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HomeMy WebLinkAboutStudies APPLICANT 9/23/2020r Harper r ,<� ,Q _ Houf Peterson r� Righellis Inc. r Prepared For: Parr Lumber 5630 NW Five Oaks E Hillsboro, Oregon 971 Prepared By Harper Houf Peterson 205 SE Spokane Street Portland, OR 97202 P: 503-221-1131 F:51 Kelly Ota P.E. - Civil E Parr Lumber- Phase 2 PAR -36 Stormwater Management Report DEVELOPMENT AND PUBLIC WORKS SPRINGFIELD—" 225 INGFI STREET ORaGGK SPRINGFIELD, OR 97477 PHONE.' 541.726.3753 FAX..- 541.726.1021 www.spdngfield-or.gov STORMWATER MANAGEMENT SYSTEM SCOPE OF WORK -------------------- __ (Area below this linefilled out by Applicant) ---------------- ._ .. _________ (Please return to Clayton 1f Eachern @ City of Springfield Development and Public Warks; Fax # 736-1021, Phone # 736-1036), email: emceaehern@springfield-or.gov Project Name: Parr Springfield - Phase 2 Applicant: Kelly Ota Assessors Parcel #: 1703354109200 Date: August 10 2020 Land Use(s): Industrial - Lumber storage yard Phone #: 503-221-1131 Project Size (Acres): 1.09 ac Fax #: 503-221-1171 Approx. Impervious Area: 0.81 ac Email: KellyO@hhpr.com Project Description (Include a copy of Assessor's map): Redevelopment (Phase 2) of the south portion of the Parr Lumber site at 1291 S A Street. Phase 1 completed in 2018. Phase 2 consists of 1 new warehouse building, 1 new lumber shed, and 1 new T -shed, along with new asphalt pavement and stormwater facilities. Drainage Proposal (Public connection(s), discharge location(s), etc. Attach additional sheet(s) if necessary: The majority of the proposed redevelopment area will surface flow to proposed filtration rain gardens. Overflow from the rain gardens will connect to the existing site storm system, which outfalls to the existing public 24" wood storm running through an easement on site. Proposed drainage patterns for the site will remain largely the same as the existing condition. See attached site plan. Proposed Stormwater Best Management Practices: The redeveloped portion of the site will be treated with rain gardens (per the development issues meeting, only treatment will be required). Existing catch basins with be protected with inlet protection. r----- _,:---------- (ifrtac tsd th& line tilled an hr rrrc Cin, and Returned to the AOer t) ------ - ---- (AI a mmemum.'all boxes checked by the City on the (rant and back of ibis sheet shall he.submkted or an application to he com Tete ar.submittal, although other requirements may he necessary.) DrainageStudy Type (EDSPM Section 4 03 2)� (Note UH may be substituted for Rational Method) ❑ Small Site Study — (use Rational Method for calculations) ® Mid -Level Development Study — (use Unit Hydmgraph Method for calculations) ❑ Full Drainage Development Study — (use Unit Hydmgraph Method for calculations) Environmental Considerations Wellhead Zone: ❑ Hillside Development: pr A Floodway/Floodplain: VIA Wetland/Riparian:❑ Soil Type: 1 Other Jurisdictions �y� A Downstream Analysis: ® N/A -PO„ daelarr+n{ cont elrt.eecj Gurrehi rVnd r^iCS ❑ Flow line for starting water surface elevation: ❑ Design HGL to use for starting water surface elevation: ❑ Manhole/Junction to take analysis to: Return to Clayton McEaehern @ City of Springfield, email: cmceachern@spdngfiefd-or,gov, FAX: (541) 736-1021 COMPLETE STUDY ITEMS" • Based upon the information provided on the front ofthis sheet, thefollowing represents a minimum ofwhat is neededfor an application to be complete for submittal with respect to drainage, however, this list should not be used in her, of the Springfreld Development Code (SDC) or the City's Engineering Design Manual. Compliance with these requirements does not constitute site approval, Additional site specific information may be required. Note: Upon scoping sheet submittal, ensure completedform has been .signed in the space in below: Interim Design Standards/Water Quality (FASM Chapter 3 Req'd N/A ® All non -building rooflop (NBR) impervious surfaces shall be pre-treated (e.g. malf-chambered catchbasin wind filtration media) for smrmwater quality. Additionally, a minimum of 50% of the NER impervious surface shall be treated by vegetated methods. Where required, vegetative stormwater design shall be consistent with design standards (EDSPM Section 3.02), set forth in Chapter 2 of the Eugene Stomrwater Management Manual. For new NBR impervious area less than 15,000 square feet, a simplified design approach may be followed as specified by the Eugene Stumiwater Management Manual (Sec2.4.1). If a stormwater treatment swale is proposed, submit calculationslspecificalions for sizing, velocity, flow, side slopes, bottom slope, and most mix consistent with City of Springfield or Eugene's Stimmidater Management Manual. ® ❑ Water Quality calculations as required in Section 3.03.1 of the EDSPM. ® E] All building rooflop mounted equipment, or other fluid containing equipment located outside of the building, shall ® Drainage study prepared by a Professional Civil Engineer licensed in the state of Oregon. A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological study reap. ® Calculations showing system capacity for a 2 -year storm event and overflow effects of 25 -year storm event. M F7 The time of concentration (Te) shall be determined using a 10 minute start time for developed basins. A downsneam drainage analysis as described in EDSPM Section 4.03A.C. On-site drainage shall be governed by the Oregon Plumbing Specialty Code (OPSC). ® Elevations of the HGL and flow lines for both city and private systems where applicable. ® Design of Storm Systems (EDSPM Section 4.04). Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on the plan set. Minimum pipe cover shall be 18 inches for reinforced pipe and 36 inches for plain concrete and plastic pipe materials, or proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,000 lb load without failure of the pipe structure. [K Ej Manning's "n" values for pipes shall be consistent with Table 4-1 of the EDSP. All storm pipes shall be designed to M F-] Existing and proposed contours, located at one foot interval. Include spot elevations and site grades showing how site drains. ® Private stormwater easements shall be clearly depicted on plaris when private stormwater flows from one property In another. ® F� Drywells shall not receive nmoff from any surface wio being treated by one or more BMPs, with the exception of residential building roofs (EDSP Section 3.03.4.A). Additional provisions apply to this as required by the DEQ. Refer to the website, I flo (` d tatju_r,jLs writhe ' ham fm more information. ❑ Detention ponds shall be designed to limit runoff to pre -development rates for the 2 through 25 -year storm events. •This form shall be included as an attachment, inside the front cover, ofthe sta mwater study. P!lhfPORT4NT. ENGINEER P,I,EASE READ RELO u` As the engineer of record,1 hereby certify, the above required items are complete and included with the submitted stormwater study and plan set. Signature Date Form Version 5: lune 2015 Parr Lumber— Phase 2 Stormwater Drainage Report Prepared by: Harper Houf Peterson Righellis, Inc. Date: September 1, 2020 Job No: PAR -36 Permit No: xxxxxxxx Site Address: 1291 S A Street Springfield, Oregon 97477 Owner/Developer: Parr Lumber Designer's Certification and Statement I hereby certify that this Stormwater Drainage Report for Parr Lumber— Phase 2 has been prepared by me or under my supervision and meets minimum standards of the City of Springfield, City of Eugene Stormwater Manual (Chapter 2), and normal standards of engineering practice. I hereby acknowledge and agree that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me. <Y JoN c�mcs: iz/si/zozo Parr Lumber— Phase 2 Stormwater Management Report September 2020 Table of Contents Project Introduction Existing Conditions Methodology Proposed Conditions Water Quality Downstream Analysis Water Quantity Conveyance Operations and Maintenance Conclusion Tables Table 1 — On -Site Basin Summary Table Table 2 — Water Quality Summary for Infiltration Rain Gardens Table 3 — Water Quality Summary Appendices Appendix A — Exhibits Vicinity Map Existing Basin Map Proposed Basin Map Assessor's Map Appendix B — Water Quality Infiltration Rain Garden Standard Detail Rain Garden Information Sheets Facility Sizing Spreadsheets Appendix C — Water Quantity Hydrographs Appendix D — Conveyance Conveyance Spreadsheet 1 1 1 1 2 2 2 3 3 3 Parr Lumber— Phase 2 Stormwater Management Report September 2020 Project Introduction Parr Lumber is proposing to construct one newwarehouse, one new lumber shed, and on new T - shed as part of the second phase of the redevelopment of their retail and lumber storage site. Additional improvements include construction of new asphalt pavement areas and installation of a fire hydrant to meet code requirements for the new structures. The project site is located at 1291 S A Street in Springfield, Oregon. (See Appendix A for Vicinity Map). The purpose of this drainage report is to present stormwater best management practices (BMP) for water quality treatment to be installed as part of this project, designed to comply with City of Springfield Engineering Design Standards & Procedures Manual dated December 2012 and the City of Eugene Stormwater Management Manual (Chapter 2). The stormwater improvements include construction of infiltration rain gardens to treat the site runoff and new stormwater piping to convey rain garden overflow off site. Existing Conditions The Parr Lumber site is located in Springfield city limits along S A Street. SA Street is an ODOT highway (OR126 Business) developed to urban arterial standards. The existing on-site conditions consist of a retail and lumber storage building, lumber T -sheds, an asphalt parking lot, and other asphalt paved areas for lumber storage. No stormwater treatment facilities exist on site. The majority of the runoff from the site is collected in catch basins and conveyed to a public 24" wood storm line. The remainder flows offsite, either to S A Street or to neighboring properties. Refer to Appendix A for Existing Basin Map. Methodology This site requires the engineer to perform a Mid -Level Stormwater Study based on the Stormwater Scoping Form. Hydrologic calculations are to be based on the Unit Hydrograph Method, using an SCS Type 1A Distribution. Rainfall intensity levels are shown in the Design Standards & Procedures Manual, Section 4.03.3. A 2 -year storm event frequency is to be used for runoff volumes up to 5 cfs. This will be used for Water Quantity purposes. Stormwater facilities will be designed to meet Water Quality requirements. Because the development area is over 15,000 sf, the Presumptive Approach will be used to size stormwater facilities, based on the City of Eugene facility sizing spreadsheet. The water quality design storm is 0.83 inches per 24-hour period. Proposed Conditions As noted previously, on-site improvements include a newwarehouse, new sheds, and asphalt pavement areas. (See Appendix A for Proposed Basin Map). Stormwater runoff management consists of two new infiltration rain gardens to meet current stormwater management water quality standards. Further, existing catch basinswhich will be impacted by this developmentwill have Flogard inserts installed. Runoff from Basins P1 -P6 will remain unchanged after redevelopment. These basins include existing buildings, the parking lot, landscape frontage area, and other asphalt pavement areas. See Table 1 on the next page for the On -Site Basin Summary Table. Runoff from Basins P8 -P10 will be directed to new site infiltration raingardens. Downspouts from the newwarehouse building will either direct runoffto sheet flow at ground level or be piped directly to Rain Garden B. Runoff from the new sheds will sheet flow over the roof edge then surface flowto planters at ground level. This runoff will then sheet flowthrough concrete valley gutters and across asphalt pavement to each basins' respective rain garden. Overflowfrom the rain gardens will be piped to the existing site storm, which connects to an existing public 24" wood storm. 1 Parr Lumber— Phase 2 Stormwater Management Report September 2020 Table 1 - On -Site Basin Summary Table 'Proposed basin P9/10 encompasses area of basins E9 & E10 Water Quality Per the City of Springfield requirements, all non -building rooftop areas shall be pretreated, with the additional requirement that 50% of non -building rooftop areas be treated by vegetative methods. This project aims to treat as much redeveloped area as possible by means of vegetated rain gardens, including new rooftop areas. Because all runoff sheet flows to the proposed rain gardens, no pretreatment will occur outside of the rain gardens. Basins 1-6 will not be affected by this redevelopment; therefore, no treatment is proposed for these basins. Basin 7will be affected, but the impervious area will be reduced; no treatment is proposed for this basin based on site constraints. Basins 8-10 will largely be redeveloped; each of these basins will routed to a new rain garden. See Table 2 belowfor a summary of the Rain Gardens. Basin 11 will be largely redeveloped, but will not have any treatment due to site constraints and the reduction in impervious area. Table 2 — Water Quality Summary for Infiltration Rain Gardens Existing Condition Proposed Condition Basin Impervious Area ac Pervious Area ac Impervious Pervious Area Area ac ac 1-6 1.49 0.07 1.49 0.07 7 0.29 0.01 0.27 0.01 8 0.39 0 0.26 0.03 9 0.37 0 0.50' 0.04' 10 0.11 0.02 11 0.07 0.30 0.06 0.39 Total 2.72 0.40 2.56 0.55 'Proposed basin P9/10 encompasses area of basins E9 & E10 Water Quality Per the City of Springfield requirements, all non -building rooftop areas shall be pretreated, with the additional requirement that 50% of non -building rooftop areas be treated by vegetative methods. This project aims to treat as much redeveloped area as possible by means of vegetated rain gardens, including new rooftop areas. Because all runoff sheet flows to the proposed rain gardens, no pretreatment will occur outside of the rain gardens. Basins 1-6 will not be affected by this redevelopment; therefore, no treatment is proposed for these basins. Basin 7will be affected, but the impervious area will be reduced; no treatment is proposed for this basin based on site constraints. Basins 8-10 will largely be redeveloped; each of these basins will routed to a new rain garden. See Table 2 belowfor a summary of the Rain Gardens. Basin 11 will be largely redeveloped, but will not have any treatment due to site constraints and the reduction in impervious area. Table 2 — Water Quality Summary for Infiltration Rain Gardens The proposed Rain Gardens are sized appropriately to treat the water quality rain event, based on the City of Eugene Facility Sizing spreadsheet. See Appendix B for more information. Downstream Analysis The conveyance system downstream ofthe sitewas not identified as needing further study through the Stormwater Management System Scope of Work. However, the post -development site runoff rate cannot exceed the pre -development site runoff rate. See Water Quantity section below. Water Quantity Per city staff, water quantity reduction will not be required for this project because the site has been historically impervious. As noted previously, one water quantity requirement is that the post - development site runoff cannot exceed the pre -development site runoff rate. Calculations were ran using the unit hydrograph method to compare the existing site runoff to the proposed condition site runoff. See Table 3 for Water Quantity Summary Table on the following page, as well as Appendix C for the hydrograph data. Contributing Impervious Area Proposed Facility Pollution Reduction Facility Basin Bottom Areas Standards Met? Rain Garden A P8 11,231 294 Yes Rain Garden B P9/10 21,586 618 Yes The proposed Rain Gardens are sized appropriately to treat the water quality rain event, based on the City of Eugene Facility Sizing spreadsheet. See Appendix B for more information. Downstream Analysis The conveyance system downstream ofthe sitewas not identified as needing further study through the Stormwater Management System Scope of Work. However, the post -development site runoff rate cannot exceed the pre -development site runoff rate. See Water Quantity section below. Water Quantity Per city staff, water quantity reduction will not be required for this project because the site has been historically impervious. As noted previously, one water quantity requirement is that the post - development site runoff cannot exceed the pre -development site runoff rate. Calculations were ran using the unit hydrograph method to compare the existing site runoff to the proposed condition site runoff. See Table 3 for Water Quantity Summary Table on the following page, as well as Appendix C for the hydrograph data. Parr Lumber— Phase 2 Stormwater Management Report September 2020 Table 3 —Water Quantitv Summary Table Storm Event Exiting Site Runoff cfs Proposed Site Runoff cfs I Proposed Site Runoff— Rain Garden Included cfs Flow Reduction? Water Quality 0.425 0.399 0.284 Yes 2- ear 2.283 2.252 Yes 25 -year 3.420 3.391 3.322 Yes The table above includes the proposed site runoff, which assumes bypassing of the rain gardens. The proposed site runoff with rain gardens included takes into account the flow reduction from infiltration and storage in the rain gardens. Regardless, the proposed site runoff is reduced in the proposed condition whether or not the rain garden benefits are accounted for. Conveyance Minor on-site conveyance systems are proposed. These improvements include outfall pipes from rain garden overflow drains and pipes connecting to the existing site storm system. Pipes have been sized appropriately to convey, at a minimum, the 25 -year storm event flow. See Appendix D for conveyance information. Operations and Maintenance Private Facility: Proposed rain gardens will treat the runoff from the majority of the redeveloped area of the private property. The developer, Parr Lumber, will be responsible for O&M of these private facilities. All facilities shall be maintained per the separate O&M Plan. Also, refer to the City of Eugene Stormwater Management Manual for guidance. Conclusion The proposed stormwater management plan will achieve pollutant removal to the maximum extent practicable via rain gardens designed to target pollutants expected with a commercial development. The proposed facilities satisfy City of Springfield and City of Eugene water quality requirements. As designed, this project shall not create any adverse impacts to the downstream storm system. Parr Lumber — Phase 2 Stormwater Management Report APPENDIX A - EXHIBITS r 1 VICINITY MAP N.T.S. er .H�ellis Inc.Houf Peterson Rib - P I lis Ic. RN PAR 36 1 R E V I S 1 O R S ISEREWER=1 mseae a6 s— suMxq�eWnsmow nam VICINITY MAP PARR LUMBER - PHASE 2 SPRINGFIELD, OREGON EXISTING COLLECTION 1 POINT FOR BASIN E1 (ROADWAY GUTTER) EXISTING COLLECTION �I POINT FOR BASIN E2 (ASSUMED CONNECTION TO PUBLIC 24" WOOD STORM) EXISTING CATCH BASIN EXISTING COLLECTION POINT FOR BASINS E3 -E10 (ASSUMED ROUTING TO • PUBLIC 24" WOOD STORM) �, 1 50'ACCESS EASEMENT --L: I I I 1 1 1 _ 7–__ EXISTING CATCH BASIN 67+00 s gr;:L Nd kim, Ni \s', BAM \ ASPHALT PAVEMENT 68+00 69+00 -70+00 i 128_RLc— — 1-1 — BASIN ° w. E BA3N EID GRAVE BASIN , UN101V PAC 1C R IF A1LROAO ¢tea 9�y ry yui 3�.� R E V 1 5 1 0 R 5 CATCH BASIN EXISTING COLLECTION POINT FOR BASIN E11 (ROUGH DITCH LINE) o 1— Houf Peterson IMPERVIOUS AREA ROUTED TO Righellis Inc. :R KKV NII Ns •vie E2 0 ac 0.12 ac Ex. Site Stm SEREMER AID ylvee vineeev.4www.MnmPfv. vvn��i� NOTES: SITE DOES NOT CONTAIN ENVIRONMENTALLY SENSITIVE AREAS. SITE DOES NOT LIE WITHIN 100 -YR FLOODPLAIN OF THE WILLAMETTE RIVER. BASIN PERVIOUS AREA IMPERVIOUS AREA ROUTED TO E1 0.07 ac 0.30 ac Ex. ROW E2 0 ac 0.12 ac Ex. Site Stm E3 0 ac 0.56 ac Ex. Site Stm E4 0 ac 0.21 ac Ex. Site Stm E5 0 ac 0.23 ac Ex. Site Stm E6 0 ac 0.07 ac Ex. Site Stm E7 0.01 ac 0.29 ac Ex. Site Stm E8 0 ac 0.39 ac Ex. Site Stm E9 0 ac 0.37 ac Ex. Site Stm E10 0.02 ac 0.11 ac Ex. Site Stm E11 0.30 ac 0.07 ac Ex. Ditch 0 30 60 120 SCALE: 1"= 60 ' EXI STI N G BASI N MAP PARR LUMBER - PHASE 2 SPRINGFIELD, OREGON vaaae EXISTING COLLECTION 1 POINT FOR BASIN P1 (ROADWAY GUTTER) EXISTING COLLECTION �I POINT FOR BASIN P2 (ASSUMED CONNECTION TO PUBLIC 24" WOOD STORM) EXISTING CATCH BASIN EXISTING COLLECTION POINT FOR O BASINS P3 -P10 (ASSUMED ROUTING TO • PUBLIC 24" WOOD STORM) �, 1 0 a. � W'ACCE88 EASEMENT I � u o EX6"E =46423± � 1 RIM=488.82 6" IE CA1T (N) =464.]4 1 J J J J PROPOSED RAIN GARDEN A C L PROPOSED RAIN GARDEN - 21 OVERFLOW DRAIN 67+00 BASIN 68+00 69+00 —70+00 i 128_RLc— — 1-1 — PROPOSED SHED RIM = 467.59 6 IE =465.26 ` — GRAVEL— ` UNION PACIFIC RA'L'?0g0 z goo N W PROPOSED– RAIN GARDEN B R E V 1 5 1 O R 5 BUILDING CATCH BASIN 4"IE= 467.33 RIM =483.92 4" IE MT 4M= 466.42 EXISTING COLLECTION L rW POINT FOR BASIN P11 yy (ROUGH DITCH LINE) w RIM =468.95 6" IE CRIT (40 =465.85 CATCH BASIN p Harper Houf Peterson Righellis Inc. RN SEREMIER. IveB eS�-.two smmvm,� min uv� o ....Rn.m. m. NOTES: SITE DOES NOT CONTAIN ENVIRONMENTALLY SENSITIVE AREAS. SITE DOES NOT LIE WITHIN 100 -YR FLOODPLAIN OF THE WILLAMETTE RIVER. BASIN PERVIOUS AREA 468 ROUTED TO P1 0.07 ac BASH BASN \! -\\\ Rx"671E8].93 = pQ P6 P7 p r P3 464.36± 0.56 ac Ex. Site Stm P4 0 ac 0.21 ac Ex. Site Stm P5 0 ac 0.23 ac Ex. Site Stm P6 0 ac 0.07 ac Ex. Site Stm S7 0.01 ac 0.27 ac Ex. Site Stm o4. 0.03 ac 0.26 ac Rain Garden A P9110 PROPOSED ASPHALT Rain Garden B 1–�r—iii 0.39 ac 0.06 ac Ex. Ditch T -SHED- DAWPKAFn1T 1 PROPOSED SHED RIM = 467.59 6 IE =465.26 ` — GRAVEL— ` UNION PACIFIC RA'L'?0g0 z goo N W PROPOSED– RAIN GARDEN B R E V 1 5 1 O R 5 BUILDING CATCH BASIN 4"IE= 467.33 RIM =483.92 4" IE MT 4M= 466.42 EXISTING COLLECTION L rW POINT FOR BASIN P11 yy (ROUGH DITCH LINE) w RIM =468.95 6" IE CRIT (40 =465.85 CATCH BASIN p Harper Houf Peterson Righellis Inc. RN SEREMIER. IveB eS�-.two smmvm,� min uv� o ....Rn.m. m. NOTES: SITE DOES NOT CONTAIN ENVIRONMENTALLY SENSITIVE AREAS. SITE DOES NOT LIE WITHIN 100 -YR FLOODPLAIN OF THE WILLAMETTE RIVER. BASIN PERVIOUS AREA IMPERVIOUS AREA ROUTED TO P1 0.07 ac 0.30 ac Ex. ROW P2 0 ac 0.12 ac Ex. Site Stm P3 0 ac 0.56 ac Ex. Site Stm P4 0 ac 0.21 ac Ex. Site Stm P5 0 ac 0.23 ac Ex. Site Stm P6 0 ac 0.07 ac Ex. Site Stm P7 0.01 ac 0.27 ac Ex. Site Stm P8 0.03 ac 0.26 ac Rain Garden A P9110 0.04 ac 0.50 ac Rain Garden B P11 0.39 ac 0.06 ac Ex. Ditch 0 30 60 120 SCALE: 1"= 60 ' PROPOSED BASIN MAP PARR LUMBER - PHASE 2 SPRINGFIELD, OREGON 3 PAR38 e 9 0 SEE MAP 17033542 FORASSESSMENTAND TAXATION ONLY 2100 0.17AC 1 i 2200 2300 0.17AC 2400 0A7AC 5200 N.E.1/4 S.E.1/4 SEC. 35 T.17S. R.3W. W.M. Lane County 1" = 100' MAP REVISIONS Oat&2011-L 174-CCNVERTWPTOG6 os2&201s-ILAT1a2-LLAaE ENTLa 8TLP 1T142015-ILAT1a2-AC CORTL80]]8TL0 01p7/2018-,OAT1a8-NTLWlOUTOFB 01 m12018-ILATIJ - LLARETN£w TL00]18TL91W 17033541 SPRINGFIELD LCATSKP - 2019-01-0] 0]51 DID �1YF9�\00 00 700 1.i180.1]AC 0.12AC.2AC 1i0% 014 4A1 0.25AC, - 1.000 0.91800AC 0.1]AC 0.1 AC gw ijI vv ®400 0.17AC Be-i -------J,' 201 5.78A C me5 i1 501 , 0.1 AC i 90.12 AC 9 e -6O { 500 i "A" STREET R I ir-------J 2500 80 2700 2800 2900 3000 3100 3200 3300 3400 im 3500 a I ' 0.17AC 0.12AC0.12AC 0.17AC 0.17AC 0.18AC 0.15AC 0.1 AC 0.24 AC 0.29 AC 3600 3700 , \\ 0.15 AC 0.21 AC I 8 g I 5000 4900 4800 4700 i as w� ' I -------- mu i ws.aa 0 28 AC o.24 AC 02BAC i q;; 4500 4400 4300 4200 i 4'i�9 03 4000 I 3800 2 ' i 023 AC 022 AC 0.58 AC \� j 1- ' iw $ $ 0.o3Ac 4� 100 202 0.94 AC F ' ffi rtt i i ��� 3900 +.m. 4600 0.25 AC , X19, +. 80.24 ACI I € 8 0 21, k�t� .1tt>lttt'ttstfttttktt SEE MAP 17033623 s.ma MAIN STREEiT W .39 5300 i 5400 5700 5800 5900 y lse ac � 0.29 ac 8801 7100 7200 73007400 7800 , 8200 8400 8500 8600 -------------- ^ ' 0.3 AC 9000 81 �' 8700 I O.W AC 6100 6000 \ 6200 ,. 7400 , ` oWAC 5800 a 6800 « i ®'m >s' m �5500 0.51 AC a si ,,,,, ' 9100 1� wEs.nv j 0.14AC ., ma 7601 7900 i 6300 6603 8802 0.52AC 0.52 AC 8100 i 0.14 AC 0.22AC 1 I w PCL.1l 4T 1 b i 6301 6400 7500 i 00,13Ac s �;�\SEE MAP F 17033632 to , 6500 6804 CANCELLED R 131 12 rva,°uoo-w, m PCLA2 i usT 1r i 3501 '�'-�'>'>•-y ''kLB: .__ _ �"' L_______ w 1 00 va-u'E ,°h. y�yyyyy'�'�y �a'a-iayaw>;�>•- 11tI°y'yySr--t-p SY "+'°' ' ``ll 4100 6601 NK, 7OUTH 8098 600R 8099 aa> - SS 8000 01 8800 6900 8.62 AC - 8' _ �'- ' a 8 ' 200 1 ,SSE YS'SP 7: --y I az°�,'«' 1 w7w i az,.e«' 7800 7700 2299 019-99 5700 «,w�----- -- 0 8300 ��,� 3 __+._.___-_____ 300 '�'dxc A R'LCB°__+�eea 5700 F� 1 8900 aT 217 0.53 AC LC �J1 9200 2.61 AC _ SEE MAP - --- SEE MAP 17033531 - 17033600 SEE MAP 17033500 nav, SPRINGFIELD I 17033541 Parr Lumber — Phase 2 Stormwater Management Report APPENDIX B - WATER QUALITY r >IRE SK Dfl GBIOB WIS fIX 3:1 W. Z R Y . �J INNING(IDESLP ML BOiDa 'AfLY� tIflIB /� GPJWNG lI N II i sy %: 1 DRMN ROCK NEit rg11C ..-T.-.T- hIID'x i0 OPPRfJ.IDIXISTNC SUBCRAOE )i miff 1 1. Provide protection from all vehicle traffic, equipment staging, and bot traffic in proposed infiltration areas priorlo, during, and after construction. 2. Dimensions: a. Depth of rain garden: 6" minimum and 17 maximum b. Flat bottom width: 2' min. c. Side slopes of Rain Garden: 3:1 maou num. 3. Setbacks: a. Infiltration rain gardens must be 1 I from foundations and 5' ftom property lines. Filtration Rain Garden do not require a setback with an approved waterproof liner. 4. Overlow: a. Overflows are required unless sized to fully infiltrate the flood control design storm. b. Inlet elevation must Alm for 2" of freeboard, minimum. 5. Piping: Minimum 3" pipe required for up to 1,5DD sq fl of impervious area, otherwise F min. Piping material, slopes and installation shal blow the Unflarm Plumbing Code, 6. Growing medium: a.12" minimum b. Imported topsoil or amended native topsoil. Vegetation: Folowlandscape plans otherwise refer to plant list in SIMAMAppendi F. Number of plantings per 1DDsf offacility area: a.1DD Ground Covers, OR b. 8D Ground Covers, 2 Large Shrubs 4 Small Shrubs and 1 tress (deciduous or evergreen) 11). Install washed pea gravel or river rock to transition from inlets and splash pad to growing medium. CITY OF INFILTRATION RAIN GARDENscn�E "Nis EUGENE, OREGON DRnuN err sNG 2 DEPARTMENT OF PUBLIC WORKS TYPICAL DETAILS ENGINEERNG DIVISIDN 2.3.9 Rain Garden Facility Description Rain Gardens are vegetated, flat bottomed, Rain Gar shallow landscape depressions used to collect and hold stormwater runoff. This allows pollutants to settle and filter out as water infiltrates into the ground. Rain gardens are water reservoirs to collect and treat stormwater runoff by allowing the pollutants to settle and filter out as the water percolates through vegetation and soil mediums before infiltrating into the ground below or being piped to its downstream destination. Rain gardens can also be sized to infiltrate the flood control design storm and are often used as complete on-site systems. Rain gardens can be configured in a number of different shapes making them very versatile for integrating into site and landscape plans Rain Gardens can be used to help fulfill a site's required landscaping area requirement and should be integrated into the overall site design. Numerous design variations of shape and planting scheme can be used to fit the character of a site. Rain Gardens qualify as infiltration and filtration facilities. Rain Gardens meet the stormwater management standards for water quality and flow control when designed under the Simplified Approach. Rain Gardens meet the stormwater management standards for water quality, flow control and flood control when designed under the Presumptive Approach. Design Requirements All facilities shall require an overflow to an approved discharge point unless sized to fully infiltrate the flood control storm Sizing, The Simplified Approach may be utilized for surface areas less than 15,000 square - feet of impervious area. Rain Gardens shall use a sizing factor of 0.05 for water quality using the Simplified Approach. Rain Gardens shall use a sizing factor of 0.11 for flow control with the Simplified Approach. Stormwater Management Manual 2-25 Eugene 2014 The Presumptive Approach shall be used for all other water quality, flow control and flood control designs in conjunction with a measured infiltration rate. Rain gardens shall be designed to pond water for less than 30 hours after each storm event. Soil Suitability: Soils with infiltration rates greater than 2 in/hr shall be designed as infiltration treatment facilities. Soils with infiltration rates less than 2 in/hr shall be designed as filtration facilities. Dimensions and Slopes: The facility storage depth must be at least 6 inches, unless the rain garden is horizontally sized larger than required. The facility storage depth shall be no more than 12 inches. Side slopes shall be a maximum of 3:1. The minimum bottom width shall be 2 feet. The bottom shall have no more than 0.5% slopes. Setbacks: Rain Gardens located within 10 -feet of building structures or 5 feet of property lines must be lined with an impermeable waterproof liner. Materials Pining: Pipes shall be sized to convey design flow rates but shall be no less than 3 inches for private piping. Private piping shall conform to the requirement of the Uniform Plumbing Code. Sizing of public conveyance piping shall conform to the Public Improvement Design Standards Manual. Drain Rock: Drain rock may be used below the growing medium of a Rain Garden. Drain rock can be used for retention, detention or conveyance. Drain rock shall be open graded, washed 3/4 inch to 2-1/2 inch diameter. Drain rock and growing medium must be separated by a geotextile. Mulch: Washed pea gravel, river run rock or other non -floating mulch is recommended for Rain Gardens. It should be applied 2 - 3 inches thick to cover all solid areas between plants. It should not be over applied. Waterproof Liners: The use of waterproof liners is discouraged as infiltration is encouraged on all facility types. Waterproofing liners may be required in areas where hydraulic isolation is required due to existing structural, hydrologic or geotechnical limitations. Rain Gardens located within 10 feet of building foundations or 5 feet of property lines must be lined with an impermeable membrane of 30 mil (minimum) plastic film or equivalent. Vegetation The entire Rain Garden must maintain 90 percent coverage for vegetation. Vegetation shall conform to the facility planting list located in Appendix D. Stormwater Management Manual 2-26 Eugene 2014 Vegetated Rain Gardens shall be planted with minimum plant quantities from Schemes I, II or III. Minimum plant quantities for vegetated Rain Gardens are as follows: Vegetated Rain Garden Planting Scheme I II III Ground Cover, 4 -inch pots spaced 1' on center (per 100 80 80 100 square feet of the facffit Large Shrubs, 3 gal. pots spaced 4' on center (per 2 2 100 square feet of the facffit Small Shrubs, 1 gal. pots spaced 2' on center (per 4 4 100 square feet of the facffit Evergreen tree, min. 6' height (per 200 square feet 1 of the facility) Deciduous tree, 1-1h inch caliper (per 200 square 1 feet of the facility) Rain Gardens may elect to use grasses for side slopes. Grasses on side slopes must have 100 percent coverage at establishment by native grasses, turf grasses, native wildflower blends, native ground covers, or any combination thereof Seed shall be applied at the rates specified by the supplier. Vegetation or seed cover shall be established as soon as possible after the Rain Garden is completed, and before water is allowed to enter the facility. Unless vegetation or seed cover is established, biodegradable erosion control matting shall be installed in the flow area of the Swale before allowing water to flow through the Swale. Growine Medium: The growing medium shall be a minimum 12 inches of topsoil or the soil shall be amended to support plant growth. Imported topsoil shall be a sandy loam mixed with compost or a sand/soil/compost blend. It shall be roughly one-third compost by volume, free -draining, and support plant growth. The compost shall be derived from plant material; animal waste is not allowed. In all cases, the growing medium shall be 12 inches deep. Stormwater Management Manual 2-27 Eugene 2014 Stormwater Surface Filtration/Infiltration Facility Sizing Spreadsheet 24 Hour Storm, NRCS Type 1A Rainfall Distribution City of Eugene Name: Pan Lumber - Phase 2 Date: 15/5>GD-2� Address: 1291 SA Street Permit Number:[Permit 3.6 inches I Flood Control Spdnafielr6 OR 97477 CatchmentlD: Basin PB :r: Kelly Ota PE V Hamer Hoof Peterson Riahellis Complete this form for each drainage catchment in the project site that is to be sized per the Presumptive Approach. Provide a distinctive Catchment ID for each facility coordinated with the site basin map to correlate the appropriate calculations with the facility. The maximum drainage catchment to be modeled per the Presumptive Approach is 1 acre (43,560 SF) For infiltration facilities in Class A or B soils where no infiltration testing has been perfromed use an infiltration rate d0.5 in/hr. For all facilities use a maximum scil infiltration rate of 2.5 in/hr for topsoil/graving medium. loose' Yes" from the dropdavn boxes below next to the design standards requirements for Ihis facility. Pollution Reduction (PR)Yes Flow Control (FC)l No Destination(DT) No �AnIMllo-arlonnallymucxolxsmauwmmry9grron,�easereemRaRm�a Total Square Footage Impervious Area= 11231 sgfl Total Square Footage Pervious Area= 1431 sgfl Impervious Area CN= 98 Pervious Area CN= 85 Total Square Footage of Drainage Area= 12662 sfi Time of Concentration Post Development: min Weighted Average CN=j 97 Site Data -Pre Development (Data in this section is only used if Flow Control is required) Pre -Development CN= 85 Time of Concentration Pre -Developments 10 min Data Tested Soil Infiltration Rate= in/hr(see Noe 4) Destination Design=-in/hr Design Soil Infiltration RWe=l 2.5 in/hr Soil Infiltration Rate R iement Rainfall Depth Desi Stam Pdlulian Retluce. 1.4 inches WaterOuali Flan Control 3.6 inches I Flood Control Destination I 3.6 inches I Flood Control Facility Type- Surf ace Width= Surface Length= Facility Side Slopes= Max. Ponding Depth in Stor.wer Facility- Depth of Growing Medium(Soil)= Infiltration Rain Garden Facility Surface Area 17 It Facility Surface Perimeter- 24fl Faci lity Bottom Area= 3to1 Facility Bottom Perimeter- bin Basin Volume= 18 in Ratio of FacilityArea to Impervious Area= 408 sgfl sgfl of 82fl 294 T0fl 1F.8 0.032 hRIY.'rYLYFR�: rI Pollution Reduction-Calculation Results Peak Flow Rare to Stormwater Facility= 0.06?ofs Peak Facility Overflow Rate= DDDD cfs Total Runoff Volume to Stormwater Facility= 1100 cf Total Overflow Volume= 0cf Max. Depth of Stormwater in Facility= 5.1 in Drawdown Time= 02 hours Yes Facility Sizing Meets Pollution Reduction Standards? VE3 Meets Requirement of No Facility Flooding? VES JMeets Requirement for Maximum of 16 Hour Drawdown Time? Flow Control-Calculation Results Peak Flow Rare to Stormwater Facility= 0.265 cfs Peak Facility Overflow Rare= 0.241 cis Total Runoff Volume to Stormwater Facility= 3371 cf Total Overflow Volume= 1365 of Peak Off -Site Flow Rare Max. Depth of Stormwater in Facility= 6.0 in Filtration Facility Underdrairn NN cis Drawdown Time= 2.3 hours Pre-Develo meM Runoff Date Peak Flow Rare- 0.151 cfs Total Runoff Volume= 2220 cf =Facility Sizing Meets Flow Control Standards? NE Meets Requirement for Post Development offsite flow less or equal to Pre-Development Flow? NW Meets Requirement for Maximum of 1S Hour Drawdown Time? Destination-Calculation Results Peak Flow Rare to Stormwater Facility= N/A cfs Peak Facility Overflow Rare= cfs Total Runoff Volume to OS in Facility = N/A cf Total Overflow Volume= cf Max. Depth of Stormwater in Facility= N/A in Drawdown Time= N/A hours _Facility Sizing Meets Destination Standards? .Meets Requirement of No Facility Flooding? Meets Requirement for Maximum of 30 hour Drawdown Time? lirK0 .W.1ISM E x P,tN— Far Wnba-Fhw2 Pamr Nanba: IFam1 0 Celdmat lo: BWn Pa Cesgi RM: PcW. Ratluflm Runoff Time 0.0800 0.0600 0.0400 0.0200 O.OD00 0.0200 0 0 - le 0.020 0018 0016 0016 0012 = 0010 a 0.008 0.006 0.006 0.002 0.0000 Time (min) Flow Control Hydrograph llmafMn) N .9aapa aer6h —Design Slam Runoff —Facility Infiltration Runoff Info -Oulfb —Re-Devticpmml flunofi —raallry ovemow rlo-dlm o�mow Tdal Posl-CevdoOmenl M{slle Mw Stormwater Surface Filtration/Infiltration Facility Sizing Spreadsheet 24 Hour Storm, NRCS Type 1A Rainfall Distribution City of Eugene Name: Pan Lumber - Phase 2 Date: 15/5>GD-20 Address: 1291 SA Street Permit Number:[Permit 3.6 inches I Flood Control Sprinafielr6 OR 97477 CatchmentlD: Basin P9/10 :r: Kelly Ota PE V Hamer Hoof Peterson Riahellis Complete this form for each drainage catchment in the project site that is to be sized per the Presumptive Approach. Provide a distinctive Catchment ID for each facility coordinated with the site basin map to correlate the appropriate calculations with the facility. The maximum drainage catchment to be modeled per the Presumptive Approach is 1 acre (43,560 SF) For infiltration facilities in Class A or B soils where no infiltration testing has been perfromed use an infiltration rate d0.5 in/hr. For all facilities use a maximum scil infiltration rate of 2.5 in/hr for topsoil/graving medium. loose' Yes" from the dropdavn boxes below next to the design standards requirements for Ihis facility. Pollution Reduction (PR)Yes Flow Control (FC)l No Destination(DT) No �AnIMllo-arlonnallymucxolxsmauwmmry ron,�easereemRaRm�a Total Square Footage Impervious Area= 21586 sgfl Total Square Footage Pervious Area= 1858 sgfl Impervious Area CN= 98 Pervious Area CN= 85 Total Square Footage of Drainage Area= 23444 s8 Time of Concentration Post Development: min Weighted Average CN=j 97 Site Data -Pre Development (Data in this section is only used if Flow Control is required) Pre -Development CN= 85 Time of Concentration Pre -Developments 10 min Data Tested Soil Infiltration Rate= in/hr(see Noe 4) Destination Design=-in/hr Design Soil Infiltration RWe=l 2.5 in/hr Soil Infiltration Rate R iement Rainfall Depth Desi Stam Pdlulian Retluce. 1.4 inches WaterOuali Flan Control 3.6 inches I Flood Control Destination I 3.6 inches I Flood Control Facility Type= Surface Wrtth= Surface Length= Facility Si de Slopes= Max. Ponding Depth in Stor.wer Facility- Depth of Growing Medium(Soil)= Infiltration Rain Garden Facility Surface Area 24.111 Facility Surface Perimeter- 32.311 Facility Bottom Area= 3101 Facility Bo[ to Perimeter- bin Basin Volume= 18 in Ratio of Facility Area to Impervious Area= TT8.43 sgfl sgfl of 112.8fl 618 101fl 351.4 0.033 Pollution Reduction-Calculation Results Peak Flow Rare to Stormwater Facility=IScis Peak Facility Overflow Rate= D.DDD cfs Total Runoff Volume to Stormwater "I Faci Itry = of Total Overflow Volume= of Max. Depth of Stormwater in Facility=in Drawdown Time=hours Yes Facility Sizing Meets Pollution Reduction Standards? VES Meets Requirement of No Facility Flooding? VES JMeets Requirement for Maximum of 18 Hour Drawdown Time? Flow Control-Calculation Results Peak Flow Rare to Stormwater Facility= 0.496 cfs Peak Facility Overflow Rare=Icis Total Runoff Volume to Stormwater Faci Itry= 8338 cf Total Overflow Volume= of Peak Off -Site Flow Rare Max. Depth of Stormwater in Facility= 8.0 in Filtration Facility Underdrairncis Drawdown Time= 2.3 hours Pre-Develo meM Runoff Date Peak Flow Rare = 0.280 cfs Total Runoff Volume= 4110 cf =Facility Sizing Meets Flow Control Standards? NWMeets Requirement for Post Development offsite flow less or equal to Pre-Development Flow? L.LLktjMeets Requirement for Maximum of 18 Hour Drawdown Time? Destination-Calculation Results Peak Flow Rare to Stormwater Facility= N/A cfs Peak Facility Overflow Rare= cfs Total Runoff Volume to OS in Facility = N/A cf Total Overflow Volume= cf Max. Depth of Stormwater in Facility= N/A in Drawdown Time= N/A hours _Facility Sizing Meets Destination Standards? .Meets Requirement of No Facility Flooding? Meets Requirement for Maximum of 30 hour Drawdown Time? 9/9/2920.2:58 PM E x P-tN rre: Far Wnbr-FM1w2 PamrNanba: IFrmll/n cara.naR lD: Pc W. o Cesgi0.�: Ratluflm _ 0.2000 0.'1500 0.1000 y 0.0500 u 0.0000 V -0.0500 o.oa 0.035 0.030 0.025 r 0.020 l ¢° 0.015 0.010 O.W5 0." Runoff Time (min) Flow Control Hydrograph llmafMn) NV.Sa D,Ah —Design Slam Runoff. —Fadfily Infiltration Runoff Info -Oulfb —Re-Devticpmml flunofi —marry ovemow rlo-dim o�mow Tdal Posl-CevdoOmenl M{slle Mw Parr Lumber — Phase 2 Stormwater Management Report APPENDIX C - WATER QUANTITY r Hydraflow Table of Contents PAR36-ate easbns.gpw HydraMwHydrographs 15rtension for AutcdesW Civil 3M by Autodesk, Inc. J2020 W Jrresday, 09/9/2020 1 -Year SummaryReport ......................................................................................................................... 1 HydrographReports................................................................................................................... 2 Hydrograph No. 1, SBUH Runoff, Basin E1/P1........................................................................ 2 Hydrograph No. 2, SBUH Runoff, Basin E2/P2........................................................................ 3 Hydrograph No. 3, SBUH Runoff, Basin E3/P3........................................................................ 4 Hydrograph No. 4, SBUH Runoff, Basin E4/P4........................................................................ 5 Hydrograph No. 5, SBUH Runoff, Basin E5/P5........................................................................ 6 Hydrograph No. 6, SBUH Runoff, Basin E6/P6........................................................................ 7 Hydrograph No. 7, Combine, Unaffected Basins..................................................................... 8 Hydrograph No. 9, SBUH Runoff, Basin E7............................................................................. 9 Hydrograph No. 10, SBUH Runoff, Basin E8......................................................................... 10 Hydrograph No. 11, SBUH Runoff, Basin E9......................................................................... 11 Hydrograph No. 12, SBUH Runoff, Basin E10....................................................................... 12 Hydrograph No. 13, SBUH Runoff, Basin E11....................................................................... 13 Hydrograph No. 14, Combine, Ex. Affected Basins................................................................ 14 Hydrograph No. 15, Combine, Ex. Site.................................................................................. 15 Hydrograph No. 17, SBUH Runoff, Basin P7......................................................................... 16 Hydrograph No. 18, SBUH Runoff, Basin P8......................................................................... 17 Hydrograph No. 19, SBUH Runoff, Basin P9/10.................................................................... 18 Hydrograph No. 20, SBUH Runoff, Basin P11....................................................................... 19 Hydrograph No. 21, Combine, Pr. Affected Basins............................................................... 20 Hydrograph No. 22, Combine, Pr. Site................................................................................... 21 2 -Year SummaryReport ....................................................................................................................... 22 HydrographReports................................................................................................................. 23 Hydrograph No. 1, SBUH Runoff, Basin E1/P1...................................................................... 23 Hydrograph No. 2, SBUH Runoff, Basin E2/P2...................................................................... 24 Hydrograph No. 3, SBUH Runoff, Basin E3/P3...................................................................... 25 Hydrograph No. 4, SBUH Runoff, Basin E4/P4...................................................................... 26 Hydrograph No. 5, SBUH Runoff, Basin E5/P5...................................................................... 27 Hydrograph No. 6, SBUH Runoff, Basin E6/P6...................................................................... 28 Hydrograph No. 7, Combine, Unaffected Basins................................................................... 29 Hydrograph No. 9, SBUH Runoff, Basin E7........................................................................... 30 Hydrograph No. 10, SBUH Runoff, Basin E8......................................................................... 31 Hydrograph No. 11, SBUH Runoff, Basin E9......................................................................... 32 Hydrograph No. 12, SBUH Runoff, Basin E10....................................................................... 33 Hydrograph No. 13, SBUH Runoff, Basin E11....................................................................... 34 Hydrograph No. 14, Combine, Ex. Affected Basins................................................................ 35 Hydrograph No. 15, Combine, Ex. Site.................................................................................. 36 Hydrograph No. 17, SBUH Runoff, Basin P7......................................................................... 37 Hydrograph No. 18, SBUH Runoff, Basin P8......................................................................... 38 Hydrograph No. 19, SBUH Runoff, Basin P9/10.................................................................... 39 Hydrograph No. 20, SBUH Runoff, Basin P11....................................................................... 40 Hydrograph No. 21, Combine, Pr. Affected Basins............................................................... 41 Hydrograph No. 22, Combine, Pr. Site................................................................................... 42 25 - Year Contents continued... PAR36-ate Msins.gpw SummaryReport ....................................................................................................................... 43 HydrographReports................................................................................................................. 44 Hydrograph No. 1, SBUH Runoff, Basin E1/P1...................................................................... 44 Hydrograph No. 2, SBUH Runoff, Basin E2/P2...................................................................... 45 Hydrograph No. 3, SBUH Runoff, Basin E3/P3...................................................................... 46 Hydrograph No. 4, SBUH Runoff, Basin E4/P4...................................................................... 47 Hydrograph No. 5, SBUH Runoff, Basin E5/P5...................................................................... 48 Hydrograph No. 6, SBUH Runoff, Basin E6/P6...................................................................... 49 Hydrograph No. 7, Combine, Unaffected Basins................................................................... 50 Hydrograph No. 9, SBUH Runoff, Basin E7........................................................................... 51 Hydrograph No. 10, SBUH Runoff, Basin E8......................................................................... 52 Hydrograph No. 11, SBUH Runoff, Basin E9......................................................................... 53 Hydrograph No. 12, SBUH Runoff, Basin E10....................................................................... 54 Hydrograph No. 13, SBUH Runoff, Basin E11....................................................................... 55 Hydrograph No. 14, Combine, Ex. Affected Basins................................................................ 56 Hydrograph No. 15, Combine, Ex. Site.................................................................................. 57 Hydrograph No. 17, SBUH Runoff, Basin P7......................................................................... 58 Hydrograph No. 18, SBUH Runoff, Basin P8......................................................................... 59 Hydrograph No. 19, SBUH Runoff, Basin P9/10.................................................................... 60 Hydrograph No. 20, SBUH Runoff, Basin P11....................................................................... 61 Hydrograph No. 21, Combine, Pr. Affected Basins............................................................... 62 Hydrograph No. 22, Combine, Pr. Site................................................................................... 63 Hydrograph Summary Report Hytlraitow Hytlrographs Extension for Autodesk® Civil 3M by Aulotlesic, Inc. J2020 Hyd M. Hytrograph M. (origin) Peak flow (o ) Time interval (mm) Ti me to Peak (min) Hyd. volume (—ft) Inflow hyrl(s) Maadmum d..Uen (ft) Tolal sang. useri (cult) Hytlmgraph Besariplion 1 SBUH Runoff 0.043 2 478 644 ---- --- --- Basin E1/P1 2 SBUH Runoff 0.019 2 476 273 ---- --- --- Basin E2/P2 3 SBUH Runoff 0.091 2 476 1,275 ---- --- --- Basin E3F3 4 SBUH Runoff 0.034 2 476 478 ---- --- --- Basin EVP4 5 SBUH Runoff 0.037 2 476 524 ---- --- --- Basin EaP5 6 SBUH Runoff 0.011 2 476 159 ---- --- --- Basin E6/P6 7 Combine 0238 2 476 3,352 1, 2, 3, --- --- Unaffected Basins 4, 5, 6 9 SBUH Runoff 0.049 2 476 683 ---- --- --- Basin E7 10 SBUH Runoff 0.063 2 476 888 ---- --- --- Basin E8 11 SBUH Runoff 0.060 2 476 842 ---- --- --- Basin E9 12 SBUH Runoff 0.015 2 478 me ---- --- --- Basin E10 13 SBUH Runoff 0.003 2 524 187 ---- --- --- Basin Ell 14 Combine 0.189 2 476 2,826 9, 10, 11, --- --- Ex. Affected Basins 12,13 15 Combine 0.425 2 476 6,178 7,14 --- --- Ex. Site 17 SBUH Runoff 0.045 2 476 837 ---- --- --- Basin P7 18 SBUH Runoff 0.040 2 476 577 ---- --- --- Basin P8 19 SBUH Runoff 0.075 2 476 1,073 ---- --- --- Basin P9/10 20 SBUH Runoff 0.004 2 524 228 ---- --- --- Basin Pll 21 Combine 0.163 2 478 2,515 17,18,19, --- --- Pr. Affectetl Basins 20 22 Combine 0.399 2 476 5,867 7,21 --- --- Pr. ate PAR36- Site Basins.gpw Return Period: 1 Year Wednesday, 0919 12020 I Hydrograph Report HydraMwHydrographs F ension for AutocsW Civil 3M by Autodesk, Inc. 0I= We rn ay, 09/9/2020 Hyd. No. 1 Basin E1/P1 Hydrograph type = SBUH Runoff Peak discharge = 0.043 cfs Storm frequency = 1 yrs Time to peak = 478 min Time interval = 2 min Hyd. volume = 644 cult Drainage area = 0.370 ac Curve number = 96* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) =1(0.300 x 03)+ (0.0]0 x 33)] / 0.370 Basin E1/P1 1 0 01 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 I Hydrograph Report HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I= We rn ay, 09/9/2020 Hyd. No. 2 Basin E2/P2 Hydrograph type = SBUH Runoff Peak discharge = 0.019 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 273 cult Drainage area = 0.120 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) = ](0420 x 88)] / 0420 Basin E2/P2 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 4 Hydrograph Report HydraMwHydrographs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I= We rn ay, 09/9/2020 Hyd. No. 3 Basin E3/P3 Hydrograph type = SBUH Runoff Peak discharge = 0.091 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 1,275 cult Drainage area = 0.560 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) = ](0.580 x 98)] / 0580 Basin E3/P3 Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� r r• Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�ltltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� r r• Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltl�i�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltlt�Ittltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltlt�tlltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltlt��Iltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� r r; Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltlt��lltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� r r. 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No. 4 Basin E4/P4 Hydrograph type = SBUH Runoff Peak discharge = 0.034 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 478 cult Drainage area = 0.210 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) =1(0.210 x 88)] / 0.210 Basin E41P4 0.10 0.10 I I �iiiiiiiiiiiiiiiiii��iiiiiiiiiiiiiiiiii��iiiiiiiiiiiiiiiiii��iiiiii����iiiiiiiiiiiii�►- r_III 7=7 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 I Hydrograph Report HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I= We rn ay, 09/9/2020 Hyd. No. 5 Basin E5/P5 Hydrograph type = SBUH Runoff Peak discharge = 0.037 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 524 cult Drainage area = 0.230 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) = ](0.230 x 98)] 10.2M Basin E51P5 ���w�lltltltltlr��lltltltlt�lltltltlt�lltltltlt�lltltltlt�lltltltlt�lltltltlt�lltltltlt� ��� �I�Iltltltltltltl�rttt����r�lltltltltltltl�ltttttttttt���� ���ilrttttttttt�l�l�l�r_���r-� 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1 u Hydrograph Report HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 6 Basin E6/P6 Hydrograph type = SBUH Runoff Peak discharge = 0.011 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 159 cult Drainage area = 0.070 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) = ](0.0]0 x 98)] / 0.0]0 Basin E61P6 Itttttttttt� ltttttttttt� l� l� � r.� ltttttttttt� ltttttttttt� ltttttttttt� ltt� ltttttttttt� ltttttttttt� ltttttttttt� ltttttttttt� Iltitititit�l�litiiiiittttl♦t��_II`�tr��lititititit�ll♦IIIliiiiiiii�liiiiiiiiii�liiiiiiiiii�l� 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 I Hydrograph Report HydraMwHydroraphs F ension for AutocsW civil 3M by Autodesk, Inc. 0I= W ne ay, 09/9/2020 Hyd. No. 7 Unaffected Basins Hydrograph type = Combine Peak discharge = 0.236 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 3,352 cult Inflow hyds. = 1, 2, 3, 4, 5, 6 Contrib. drain. area = 1.560 ac Unaffected Basins 2I21 �Irttttt(♦f/�I��� �, �_ �I�Iltll��ttttttttttttt��—� 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 I Hydrograph Report HydraMwHydroraphs F ension for Autcdcsb® Civil 3M by Autotlesk, Inc. 0 I= Wdresday, 09/9/21M Hyd. No. 9 Basin E7 Hydrograph type = SBUH Runoff Peak discharge = 0.049 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 683 cult Drainage area = 0.300 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Ti = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Composite (Area/Cl =1(0.280 x W) ♦ (0.010 x 85)] / 0.300 Basin E7 of ���� ala.�llllllllllllll�llllllllllllll�llllllllllllll�llllllllllllll�llllllllllllll�llllllllllllll�llllllllllllll�llllllllllllll� II111111111111�11111111111111�11111111111111�11111111��111��11111111111111�11111111111111�11111111111111�11111111111111�11111111111111�11111111111111�11111111111111�11111111111111� II111111111111�11111111111111�11111111111111�1111111��11111��11111111111111�11111111111111�11111111111111�11111111111111�11111111111111�11111111111111�11111111111111�11111111111111� fill��I��f♦f♦f♦f♦f♦f♦�� f♦ 11 111 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 10 Hydrograph Report HydraMwHydrographs Eatenswn fa Auto csW Civil 3M by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 10 Basin E8 Hydrograph type = SBUH Runoff Peak discharge = 0.063 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 888 cult Drainage area = 0.390 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.390 x 98)] 10.390 Basin E8 MI OR 11 No ME �—I���f♦f♦f♦f♦f♦f♦f♦VERNON 6 66 6 66 I I I .I :I .11 I :I •.I I:I 11 I I .I Hydrograph Report HydraMwHydrographs Eatenswn fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 11 Basin E9 Hydrograph type = SBUH Runoff Peak discharge = 0.060 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 842 cult Drainage area = 0.370 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposte (Area/CN) =1(0.370 x 98)] / 0.370 Basin E9 OR r r ����ME��������� r r Moo ��������� MR ���r��I`—�Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� 0.01 aa0.01 Itttttttttrltttttttttrl��lltltl�l�l�l�l�l�llittrrraa�� �I� Itttttttttr l� �� l� ltttttttttrf♦ I� I� I� I� I� I� Ittttttrrra a. � I�Ittttttr/irtttttttttttt�l�l�l�l�l�l�l��ltttttttttr ttttttttttr. r r� 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 12 Hydrograph Report HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 12 Basin E10 Hydrograph type = SBUH Runoff Peak discharge = 0.015 cfs Storm frequency = 1 yrs Time to peak = 478 min Time interval = 2 min Hyd. volume = 226 cult Drainage area = 0.130 ac Curve number = 96* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.110 x 08)+ (0.020 x 85)] 10.1 M Basin E10 r r Iltltltltltltl�lltltltltltltl�lltltltltltltl�l��l�l�l�l�l�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� r r r rr 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 13 Hydrograph Report HydraBow Hydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 13 Basin E11 Hydrograph type = SBUH Runoff Peak discharge = 0.003 cfs Storm frequency = 1 yrs Time to peak = 524 min Time interval = 2 min Hyd. volume = 187 cult Drainage area = 0.370 ac Curve number = 87* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.070 x 98) ♦ (0.300 x 85)] / 0.370 Basin E11 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 14 Hydrograph Report HydraMwHydrographs Fatension fa Auto csW civil 3M by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 14 Ex. Affected Basins Hydrograph type = Combine Peak discharge = 0.189 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 2,826 cult Inflow hyds. = 9, 10, 11, 12, 13 Contrib. drain. area = 1.560 ac Ex. Affected Basins r r A0 00 ML f �_0.00 0 240 360 •:r 600 720 :•r 960 1080 1200 1320 1440 1560 10 15 Hydrograph Report HydraMwHydrographs e4lension fa Auto csW Civil 3M by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 15 Ex. Site Hydrograph type = Combine Peak discharge = 0.425 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 6,178 cult Inflow hyds. = 7, 14 Contrib. drain. area = 0.000 ac Fac. Site MENOMINEE IltltltltINEElltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� IltltltltINEElltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� I l t l t l t l t NOMINEE NEEJI NOMINEE I ���� 111111111111�1�I�I�I�I�It111111111�11111111111�11111111111� MINEEIN liiiiiiiiii�liiiiiiiiii�liiiiiii� ����■Itltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� MItitititit�ttttttttttttt�l�l�l�l�liiiiiiiiii�liiiiiiiiii�liiiiiiiiii� 6 �I Itttttttt�tltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltt�ltttttttttt�ltttttttttt�ltttttttttt� I1It 6 6 IM M=��lltltltltltltl�lltltltltINEElltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� ���V=Mon M\111111 MEMNON I I �I .I �:I .11 I :�I •.I I:I 11 I ��I .I I Hydrograph Report HydraMwHydrographs Falension fa Auto csW Civil 3M by Autodesk, Inc. J I= W ne ay, 09 19 / 21M Hyd. No. 17 Basin P7 Hydrograph type = SBUH Runoff Peak discharge = 0.045 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 637 cult Drainage area = 0.280 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.2]0 x 08) ♦ (0.010 x 85)] 10.2W Basin P7 MI 0.01 ��� rt���tta��tr�t�l������� 0.01 Ittttttttttt�ltttt(_f/�I�I�I�I�I�IIltttttrrrraa77=---�� 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 17 Hydrograph Report HydraMwHydrographs Fatension fa Auto csk® Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 18 Basin P8 Hydrograph type = SBUH Runoff Peak discharge = 0.040 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 577 cult Drainage area = 0.290 ac Curve number = 97* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) = ](0.280 x W) ♦ (0.030 x 85)] / 0.280 Basin P8 MR ������I\��Illl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 18 Hydrograph Report HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 19 Basin P9/10 Hydrograph type = SBUH Runoff Peak discharge = 0.075 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 1,073 cult Drainage area = 0.540 ac Curve number = 97* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.500 x 98) ♦ (OD40 x 85)] / 0.540 Basin P9/10 in mol ���w��� �wlltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�r�lltltltltltltl�lltltltltltltl�lltltltt�� ����� 000 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 19 Hydrograph Report HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 20 Basin P11 Hydrograph type = SBUH Runoff Peak discharge = 0.004 cfs Storm frequency = 1 yrs Time to peak = 524 min Time interval = 2 min Hyd. volume = 228 cult Drainage area = 0.450 ac Curve number = 87* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.83 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a ` Canposite(Area/CN)=i(0.W x 98)+(0.390 x 85)]/ OA50 Basin P11 . 20 Itttttttttt� ltttttttttt� ltttttttttt� ltttttttttt� �.ltrr� � ttrr� l� ltttttttttt� trrrrr� � � 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 20 Hydrograph Report HydraMwHydrographs Fatension fa Auto csW civil 3M by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 21 Pr. Affected Basins Hydrograph type = Combine Peak discharge = 0.163 cfs Storm frequency = 1 yrs Time to peak = 478 min Time interval = 2 min Hyd. volume = 2,515 cult Inflow hyds. = 17, 18, 19, 20 Contrib. drain. area = 1.560 ac Pr. Affected Basins Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt�r��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� ����r� r�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� I 120 240 360 4:I 600 720 :4I •.I 1080 1200 1320 1440 1560 20 21 Hydrograph Report HydraMwHydrographs Fatension fa Auto csW Civil 3M by Autodesk, Inc. J I= W ne ay, 09 19 / 21M Hyd. No. 22 Pr. Site Hydrograph type = Combine Peak discharge = 0.399 cfs Storm frequency = 1 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 5,867 cult Inflow hyds. = 7, 21 Contrib. drain. area = 0.000 ac Pr. Site OR Iltltltltltltl�lltltltltltltl�lltltltltltltl�rr,�\��Iltltltltltltl��� ������ Itttttttttt�lttttttllll��/.����_�����t��_ � Itititititt�ltttttr1111111���-1-1-1-1-Ittllllllll���- fttltltltttt� 111 tlllllllllll.li ���������1111111111 ��,� 111 1 II .I:I .11 1 I •.I I:I 11 11 .I 22 Hydrograph Summary Report Hytlraitow Hytlrographs Extension for Autodesk® Civil 304s by Aulotlesic, Inc. J2020 Hyd M. Hytrograph M. (ein9n) Paas flow (mss) T.ne inleraal (mi-) Ti me to Peak (min) Hyd. volume (—ft) Inflow hyoys) Maximum d..Uan (ft) Tole) sirs. useE (cult) Hytlmgraph Besesiplixn 1 SBUH Runoff 0271 2 474 3,825 ---- --- --- Basin ElRl 2 SBUH Runoff 0.092 2 474 1,336 ---- --- --- Basin E21P2 3 SBUH Runoff 0.432 2 474 6,235 ---- --- --- Basin E31P3 4 SBUH Runoff 0.162 2 474 2,338 ---- --- --- Basin E4R4 5 SBUH Runoff 0.171 2 474 2,561 ---- --- --- Basin EatP5 6 SBUH Runoff 0.054 2 474 T19 ---- --- --- Basin E&P6 7 Combine 1.188 2 474 17,074 1, 2, 3, --- --- Unaffected Basins 4, 5, 6 9 SBUH Runoff 0231 2 474 3,340 ---- --- --- Basin E7 10 SBUH Runoff 0.301 2 474 4,342 ---- --- --- Basin E8 11 SBUH Runoff 0285 2 474 4,119 ---- --- --- Basin E9 12 SBUH Runoff 0.095 2 474 1,344 ---- --- --- Basin E10 13 SBUH Runoff 0.184 2 478 2,691 ---- --- --- Basin Ell 14 Combine 1.095 2 474 15,837 9, 10, 11, --- --- Ex. Affected Basins 12,13 15 Combine 2283 2 474 32,910 7,14 --- --- Ex. Site 17 SBUH Runoff 0216 2 474 3,117 ---- --- --- Basin P7 18 SBUH Runoff 0219 2 474 3,112 ---- --- --- Basin P8 19 SBUH Runoff 0.407 2 474 5,794 ---- --- --- Basin PW10 20 SBUH Runoff 0224 2 478 3,273 ---- --- --- Basin Pll 21 Combine 1.063 2 474 15,296 17,18,19, --- --- Pr. Affected! Basins 20 22 Combine 2252 2 474 32,370 7,21 --- --- Pr. ate PAR36- Site Basins.gpw Return Period: 2 Year Wednesday, 0919 12020 23 Hydrograph Report HydraMwHydrographs F ension for AutocsW Civil 3M by Autodesk, Inc. 0I= We rn ay, 09/9/2020 Hyd. No. 1 Basin E1/P1 Hydrograph type = SBUH Runoff Peak discharge = 0.271 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 3,825 cult Drainage area = 0.370 ac Curve number = 96* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposte (Area/CN) =1(0.300 x 03)+ (0.0]0 x 33)] / 0.370 Basin E1/P1 MEMORIES!! I Mai tl 11111 00t MR 005 0.05 00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 24 Hydrograph Report HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I= We rn ay, 09/9/2020 Hyd. No. 2 Basin E2/P2 Hydrograph type = SBUH Runoff Peak discharge = 0.092 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 1,336 cult Drainage area = 0.120 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) = ](0420 x 88)] / 0420 Basin E2/132 I r r r MEMORIES MEMORIES REMEMER 6 S. SIEMENS SIEMENS I SIEMENS III r r: ISIEMENS IN SIEMENS ��������� r r. IRS MR SIEMENS � � � � la � lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw Iltltltltlw lltltltltlw lltltltltlw lltlw � ll� � lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw SIEMENS SIE r r ��IIIIIIIIif♦f♦�f♦�f♦������� r r ��IIIItiI♦f♦ �� ��������� Iltlt MENSlltltltltlw��lltltltltlwlltltltltlwlltltltltltltt����lltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlw Iltltltltlw��lltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltltltl�lt��lltltltltlw IIS � Iltltttttw � litltltltlw lid l� l� l� ll� � � � r rr ��Iltltltltlwlltltltltltt�l�lltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltlt���1� r rr r r .r .r -:r .rr r :-r •.r r:r rr 25 Hydrograph Report HydraMwHydrographs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I= We rn ay, 09/9/2020 Hyd. No. 3 Basin E3/P3 Hydrograph type = SBUH Runoff Peak discharge = 0.432 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 6,235 cult Drainage area = 0.560 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) = ](0.580 x 98)] / 0580 Basin E3/P3 Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � , Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � . 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No. 4 Basin E4/P4 Hydrograph type = SBUH Runoff Peak discharge = 0.162 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 2,338 cult Drainage area = 0.210 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) =1(0.210 x 88)] / 0.210 Basin E4/P4 0.50 0.50 ���Iltltltltltltlllltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Is Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��i ltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt��ltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� �ttltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� ���Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� ���Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt����lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlt��llt��l�l�l�l�l�lltltltltltltl�lltltltltltltl�lltltltltltltl� � � r_� ���� ��II�Iltttttttttt��� r_ �I�I�Irtttttttit�l�l�l�l���—� ooh 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 27 Hydrograph Report HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I= We rn ay, 09/9/2020 Hyd. No. 5 Basin E5/P5 Hydrograph type = SBUH Runoff Peak discharge = 0.177 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 2,561 cult Drainage area = 0.230 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) = ](0.230 x 98)] 10.2M Basin E51P5 21 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 28 Hydrograph Report HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 6 Basin E6/P6 Hydrograph type = SBUH Runoff Peak discharge = 0.054 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 779 cult Drainage area = 0.070 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) = ](0.0]0 x 98)] / 0.0]0 Basin E6/136 r_ 6 66 6 66 f f .f .r -:r .rr f :-r •.r r:r ff f ..f .r Hydrograph Report 29 HydraMwHydroraphs F ension for AutocsW civil 308 by Autodesk, Inc. 0I= W ne ay, 09/9/2020 Hyd. No. 7 Unaffected Basins Hydrograph type = Combine Peak discharge = 1.188 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 17,074 cuft Inflow hyds. = 1, 2, 3, 4, 5, 6 Contrib. drain. area = 1.560 ac Q (cfs) 2.00 1.00 Unaffected Basins Hyd. No. 7 -- 2 Year Q (cfs) 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 7 — Hyd No. 1 — Hyd No. 2 — Hyd No. 3 Time (min) — Hyd No. 4 Hyd No. 5 — Hyd No. 6 30 Hydrograph Report HydraMwHydro raphsF ension for Auto csW Civil 3M by Autodesk, Inc. 0 I= We rn ay, 09/9/2020 Hyd. No. 9 Basin E7 Hydrograph type = SBUH Runoff Peak discharge = 0.231 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 3,340 cult Drainage area = 0.300 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) =1(0.280 x W) ♦ (0.010 x 85)] / 0.300 Basin E7 ���Iltltltltwlltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltwrlltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltlt���lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlw �tltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��Iltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl���Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��ttltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��i ltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� SO MR �����Il�.�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�llw�lltl��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� 0.05 0!4 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 31 Hydrograph Report HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 10 Basin E8 Hydrograph type = SBUH Runoff Peak discharge = 0.301 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 4,342 cult Drainage area = 0.390 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.390 x 98)] 10.390 Basin E8 0.05 0.05 —��������� 7!♦ f—I�f♦f♦�f♦f♦f♦f♦f♦f•�� 32 Hydrograph Report HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 11 Basin E9 Hydrograph type = SBUH Runoff Peak discharge = 0.285 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 4,119 cult Drainage area = 0.370 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.370 x 98)] / 0.370 Basin E9 6 IN IN IN ���II!��Iltltlr�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� 005 � 0.05 i�������_��� 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 33 Hydrograph Report HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 12 Basin E10 Hydrograph type = SBUH Runoff Peak discharge = 0.095 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 1,344 cult Drainage area = 0.130 ac Curve number = 96* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.110 x 08)+ (0.020 x 85)] 10.1 W Basin E10 Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltl�ltltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� 0111 r r Mkliiiiiiii�tttttttttttttl♦II♦II♦II♦II♦Iiiiiiiiiii�liiiiiiiiii�liiiiiiiiii� r r ��—�����Illl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl���lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltttttla��l�lltltltltltltl�lltltltltltltl�lltltltltltltl� 0.01 �__� �Iltltltltltltl�lltltltltltltl�l�l�l�l�ta��l�l� 0.01 �� �Itttttttttt�ltttttttttt�l�l�l�l�l�lltltltltltltl�l�l�� Itttttttttt�i�ltttttttttt�l�l(_I�I�I�I�I�I�I� r_ 000 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 34 Hydrograph Report HydraBow Hydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 13 Basin E11 Hydrograph type = SBUH Runoff Peak discharge = 0.184 cfs Storm frequency = 2 yrs Time to peak = 478 min Time interval = 2 min Hyd. volume = 2,691 cult Drainage area = 0.370 ac Curve number = 87* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.070 x 98) ♦ (0.300 x 85)] / 0.370 Basin E11 MI ���Ir�lltltltltltltl�lltltltltltlt���— ����� 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hydrograph Report 35 HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 14 Ex. Affected Basins Hydrograph type = Combine Peak discharge = 1.095 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 15,837 cuft Inflow hyds. = 9, 10, 11, 12, 13 Contrib. drain. area = 1.560 ac Q (cfs) 2.00 1.00 Ex. Affected Basins Hyd. No. 14 -- 2 Year Q (cfs) 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 14 — Hyd No. 9 — Hyd No. 10 — Hyd No. 11 Time (min) — Hyd No. 12 — Hyd No. 13 Hydrograph Report 36 HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 15 Ex. Site Hydrograph type = Combine Peak discharge = 2.283 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 32,910 cuft Inflow hyds. = 7, 14 Contrib. drain. area = 0.000 ac Q (cfs) 3.00 2.00 1.00 0.00 V' 0 120 240 36 Hyd No. 15 Fac. Site Hyd. No. 15 -- 2 Year 0 480 600 720 840 960 Hyd No. 7 — Hyd No. 14 Q (cfs) 3.00 2.00 1.00 nL 10.00 1080 1200 1320 1440 1560 Time (min) Q (cfs) 3.00 2.00 1.00 nL 10.00 1080 1200 1320 1440 1560 Time (min) 37 Hydrograph Report HydraMwHydrographs Falension fa Auto csW Civil 3M by Autodesk, Inc. J I= W ne ay, 09 19 / 21M Hyd. No. 17 Basin P7 Hydrograph type = SBUH Runoff Peak discharge = 0.216 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 3,117 cult Drainage area = 0.280 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.2]0 x 08) ♦ (0.010 x 85)] 10.2W Basin P7 AM 01 OWT 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 38 Hydrograph Report HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 18 Basin P8 Hydrograph type = SBUH Runoff Peak discharge = 0.219 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 3,112 cult Drainage area = 0.290 ac Curve number = 97* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) = ](0.280 x W) ♦ (0.030 x 85)] / 0.280 Basin P8 MI 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 39 Hydrograph Report HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 19 Basin P9/10 Hydrograph type = SBUH Runoff Peak discharge = 0.407 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 5,794 cult Drainage area = 0.540 ac Curve number = 97* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) = ](0.500 x 98) ♦ (OD40 x 85)] / 0.540 Basin P9/10 r r M0,01 r r Nmop r r l��������� f r MM am66 r f -f .r -:r .rr f :-r •.r r:r ff f --f .r 40 Hydrograph Report HydraMwHydrographs Fatension fa Auto csW Civil 3M by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 20 Basin P11 Hydrograph type = SBUH Runoff Peak discharge = 0.224 cfs Storm frequency = 2 yrs Time to peak = 478 min Time interval = 2 min Hyd. volume = 3,273 cult Drainage area = 0.450 ac Curve number = 87* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a ` Canposite(Area/CN)=](0.O x 98)+(0.390 x 85)]/ OA50 Basin P11 1 1�������fit r`������� 000 1 Hydrograph Report 960 41 HydraMwHydrographs Fatension fa Auto csW civil 3M by Autodesk, Inc. J I= W ne ay, 09 19 / 21M Hyd. No. 21 Pr. Affected Basins Hydrograph type = Combine Peak discharge = 1.063 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 15,296 cuft Inflow hyds. = 17, 18, 19, 20 Contrib. drain. area = 1.560 ac Q (cfs) 2.00 1.00 Pr. Affected Basins Hyd. No. 21 -- 2 Year 0.00 0 120 240 360 480 600 — Hyd No. 21 — Hyd No. 17 — Hyd No. 20 720 840 960 Hyd No. 18 Q (cfs) 2.00 1.00 ' 0.00 1080 1200 1320 1440 1560 Time (min) Hyd No. 19 Hydrograph Report 42 HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 22 Pr. Site Hydrograph type = Combine Peak discharge = 2.252 cfs Storm frequency = 2 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 32,370 cuft Inflow hyds. = 7, 21 Contrib. drain. area = 0.000 ac Q (cfs) 3.00 2.00 1.00 0.00 fir 0 120 240 36 Hyd No. 22 Pr. Site Hyd. No. 22 -- 2 Year 0 480 600 720 840 960 Hyd No. 7 — Hyd No. 21 Q (cfs) 3.00 2.00 1.00 IL1 0.00 1080 1200 1320 1440 1560 Time (min) Q (cfs) 3.00 2.00 1.00 IL1 0.00 1080 1200 1320 1440 1560 Time (min) 43 Hydrograph Summary Report Hytlraitow Hytlrographs Extension for Autodesk® Civil 304s by Aulotlesic, Inc. J2020 Hyd M. Hytrograph M. (ein9n) Paas flow (mss) T.ne inleraal (mi-) Ti me to Peak (min) Hyd. volume (—ft) Inflow hyrl(s) Maximum d..Uan (fl) Tole) sirs. useE (cult) Hytlmgraph Besemplixn 1 SBUH Runoff 0.408 2 474 5,821 ---- --- --- Basin ElRl 2 SBUH Runoff 0.138 2 474 1,988 ---- --- --- Basin E21P2 3 SBUH Runoff 0.834 2 474 9,277 ---- --- --- Basin E31P3 4 SBUH Runoff 0238 2 474 3,479 ---- --- --- Basin E4R4 5 SBUH Runoff 0261 2 474 3,810 ---- --- --- Basin EatP5 6 SBUH Runoff 0.079 2 474 1,160 ---- --- --- Basin E6R6 7 Combine 1]56 2 474 25,534 1,2,3, --- --- Unaffected Basins 4, 5, 6 9 SBUH Runoff 0.340 2 474 4,970 ---- --- --- Basin E7 10 SBUH Runoff 0.442 2 474 6,461 ---- --- --- Basin E8 11 SBUH Runoff 0.419 2 474 6,129 ---- --- --- Basin E9 12 SBUH Runoff 0.143 2 474 2,045 ---- --- --- Basin E10 13 SBUH Runoff 0.320 2 476 4,539 ---- --- --- Basin Ell 14 Combine 1.664 2 474 24,143 9, 10, 11, --- --- Ex. Affected Basins 12,13 15 Combine 3.420 2 474 49,68 7,14 --- --- Ex. Site 17 SBUH Runoff 0.317 2 474 4,838 ---- --- --- Basin P7 18 SBUH Runoff 0.325 2 474 4,682 ---- --- --- Basin P8 19 SBUH Runoff BAN 2 474 8,719 ---- --- --- Basin PW10 20 SBUH Runoff 0.389 2 476 5,520 ---- --- --- Basin Pll 21 Combine 1.635 2 474 23,559 17,18,19, --- --- Pr. Affected! Basins 20 22 Combine 3.391 2 474 49,093 7,21 --- --- Pr. ate PAR36- Site Basins.gpw Return Period: 25 Year Wednesday, 0919 12020 44 Hydrograph Report HydraMwHydrographs F ension for AutocsW Civil 3M by Autodesk, Inc. 0I= We rn ay, 09/9/2020 Hyd. No. 1 Basin E1/P1 Hydrograph type = SBUH Runoff Peak discharge = 0.408 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 5,821 cult Drainage area = 0.370 ac Curve number = 96* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) =1(0.300 x 03)+ (0.0]0 x 33)] / 0.370 Basin E1/P1 tl ��������� 0t 01 mol MM am � � ���IlA�lltltltl��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � � 66 r r -r .r -:r .rr r :-r •.r r:r rr r --r .r 45 Hydrograph Report HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I= We rn ay, 09/9/2020 Hyd. No. 2 Basin E2/P2 Hydrograph type = SBUH Runoff Peak discharge = 0.136 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 1,988 cult Drainage area = 0.120 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) = ](0420 x 88)] / 0420 Basin E2/P2 ������� ��r.lttttttttttttr•Ir_Ir_Ir_Ir_Ir_ 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 F Hydrograph Report HydraMwHydrographs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I= W ne ay, 09/9/2020 Hyd. No. 3 Basin E3/P3 Hydrograph type = SBUH Runoff Peak discharge = 0.634 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 9,277 cult Drainage area = 0.560 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) = ](0.580 x 98)] / 0580 Basin E3/P3 Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� r .r Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� r .r Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� r ;r Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� r ;r Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� IN ���� � Il�llt�llt�llt�llt�llt���� Ilt�llt�llt�ll��Ilt�llt�llt�llt�llt�llt�llt�llt�llt� Ilt�llt�llt�llt� �I�Ilt�llt�llt�llt�llt�llt�llt�llt� Ilt�llt�llt�llt� mot�Ilt�llt�llt�llt�llt�llt�llt�llt� Op �Ilt�llt�llt�llt�llt�llt�llt�llt� ON It�llt�llt�llt�llt�llt�llt�llt�llt� MOM Ilt�llt�llt�llt��r�llt�llt�llt�llt�llt�llt�llt�llt� r r Ilt�llt�llt�llt��llr�llt�llt�llt�llt�llt�llt�llt�llt� r r Ilt� llt� llt� llt� � lltr � llt� llt� llt� llt� llt� llt� llt� llt� Ilt� llt� llt� llA� llt�� llt� llt� llt� llt� llt� llt� llt� llt� Ilt�llt�llt��i�llt�'_��Ilt�llt�llt�llt�llt�llt�llt� 0.10 0.10 Iltt� �� llt� � l� litittttttttt� l� l� l� � � t� llt� I�it�l��lttttttttttt�l�l�l�l�l�l�ttt� � 000 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 47 Hydrograph Report HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I= We rn ay, 09/9/2020 Hyd. No. 4 Basin E4/P4 Hydrograph type = SBUH Runoff Peak discharge = 0.238 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 3,479 cult Drainage area = 0.210 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) =1(0.210 x 88)] / 0.210 Basin E4/P4 01 mop �����Ilr�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltl��lltl��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltt�lltltlt���l�lltltltltltltlIIIN����1���� 0. 00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 48 Hydrograph Report HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I= We rn ay, 09/9/2020 Hyd. No. 5 Basin E5/P5 Hydrograph type = SBUH Runoff Peak discharge = 0.261 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 3,810 cult Drainage area = 0.230 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposite (Area/CN) = ](0.230 x 98)] 10.2M Basin E5/P5 �����Itltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl���� ���� � rttttttttt�tltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltt���� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltlt��Itltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl�MIltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��Itltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��lltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��tltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt��i ltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� �iltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� �I ltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� moll Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� ���Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt����lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlt��llr�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlt��llt��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltlt��lltlt��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� �� Iltltltltltltl�lltltltltltltl�lltltlt�tlltltltltltl�lltltltltltlr �I�I�I�I�Iltltltltltltl�lltltltltltltl�lltltltltltltl� �� Il�lltl� ��r�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltltl� OF on ��Iltltltltltltl�Il�ltltltltltltl�Il�ltltltltltltl�Iltlttltttlttttttttttltti�� ll�ltltltltltltl�ll�ltltltltltltl�ll�ltltltltltltl�ll�ltltltltltltl�llllttilttltttlrtlrtrl�tl��lltltltltltltl��lltltlt� 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 49 Hydrograph Report HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 6 Basin E6/P6 Hydrograph type = SBUH Runoff Peak discharge = 0.079 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 1,160 cult Drainage area = 0.070 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) = ](0.0]0 x 98)] / 0.0]0 Basin E6/136 01 moll I• ���� ���������� I I, I I I .I :I .11 I :I •.I I:I 11 I I .I Hydrograph Report 50 HydraMwHydroraphs F ension for AutocsW civil 3M by Autodesk, Inc. 0I= W ne ay, 09/9/2020 Hyd. No. 7 Unaffected Basins Hydrograph type = Combine Peak discharge = 1.756 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 25,534 cuft Inflow hyds. = 1, 2, 3, 4, 5, 6 Contrib. drain. area = 1.560 ac Q (cfs) 2.00 1.00 Unaffected Basins Hyd. No. 7 -- 25 Year Q (cfs) 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 7 — Hyd No. 1 — Hyd No. 2 — Hyd No. 3 Time (min) Hyd No. 4 — Hyd No. 5 — Hyd No. 6 51 Hydrograph Report HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I= We rn ay, 09 /9 /20211 Hyd. No. 9 Basin E7 Hydrograph type = SBUH Runoff Peak discharge = 0.340 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 4,970 cult Drainage area = 0.300 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Cc nposte (Area/CN) =1(0.280 x W) ♦ (0.010 x 85)] / 0.300 Basin E7 01 MI mol MR 0.05 ��—�IIIIIIIIIIIIIir.�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII� IIIIIIIIIIIIII�IIIIIIIt� tltllllllllll�llllllllllllll�llllllllllllll�llllllllllllll�lllllllllll����llllllllllllll�llllllllllllll�llllllllllllll� II11111111111� �Illllllllttttt��l�lt�l�l�l�ltttllrr���� Iii o �� ��Illlllllllllll�lllllllllllltt��lttttttttil�llllllllllllll�llllllllllllll�llllllllllllll�llllllllllllll�lllllllllllllr��t� 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 52 Hydrograph Report HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 10 Basin E8 Hydrograph type = SBUH Runoff Peak discharge = 0.442 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 6,461 cult Drainage area = 0.390 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.390 x 98)] 10.390 Basin E8 MR No I I I .I :I .11 I :I •.I I:I 11 I I .I 53 Hydrograph Report HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 11 Basin E9 Hydrograph type = SBUH Runoff Peak discharge = 0.419 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 6,129 cult Drainage area = 0.370 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.370 x 98)] / 0.370 Basin E9 001 mof No ���—Iltltltiv��lltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlw 66 rr Iltltltltlwlltltlt�itltltltltlwlltltltltlwl�l�l����lltltltltlwlltltltltlwlltltltltlw rr f f -r .r -:r .rr f :-r •.r r:r ff f --f .r 54 Hydrograph Report HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 12 Basin E10 Hydrograph type = SBUH Runoff Peak discharge = 0.143 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 2,045 cult Drainage area = 0.130 ac Curve number = 96* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.110 x 08)+ (0.020 x 85)] 10.1 M Basin E10 r r Iltltltltltltl�lltltltltltltl�lltltltltltltl�l��<��������� r r -� ��f♦f♦f♦��� --LEI 00 trrrrrr ���t���������� 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 55 Hydrograph Report HydraBow Hydrographs Eatenswn fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 13 Basin E11 Hydrograph type = SBUH Runoff Peak discharge = 0.320 cfs Storm frequency = 25 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 4,539 cult Drainage area = 0.370 ac Curve number = 87* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.070 x 98) ♦ (0.300 x 85)] / 0.370 Basin E11 6 6fill moll ON r.ENI IN 1 �7 r_ 111 r f -f .r -:r .rr f :-r •.r r:r ff f --f .r Hydrograph Report 56 HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 14 Ex. Affected Basins Hydrograph type = Combine Peak discharge = 1.664 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 24,143 cult Inflow hyds. = 9, 10, 11, 12, 13 Contrib. drain. area = 1.560 ac Q (cfs) 2.00 1.00 Ex. Affected Basins Hyd. No. 14 -- 25 Year 0.00—'- 0 120 240 360 480 600 Hyd No. 14 — Hyd No. 9 Hyd No. 12 720 840 960 Hyd No. 10 — Hyd No. 13 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hyd No. 11 Hydrograph Report 57 HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 15 Ex. Site Hydrograph type = Combine Peak discharge = 3.420 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 49,677 cuft Inflow hyds. = 7, 14 Contrib. drain. area = 0.000 ac Q (ofs) 4.00 3.00 2.00 1.00 0.00 I . 0 120 240 36 Hyd No. 15 Fes(. Site Hyd. No. 15 -- 25 Year 0 480 600 720 840 960 Hyd No. 7 — Hyd No. 14 Q (cfs) 4.00 3.00 2.00 1.00 W I0.00 1080 1200 1320 1440 1560 Time (min) Q (cfs) 4.00 3.00 2.00 1.00 W I0.00 1080 1200 1320 1440 1560 Time (min) 58 Hydrograph Report HydraMwHydrographs Falenswn fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 20211 Hyd. No. 17 Basin P7 Hydrograph type = SBUH Runoff Peak discharge = 0.317 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 4,638 cult Drainage area = 0.280 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.2]0 x 08) ♦ (0.010 x 85)] 10.2W Basin P7 IN motON MIK ME Ilt�llt�llt��itlt�llt���llt�llt�llt�llt�llt�llt�llt� 0.05 0.05 Iltt� �� llt� ltttttttttr l� l� l� l� l� � � t� llt� I�11 i itttttttttrlttttttttttt�l�l�l�l�l�l�atar� 000 1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 59 Hydrograph Report HydraMwHydrographs e4lension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 18 Basin P8 Hydrograph type = SBUH Runoff Peak discharge = 0.325 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 4,682 cult Drainage area = 0.290 ac Curve number = 97* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) = ](0.280 x 98) ♦ (0.030 x 85)] / 0.290 Basin P8 mot ME ���In�lltltlt��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� Iltltltltltltl� lltltltltltltl� lltltltltltltl� �r � � � � � � � � � � 0.0 0.05 I��Jl�ltttttttttt�l�l�l�l�l�a��atrt�ltttttttttt� I� Ittttttttttt� ltti� l� l� l� l� l� lttttttttttt� lrr� t_ 00 ().Or 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 I Hydrograph Report HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 19 Basin P9/10 Hydrograph type = SBUH Runoff Peak discharge = 0.604 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 8,719 cult Drainage area = 0.540 ac Curve number = 97* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) =1(0.500 x 98) ♦ (OD40 x 85)] / 0.540 Basin P9/10 ���� � I�Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�ltttttttttt�ltttttttttt�ltttttttttt� Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltl��a�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� 0.10 0.10 f—I�f♦f♦�f♦f♦f♦f♦f♦f•�� 11 0.00 61 Hydrograph Report HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 20 Basin P11 Hydrograph type = SBUH Runoff Peak discharge = 0.389 cfs Storm frequency = 25 yrs Time to peak = 476 min Time interval = 2 min Hyd. volume = 5,520 cult Drainage area = 0.450 ac Curve number = 87* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = n/a `Canposite (Area/CN) = ](O.OW x 98) ♦ (0.390 x 85)] / OA50 Basin P11 . 20 25 Year Q (cfs) Mop Iltltltltltltl�lltltltltltltl�lltltltltltltl�—Iltltltltltltl�lltltltltltltl�lltltltt�� �_���� r rr r f .r .r -:r .rr f :-r •.r r:r ff f ..f .r Hydrograph Report 960 62 HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 21 Pr. Affected Basins Hydrograph type = Combine Peak discharge = 1.635 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 23,559 cuft Inflow hyds. = 17, 18, 19, 20 Contrib. drain. area = 1.560 ac Q (cfs) 2.00 1.00 Pr. Affected Basins Hyd. No. 21 -- 25 Year 0.00 0 120 240 360 480 600 Hyd No. 21 — Hyd No. 17 — Hyd No. 20 720 840 960 Hyd No. 18 Q (cfs) 2.00 1.00 ' 0.00 1080 1200 1320 1440 1560 Time (min) Hyd No. 19 Hydrograph Report 63 HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I= W ne ay, 09 19 / 2020 Hyd. No. 22 Pr. Site Hydrograph type = Combine Peak discharge = 3.391 cfs Storm frequency = 25 yrs Time to peak = 474 min Time interval = 2 min Hyd. volume = 49,093 cuft Inflow hyds. = 7, 21 Contrib. drain. area = 0.000 ac Q (ofs) 4.00 3.00 2.00 1.00 0.00 I . 0 120 240 36 Hyd No. 22 Pr. Site Hyd. No. 22 -- 25 Year 0 480 600 720 840 960 Hyd No. 7 — Hyd No. 21 Q (cfs) 4.00 3.00 2.00 1.00 W I0.00 1080 1200 1320 1440 1560 Time (min) Q (cfs) 4.00 3.00 2.00 1.00 W I0.00 1080 1200 1320 1440 1560 Time (min) Parr Lumber — Phase 2 Stormwater Management Report APPENDIX D - CONVEYANCE r Drainage Conveyance Parr Lumber - Phase 2 Prepared by Harper Houf Peterson Righellis Inc. Job No. PAR -SO September 9, 2020 Pipe Segment Pipe Size (In) Mannings n H Slope (%) Contributing Basin I Qx I (cfs) QppppCRY (cfs) Min, Slope (%) Velocity Full (fps) Capacity Met? Rain Garden A Outfall 6 0.014 1,00% PS 0.24 0.52 0.21% 2.85 VES Rain Garden B Outlell 6 0.014 1.00% P9110 0.45 0.52 0]5% 2.65 VES