paved roads w/curbs & sewers, HSG B ' 940 98 Driveways, HSG B 809 98 Roofs, HSG B 13,739 72 Weighted Average ' 9,961 72.50% Pervious Area 3,778 27.50% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 50 0.0800 0.26 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" ' 1.6 125 0.0640 1.26 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 4.8 175 Total ' Subcatchment P7: TO OFFSITE Hydrograph ' ®Runoff 1.15 cfs Type III 14-hr ; 1 25 YR Rainfall=6.00 RunoffArea=13,739 sf ' Runoff Volume=3,424; cf Runoff Depth>2.99" ° Flow Length=175' LL , Tc=4.8 min CN-772 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) t 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 113 Summary for Subcatchment P8: TO OFFSITE Runoff = 3.77 cfs @ 12.05 hrs, Volume= 10,662 cf, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25 YR Rainfall=6.00" Area (sf) CN Description * 7,599 70 Woods/grass comb., Good, HSG C ' 28,828 61 >75% Grass cover, Good, HSG B 4,622 98 Driveways, HSG B 4,594 98 Roofs, HSG B t 45,643 70 Weighted Average 36,427 79.81% Pervious Area 9,216 20.19% Impervious Area t Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 50 0.1400 0.32 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.20" 0.2 85 0.1800 6.83 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps ' 0.0 20 0.3000 8.82 Shallow Concentrated Flow, Shallow Cocnentrated Flow Unpaved Kv= 16.1 fps 0.1 20 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps ' 0.1 60 0.8000 14.40 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps ' 3.4 335 Total 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 114 Subcatchment P8: TO OFFSITE ' Hydrograph --- ---- --- __-__�___ _ _- .. ------------ -­----. -- - - 00 Runoff ' 4 3.77 Type III 24-hr, ; 25 YR Rainfall=6.00" ' 3 Runoff kr aa=451 643 sf, ; Runoff Volume-10,662 cf ; Runoff Deptli>2.80 v 2 Flow Length=335' LL 1 . I Tc=3 4 min t i - - ---- ---- ' --- ! -�_ ' 0 . . 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 1T"1777 19 20 21 22 23 24 Time (hours) I t I I i 1 1 POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 t HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 115 Summary for Subcatchment P9: TO OFFSITE Runoff = 0.88 cfs @ 12.05 hrs, Volume= 2,460 cf, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25 YR Rainfall=6.00" Area (sfl CN Description ' 10,191 70 Woods/grass comb., Good, HSG C , 339 61 >75% Grass cover, Good, HSG B 10,530 70 Weighted Average 10,530 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (f/sec) (cfs) 2.7 50 0.1300 0.31 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.20" 0.4 60 0.2400 2.45 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 3.1 110 Total Subcatchment P9: TO OFFSITE ' Hydrograph 0.95'. 0.8 cfs ®Runoff 0.a5Type 111 ;24-hr t 0°5. 25 YR Rainfall=6:00" ' 0.7-1Runoff Area=10,530 sf Runoff Volume=2,460 cf 005 Runoff Depth>2.80" ' _° 0.45 0.4z Flow Length=110' u. 0.35- Tc=3.1 min ' 0.3 0.25 CN=70 - 0.2: ' 0.15= 0.1 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 i 1 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydrOCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 116 ' Summary for Reach 1R: OCS TO DMH10 [52] Hint: Inlet/Outlet conditions not evaluated ' Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 3.69" for 25 YR event Inflow 1.73 cfs @ 12.48 hrs, Volume= 19,759 cf Outflow = 1.73 cfs @ 12.48 hrs, Volume= 19,756 cf, Atten= 0%, Lag= 0.3 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 10.06 fps, Min. Travel Time= 0.2 min Avg. Velocity = 5.82 fps, Avg. Travel Time= 0.3 min Peak Storage= 17 cf @ 12.48 hrs Average Depth at Peak Storage= 0.27' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.78 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 100.0' Slope= 0.09115 ? Inlet Invert=41.65', Outlet Invert= 32.50' Reach 1R: OCS TO DMH10 ' Hydrograph ' , B Inflow 1.73 cfs ' ; 11 Outflow Inflow Area--'64,268 Avg. Flow Depth-' 0.27' ' Mak Vel; 10.06 fps , , ' -Round Pipe ' h=0.013, ' LL L=100.0' ' $=0.09115 '/' ' Capacity=10178 cfs 1 a ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HVdroCAD Software Solutions LLC Page 117 Summary for Reach 2R: C62 TO DMH1 1521 Hint: Inlet/Outlet conditions not evaluated 1 Inflow Area = 5,922 sf, 65.84% Impervious, Inflow Depth > 4.51" for 25 YR event ' Inflow = 0.72 cfs @ 12.08 hrs, Volume= 2,227 cf Outflow = 0.72 cfs @ 12.08 hrs, Volume= 2,227 cf, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 3.55 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.17 fps, Avg. Travel Time= 0.3 min Peak Storage= 4 cf @ 12.08 hrs Average Depth at Peak Storage= 0.30' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.56 cfs 12.0" Round Pipe t n= 0.013 Corrugated PE, smooth interior Length= 20.0' Slope= 0.0100 '/' ' Inlet Invert= 84.81', Outlet Invert= 84.61' 1 1 Reach 2R: CB2 TO DMH1 Hydrograph ' OB ' 41n8ow m Outflow 0J5 Inflow Area ,5 922 _ 0.72 cfs ' r _ 0.65. Avg. Flow' Depth=0:30' Max Vel 3 55 fps ' 0.55 12.0" - r ' -- - --- - -- - 0.5 � . 0.45 Round Pipe ---.-- ---- . .0.47 .__ ' .- _&0.0'13 _ - , -___.., c .. LL 0.35: 0 ' 03 i L=20.0 ; 0.25 S=0.0100 'I' 02 Capacity 3.56_cfs ._ _ 0.15 ;" 01 0.05 0' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 118 Summary for Reach 3R: CB1 TO DMH1 l52] Hint: Inlet/Outlet conditions not evaluated ' Inflow Area = 8,817 sf, 72.63% Impervious, Inflow Depth > 4.84" for 25 YR event Inflow 1.11 cfs @ 12.08 hrs, Volume= 3,557 cf Outflow - 1.11 cfs @ 12.08 hrs, Volume= 3,557 cf, Atten= 0%, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 4.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.33 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 3 cf @ 12.08 hrs Average Depth at Peak Storage= 0.38' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.56 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 12.0' Slope= 0.0100 '/' Inlet Invert= 84.09', Outlet Invert= 83.97' Reach 3R: CB1 TO DMH1 ' Hydrograph 1 ' a o�w Infl'ow Area=8 817_s_ 1.11 cfs Avg. Flow Depth_0.30' ' Mai Vel'--4.00 fps; 12.0" ; Round Pipe n=0.013' L=12.0' : ' ' S=1011.01607, Capacity=3.56 cfs o . ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type /// 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 119 Summary for Reach 4R: DMH1 TO DMH2 [52] Hint: Inlet/Outlet conditions not evaluated ' [61] Hint: Exceeded Reach 3R outlet invert by 0.18' @ 12.08 hrs Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 4.71" for 25 YR event Inflow = 1.82 cfs @ 12.08 hrs, Volume= 5,784 cf Outflow = 1.82 cfs @ 12.08 hrs, Volume= 5,784 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 10.10 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.28 fps, Avg. Travel Time= 0.1 min ' Peak Storage= 5 cf @ 12.08 hrs Average Depth at Peak Storage= 0.28' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.61 cfs 1 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 29.0' Slope= 0.08867' Inlet Invert= 83.87', Outlet Invert= 81.30' 1 1 t 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 120 Reach 4R: DMH1 TO DMH2 ' Hydrograph ■Inflow m Outllow 2 Inflow Area=14,739 1.82 cts ; Avg. Flow Depth-' 0.28' Mai Vel;=10.10 fps 12.0 R " ' I ; ound Pipe; - i ----- - h=0.013: -n=0.013 L=29.0' 1 ; S=0.0846 '/' ' � I � Capacity=1661 cfs I I O 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I 1 i 1 t 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 sln 08795 @ 2014 HVdroCAD Software Solutions LLC Page 121 Summary for Reach 5R: DMH2 TO DMH3 [52] Hint: Inlet/Outlet conditions not evaluated ' [61] Hint: Exceeded Reach 4R outlet invert by 0.19' @ 12.08 hrs Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 4.71" for 25 YR event Inflow = 1.82 cfs @ 12.08 hrs, Volume= 5,784 cf Outflow = 1.82 cfs @ 12.08 hrs, Volume= 5,784 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 9.58 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.12 fps, Avg. Travel Time= 0.2 min ' Peak Storage=6 cf @ 12.08 hrs Average Depth at Peak Storage= 0.29' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 9.86 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 32.0' Slope= 0.07667' Inlet Invert= 81.20', Outlet Invert= 78.75' 1 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type ///24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 122 Reach 5R: DMH2 TO DMH3 Hydrograph 91 ouffim ' 2 Inflow Area-714,739 1.12 cfS j Avg. Flow Depth-' 0.29,' ' ' Mai Vel'--9.59 fps; 12.0" -Round Pipe,- h=0.01 1 ipe=n=0.013 LL L=32.0' ' S=0.07fi6 '/' Capacity=9.96 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17. 18 19 20 21 22 23 24 Time (hours) t t r t POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 123 Summary for Reach 6R: DMH3 TO DMH4 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 4.71" for 25 YR event ' Inflow = 1.82 cfs @ 12.08 hrs, Volume= 5,784 cf Outflow = 1.82 cfs @ 12.09 hrs, Volume= 5,784 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 9.76 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.18 fps, Avg. Travel Time= 0.2 min Peak Storage= 6 cf @ 12.08 hrs ' Average Depth at Peak Storage= 0.29' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.12 cfs 12.0" Round Pipe ' n= 0.013 Corrugated PE, smooth interior Length= 31.0' Slope= 0.0806T ' Inlet Invert= 77.50', Outlet Invert= 75.00' Reach 6R: DMH3 TO DMH4 -- - ---- - - ---- --- Hydr- - --------- --------- ---- -- -- - - 1 . ■Inflow 2 1.82 cfs 11outflow Inflow Area=141739 Avg. Flow Depth=0.29,' Max Veil--9.76 fps; ' 12.0" Round Pipe 1 n=0.013, LL L=31.0' : S=0.086,6 'I' ' Capacity=106.12 cfs o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) ' POST-DEVELOPMENT ANALYSIS Type /I/ 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 124 Summary for Reach 7R: DMH4 TO DMH5 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 4.71" for 25 YR event Inflow 1.82 cfs @ 12.09 hrs, Volume= 5,784 cf Outflow = 1.82 cfs @ 12.09 hrs, Volume= 5,783 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 9.96 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.24 fps, Avg. Travel Time= 0.2 min Peak Storage= 7 cf @ 12.09 hrs Average Depth at Peak Storage= 0.28' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.41 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length=41.0' Slope= 0.0854 '/' Inlet Invert= 74.00', Outlet Invert= 70.50' 1 Reach 7R: DMH4 TO DMH5 --,-- Hydrograph,-- - -- - - --1- - ---- --- 2- 2 ; ' °Ootfl°" Infl'ow Area=14,739 1.82 cfs Avg. Flow Depth=0.20' ' Max Vel'=9.96 fps; 12.0" ; ' -Round Pipe 1 n=0.013' L=41.0' i S=0.0854 '/' , Capacity=10:41 cfs a 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type 111 24-hr 25 YR Rainfall=6.00" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 125 Summary for Reach 8R: CB4 TO DMH5 [52] Hint: Inlet/Outlet conditions not evaluated t Inflow Area = 5,753 sf, 64.28% Impervious, Inflow Depth > 4.30" for 25 YR event ' Inflow = 0.68 cfs @ 12.07 hrs, Volume= 2,061 cf Outflow = 0.68 cfs @ 12.07 hrs, Volume= 2,061 cf, Atten= 0%, Lag= 0.1 min Routing by Star-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 5.96 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.97 fps, Avg. Travel Time= 0.2 min Peak Storage=2 cf @ 12.07 hrs Average Depth at Peak Storage= 0.20' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.56 cfs 12.0" Round Pipe 1 n= 0.013 Corrugated PE, smooth interior Length= 20.0' Slope= 0.0450T , Inlet Invert= 71.80', Outlet Invert= 70.90' t Reach 8R: C134 TO DMHS -- --Hydrograph _ - ---- --- -- - -- . --. . .-. _ _. _ _ _ flaw 0.75 ' ! --_ - .. ___ 910 0.68 cfs - __ . -' ' ®OuClow , 07 Inf1ow-Area=A753 Avg. Flow Depth=0.20'_ 0.65 0.6 - - - - -'- --- " - 9,55 Max Vel=5.96 fps 0 12.0" 9.45: _Round Pipe ' 0 0.35- LL 0.3 L=20.0' 0.25 'S=0.0,450 '/' 0.2 ; 0.15 ' Capacity=7.56 cfs 0.11 0.0s 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) ' POST-DEVELOPMENT ANALYSIS Type /// 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 126 ' Summary for Reach 9R: CB3 TO DMHS [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 7,443 sf, 57.21% Impervious, Inflow Depth > 4.41" for 25 YR event Inflow 0.89 cfs @ 12.07 hrs, Volume= 2,733 cf Outflow = 0.89 cfs @ 12.07 hrs, Volume= 2,733 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 6.71 fps, Min. Travel Time= 0.0 min Avg. Velocity =2.21 fps, Avg. Travel Time= 0.1 min Peak Storage=2 cf @ 12.07 hrs Average Depth at Peak Storage= 0.23' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.97 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 12.0' Slope= 0.0500 '/' Inlet Invert= 71.50', Outlet Invert= 70.90' 1 Reach 9R: C63 TO DMH5 ' Hydrograph 1 ; 1 ' Fe—inflow t ; @ Outflow ' Inflow Area=7,443 s 0.89 cfs Avo. Flow Depth-_' 0.23;' I 1 ' Mak Vel'--6.71 fps, 1 12.0" I ' Round Pipe : ' n=0.013 1 L=1 2.0' ' S=0.050;0 '/' Ca0acity=7.97 cfs I I 1 I 1 0- . 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 127 Summary for Reach 10R: DMH5 TO DMH6 [52] Hint: Inlet/Outlet conditions not evaluated [62] Hint: Exceeded Reach 7R OUTLET depth by 0.01' @ 12.07 hrs Inflow Area = 27,935 sf, 65.36% Impervious, Inflow Depth > 4.54" for 25 YR event 1 Inflow = 3.37 cfs @ 12.08 hrs, Volume= 10,577 cf Outflow = 3.37 cfs @ 12.08 hrs, Volume= 10,577 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 11.73 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.81 fps, Avg. Travel Time= 0.1 min Peak Storage= 9 cf @ 12.08 hrs Average Depth at Peak Storage= 0.39' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.28 cfs , 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 30.0' Slope= 0.08337' ' Inlet Invert= 70.40', Outlet Invert= 67.90' t 1 t 1 ' POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 25 YR Rainfall=6.00" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 128 Reach 10R: DMH5 TO DMH6 ' Hydrograph Inflow Area-=27,935 3.37 cls °Oo� . ---- - -- -- -- Avg. Flow Depth=0.39' ' 3—Mak Vell=11.73 fps 12.0" ' Round Pipe ,1 2 n=0.013. ' o , L=30.0' : i ' Capacity=10;28 cfs j 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type /// 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 129 Summary for Reach 11 R: DMH6 TO DMH7 [52] Hint: Inlet/Outlet conditions not evaluated ' [61] Hint: Exceeded Reach 1 OR outlet invert by 0.26' @ 12.08 hrs Inflow Area = 27,935 sf, 65.36% Impervious, Inflow Depth > 4.54" for 25 YR event ' Inflow = 3.37 cfs @ 12.08 hrs, Volume= 10,577 cf Outflow = 3.37 cfs @ 12.08 hrs, Volume= 10,576 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 13.14 fps, Min. Travel Time= 0.1 min Avg. Velocity =4.26 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 11 cf @ 12.08 hrs Average Depth at Peak Storage= 0.36' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 12.03 cfs , 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length=43.0' Slope= 0.1140 7' Inlet Invert= 67.80', Outlet Invert= 62.90' t t ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 130 Reach 11 R: DMH6 TO DMH7 ' Hydrogreph ' ! 1 , ---1 ; Oow ■In 1 Inflow Area=27,935 cts °��" Avg. Flow Depth=0.36' - ' 3 ' Max Vel;=13.14 fps 12.0" ' Round Pipe 2 0 n=0.013: ; L'=43.0' ' S=0 1940 'P- --•- , --- ---- --�--- - �- ' Capacity=12:03 cfs : 1 - 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 I t POST-DEVELOPMENT ANALYSIS Type ///24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HVdroCAD Software Solutions LLC Page 131 Summary for Reach 12R: DMH7 TO DMH8 [52] Hint: Inlet/Outlet conditions not evaluated t [61] Hint: Exceeded Reach 11 R outlet invert by 0.24' @ 12.08 hrs Inflow Area = 27,935 sf, 65.36% Impervious, Inflow Depth > 4.54" for 25 YR event ' Inflow = 3.37 cfs @ 12.08 hrs, Volume= 10,576 cf Outflow = 3.37 cfs @ 12.08 hrs, Volume= 10,575 cf, Atten= 0%, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 14.01 fps, Min. Travel Time= 0.1 min Avg. Velocity =4.54 fps, Avg. Travel Time= 0.2 min t Peak Storage= 11 cf @ 12.08 hrs Average Depth at Peak Storage= 0.35' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 13.16 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 44.0' Slope= 0.1364 'P ' Inlet Invert= 62.80', Outlet Invert= 56.80' t 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 132 Reach 12R: DMH7 TO DMH8 ' Hydrograph ' Infl'ow Area=27,935 3.37 cfs o oumm Avg. Flow Depth=0.35' 3 1 Max Vel;14.01 fps 12.0" Round Pipe ; 2- n=0.013, ; o , LL L=44.0' ' -S=0:1364 ----- ----; ---- ' Capacity=13:.16 cfs 05,lffiffi�1101'_ 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 I ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 133 Summary for Reach 13R: DMH8 TO DMH9 [52] Hint: Inlet/Outlet conditions not evaluated 1 [62] Hint: Exceeded Reach 12R OUTLET depth by 1.99' @ 12.09 hrs Inflow Area = 47,374 sf, 52.89% Impervious, Inflow Depth > 4.06" for 25 YR event ' Inflow = 5.19 cfs @ 12.08 hrs, Volume= 16,043 cf Outflow = 5.16 cfs @ 12.10 hrs, Volume= 16,034 cf, Atten= 0%, Lag= 1.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 6.02 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.96 fps, Avg. Travel Time= 1.8 min Peak Storage= 180 cf @ 12.09 hrs Average Depth at Peak Storage= 0.73' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 10.75 cfs ' 18.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 210.0' Slope= 0.0105 '/' Inlet Invert= 58.40', Outlet Invert= 56.20' I 1 I I i i 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydrOCAD Software Solutions LLC Page 134 Reach 13R: DMH8 TO DMH9 ' Hydrograph 10 ' 0 Outflow ' Infl'owArea=47,374 5,16cts -- - ----- -- ._ 5 Avg. Flow Depth-' 0.73' j Max V60­6 02 fps; ; 18.0" oUnd o n-0.013! LL L'=21"0:0' - 2 S=0.010,5 T Ca aci 0101.75-cfs 0 _ . . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 t t 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 135 Summary for Reach 14R: DMH9 TO FES1 [52] Hint: Inlet/Outlet conditions not evaluated t [61] Hint: Exceeded Reach 13R outlet invert by 0.33' @ 12.10 hrs Inflow Area = 47,374 sf, 52.89% Impervious, Inflow Depth > 4.06" for 25 YR event ' Inflow = 5.16 cfs @ 12.10 hrs, Volume= 16,034 cf Outflow = 5.15 cfs @ 12.10 hrs, Volume= 16,032 cf, Atten= 0%, Lag= 0.3 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 12.32 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.94 fps, Avg. Travel Time= 0.5 min ' Peak Storage=45 cf @ 12.10 hrs Average Depth at Peak Storage= 0.43' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 28.77 cfs ' 18.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 108.0' Slope= 0.0750T Inlet Invert= 56.10', Outlet Invert=48.00' t 1 r ' POST-DEVELOPMENT ANALYSIS Type 111 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 136 Reach 14R: DMH9 TO FES1 ' Hydrograph Inflow Area=47,374 5.15 cfs 5 Avg. Flow Depth=0.43,' ' Maz Vel;=12.32 fps 18.0" Round Pipe; i 3 h=0.013 r -L=108.-0' 2- S=0.075,0 '/' 'Capacity=28;77 dfs r 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 777710 ;77 21 22 23 24 Time (hours) r r 1 r r r r r r POST-DEVELOPMENT ANALYSIS Type /// 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 137 Summary for Reach 15R: DMH10 TO DMH11 [43] Hint: Has no inflow(Outflow--Zero) t Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 13.69 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 22.0' Slope= 0.1477 T Inlet Invert= 47.00', Outlet Invert= 43.75' 0 1 Reach 15R: DMH10 TO DMH11 Hydrograph 1- ®Outflow Avg. Flow Depth 0.00' Max Vel=0.00 fps ' 12.0" Round Pipe ' 0 n=0.013 L=22.0' S=0.1477 '/' Capacity=13.69 cfs 0.00 cfs 9 ' 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type /Il 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 138 Summary for Reach 16R: DMH11 TO DMH12 [43] Hint: Has no inflow (Outflow--Zero) ' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 4.72 cfs 12.0" Round Pipe ' n= 0.013 Corrugated PE, smooth interior Length= 94.0' Slope= 0.0176 '/' Inlet Invert= 43.65', Outlet Invert= 42.00' 0 ' Reach 16R: DMH11 TO DMH12 Hydrograph 1 Avg.;Flow Depth"-"!0.00' ' Max Vel;0.00 fps 12.0" ' Round;Pipe n=0.013 LL I I 1 ' L=94.0' S=0.0176 'I' ' Capacity=4.7,2 cfs I ' 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (flows) POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCADO 10.00-13 s/n 08795 @ 2014 HVdroCAD Software Solutions LLC Paae 139 Summary for Reach 17R: DMH12 TO DMH13 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 1 R outlet invert by 0.16' @ 12.48 hrs Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 3.69" for 25 YR event ' Inflow = 1.73 cfs @ 12.48 hrs, Volume= 19,756 cf Outflow = 1.73 cfs @ 12.48 hrs, Volume= 19,755 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 10.47 fps, Min. Travel Time= 0.1 min Avg. Velocity =6.05 fps, Avg. Travel Time= 0.1 min ' Peak Storage= 7 cf @ 12.48 hrs Average Depth at Peak Storage= 0.26' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 11.40 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 43.0' Slope= 0.1023 '/' Inlet Invert= 32.40', Outlet Invert= 28.00' 1 1 ' POST-DEVELOPMENT ANALYSIS Type /// 24-hr 25 YR Rainfall=6.00" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 140 Reach 17R: DMH12 TO DMH13 ' Hydrograph Inflow Area---64,268 1.73 cfs Avg. Flow Depth 0.26' Mak Vel=10.47 fps 12.0" ' Round Pipe ' n=0.013: L=43.0' : S=0.1 o23 '/' Capacity=11:.40 cfs 1 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) i 1 1 POST-DEVELOPMENT ANALYSIS Type ///24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 141 Summary for Reach 18R: DMH13 TO DMH14 [52] Hint: Inlet/Outlet conditions not evaluated 1 [61] Hint: Exceeded Reach 17R outlet invert by 0.25' @ 12.48 hrs Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 3.69" for 25 YR event t Inflow = 1.73 cfs @ 12.48 hrs, Volume= 19,755 cf Outflow = 1.73 cfs @ 12.48 hrs, Volume= 19,754 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 7.10 fps, Min. Travel Time= 0.1 min Avg. Velocity =4.13 fps, Avg. Travel Time= 0.1 min ' Peak Storage= 6 cf @ 12.48 hrs Average Depth at Peak Storage= 0.35' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity=6.63 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 26.0' Slope= 0.0346T Inlet Invert= 27.90', Outlet Invert= 27.00' 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 142 Reach 18R: DMH13 TO DMH14 Hydrograph ' ®Inflow ' o outBuw Inflow Area-64,268 1.73 cfs Avg. F16w Depth 0.35;' ' Mak Vel=7.10 fps 12.0" Round "Pipe' 1 " &0.013. L=26.0' : ' $=0.0346 T Capacity=6.63 cfs 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCADO 10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 143 Summary for Pond 1 P: BASIN Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 3.88" for 25 YR event Inflow = 6.68 cfs @ 12.10 hrs, Volume= 20,786 cf Outflow = 1.73 cfs @ 12.48 hrs, Volume= 19,759 cf, Atten= 74%, Lag= 22.7 min ' Primary = 1.73 cfs @ 12.48 hrs, Volume= 19,759 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs t Peak Elev= 47.53' @ 12.48 hrs Surf.Area= 3,290 sf Storage= 7,897 cf Plug-Flow detention time= 96.0 min calculated for 19,759 cf(95%of inflow) Center-of-Mass det. time= 68.8 min ( 877.1 - 808.3 ) Volume Invert Avail.Storage Storage Description #1 43.00' 9,513 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 43.00 296 0 0 ' 44.00 436 366 366 44.50 863 325 691 45.00 1,922 696 1,387 ' 46.00 2,400 2,161 3,548 48.00 3,565 5,965 9,513 Device Routing Invert Outlet Devices #1 Primary 44.00' 12.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert=44.00'/42.00' S= 0.0571 T Cc=0.900 ' n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 44.60' 4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 45.60' 5.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 47.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Primary 48.00' 8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=1.69 cfs @ 12.48 hrs HW=47.53' (Free Discharge) Culvert (Passes 1.69 cfs of 6.58 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.70 cfs @ 8.00 fps) 3=Orifice/Grate (Orifice Controls 0.86 cfs @ 6.32 fps) ' =Orifice/Grate (Weir Controls 0.13 cfs @ 0.55 fps) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) 1 POST-DEVELOPMENT ANALYSIS Type /// 24-hr 25 YR Rainfall=6.00" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 144 ' Pond 1P: BASIN Hydrograph 6.68 cfs p Primary Inflow Area=64;.268 sf; . _ . . ,- Storag 8 Peak lev=47.53' e=7;897 cf 5 --- - -- -i ---- -- -- LL 2 1.73 cfs 1 9 0 1 2 3 4 5 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 t t 1 POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 25 YR Rainfall=6.00" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 145 Summary for Link DP1: OFFSITE ' Inflow Area = 10,530 sf, 0.00% Impervious, Inflow Depth > 2.80" for 25 YR event Inflow = 0.88 cfs @ 12.05 hrs, Volume= 2,460 cf Primary = 0.88 cfs @ 12.05 hrs, Volume= 2,460 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-24.00 hrs, dt= 0.01 hrs Link DP1: OFFSITE Hydrograph - __. .. _ . eInflow 1 0.95 ®Primary 09 Inflow Area=10-5 0.8s cfs 0.85 oe 0.75 , 0.7 0.65 - os 0.55 0.5 0 0.45 04 0.35 0.3 0.25- 0.1 5 .25 0.15 0.1' ___ _ __ _ __ 0.05 _ 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type /// 24-hr 25 YR Rainfall=6.00" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 146 Summary for Link DP2: OFFSITE Inflow Area = 14,704 sf, 4.76% Impervious, Inflow Depth > 2.62" for 25 YR event Inflow = 1.08 cfs @ 12.07 hrs, Volume= 3,208 cf Primary = 1.08 cfs @ 12.07 hrs, Volume= 3,208 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP2: OFFSITE Hydrograph ' 1.0 cfs ------ ■00 mnav Primary Inflow-'Area=14, 7 1 � � 1 I 1 I ; i LL I 1 1 1 I I 1 1 1 1 1 , I I 1 I 1 1 1 O '. 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 18 17 16 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 25 YR Rainfall=6.0011 ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 147 Summary for Link DP3: OFFSITE ' Inflow Area = 13,739 sf, 27.50% Impervious, Inflow Depth > 2.99" for 25 YR event Inflow = 1.15 cfs @ 12.07 hrs, Volume= 3,424 cf Primary = 1.15 cfs @ 12.07 hrs, Volume= 3,424 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP3: OFFSITE ' Hydrograph Olnflow I ' M Primary Inflow Area=13.,7 1.15 cfs 1 i i 1 1 1 I 1 y I 1 I , 1 LL 1 1 1 i 1 I 1 I 1 1 I , I 1 1 0 '0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 148 Summary for Link DP4: OFFSITE Inflow Area = 109,911 sf, 35.61% Impervious, Inflow Depth > 3.32" for 25 YR event Inflow = 4.75 cfs @ 12.06 hrs, Volume= 30,417 cf ' Primary = 4.75 cfs @ 12.06 hrs, Volume= 30,417 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Link DP4: OFFSITE Hydrograph 5 91 Primary fnflow Area=109,9 4.75 cfs I 4- 3- 2- -------- ---- 3 2 1 I 1 1 1 , 1 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" 1 Prepared by TTI Environmental, Inc. Printed 7/1/2016 1 HydroCAD@ 10.00-13 s/n 08795 @2014 HVdroCAD Software Solutions LLC Page 149 Summary for Link TOTAL: TOTAL OFFSITE Inflow Area = 148,884 sf, 29.30% Impervious, Inflow Depth > 3.18" for 25 YR event 1 Inflow = 7.82 cfs @ 12.06 hrs, Volume= 39,508 cf Primary = 7.82 cfs @ 12.06 hrs, Volume= 39,508 cf, Atten= 0%, Lag= 0.0 min 1 Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link TOTAL: TOTAL OFFSITE 1 Hydrograph O Primary 6 Inflow Area=148,8 7.8 cfs , - , 6 , I 5 1 0 4 3 I 2 " -- -- ------ - OL _ _9 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 i 1 1 i i i CLQ Hydrocad I ' ' POST-DEVELOPMENT: 100-Year Storm Stormwater Management Report 7/1/2016 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD810.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 150 Summary for Subcatchment P1: TO CB2 Runoff = 0.89 cfs @ 12.08 hrs, Volume= 2,797 cf, Depth> 5.67" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100 YR Rainfall=7.20" Area (sfl CN Description ' 760 70 Woods/grass comb., Good, HSG C , 1,263 61 >75% Grass cover, Good, HSG B 3,899 98 Paved roads w/curbs& sewers, HSG B 5,922 87 Weighted Average ' 2,023 34.16% Pervious Area 3,899 65.84% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" ' 0.5 135 0.0500 4.54 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv= 20.3 fps 5.3 185 Total ' Subcatchment P1: TO CB2 Hydrograph , oss 0.89 cfs0. ■Runoff Type III 24-hr 5. 0.8 ' 100 YR Rainfall=7.20" 0.75 0.7: ' Runoff Area=5,922 sf , 0.65z Runoff Volume=2,797 cf 0.8 z. 0.55 0.5: Runoff Depth>5.67" t LL 0.45 Flow Length=185' 0.4 0.35. Tc=5.3 min 0.3 0.25 CN=87 ' 0.2 0.15 0.1 '0.05 0' 0 1 2 3 4 5 6 7 6 9 10 11 12 13 771776 16 17 16 19 20 21 22 23 24 Time (hours) ' t POST-DEVELOPMENT ANALYSIS Type ///24-hr 100 YR Rainfall=7.20 ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HVdroCAD Software Solutions LLC Page 151 ' - Summary for Subcatchment P10: TO OFFSITE Runoff 1.48 cfs @ 12.07 hrs, Volume= 4,374 cf, Depth> 3.57" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" ' Area (so CN Description 8,819 70 Woods/grass comb., Good, HSG C 5,185 61 >75% Grass cover, Good, HSG B 700 98 Roofs, HSG B ' 14,704 68 Weighted Average 14,004 95.24% Pervious Area 700 4.76% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (tuft) (ft/sec) (cfs) 3.9 50 0.0500 0.21 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.20" 0.4 45 0.0900 2.10 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps ' 0.1 30 0.1300 5.80 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 0.1 50 0.2800 8.52 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps ' 0.1 35 0.0800 4.55 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 4.6 210 Total 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20 t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 152 Subcatchment P10: TO OFFSITE Hydrograph ' 1.48 Cfs ! ®Runoe Type III 24-hr ' 100 YR Rainfall=7.20 Runoff Area=14,704 sf i Runoff Volur`r1ie=4,374;cf Runoff Depth>3.57" Flow Length,210' Tc"-4.6 min ' CN=68 ! ; 6 - - - - - 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type /// 24-hr 100 YR Rainfall=7.20 Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 153 ' - Summary for Subcatchment P11: TO BASIN Runoff 2.06 cfs @ 12.08 hrs, Volume= 6,239 cf, Depth> 4.43" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" ' Area (sfl CN Description 3,965 61 >75% Grass cover, Good, HSG B ' 8,058 70 Woods/grass comb., Good, HSG C 2,916 98 Water Surface, HSG B ' 1,130 98 Driveways, HSG B 825 98 Roofs, HSG B 16,894 76 Weighted Average ' 12,023 71.17% Pervious Area 4,871 28.83% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 35 0.0300 0.11 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.20" ' 0.1 30 0.5000 4.95 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 5.3 65 Total ' Subcatchment P11: TO BASIN Hydrograph 2.06 cfs , 2 Type III ,24-hr ' 100 YR Rainfall=7.20 ; Runoff Area-16,894 sf ' Runoff Volume=6,239 cf Runoff Depth>4.43" ; Flow Length_651I , Tc=5.3 min , CN-46 1 0 1 2 3 4 5 6 7 8 8 10 11 12 13 14 15 16 1771i 10 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 100 YR Rainfall=7.20" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 154 Summary for Subcatchment P2: TO CB1 Runoff = 1.36 cfs @ 12.08 hrs, Volume= 4,419 cf, Depth> 6.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100 YR Rainfall=7.20" Area (so CN Description 2,413 70 >75% Grass cover, Good, HSG B ' 3,624 98 Paved roads w/curbs& sewers, HSG B ` 675 98 Driveways, HSG B ` 719 98 Sidewalks, HSG B ' 1,386 98 Roofs, HSG B 8,817 90 Weighted Average 2,413 27.37% Pervious Area ' 6,404 72.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.9 125 0.1000 2.21 Shallow Concentrated Flow, Shallow Concentrated Flow ' Short Grass Pasture Kv= 7.0 fps 5.7 175 Total Subcatchment P2: TO CB1 ' Hydrograph ®Runoff ' ' 1.36 cfs , Type III 24-hr 100 YR Rainfall=7.20", ' Runoff Area=8,817 sf, Runoff Volume=4,419' cf Runoff LL Depth>6.0 1 ° Flow Length=175' iTc=5.7 min ' CN=90 0 - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type H/ 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 155 Summary for Subcatchment P3: TO CB4 ' Runoff = 0.85 cfs @ 12.07 hrs, Volume= 2,608 cf, Depth> 5.44" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" Area (so CN Description ' 2,055 61 >75% Grass cover, Good, HSG B 2,058 98 Paved roads w/curbs&sewers, HSG B 662 98 Driveways, HSG B ' 978 98 Roofs, HSG B 5,753 85 Weighted Average 2,055 35.72% Pervious Area ' 3,698 64.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) ' 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.2 90 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv=20.3 fps 5.0 140 Total Subcatchment P3: TO CB4 ' Hydrograph 0.9 cfs ®Runoff ' 085 0.65 ... Type 111 24 - 0.6 � � 0.75 .. 100 YR Rainfall=7.20", - ' a65 -Runoff Area=5,753 sf 0.6 Runoff-Vol ume=2;608, 4cf - - — o.s5 ' 0.5 Runoff Depth>5 44'.' LL Flow Length=140' ._ ' 0.35 -Tc 5 0 min _ 0.3 CN-85-; 0.z — 1 o.1s 0.17 0.05- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 i POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 156 Summary for Subcatchment P4: TO CB3 Runoff = 1.11 cfs @ 12.07 hrs, Volume= 3,445 cf, Depth> 5.55" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100 YR Rainfall=7.20" Area (so CN Description 3,185 70 >75% Grass cover, Good, HSG B ' 2,361 98 Paved roads w/curbs& sewers, HSG B 719 98 Driveways, HSG B 1,178 98 Roofs, HSG B t 7,443 86 Weighted Average 3,185 42.79% Pervious Area 4,258 57.21% Impervious Area t Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.20" 0.2 60 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv= 20.3 fps ' 5.0 110 Total Subcatchment P4: TO CB3 Hydrograph ' 1.11 cfs D zunoB TYPe III 24-hr ' 100 YR Rainfall-7.20 Runoff Area--7,443 sf ' Runoff Volume=3 445 cf Runoff Depth>5.55" ' LL Flow Length;110' ' Tc-5.0 min CN=86 ; i 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) t 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 157 ' _ Summary for Subcatchment P5: TO CB6 Runoff 1.67 cfs @ 12.07 hrs, Volume= 4,912 cf, Depth> 4.10" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" ' Area (so CN Description 6,266 61 >75% Grass cover, Good, HSG B 4,515 70 Woods/grass comb., Good, HSG C 2,662 98 Paved roads w/curbs& sewers, HSG B ' 918 98 Roofs, HSG B 14,361 73 Weighted Average 10,781 75.07% Pervious Area ' 3,580 24.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 3.9 50 0.0500 0.21 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.4 95 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Flow ' Unpaved Kv= 16.1 fps 0.0 15 0.8700 15.02 Shallow Concentrated Flow, Shallow Cocnentrated Flow Unpaved Kv= 16.1 fps 0.3 120 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow ' Paved Kv=20.3 fps 4.6 280 Total 1 t 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.201, ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 158 Subcatchment PS: TO C66 Hydrograph ' 1.67 cfS o Runoe Type 111 ,24-hr I z ' 100 YR Rainfall=7.20"' Runoff Area"-14,361 sf ' Runoff Volume=4,912_ cf Runoff Dept ' Flow Length 280 Tc=4.6 min CN=73 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 159 Summary for Subcatchment P6: TO CBS ' Runoff = 0.73 cfs @ 12.07 hrs, Volume= 2,254 cf, Depth> 5.33" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" Area (sf) CN Description 1,860 61 >75% Grass cover, Good, HSG B 2,563 98 Paved roads w/curbs & sewers, HSG B ' 144 98 Driveways, HSG B 511 98 Roofs, HSG B 5,078 84 Weighted Average 1,860 36.63% Pervious Area ' 3,218 63.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.3 100 0.1000 6.42 Shallow Concentrated Flow, Shallow Concentrated Flow ' Paved Kv= 20.3 fps 5.1 150 Total ' Subcatchment P6: TO CBS Hydrograph 0.8 ®RunoB ' 0.73 cfs 0.75 � -Type'lll 124=hr077 _. . 0.65. 100 YR Rainfall=7.20"_- 0": Runoff 0557Runoff Volu' e078 sf: - , ; 0.5 " 2,254 Cf ' 4 0.45 Runoff Depth>5 3T' _- ; . 0. e Flow ten th=150' n 0.35' t 0.3 Tc=.5.1 min 0.25 CN=84 . 0.2 0.1s _ o, — 0.05 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 160 Summary for Subcatchment P7: TO OFFSITE Runoff = 1.55 cfs @ 12.07 hrs, Volume= 4,576 cf, Depth> 4.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100 YR Rainfall=7.20" Area (sf) CN Description 9,301 61 >75% Grass cover, Good, HSG B 660 70 Woods/grass comb., Good, HSG C 2,029 98 Paved roads w/curbs& sewers, HSG B ' 940 98 Driveways, HSG B 809 98 Roofs, HSG B 13,739 72 Weighted Average 9,961 72.50% Pervious Area 3,778 27.50% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 3.2 50 0.0800 0.26 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 1.6 125 0.0640 1.26 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 4.8 175 Total Subcatchment P7: TO OFFSITE ' Hydrograph ®RUnoH ' 1.55 cfs Type III 24-hr 100 YR Rainfall=7.20" Runoff Area=13,739 sf Runoff Volume=4,576 Cf ' 1 Runoff Depth>4.00" LL Flow Length=175' T&4.8 min ' CN-_72 0 . . 20 5 21 t 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 16 17 16 19 20 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20 ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD010.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 161 - Summary for Subcatchment P8: TO OFFSITE Runoff 5.11 cfs @ 12.05 hrs, Volume= 14,388 cf, Depth> 3.78" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" ' Area (sf) CN Description ' 7,599 70 Woods/grass comb., Good, HSG C 28,828 61 >75% Grass cover, Good, HSG B ' 4,622 98 Driveways, HSG B 4,594 98 Roofs, HSG B 45,643 70 Weighted Average 36,427 79.81% Pervious Area 9,216 20.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) i ' 2.6 50 0.1400 0.32 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.2 85 0.1800 6.83 Shallow Concentrated Flow, Shallow Concentrated Flow ' Unpaved Kv= 16.1 fps 0.0 20 0.3000 8.82 Shallow Concentrated Flow, Shallow Cocnentrated Flow Unpaved Kv= 16.1 fps 0.1 20 0.0500 3.60 Shallow Concentrated Flow, Shallow Concentrated Flow t Unpaved Kv= 16.1 fps 0.1 60 0.8000 14.40 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps _ 3.4 335 Total 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20 Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD010.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 162 Subcatchment P8: TO OFFSITE Hydrograph 5.11 cfs ©Runoff 5 Type III 24-hr ' 100 YR Rainfall=7;20" 4 Runoff Area--45,643 sf' ' Runoff Volume=14,388 d ' 3 Runoff Depth>3.78" Flow Length=335'; LL Tc=3.4 rain 2 =70 0 . . 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type ///24-hr 100 YR Rainfall=7.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 163 Summary for Subcatchment P9: TO OFFSITE Runoff = 1.19 cfs @ 12.05 hrs, Volume= 3,320 cf, Depth> 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" Area (so CN Description ' 10,191 70 Woods/grass comb., Good, HSG C 339 61 >75% Grass cover, Good, HSG B 10,530 70 Weighted Average 10,530 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (fUsec) (cfs) 2.7 50 0.1300 0.31 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.20" 0.4 60 0.2400 2.45 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 3.1 110 Total ' Subcatchment P9: TO OFFSITE Hydrograph ' ; 0 Runoff 1.19 cfs Type III 24-hr 100-YR Rain - fall=7:20"- - ', ----.-- -�- ---. =----__. 1 ; Runoff Area=10,530 sf Runoff Volume=3,320: cf ' = Runoff Depth>3.78" LL Flow Length:110' 1 Tc=3.1 min , CN-40 0 1 2 3 4 58 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type ll/24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD0 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 164 Summary for Reach 1R: OCS TO DMH10 [52] Hint: Inlet/Outlet conditions not evaluated [79]Warning: Submerged Pond 1 P Primary device# 1 OUTLET by 0.09' Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 4.78" for 100 YR event ' Inflow = 4.29 cfs @ 12.24 hrs, Volume= 25,594 cf Outflow = 4.29 cfs @ 12.24 hrs, Volume= 25,591 cf, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 12.94 fps, Min. Travel Time= 0.1 min Avg. Velocity = 6.14 fps, Avg. Travel Time= 0.3 min ' Peak Storage= 33 cf @ 12.24 hrs Average Depth at Peak Storage= 0.44' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.78 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 100.0' Slope= 0.0915 'f Inlet Invert=41.65', Outlet Invert= 32.50' t 1 t 1 1 ' POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HHydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 165 Reach 1R: OCS TO DMH10 ' Hydrograph ®Inflow - 111 Outflow ' Inflow-Are-a=44 268 4.29 cfs 4Avg. Flow Depth 10.44 , ' Mak Vel;=12.94 fps ; 12.0"- -,-- -,-- -�--,- -�-3- Round Pipe ' o -&0-.013 ----- - i ------- - 2- L=100.0' : Capacity=16.78 c''% : 1 0- 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 1B 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 166 Summary for Reach 2R: CB2 TO DMH1 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 5,922 sf, 65.84% Impervious, Inflow Depth > 5.67" for 100 YR event ' Inflow = 0.89 cfs @ 12.08 hrs, Volume= 2,797 cf Outflow = 0.89 cfs @ 12.08 hrs, Volume= 2,797 cf, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs t Max. Velocity= 3.77 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.24 fps, Avg. Travel Time= 0.3 min Peak Storage= 5 cf @ 12.08 hrs ' Average Depth at Peak Storage= 0.34' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.56 cfs 12.0" Round Pipe ' n= 0.013 Corrugated PE, smooth interior Length= 20.0' Slope= 0.0100 '/' Inlet Invert= 84.81', Outlet Invert= 84.61' , 1 Reach 2R: C1132 TO DMH1 Hydrograph ' O lnflm ®OUi6°W °os Inflow Area ,5,922 o.6s cfs t 0.65. Avg.-Flow�Depth=0.3. 4' - -- - - - - ; - 0.8 0.75 Max Vel 3 77 fps0.7-' -12.0 -' -- - -- -'- -- --_ - - 1 0.65- °55 -Round Pipe' 0.5 h=0.01 3 1 0 0.4s. 04 0 03 S=O-010,0 T r ; f 0.25 Capacity=:3.56 cfs 0.2= 0.15 0.1. 0.05 0 , 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 ' Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type /// 24-hr 100 YR Rainfall=7.20 Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 167 1 Summary for Reach 3R: CB1 TO DMH1 [52] Hint: Inlet/Outlet conditions not evaluated 1 Inflow Area = 8,817 sf, 72.63% Impervious, Inflow Depth > 6.01" for 100 YR event Inflow 1.36 cfs @ 12.08 hrs, Volume= 4,419 cf Outflow = 1.36 cfs @ 12.08 hrs, Volume= 4,419 cf, Atten= 0%, Lag= 0.1 min 1 Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 4.23 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.41 fps, Avg. Travel Time= 0.1 min Peak Storage=4 cf @ 12.08 hrs Average Depth at Peak Storage= 0.43' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 3.56 cfs 1 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior 1 Length= 12.0' Slope= 0.0100 'P Inlet Invert= 84.09', Outlet Invert= 83.97' 1 Reach 3R: CB1 TO DMH1 1 Hydrograph ' o[Wil" ©outllo 1 Inflow Area=8,817 s 1.36 cfs Avg. Flow Depth=0.43' -Mak Vel;4.23 fps; 12.0" i 1 Round Pipe n=0.013 L=12.0' : ; 1 $=0.010'0 '/' ' Capacity=3.56 cfs 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 168 Summary for Reach 4R: DMH1 TO DMH2 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 3R outlet invert by 0.21' @ 12.08 hrs Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 5.87" for 100 YR event ' Inflow = 2.25 cfs @ . 12.08 hrs, Volume= 7,216 cf Outflow = 2.25 cfs @ 12.08 hrs, Volume= 7,216 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 10.72 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.48 fps, Avg. Travel Time= 0.1 min ' Peak Storage= 6 cf @ 12.08 hrs Average Depth at Peak Storage= 0.31' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.61 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior , Length= 29.0' Slope= 0.0886T Inlet Invert= 83.87', Outlet Invert= 81.30' 1 t 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 169 Reach 4R: DMH1 TO DMH2 ' Hydrograph Fm—Inflm--i 2.25 cls InflowArea=,14,739 t 2 Avg. Flow Depth=0.31' Max Vel;10.72 fps 12.0 Round 'Pipe ; ; -h=0.013' - •-----� --- _----- ---- -----� — L=29.0' ; S=0.0886 '/' ' Capacity=10'.61 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24 Time (hours) 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" , Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD010.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 170 Summary for Reach 5R: DMH2 TO DMH3 [52] Hint: Inlet/Outlet conditions not evaluated t [61] Hint: Exceeded Reach 4R outlet invert by 0.22' @ 12.08 hrs Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 5.87" for 100 YR event ' Inflow = 2.25 cfs @ 12.08 hrs, Volume= 7,216 cf Outflow = 2.24 cfs @ 12.08 hrs, Volume= 7,215 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 1 Max. Velocity= 10.17 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.31 fps, Avg. Travel Time= 0.2 min Peak Storage= 7 cf @ 12.08 hrs ' Average Depth at Peak Storage= 0.32' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 9.86 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 32.0' Slope= 0.0766T Inlet Invert= 81.20', Outlet Invert= 78.75' 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" t Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 171 Reach 5R: DMH2 TO DMH3 Hydrograph Inflow Area_14,739 2.24 cfs o_10� Avg. Flow Depth 0.32' 1 2 V ' Mak Vel'=10.17 fps 12.0" ' Round Pipe ' n=0.013 .. L=32.0' ' S=0.076,6 Capacity=9.86 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCADO 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 172 Summary for Reach 6R: DMH3 TO DMH4 [52] Hint: Inlet/Outlet conditions not evaluated 1 Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 5.87" for 100 YR event ' Inflow = 2.24 cfs @ 12.08 hrs, Volume= 7,215 cf Outflow = 2.24 cfs @ 12.08 hrs, Volume= 7,215 cf, Atten= 0%, Lag= 0.1 min Routing by Star-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 10.35 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.37 fps, Avg. Travel Time= 0.2 min Peak Storage= 7 cf @ 12.08 hrs ' Average Depth at Peak Storage= 0.32' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.12 cfs 12.0" Round Pipe , n= 0.013 Corrugated PE, smooth interior Length= 31.0' Slope= 0.0806 7' ' Inlet Invert= 77.50', Outlet Invert= 75.00' Reach 6R: DMH3 TO DMH4 Hydrograph ' Inflow Area= 39 14 7 Olnflow OutFlow m 2.24 cfs ; Avg. Flow Depth=0.32' 2 Max Vel, 10.35 fp's ' 12.0" ; Round Pipe ' gn=0.013 ---- ----- ----- -- ----------------- L=31.0' — -- L=31.0' $4.086,67' ' Capacity=10.12 cfs 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 ' Time (hours) ' POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 100 YR Rainfall=7.20 ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCADO 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 173 ' Summary for Reach 7R: DMH4 TO DMH5 [52] Hint: Inlet/Outlet conditions not evaluated ' Inflow Area = 14,739 sf, 69.90% Impervious, Inflow Depth > 5.87" for 100 YR event Inflow 2.24 cfs @ 12.08 hrs, Volume= 7,215 cf Outflow = 2.24 cfs @ 12.09 hrs, Volume= 7,215 cf, Atten= 0%, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 10.56 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.44 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 9 cf @ 12.09 hrs Average Depth at Peak Storage= 0.32' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.41 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length=41.0' Slope= 0.0854 '/' Inlet Invert= 74.00', Outlet Invert= 70.50' Reach 7R: DMH4 TO DMHS tHydrograph ®Inflow Cf5 ; m Outflow ' Inflow Area=14,739 2.24 Avg. Flow D6th=0.32' 1 2- � Mak Vel;=10.56 fps 12.0" Round Pipe : -,-- -- � -ri=0.013 L=41.0' ' S=0.0854 '/' Capacity=10.41 cfs 1 T 1 0 , 2 3 4 5 6 7 9 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type ///24-hr 100 YR Rainfall=7.20 t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 174 Summary for Reach 8R: C134 TO DMH5 [52] Hint: Inlet/Outlet conditions not evaluated ' Inflow Area = 5,753 sf, 64.28% Impervious, Inflow Depth > 5.44" for 100 YR event ' Inflow = 0.85 cfs @ 12.07 hrs, Volume= 2,608 cf Outflow = 0.85 cfs @ 12.07 hrs, Volume= 2,608 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 6.36 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.08 fps, Avg. Travel Time= 0.2 min Peak Storage= 3 cf @ 12.07 hrs ' Average Depth at Peak Storage= 0.23' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.56 cfs 12.0" Round Pipe t n= 0.013 Corrugated PE, smooth interior Length=20.0' Slope= 0.0450 T ' Inlet Invert= 71.80', Outlet Invert= 70.90' C) Reach 8R: CB4 TO DMH5 HydrographFU nftm ' ISO a5 Inflow Area ,5,753 0.81cls ------- -- -- ----- --- ----- Avg. , Flow Depth=0.23'- ' u 0.8= . .____ �o; Max Vel 6:36 fps 0.65 12 � 06- 0.55U 6 --t 0.55Round Pipe ' . 05 n=101-013 LL 0.4 L=20:0' ; 0.35 ' 0.3 &4_64607' °02 Capacity=7:56 cfs 0.15 ' 0.0s- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD010.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 175 ' Summary for Reach 9R: CB3 TO DMH5 [52] Hint: Inlet/Outlet conditions not evaluated ' Inflow Area = 7,443 sf, 57.21% Impervious, Inflow Depth > 5.55" for 100 YR event Inflow 1.11 cfs @ 12.07 hrs, Volume= 3,445 cf Outflow = 1.11 cfs @ 12.07 hrs, Volume= 3,445 cf, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 7.15 fps, Min. Travel Time= 0.0 min Avg. Velocity =2.34 fps, Avg. Travel Time= 0.1 min ' Peak Storage=2 cf @ 12.07 hrs Average Depth at Peak Storage= 0.25' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.97 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 12.0' Slope= 0.0500T Inlet Invert= 71.50', Outlet Invert= 70.90' Reach 9R: CB3 TO DMH5 ' Hydrograph FU Infi w Inflow Area=7,443 s 1.11 cfs 1 Avg. Flow Depth- 0.24' Mak Vel=7.15 fps' 12.0" ' Round Pipe n=0.013; ; LL L=12.0' ' ' $=0.056,0 '/' ' Capacity=7.97 cfs 0 ' 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20 ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 176 Summary for Reach 10R: DMH5 TO DMH6 [52] Hint: InlettOutlet conditions not evaluated [62] Hint: Exceeded Reach 713 OUTLET depth by 0.03' @ 12.07 hrs Inflow Area = 27,935 sf, 65.36% Impervious, Inflow Depth > 5.70" for 100 YR event ' Inflow = 4.19 cfs @ 12.08 hrs, Volume= 13,267 cf Outflow = 4.18 cfs @ 12.08 hrs, Volume= 13,267 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 6.01 hrs Max. Velocity= 12.42 fps, Min. Travel Time= 0.0 min Avg. Velocity =4.05 fps, Avg. Travel Time= 0.1 min ' Peak Storage= 10 cf @ 12.08 hrs Average Depth at Peak Storage= 0.44' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 10.28 cfs 1 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 30.0' Slope= 0.0833 T ' Inlet Invert= 70.40', Outlet Invert= 67.90' 1 t 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 177 Reach 10R: DMH6 TO DMH6 ' Hydrograph Inflow Area--17,935a.16 cls ._._ ©guNOW Avg. F16W Depth-70.44,' -Mai Vel=12.;42 fs- p- ' 3 12.0" , Round Pipe LL 2- L=30.0' ' ; 4=0.081,3. 7' Capacity=10.28 cfs 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 10 17 18 19 20 21 22 23 24 Time (flours) 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20 t Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 178 Summary for Reach 11R: DMH6 TO DMH7 [52] Hint: Inlet/Outlet conditions not evaluated 1 [61] Hint: Exceeded Reach 10R outlet invert by 0.31' @ 12.08 hrs Inflow Area = 27,935 sf, 65.36% Impervious, Inflow Depth > 5.70" for 100 YR event i Inflow = 4.18 cfs @ 12.08 hrs, Volume= 13,267 cf Outflow = 4.18 cfs @ 12.08 hrs, Volume= 13,266 cf, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 13.93 fps, Min. Travel Time= 0.1 min Avg. Velocity =4.53 fps, Avg. Travel Time= 0.2 min Peak Storage= 13 cf @ 12.08 hrs Average Depth at Peak Storage= 0.41' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 12.03 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length=43.0' Slope= 0.1140 'P ' Inlet Invert=67.80', Outlet Invert= 62.90' 1 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 179 Reach 11 R: DMH6 TO DMH7 ' Hydrograph ®Inflow 0 ouNow Infl'owArea=27,935ts ---_--;. _` - '�-_ 4.18 c - Avg. Flow Depth 0.41' ' ---9 P-Max Vel'=13. 3f s____ ' 4 12.0" 3 Round Pipe : 3 n=0:013r ' - '- o , LL 2 L=43.0' S=0.1.140 '1' Capacity=11.03 cN i 0- 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20 Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD@ 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 180 Summary for Reach 12R: DMH7 TO DMH8 [52] Hint: Inlet/Outlet conditions not evaluated 1 [61] Hint: Exceeded Reach 11R outlet invert by 0.29' @ 12.08 hrs Inflow Area = 27,935 sf, 65.36% Impervious, Inflow Depth > 5.70" for 100 YR event ' Inflow = 4.18 cfs @ 12.08 hrs, Volume= 13,266 cf Outflow = 4.18 cfs @ 12.08 hrs, Volume= 13,265 cf, Aften= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 14.87 fps, Min. Travel Time= 0.0 min Avg. Velocity =4.82 fps, Avg. Travel Time= 0.2 min Peak Storage= 12 cf @ 12.08 hrs Average Depth at Peak Storage= 0.39' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 13.16 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 44.0' Slope= 0.1364 'P ' Inlet Invert= 62.80', Outlet Invert= 56.80' 1 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type ///24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Paae 181 Reach 12R: DMH7 TO DMH8 Hydrograph � � ■Inflow 1i __ __ ___ . _ .. 1 Inflow Area=27,935 a.1a cts - °Oo�OY Avg. Flow Depth 0.39' Mak Vel;=14.87.fps_ :'. . . ' 12.0,. Round Pipe n=0.013 � - LL 2- L=44.0' :L=44.0' ; ' ,_5=0..1364.'/'_,._ . I � r Capacity=13116 Os ; � I 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 182 Summary for Reach 13R: DMH8 TO DMH9 [52] Hint: Inlet/Outlet conditions not evaluated 1 [62] Hint: Exceeded Reach 12R OUTLET depth by 2.06' @ 12.09 hrs Inflow Area = 47,374 sf, 52.89% Impervious, Inflow Depth > 5.18" for 100 YR event ' Inflow = 6.56 cfs @ 12.08 hrs, Volume= 20,431 cf Outflow = 6.52 cfs @ 12.10 hrs, Volume= 20,421 cf, Atten= 0%, Lag= 1.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Max. Velocity= 6.38 fps, Min. Travel Time= 0.5 min Avg. Velocity = 2.09 fps, Avg. Travel Time= 1.7 min Peak Storage=215 cf @ 12.09 hrs Average Depth at Peak Storage= 0.84' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 10.75 cfs ' 18.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 210.0' Slope= 0.0105 'P ' Inlet Invert= 58.40', Outlet Invert= 56.20' 1 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCADSIO.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 183 Reach 13R: DMH8 TO DMH9 Hydrograph 1 j ° Inflm ' °o�m Inflow Area-n-47,374 . cs - - - . 5 . Avg. Flow Depth_0.84' ' Max Vel'-_638 fps; 5 ' Round Pipe n=0 013 I LL I 3 L=210.0! ---- ------------ -------- -- -- - 2- : -Capacity=10175 cfs- ; 1 ' ' fl 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type /1124-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 184 Summary for Reach 14R: DMH9 TO FES1 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 13R outlet invert by 0.39' @ 12.10 hrs Inflow Area = 47,374 sf, 52.89% Impervious, Inflow Depth > 5.17" for 100 YR event Inflow = 6.52 cfs @ 12.10 hrs, Volume= 20,421 cf Outflow = 6.51 cfs @ 12.10 hrs, Volume= 20,419 cf, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 13.17 fps, Min. Travel Time=0.1 min Avg. Velocity =4.19 fps, Avg. Travel Time= 0.4 min ' Peak Storage= 53 cf @ 12.10 hrs Average Depth at Peak Storage= 0.49' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity=28.77 cfs 18.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 108.0' Slope= 0.07507 Inlet Invert= 56.10', Outlet Invert= 48.00' i I 1 POST-DEVELOPMENT ANALYSIS Type /// 24-hr 100 YR Rainfall=7.20 Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 185 Reach 14R: DMH9 TO FES1 Hydrograph F0 Inflm _ �Outllaw 7 Infl'ow.Area '47,374 6.51 cfs i e Avg. Flow Depth=0.49,' j Max'- Vel' 13.!7fps i 5 18.0" Round Pipe -n=0-013 - - --- - , " 3 L=108.0' S=0.075,0 2 Ca0acity=28 77_cfs ; i ---- --- --------- o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (heum) POST-DEVELOPMENT ANALYSIS Type /// 24-hr 100 YR Rainfall=7.20" Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 186 Summary for Reach 15R: DMH10 TO DMH11 [43] Hint: Has no inflow(Outflow--Zero) Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 13.69 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 22.0' Slope= 0.1477T Inlet Invert=47.00', Outlet Invert= 43.75' Reach 15R: DMH10 TO DMH11 Hydrograph 1 , ©Outflow Avg.'Flow Depth 0.00' Mak Vel'--0.09 fps 12.0„ Round Pipe u o , n=0.013 LL 1 • , L=22.0' S"0.14777' Capacity=13.69 cfs ; 0.00 cfs 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 A 20 21 22 23 24 Time (houm) 1 POST-DEVELOPMENT ANALYSIS Type ll/ 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 187 ' Summary for Reach 16R: DMH11 TO DMH12 [43] Hint: Has no inflow(Outflow=Zero) ' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity=4.72 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 94.0' Slope= 0.0176 'P Inlet Invert=43.65', Outlet Invert=42.00' Reach 16R: DMH11 TO DMH12 Hydrograph Avg.;Row Depth--0.00' ' Mak Vel;0.00 fps 7 2.0 , i ' Ro,und,Pipe 0 n=0.013 LL L=94.0' S=0.0176 '/,' ' Capacity;=4.72 cfs i o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 i Time (hours) 1 1 1 POST-DEVELOPMENT ANALYSIS Type 11/ 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 t HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 188 Summary for Reach 17R: DMH12 TO DMH13 [52] Hint: Inlet/Outlet conditions not evaluated ' [61] Hint: Exceeded Reach 1R outlet invert by 0.32' @ 12.24 hrs Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 4.78" for 100 YR event ' Inflow = 4.29 cfs @ 12.24 hrs, Volume= 25,591 cf Outflow = 4.28 cfs @ 12.24 hrs, Volume= 25,590 cf, Atten= 0%, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 13.48 fps, Min. Travel Time= 0.1 min Avg. Velocity =6.39 fps, Avg. Travel Time= 0.1 min ' Peak Storage= 14 cf @ 12.24 hrs Average Depth at Peak Storage= 0.42' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 11.40 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length=43.0' Slope= 0.1023 'P Inlet Invert= 32.40', Outlet Invert= 28.00' t 1 1 F 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 189 Reach 17R: DMH12 TO DMH13 ' Hydrograph ' 1 ! _ ©Outflow nflow Area=64,268 a.2s cts I 4 Avg. Flow Depth=0.42-' Max Vel'--13.48 fps - ---- -------------' --- 12.0" 3 ' - Round Pipe n=0.013 - o , 2- L=43.0' ; ; I _ S=0.10237' Capacity=11:40 cfs ; 6 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" , Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 190 Summary for Reach 18R: DMH13 TO DMH14 [52] Hint: Inlet/Outlet conditions not evaluated [62] Hint: Exceeded Reach 17R OUTLET depth by 0.06' @ 12.25 hrs Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 4.78" for 100 YR event , Inflow = 4.28 cfs @ 12.24 hrs, Volume= 25,590 cf Outflow = 4.28 cfs @ 12.24 hrs, Volume= 25,588 cf, Atten= 0%, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 8.97 fps, Min. Travel Time= 0.0 min Avg. Velocity =4.36 fps, Avg. Travel Time= 0.1 min ' Peak Storage= 12 cf @ 12.24 hrs Average Depth at Peak Storage= 0.59' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity=6.63 cfs ' 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior ' Length= 26.0' Slope= 0.0346T Inlet Invert= 27.90', Outlet Invert= 27.00' 1 1 POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 191 Reach 18R: DMH13 TO DMH14 ' Hydrograph ' --, ' ©Out6ow Infl'ow-Area=64;268 -' 4 Avg. Flow Depth=0.591' ' ' Max Vel;=8.97-fps; 3 12.0" -� -,-- - -- -,--- - ----,- - - ' Round Pipe - - o n=0:013;-- .. ...... LL 2 L=26.0' Capacity=6.63 cfs 1 t 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (houm( 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @ 2014 HydroCAD Software Solutions LLC Page 192 Summary for Pond 1P: BASIN Inflow Area = 64,268 sf, 46.57% Impervious, Inflow Depth > 4.98" for 100 YR event 1 Inflow = 8.52 cfs @ 12.09 hrs, Volume= 26,658 cf Outflow = 4.29 cfs @ 12.24 hrs, Volume= 25,594 cf, Atten= 50%, Lag= 8.5 min ' Primary = 4.29 cfs @ 12.24 hrs, Volume= 25,594 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev=47.72' @ 12.24 hrs Surf.Area= 3,400 sf Storage= 8,528 cf ' Plug-Flow detention time= 85.2 min calculated for 25,594 cf(96% of inflow) Center-of-Mass det. time= 62.6 min ( 864.3 -801.7 ) ' Volume Invert Avail.Storage Storage Description #1 43.00' 9,513 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 43.00 296 0 0 ' 44.00 436 366 366 44.50 863 325 691 45.00 1,922 696 1,387 46.00 2,400 2,161 3,548 ' 48.00 3,565 5,965 9,513 Device Routing Invert Outlet Devices ' #1 Primary 44.00' 12.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 44.00' /42.00' S= 0.0571 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf ' #2 Device 1 44.60' 4.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 45.60' 5.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 47.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 ' Limited to weir flow at low heads #5 Primary 48.00' 8.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=4.27 cfs @ 12.24 hrs HW=47.72' (Free Discharge) ' E32=Orifice/Grate ulvert (Passes 4.27 cfs of 6.78 cfs potential flow) (Orifice Controls 0.72 cfs @ 8.27 fps) =Orifice/Grate (Orifice Controls 0.91 cfs @ 6.65 fps) ' =Orifice/Grate (Weir Controls 2.64 cfs @ 1.52 fps) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) 1 1 ' POST-DEVELOPMENT ANALYSIS Type /// 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD®10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 193 Pond 1P: BASIN ' Hydrograph _ . -.. . ... ------- _ Fm Inflow ' l; 8.5 cf5 o Primary 9 nflow 'Area=64;268 sf - - 8- -Peak Elev=47:72'-- ; ; ' Storage=8;528 d ---- -- -- ----- 6 5 o 4.29 cfs n 4 1 1 3 i 2 i i 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 19 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 194 Summary for Link DPI: OFFSITE Inflow Area = 10,530 sf, 0.00% Impervious, Inflow Depth > 3.78" for 100 YR event Inflow = 1.19 cfs @ 12.05 hrs, Volume= 3,320 cf Primary = 1.19 cfs @ 12.05 hrs, Volume= 3,320 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DPI: OFFSITE ' Hydrograph p In0ow 91 Pnmary Inflow Area=10,,5 1.19 cfs ; I , I 1 I I ; 1 , 1 I 1 1 1 1 1 1 1 I 1 1 1 I I I Q 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 ©2014 HydroCAD Software Solutions LLC Page 195 Summary for Link DP2: OFFSITE ' Inflow Area = 14,704 sf, 4.76% Impervious, Inflow Depth > 3.57" for 100 YR event Inflow = 1.48 cfs @ 12.07 hrs, Volume= 4,374 cf ' Primary = 1.48 cfs @ 12.07 hrs, Volume= 4,374 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Link DP2: OFFSITE Hydrograph ' 1 1 ' F0 lam c ry Inflow Area=14,,7 1.46 Cfs ❑Prima 1 1 1 � 1 1 i I 1 1 1 1 1 y 1 a LL 1 I 1 1 � I I 1 1 1 1 ' I I ; 1 ; 1 I 1 1 1 I 1 1 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=7.20" , Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD010.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 196 Summary for Link DP3: OFFSITE Inflow Area = 13,739 sf, 27.50% Impervious, Inflow Depth > 4.00" for 100 YR event ' Inflow = 1.55 cfs @ 12.07 hrs, Volume= 4,576 cf Primary = 1.55 cfs @ 12.07 hrs, Volume= 4,576 cf, Aften= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP3: OFFSITE ' Hydrograph 1 Olnflav i i 1 ®Pnmary Inflow Area=13,7 1.55 cfs I ; , 1 1 . 1 y I I 1 1 I I I LL I I i 1 1 ' I I I i I 1 i 1 1 1 1 1 I 1 I I I 1 1 I � I O ' 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 t t I 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20 ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 197 t Summary for Link DP4: OFFSITE Inflow Area = 109,911 sf, 35.61% Impervious, Inflow Depth > 4.36" for 100 YR event Inflow = 6.41 cfs @ 12.23 hrs, Volume= 39,977 cf ' Primary = 6.41 cfs @ 12.23 hrs, Volume= 39,977 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ' Link DP4: OFFSITE Hydrograph Fi inflow 7 , ; 0 Pdmary Ihflow�Area=409;9 s.a1 cfs _-_- - __ _ __ -_ - 6 5 ° -- ------------ LL 3 , 1 _ , 1 , t , 0 - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20 ' Prepared by TTI Environmental, Inc. Printed 7/1/2016 ' HydroCAD® 10.00-13 s/n 08795 @2014 HydroCAD Software Solutions LLC Page 198 Summary for Link TOTAL: TOTAL OFFSITE Inflow Area = 148,884 sf, 29.30% Impervious, Inflow Depth > 4.21" for 100 YR event ' Inflow = 10.50 cfs @ 12.06 hrs, Volume= 52,245 cf Primary = 10.50 cfs @ 12.06 hrs, Volume= 52,245 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link TOTAL: TOTAL OFFSITE ' Hydrograph 1 1 I 1 I L - I 1 1 M Primary " Inflow Area=148, 10.50 cfs - . L. I---- I r 1 1 _ I 1 • I I I r I I 1 - y 1 I r I o I I 1 1 I I 1 1 I I I I 1 I 1 1 I I I 1 1 , 1 I 2 I 1 1 1 : 1 • ' , 1 1 1 11 I 1 1 0 '0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time fnours) t t i � 1 1 1 ii ' 1 i 1 pv,: 1 1 i i MAPS: i 1 1 1 i 1 i 1 1 1 Stormwater Management Report 71112016 1 A • • _ 1 . SALEM HOSPITAL ' • + BERTRAM FIELD � ,• ._ . • • � _ _ SITE SALEM HIGH SCHOOL : 1 ' USGS Locus Map Source: USGS Topographic Map 14 Bertuccio Avenue Salem, MA 01970 TTI Environmental, Inc. Scale: N.T.S. ' 13 Branch Sr,Suite 111,Metheun,MA Date: March 2016 Civil Engineering, Land Planning and Surveying t � '� ♦ v , ` t �� ` \ �',Iw1 ,f+ f \ . ••v �.,. vs o '9i I�� \ '•.. , ,w ` `., • ,fy • `� . tP `. '• 1•.e 'to �.. l .' 11 lo K 4. F' • ♦ •� • NM 1 T0'2 7 r h • 651 I�/. .��.. ��p\� t„ . '. .+11�Y it ack sO;. W . J 1 Z24. .. \.A02E�� a \� 't e., i .) ' +! �i s e`� v ■ ra w:.r� � <v • 4 <r Y♦ / r� l+ 1 av•v b nr ` ♦\ II"w + �r. i.'�i Chid r 6 0.i. m 11 �,r►- �,•7�'J a IO / ■ • ' .y s �''�S- '! 7 7 ,.. ��r`` •� ,` 602•x" ''v-\ �''- ` 1/0 ala S . �i•i": ♦ ,w. u " :♦ tv. :0� ': �- r t 1�1.�J„ .. t r`. < \ v .a r r�Y ... ® i 60-2 1 �� - ., "e )T ori r• - 1. 651 '•\ V �i y; ' ,,1 +� e•.\ S Y ♦ f..,,651 t ar e. Y ,^O` } :... • WU,..,. 53A 1 •�i., aur¢I S;, ap�• . '] a � It. i- • ,. '♦ 53A . � ,,K. � , ;_ , .� - : .� .0 : } ) s 1r 102E � O°" a i r „ [' ` "; ,• , i •.- I i v� .♦.�9�\a�d,pY. + 602' it �".r. ;�- - i, � •� s"w�a:. ✓. �, ��� •t " }'+.• � nr •' ! i ` /` -.\ .. 6511A. • `� L•e�a ". '�, •, .. �, / "ests •. 1 Soil Map—Essex County,Massachusetts,Southern Part (Benuccio Avenue Soils Map) MAP LEGEND MAP INFORMATION Area of Interest(AOIt Spoil Area The soil surveys that comprise your AOI were mapped at 1:15,800. O Area of Interest(AOI) Stony Spot Please rely on the bar scale on each map sheet for map Soils wVery Stony Spot measurements. Q Soil Map Unit Polygons Source of Map: Natural Resources Conservation Service Wet Spat Web Soil Survey URL: htt /Iwebsoilsume nres.usda. ov .v Soil Map Unit Lines Y P: Y� 9 p Other Coordinate System: Web Mercator(EPSG:3857) ® Sail Map Unit Points Special Line Features Maps from the Web Soil Survey are based on the Web Mercator Special Paint Features projection,which preserves direction and shape but distorts V Blowout Water Features distance and area.A projection that preserves area,such as the r Streams and Canals Albers equal-area conic projection,should be used if more accurate ® sorrow Pit required. calculations of distance or area are re Tranaportatlon 4 �( Clay Spot f..ly Rails This product is generated from the USDA-NRCS certified data as of 0 Closed Depression N Interstate Highways the version date(s)listed below. X Gravel Pit N US Routes Soil Survey Area: Essex County,Massachusetts,Southern Part • Gravelly Spot Survey Area Data: Version 12,Sep 28,2015 Major Roads ® Landfill Soil map units are labeled(as space allows)for map scales 1:50,000 mss/ Local Roads or larger. A. Lava Flow Background Date(s)aerial images were photographed: Aug 10,2014—Aug Marsh or swamp Aerial Photography 25,2014 Mine or Quarry The orthophoto or other base map on which the soil lines were 0 Miscellaneous Water - compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting o Perennial Water of map unit boundaries may be evident. V Rock Outcrop + Saline Spot Sandy Spot g Severely Eroded Spot 0 Sinkhole Slide or Slip Sodic Spot USDA Natural Resources Web Soil Survey 3/3/2016 Conservation Service National Cooperative Soil Survey Page 2 of 3 Sol]Map—Essex County,Massachusetts,Southern Pan Senurmo Avenue Soils Map Map Unit Legend ` Essex County,Massachusetts,Southern Pert(MA808) Map Unit Symbol Map Unit Name Acres In AOI Percent of AOI 1 Water 2.5 0.7% 53A Freetown muck,ponded,0 to 1 6.8 1.9% percent slopes 102C Cha0ield-Hollis-Rock outcrop 4.0 1.1% complex,3 to 15 percent Mopes 102E Chatfield-Hollis-Rork outcrop 77.4 21.5% complex,15 to 35 percent slopes 602 Urban land 225.1 62.4% 651 Udorthents,smoothed 15.3 4.2% 7240 Hollisilmen land-Rock outcrop 29.6 8.2% complex,Moping Totals for Area of Interest 360.7 100.0% ly5p,1 Natural Resources Web Soil Survey 3!32016 3l Conservation Service National Cooperative Soil Survey Page 3 of 3 1 MOUNT VER 3N STREET ��BOSTON9F 4� N �O.Dy2• STREET C ' •• L�/�I���F(n11MIN 111Yq�Tlr\� MAY W , Ff 1F SyPE� 1� 'JyG ..,uRATT C• S I^I PO NO q. iBTREET W : STREET mFO SV,O 1r•♦ MAP SCALE 1"c 500' • N>< ]S 9F 9F .y 0 500 1000 '(4r I h= r ��WluI y1PQP �r �,"�F 9F•�yyF O�%�( Fi, a �ER�� ¢• • FEEucico ' - •FIS 1,<01Py lu �FC.'� Ettl'pW a) eIW OPNAiHOR >(, of• O VO V rP J?'�4 RLACE •>L l�j E� I:.•.'�.10'• LOA Wv� 14 `C SyP S WNINGi ST Q S W P Q a PV'�n • > S`IiE0 ET1- i"• PANEL0419G T�v----- A�; FIRM Z S T •J'STREETN L i '••STREET wCOUFIT .. 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