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Report • r Basecamp • • s Tigard, Oregon Stormwater Report r Date: September 2019 SEP 1 8 Z019 CITY OF p , ARD 8U1 D1NO DIVISION Client: Base Cam I LLC � . 4550 Kruse Way, Suite 125 Lake Oswego, OR, 97035 Engineering Contact: Chuck Gregory, PE -Associate (503) 563-6151 I chuckg@aks-eng.com Engineering Firm: AKS Engineering & Forestry, LLC 12965 SW Herman Road, Suite 100 Tualatin, OR 97062 AKS Job Number: 4762 /q' 2O/91 V3 2 7340 iy c6 �� PRoxE�s Q,,S GiNF 2 E ti rrfe OREGON • AMMINESS RENEWS:JUNE 30.2021 ENGINEERING&FORESTRY www.aks-eng.com Table of Contents • 1.0 Purpose of Report 2 2.0 Project Location/Description 2 3.0 Regulatory Design Criteria 2 3.1 STORMWATER QUANTITY 2 3.2 STORMWATER QUALITY 3 3.3 HYDROMODIFICATION 4 4.0 Design Methodology 5 5.0 Design Parameters 5 5.1 DESIGN STORMS 5 5.2 PRE-DEVELOPED SITE CONDITIONS 6 5.2.1 Site Topography 6 5.2.2 Land Use 6 5.3 SOIL TYPE 6 5.3.1 Predeveloped Input Parameters 6 5.4 POST-DEVELOPED SITE CONDITIONS 6 5.4.1 Site Topography 6 5.4.2 Land Use 6 5.4.3 Post-Developed Input Parameters 6 5.4.4 Description of Off-Site Contributing Basins 7 6.0 Stormwater Analyses 7 6.1 PROPOSED STORMWATER CONDUIT SIZING AND INLET SPACING 7 6.2 PROPOSED STORMWATER QUANTITY CONTROL FACILITY 7 6.3 PROPOSED STORMWATER QUALITY CONTROL FACILITY 7 Ill6.4 HYDROMODIFICATION 8 6.5 DOWNSTREAM ANALYSIS g 7.0 Conclusion 8 Tables Table 5-1: Rainfall Intensities 5 Table 5-2: Hydrologic Soil Group Ratings 6 Table 6-1: Stormwater Summary 7 Table 6-2: Impervious Area Summary 8 Figures FIGURE 1: VICINITY MAP FIGURE 2: PREDEVELOPED CATCHMENT MAP FIGURE 3: POST-DEVELOPED CATCHMENT MAP Appendices APPENDIX A: VICINITY AND BASIN MAPS APPENDIX B: PREDEVELOPED AND POST-DEVELOPED HYDROCAD ANALYSIS APPENDIX C: WATER QUALITY CALCULATIONS AND DETAILS APPENDIX D: USDA-NRCS SOIL RESOURCE REPORT APPENDIX E: TR-55 RUNOFF CURVE NUMBERS APPENDIX F: OPERATIONS AND MAINTENANCE OF FACILITIES 4111 AMBasecamp—Ci September 2019 Stormwater Report tyof Tigard Page 1 Stormwater Report III BASECAMP TIGARD,OREGON 1.0 Purpose of Report The purpose of this report is to: analyze the effects the proposed development will have on the existing stormwater conveyance system; document the criteria, methodology, and informational sources used to design the proposed stormwater system; and present the results of the preliminary hydraulic analysis. 2.0 Project Location/Description The proposed improvements are proposed on the parcel near the SW corner of SW Dartmouth Street and SW 72nd Avenue. (Tax Lot 300,Washington County Tax Map 2S 1W 01BA). The proposed project will consist of the construction of a new senior care facility with associated parking and landscaping improvements. Subsurface drainage improvements including stormwater conveyance, treatment, and underground detention will be constructed to accommodate post-developed runoff conditions. 3.0 Regulatory Design Criteria 3.1 STORMWATER QUANTITY Per Clean Water Services' (CWS) Design and Construction Standards Manual for Sanitary Sewer and Surface Water Management(R&O 19-5),Section 4.02.1 Mitigation Requirement,the District or City shall determine which of the following techniques may be used: III a. Construction of permanent on-site storm water quantity detention facilities designed in accordance with this Chapter;or b. Enlargement or improvement of the downstream conveyance system in accordance with this Chapter and Chapter 5;or c. Payment of a Storm and Surface Water Management System Development Charge(SWM SDC), as provided in CWS Ordinance 28, which includes a water quantity component to meet these requirements. If district or City requires that an on-site detention facility be constructed, the development shall be eligible for a credit against SWM SDC fees, as provided in District Ordinance and Rules. Per Clean Water Services' (CWS) Design and Construction Standards Manual for Sanitary Sewer and Surface Water Management(R&O 19-5),Section 4.02.2 Criteria for Requiring On-Site Detention for Conveyance Capacity, on-site detention is required when any of the following conditions exist: 1. There is an identified downstream deficiency and the District or City determines that detention rather than conveyance system enlargement is the more effective solution. 2. There is an identified regional detention site within the boundary of the development. 3. Water quantity facilities are required by District-adopted watershed management plans IIIor subbasin master plans or District-approved subbasin strategy. AS( Basecamp-City of Tigard September 2019 Stormwater Report Page 2 e In order to satisfy stormwater quantity management requirements, a permanent on-site stormwater detention facility has been designed to provide peak-flow matching detention. This is facility has also been designed to provide peak-flow matching detention in compliance with hydromodification requirements. For additional information regarding this facility, see Sections 6.3 and 6.4 of this report. 3.2 STORMWATER QUALITY Per Clean Water Services' (CWS) Design and Construction Standards Manual for Sanitary Sewer and Surface Water Management(R&O 19-5), Section 4.04 Water Quality Treatment Requirements,the implementation or funding of a permanent water quality approach is required when a new development, or other activities, creates or modifies 1,000 square feet or more of impervious surfaces, or increases the amount of stormwater runoff or pollution leaving the site. Per Section 4.08 Stormwater Management Approach Sizing, stormwater management approaches are to be sized based on the following: 4.08.1.d Impervious Area Used in Design 1. When modification results in the permanent removal of 1,000 square feet or greater of impervious surface, the treatment approach shall be sized for three times the replaced impervious surface, in addition to the new impervious surface. In this case, the area requiring treatment is shown in the formula below: Area=New Imp. +3(Modified Imp. -Permanently Removed Imp.) • Impervious areas shall be determined based upon building permits, construction plans, or other appropriate methods of measurement deemed reliable by District and/or City. Per Clean Water Services' (CWS) Design and Construction Standards Manual(R&O 19-5), Section 4.04 Water Quality Treatment Requirements: 4.04.3 Required Treatment Design Efficiency a. Stormwater quality facilities shall be designed to remove 65 percent of the total phosphorous from the runoff from the impervious area that is tributary to the facility. Per Clean Water Services' (CWS) Design and Construction Standards Manual(R&O 19-5), Section 4.07 Stormwater Management Approach Design Considerations: 4.07.8 Proprietary Treatment Systems a. Proprietary treatment systems shall meet the removal efficiency requirement defined in section 4.04.3(a)and be approved by the District for use in the situations identified in subsection (c)below. b. Maintenance 1. Proprietary treatment systems shall be maintained by the District or Cities except those systems used in the situations specified in section 4.07.8(c) (1) and(2)below. • 2. Proprietary systems require a long-term maintenance plan identifying maintenance techniques, schedule, and responsible parties. This w . Basecamp—City of Tigard September 2019 Stormwater Report Page 3 maintenance plan shall be submitted and approved with the drainage report S for a project. c. Proprietary treatment systems shall be allowed in situations meeting one of the following criteria: 1. Treatment of runoff from a single commercial, industrial, multifamily, or condominium parcel. 2. Treatment of runoff from an adjoining commercial, industrial, or multi- family, or condominium parcels which share a common parking lot. 3. Treatment of runoff from new and expanded collector and arterial roadways where no other opportunities exist for treatment without necessitating the removal of homes or businesses. 4. Treatment of runoff from new developments in transit-oriented or similar high-density zoning classifications where the development is primarily single-family residential and the average lot size is less than 2,500 square feet. 5. Treatment of runoff as part of a master planned regional facility approved by the District. 3.3 HYDROMODIFICATION Per Clean Water Services' (CWS)Design and Construction Standards Manual for Sanitary Sewer and Surface Water Management(R&D 19-5), Section 4.03 Hydromodification Approach Requirements,the implementation or funding of techniques to reduce impacts to the downstream receiving water body is required when a new development, or other activities, creates or modifies 1,000 square feet or more of impervious surfaces or increases the amount or rate of surface water leaving the site.The following IIItechniques can be implemented or funding to reduce impacts to the downstream receiving water body: a. Construction of permanent LIDA designed in accordance with this Chapter;or b. Construction of a permanent storm water detention facility designed in accordance with this Chapter;or c. Construction or funding of a hydromodification approach that is consistent with a District-approved subbasin strategy;or d. Payment of a Hydromodification Fee-In-Lieu. Per Section 4.03.3,the receiving reach for this project is an unnamed tributary of Red Rock Creek.The Risk Level for the receiving reach identified for this project is Moderate. Per the Hydromodification Map Web tool provided by CWS, this project site is classified as a Developed Area. Per section 4.08.1 Impervious Area Used in Design,the project site is classified as a Large Project:over 80,000 square feet. Using these input parameters, per Table 4-2 Hydromodification Approach Project Category Table,the project falls within Category 2. See details in the appendices of this report for additional information. 411 wI( Basecamp—City of Tigard September 2019 /�■■���7 Stormwater Report Page 4 TABLE 4-2 4110 HYDROMODIFICATION APPROACH PROJECT CATEGORY TABLE Development Class/ Small Project Medium Project Risk Level 1,000-12,000 SF >12,000—80,000 SF ' Expansion/High Category 3 Expansion/Moderate Category 3 Expansion/ Low Category 2 Category I Developed/High Category 3 Developed/Moderate Category 2 Category 2 Developed/Low Per Section 4.03.5b Hydromodification Approach Selection—Category 2, any of the following options may be used to address hydromodification: 1. Infiltration LIDA, using the Standard LIDA Sizing, described in Section 4.08.5;or 2. Peak-Flow Matching Detention, using design criteria described in Section 4.08.6;or 3. Combination of Infiltration LIDA and Peak-Flow Matching Detention, using criteria described in Section 4.08.5 and 4.08.6;or 4. Any option listed in Category 3. 4.0 Design Methodology The Santa Barbara Urban Hydrograph (SBUH) Method was used to analyze stormwater runoff from the site.This method utilizes the SCS Type 1A 24-hour design storm. HydroCAD 10.00-18 computer software aided in the analysis. Representative CN numbers were obtained from the Technical Release 55 and are included in the Appendices. 5.0 Design Parameters 5.1 DESIGN STORMS Per CWS requirements,the stormwater analysis utilized the 24-hour storm for the evaluation and design of the existing and proposed stormwater facilities.The following 24-hour rainfall intensities were utilized as the design storms for the recurrence interval: Table 5-1: Rainfall Intensities Recurrence Interval Total Precipitation Depth (Years) (Inches) 2 2.50 5 3.10 10 3.45 25 3.90 i AS( Basecamp—City September 2019 Stormwater Reportof Tigard Page 5 5.2 PRE-DEVELOPED SITE CONDITIONS S 5.2.1 Site Topography Existing on-site grades generally vary from ±6%to±40%,with the site draining towards the northwest property corner.The site has a high point of±235 feet in the southeast property corner and a low point of±185 feet near the northwest property corner. 5.2.2 Land Use The current land use is zoned General Commercial with a Planned Development overlay [C-G (PD)].The existing site contains sloped unimproved grasslands and wetland with trees and bushes.To the south of the site are three parcels developed with single-family homes(two abandoned) and mature trees. 5.3 SOIL TYPE The soil beneath the project site and associated drainage basins is classified as Huberly Silt Loam, Quantama Loam, and Woodburn Silt Loam according to the USDA Soil Survey for Washington County. The following table outlines the Hydrologic Soil Group rating for the soil type: Table 5-2: Hydrologic Soil Group Ratings NRCS Map Unit Hydrologic Soil Identification NRCS Soil Classification Group Rating 2225A Huberly Silt Loam C/D 37B Quantama Loam C 45A,45B,45C Woodburn Silt Loam C Further information on this soil type is included in the NRCS Soil Resource Report located in the • Appendices of this report. 5.3.1 Predeveloped Input Parameters A curve number of 98 is used for existing impervious surfaces to remain and the curve number varied for existing landscaped areas. Refer to the HydroCAD analysis in the Appendices for additional input parameters. 5.4 POST-DEVELOPED SITE CONDITIONS 5.4.1 Site Topography On-site slopes will be regraded to allow for adequate parking and for the construction of the proposed building (see attached plans). The north portion of the site contains some wetland areas, see Natural Resource Assessment(NRA) and Service Provider Letter(SPL), not part of this report.To avoid impacts, the building and parking lot will incorporate retaining walls along the north and west sides.This retaining wall will be topped with a fence for safety and security. Also, additional retaining walls will be utilized to provide pedestrian access to the site from the northeast and southeast property corners and to minimize grading impacts to the surrounding area. 5.4.2 Land Use The site land-use will be changed with the construction of the senior care facility and site landscaping. 5.4.3 Post-Developed Input Parameters A curve number of 98 is used for impervious surfaces and 79 for new landscaping in the analysis for the estimated runoff from the post developed site. Please see the HydroCAD analysis in the Appendices for • additional input parameters. AS( Basecamp—City of Tigard September 2019 Stormwater Report Page 6 5.4.4 Description of Off-Site Contributing Basins The proposed improvements are located adjacent to SW 72nd Avenue to the east, which collects its own 1 runoff, and tax lot 100 to the north,which drains to an offsite creek. Walmart's property is located to the west and is lower in elevation than the proposed finished grades for this project.The properties to the south are developed as single-family homes and a minor portion of those properties do flow onto the project property. Runoff from portions of those properties will be allowed to continue to surface drain to the site and will be collected and conveyed through the site by the private storm system. 6.0 Stormwater Analyses 6.1 PROPOSED STORMWATER CONDUIT SIZING AND INLET SPACING The proposed on-site catch basins will be spaced per CWS requirements to properly convey stormwater runoff.The proposed storm system pipes will be sized using Manning's equation to convey the peak flows from the 25-year storm event. 6.2 PROPOSED STORMWATER QUANTITY CONTROL FACILITY Stormwater runoff from the proposed improvements will be collected by roof drains,french drains, trench drains, and catch basins.The lower portion of the driveway access will be uncollectable due to Stormwater elevation constraints. To offset this undetained release, over detention of the remaining portion of the site will be provided.The collected runoff will be conveyed to an underground detention system which includes a flow splitting manhole with a riser structure containing orifice-controlled outlets, sized to provide detention to pre-developed rates. See Table 6-1 for additional information. Table 6-1: Stormwater Summary S Total Post- Post-Developed Storm Existing Development Undetained Developed Developed Difference Event (cfs) Flows(cfs) Release(cfs) Allowable Detained (cfs) Release(cfs) Release(cfs) 50%2-year 0.17 1.80 0.08 0.09 0.08 -0.01 2-year 0.33 1.80 0.08 0.25 0.08 -0.17 5-year 0.66 2.40 0.12 0.54 0.36 -0.18 10-year 0.89 2.74 0.13 Post- Post- 0.76 0.48 -0.28 25-year 1.19 3.18 0.15 1.04 0.68 -0.36 During water quality flows,the stormwater will be directed to a Contech StormFilter manhole where the water will be treated. During higher volume storm events,the flow splitter manhole will allow for a portion of the runoff to be redirected around the StormFilter manhole so as to not exceed its bypass capacity. Maximum bypass capacity of the water quality manhole is 1.5 cfs. The peak flow during the 25- year storm event to the water quality manhole is 0.38 cfs. Based on the analysis,the post-developed runoff will be detained to pre-developed rates as shown in the table 6-2. 6.3 PROPOSED STORMWATER QUALITY CONTROL FACILITY Water quality treatment for the post-developed site is designed to meet the intent of the CWS Design Construction Standards, Section 4.04 Water Quality Treatment Requirements.This project is comprised of a new development on a vacant, landscaped lot.Therefore, per Clean Water Services' (CWS) Design and Construction Standards Manual for Sanitary Sewer and Surface Water Management(R&D 19-5), 4SSBasecamp-City of Tigard September 2019 Stormwater Report Page 7 Section 4.08 Stormwater Management Approach Sizing, the impervious area requiring treatment is defined as:Area=New Imp. +3(Modified Imp. -Permanently Removed Imp.). Table 6-2 indicates these areas. Table 6-2: Impervious Area Summary New Impervious Area Modified Impervious Area Permanently Removed Area Required to be Treated (sq.ft.) (sq.ft.) Impervious Area(sq.ft.) (sq.ft.) 115,710 0 0 115,710 Stormwater collected by the proposed system will either be generated by rooftops, landscaping, or parking/sidewalks. Impervious area impossible to collect due to existing stormwater system elevations is not included in the sizing of the water quality system. Rather, a fee-in-lieu of improvements is proposed for this area.Although runoff from rooftops contains fewer contaminants than parking lots or other ground level hardscape, all runoff will be captured and routed to the stormwater treatment manhole. Stormwater treatment standards require the installation of 6.93 cartridges.This requirement is met with the installation of a seven (7) cartridge Contech StormFilter manhole. 6.4 HYDROMODIFICATION The proposed site improvements will reduce impacts to the downstream receiving water body by implementing a permanent underground stormwater detention facility designed per CWS' standards. Per Section 4.03.5b Hydromodification Approach Selection—Category 2, hydromodification requirements will be met by providing peak-flow matching detention. An underground detention pipe system with a flow control manhole designed per CWS' standards will be utilized as a permanent stormwater detention facility. For additional information regarding the sizing of the detention facility, • refer to Section 6.2 of this report. 6.5 DOWNSTREAM ANALYSIS Stormwater runoff for the site will be routed from the proposed flow control manhole to the existing culvert flowing west under the existing access to the Walmart site (located to the west of the project property.) This culvert conveys stormwater into a series of channels draining to Red Rock Creek. The existing creek extends more than a mile upstream of the project collecting water from multiple properties. Flow from Red Rock Creek conveys water through established wetlands west of the Walmart site ultimately conveying water to Fanno Creek. Because the flows will be detained to pre-developed levels(and fifty percent of predeveloped levels for the 2-year storm event) and the relatively low contributing area to the creek, no impacts to downstream systems are anticipated. 7.0 Conclusion A stormwater management system has been designed per Clean Water Services' (CWS) Design and Construction Standards Manual for Sanitary Sewer and Surface Water Management(R&O 19-5) and the supporting documentation is contained within this report. Stormwater quality management will be provided by a stormwater treatment manhole for all new impervious areas with the exception of impervious areas impossible to be collected due to existing storm system elevations. Hydromodification and stormwater quantity management requirements for this project will be satisfied by utilizing an underground stormwater detention facility designed to provide peak-flow matching detention. Therefore,this project will not produce additional runoff to the downstream system and no adverse impacts to downstream facilities are anticipated. With the proposed improvements, stormwater requirements for this project will be satisfied. • AssBasecamp—City of Tigard September 2019 Stormwater Report Page 8 Appendix A: Vicinity and Basin Maps r-"- G7 4\> .....4., , MIL_ � �, 32 rr 7,,,y. _. ,A,..____,./-/ vorp..._ Lu 41"..i___,,,..... r -��0 I r ' -1- �A p•■ 3 pi 99W =\ ,` ---, __-�a c --`^ SW PFAFFLE� ,., ' ---, URG R N \ Tigard N. r� /► Park and• �' / I "%AP". ii (../ Z\ NI iii„,,,, o '- R04 ide o NI ----.____ .\-- 4 is> _0,1\ , sik...„j '74),, /te) 10441110,' ,skL 41IpliCrytal ski, 'lJ,-jFRc. i ‘ )— Q `'' \ 50 .�L, %q q(f / p Lake40 t" ;�- 31 r'�,+ /1/ TriM-t\Tigard� , PROJECT4 I Transit Center Park SITE and'Ride `" --r` l 6„.41 detwp L. 0 \ ./,` ..01 / Pri,,.. do.. \ / 250 � ( �A 'J � sofr, 5030Q i r Abu c) P SW OMA"A ST -141.,„,- 4 '< 10.0 ____ ti \\ <)i) -.._n_\_\ SW EDGEWOODST \Th 771--- I ' 7 N USGS QUADRANGLE MAP Mr DATE:09/06/2019 BASECAMP VICINITY MAP EXHIBIT • SCALE: 1"= 1000 FEET A ii_ AKS ENGINEERING & FORESTRY, LLC DRWN: AMC 12965 SW HERMAN RD, STE 100 CHKD: CEG 1000 0 400 600 8001000 TUALATIN, OR 97062 AKS JOB: ORIGINAL PAGE SIZE: 8.5" x 11" P:503.563.6151 F:503.563.6152 aks—eng.com 4762 DWG:4762 VICINITY MAP I VICINITY MAP o c' /‘?/1,90 "'l^\Y f-i// I l \ / (y_zzzzj I I �' i \ c‘ c L4 —EXISflNG CULVE T ► ,� l` ! ` • v cr` \"\ k `: • • , 9 9 9 4 9 6� cz a> 1 , I - 43, , ...:....../ ‹,, 2, Q >4( ' 1-... .-L. __T_•• \ \ y \ / /c.-7/ i / 1 , .,. .,/, \ z / /,/,,,,, ______) fe, _. --,.--- ,---_---/ / 1 • t -:.i,i 1-"' s 1 z.\::.../ 1 i)9 - - , // ---- -- . / i / 2.1 / / -'�/ ....„ I it .IIIR?..../ --- - A N T � r � —ram , / i I1 4 f / r 7- 1-- _ _ ______z_ kr 1 '''' , , ......H / „..... � Ta , • , �1Fe,---" // /1 '1./ / '--'- .N-f// L/ ,-,{ ---//- / 7 / j f ,,,/ , i li l'`•L' 14 4,1 > 7/ -v-',t, ___/ / 4;>/./4 ( ____./_,--- ef f ZZ ti IIj ) I / PE - fi ' / ''' ' ),\ ' -''y 22 ZZ / �� OJC ( ( 1 . 1 , /;--/: 7"-- //// f i j5-;-- 7-11 Ii / T-/ ///,' Z,/ /71-71_7\()>'\--,.*C.,,, ------ -1:::1\13 22- 1g! 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''* .‘ 1 ' .{.....:° REE_T____ _ . 4N / J i-..,.. :PH. _/r DATE:09/06/2019 MY 111.04 - /1 / / °A / ,,, = 0 i 1' I I I - c . i - h-i, — 1 1 , I . i POST-DEVELOPED BASIN MAP FIGURE 3 . . . ----. . --- -b 1.4 oil 1 1 BASECAMP DRWN: AMC 0 SCALE: 1"= 60 FEET Ki 'I- i tl 60 0 24 36 48 60 AKS ENGINEERING & FORESTRY, LLC CHKD: CEG I mesa rsiomm Emi 12965 SW HERMAN RD, STE 100 I TUALATIN, OR 97062 iii MI • . 1 AA13( AKS JOB: ORIGINAL PAGE SIZE: 17" x 11" (1 I P:503.563.6151 F:503.563.6152 aks-eng.com 4762 DWG:4762 BASIN MAP I POST Aiss Appendix B: Predeveloped and Post-Developed HydroCAD Analysis • 1 E PRE - DEVELOPED • �� SUbCBt Reach 'on. Link. Routing Diagram for 4762 PRE-DEVELOPED Prepared by AKS Engineering&Forestry, Printed 8/29/2019 HydroCAD®10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC 4762 PRE-DEVELOPED Prepared by AKS Engineering & Forestry Printed 8/29/2019 4111411 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.718 70 Brush, Fair, HSG C (1E) 0.327 77 Brush, Fair, HSG D (1E) 2.202 77 Brush, Poor, HSG C (1E) 0.105 98 Paved parking & roofs (1E) 4.351 75 TOTAL AREA 4762 PRE-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 8/29/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1 E: PRE-DEVELOPED Runoff = 0.33 cfs @ 8.07 hrs, Volume= 0.235 af, Depth= 0.65" Runoff by SBUH method, Split Pervious/lmperv., Time Span 0.00-48.00 hrs, dt= 0.05 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 14,240 77 Brush, Fair, HSG D 85,060 77 Brush, Poor, HSG C 10,850 77 Brush, Poor, HSG C 24,330 70 Brush, Fair, HSG C 50,490 70 Brush, Fair, HSG C 4,560 98 Paved parking & roofs 189,530 75 Weighted Average 184,970 97.59% Pervious Area 4,560 2.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 100 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 4.7 577 0.0870 2.06 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Subcatchment 1 E: PRE-DEVELOPED Hydrograph Type IA 24-hr 15.9 677 Total 0.36=/ ❑Runoff 0.34 I°.33 cfs 0.32= 0.3= 2-YEAR Rainfall=2.50" Runoff Area=189,530 sf Runoff Volume=0.235 of Runoff Depth=0.65" Flow Length=677' Tc=15.9 min CN=74/98 � // 0.28 0.26 0.22E 0.2= 0 a 018= 0.14= 0.12 0.08= / 0.04-, 0.027 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 PRE-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 8/29/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1 E: PRE-DEVELOPED Runoff = 0.67 cfs @ 8.05 hrs, Volume= 0.369 af, Depth 1.02" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 14,240 77 Brush, Fair, HSG D 85,060 77 Brush, Poor, HSG C 10,850 77 Brush, Poor, HSG C 24,330 70 Brush, Fair, HSG C 50,490 70 Brush, Fair, HSG C 4,560 98 Paved parking & roofs 189,530 75 Weighted Average 184,970 97.59% Pervious Area 4,560 2.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 100 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 4.7 577 0.0870 2.06 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.9 677 Total Subcatchment 1 E: PRE-DEVELOPED Hydrograph 0.75Y ❑Runoff 10.s7 cfs Type IA 24-hr 06 % 5-YEAR Rainfall=3.10" A Runoff Area=189,530 sf 0.45- Runoff Volume=0.369 of 3 0.25 0.4_ Runoff Depth=1.02" 0 0.35 Flow Length=677' Tc=15_9 m i n 0.21 CN=74/98 0.15 0.05" °al 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 PRE-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 8/29/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1 E: PRE-DEVELOPED Runoff = 0.89 cfs @ 8.04 hrs, Volume= 0.455 af, Depth= 1.25" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.05 his Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 14,240 77 Brush, Fair, HSG D 85,060 77 Brush, Poor, HSG C 10,850 77 Brush, Poor, HSG C 24,330 70 Brush, Fair, HSG C 50,490 70 Brush, Fair, HSG C 4,560 98 Paved parking & roofs 189,530 75 Weighted Average 184,970 97.59% Pervious Area 4,560 2.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 100 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" cfs I 4.7 577 0.0870 2.06 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.9 677 Total Subcatchment 1 E: PRE-DEVELOPED Hydrograph 1 / ❑Runoff" o.as Type IA 24-hr 10-YEAR Rainfall=3.45" Runoff Area=189,530 sf Runoff Volume=0.455 of 3 j Runoff Depth=1.25" LL j� Flow Length=677' Tc=15.9 min CN=74/98 246 8 1012141618202224262830323436384042444648 SO Time (hours) 4762 PRE-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 8/29/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1 E: PRE-DEVELOPED Runoff = 1.21 cfs @ 8.03 hrs, Volume= 0.571 af, Depth= 1.57" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 14,240 77 Brush, Fair, HSG D 85,060 77 Brush, Poor, HSG C 10,850 77 Brush, Poor, HSG C 24,330 70 Brush, Fair, HSG C 50,490 70 Brush, Fair, HSG C 4,560 98 Paved parking & roofs 189,530 75 Weighted Average 184,970 97.59% Pervious Area 4,560 2.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 100 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 4.7 577 0.0870 2.06 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.9 677 Total Subcatchment 1 E: PRE-DEVELOPED Hydrograph 7 i Runoff' 1,21 cfs I Type IA 24-hr 25-YEAR Rainfall=3.90" 1 Runoff Area=189,530 sf j Runoff Volume=0.571 of Runoff Depth=1.57" LL Flow Length=677' Tc=15_9 min CN=74/98 o 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • <9S> 1 R Landscaping 12 C (ios) 2R Parking and Sidewalk 8" C 6S 10R 4R 3R 9R 1—(5S) Parking, Sidewalk and 6" C 8"PVC VC 6" PVC Parking, Sidewalk and Landscaping \ Landscaping 7S 11R \ 5R �— 1S Parking, Sidewalk and 6" PVC 1 P 6" PVC Roof Landscaping 8S 12R 7 ' Dz.e l.n Pipe 8R 1 4S Parking, Sidewalk and 6" PVC 8"PVC Parking, Sidewalk and Landscaping Landscaping 11S 13R 16R 6R Q 15S Parking, Sidewalk and 6" PVC PVC 10" PVC Sidewalk and Landscaping Landscaping (12S {> 14R 7R (2s Parking, Sidewalk and 6" PVC 6" C Roof Landscaping (13S) > 15R (3S) 17R a 14S Parking, Sidewalk and 6" PVC Parking, Sidewalk and 6" PVC Sidewalk and Landscaping Landscaping Landscaping S ( ) Subcat Reach 'on• Link Routing Diagram for 4762 POST-DEVELOPED Prepared by AKS Engineering&Forestry, Printed 9/5/2019 HydroCAD®10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC 4762 POST-DEVELOPED Prepared by AKS Engineering & Forestry Printed 9/5/2019 411°. • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.051 98 Existing Building to Remain (14S) 1.665 80 Landscaping (3S, 4S, 5S, 6S, 7S, 8S, 9S, 11 S, 12S, 13S, 14S, 15S) 0.795 98 Paved parking (3S, 4S, 5S, 6S, 7S, 8S, 10S, 11 S, 12S, 13S) 0.009 98 Retaining Wall (9S) 1.579 98 Roofs (1S, 2S) 0.223 98 Sidewalk (3S, 4S, 5S, 6S, 9S, 10S, 11S, 12S, 13S, 14S, 15S) 4.322 91 TOTAL AREA 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1S: Roof Runoff = 0.29 cfs @ 7.88 hrs, Volume= 0.094 af, Depth= 2.27" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 21,660 98 Roofs 0 80 Landscaping 21,660 98 Weighted Average 21,660 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1 S: Roof Hydrograph 0.32=/ Li Runoff` 0.3_ I o.2s cfs 0.28 Type IA 24-hr S 2-YEAR Rainfall=2.50" 0 .221 Runoff Area=21,660 sf °.2 Runoff Voiume=0.094 af Runoff Depth=2.27" 3 0.16= LL 0.14 Tc=5.0 m i n 0.12= CN=0/98 0.1-_ 0.08 0.06-E 0.04 0.02= 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" ry Printed 9/5/2019 • HydroCAD®Preparedby 10.00-18AKSEngineering s/n 05096 ©&2016Forest HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: Roof Runoff = 0.62 cfs @ 7.88 hrs, Volume= 0.205 af, Depth= 2.27" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 47,130 98 Roofs 0 80 Landscaping 47,130 98 Weighted Average 47,130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Roof Hydrograph G Runoff 0.65- 10.62 cfs Type IA 24-hr 110 0.55 j 2-YEAR Rainfall=2.50" 0.5 Runoff Area=47,130 sf 0.45- Runoff Volume=0.205 af o 0.4 0 Runoff Depth=2.27" 0.35- LT- 0.3_ j Tc=5.0 min 0.25] CN=0/98 0.15 /2- 0.1= 0.05= i� 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 3S: Parking, Sidewalk and Landscaping Runoff = 0.07 cfs @ 7.89 hrs, Volume= 0.024 af, Depth 2.02" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 4,320 98 Paved parking 790 98 Sidewalk 1,110 80 Landscaping 6,220 95 Weighted Average 1,110 17.85% Pervious Area 5,110 82.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Parking, Sidewalk and Landscaping Hydrograph 0.08 I Runoff` 0.075 0.07 0.07 Type IA 24-hr 2-YEAR Rainfall=2.50" 0.065_ 0.06 0.055 Runoff Area=6,220 sf 0.05 Runoff Volume=0.024 af Runoff Depth=2.02" Tc=5.0 m i n CN=80/98 0.045 % 0.04 LL 0.035- 0.03- 0.025 0.02 0.015:: 0.01 0.005 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 4S: Parking, Sidewalk and Landscaping Runoff = 0.04 cfs @ 7.88 hrs, Volume= 0.013 af, Depth= 2.16" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 2,470 98 Paved parking 490 98 Sidewalk 250 80 Landscaping 3,210 97 Weighted Average 250 7.79% Pervious Area 2,960 92.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: Parking, Sidewalk and Landscaping Hydrograph 0.044-, ❑Runoff / 0.042 i o.04 cfs 004 Type IA 24-hr 0.038" 0.034_ 2-YEAR Rainfall=2.50" °003_ j Runoff Area=3,210 sf w 0.028 Runoff Volume=0.013 af o °.024_ % Runoff Depth=2.16 0.022- - 0.02 Tc=5.0 min 0.018,, 0.016, CN=80/98 0.014, 0.012- 0.01, 0.008- 0.006= 0.004 0.002 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) S 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 7 1111 Summary for Subcatchment 5S: Parking, Sidewalk and Landscaping Runoff = 0.02 cfs @ 7.88 hrs, Volume= 0.008 af, Depth= 2.26" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 1,740 98 Paved parking 100 98 Sidewalk 10 80 Landscaping 1,850 98 Weighted Average 10 0.54% Pervious Area 1,840 99.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Parking, Sidewalk and Landscaping Hydrograph / 0.026_ i. Runoff 411) i 0.02 cfs °.024 Type IA 24-hr 0.022 2-YEAR Rainfall=2.50" 0.0 2 Runoff Area=1,850 sf ::: y Runoff Volume=0.008 af 0014- Runoff Depth=2.26" o it 0.012 l Tc=5.0 m i n j CN=80/98 0.008 0.006 :::: 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & F ore stry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 6S: Parking, Sidewalk and Landscaping Runoff = 0.05 cfs @ 7.90 hrs, Volume= 0.018 af, Depth= 1.91" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 3,540 98 Paved parking 1,310 80 Landscaping 140 98 Sidewalk 4,990 93 Weighted Average 1,310 26.25% Pervious Area 3,680 73.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Parking, Sidewalk and Landscaping Hydrograph 0.06 / ❑Runoff • 0.055- o.os ors J Type IA 24-h r 0.05- 00.0 2-YEAR Rainfall=2.50" 5 004 Runoff Area=4,990 sf Runoff Volume=0.018 af H 0.035 Runoff Depth=1.91" • 0.03 LL 0.025= Tc=5.0 m i n 002 CN=80/98 0.015 0.01 0.005 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 7S: Parking, Sidewalk and Landscaping Runoff = 0.02 cfs @ 7.89 hrs, Volume= 0.008 af, Depth= 1.99" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 1,720 98 Paved parking 440 80 Landscaping 2,160 94 Weighted Average 440 20.37% Pervious Area 1,720 79.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: Parking, Sidewalk and Landscaping I o.oz Hydrograph Type IA 24-hr 0.026- ❑Runoff` • 0.024- � cfs 0.022 2-YEAR Rainfall=2.50" 002= Runoff Area=2,160 sf Runoff Volume=0.008 af Runoff Depth=1.99" Tc=5.0 m i n CN=80/98 0.018 0.016 0.014= 3 LL 0.012- 0.01= 0.008 0.006 0.004 0.002 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) s 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 8S: Parking, Sidewalk and Landscaping Runoff = 0.04 cfs @ 7.88 hrs, Volume= 0.013 af, Depth= 2.17" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 2,920 98 Paved parking 220 80 Landscaping 3,140 97 Weighted Average 220 7.01% Pervious Area 2,920 92.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: Parking, Sidewalk and Landscaping Hydrograph 0.044 / 0.042 C Runoff` 0.04 o.oa • 0.038- Type IA 24-hr 0:034 2-YEAR Rainfall=2.50" 0.032 0 32 Runoff Area=3,140 sf 0.028 0.02 - Runoff Volume=0.013 af 3 0:022 Runoff Depth=2.17" .02 Tc=5.0 min 0.00.016 CN=80/98 0.0140.01- o.00s± 0.004. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • 41). HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 9S: Landscaping Runoff = 0.03 cfs @ 8.00 hrs, Volume= 0.012 af, Depth= 1.02" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 5,700 80 Landscaping 380 98 Retaining Wall 200 98 Sidewalk 6,280 82 Weighted Average 5,700 90.76% Pervious Area 580 9.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 9S: Landscaping Hydrograph 0.034. ❑Runoff 0.032 10.0 0.03 Type IA 24-hr 2-YEAR Rainfall=2.50" 2.50" 0.024 Runoff Area=6,280 sf 0.022_ j Runoff Volume=0.012 af 0.02 0.018 Runoff Depth=1.02" 0 0.016 Tc=5.0 min 0.014 0.012- CN=80/98 0.008 0.006 I 0.004 0.002 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" eery Printed 9/5/2019 HydroCAD®Prparedby 10.00-18AKSEngineering s/n 05096 ©2016& For HydrstoCAD Software Solutions LLC Page 12 Summary for Subcatchment 10S: Parking and Sidewalk Runoff = 0.05 cfs @ 7.88 hrs, Volume= 0.017 af, Depth= 2.27" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 3,470 98 Paved parking 540 98 Sidewalk 4,010 98 Weighted Average 4,010 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: Parking and Sidewalk Hydrograph 7 C�Runoff 0.055 10.05 cfs 0.05 Type IA 24-hr 2-YEAR Rainfall=2.50" 0.045 0.04 j Runoff Area=4,010 sf 0.035 Runoff Volume=0.017 af Runoff Depth=2.27" 3 0.03 LL 0.025 Tc=5.0 m i n 002 CN=0/98 0.015 0.01 0.005 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) .41) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 11 S: Parking, Sidewalk and Landscaping Runoff = 0.06 cfs @ 7.89 hrs, Volume= 0.021 af, Depth= 1.98" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 4,200 98 Paved parking 110 98 Sidewalk 1,160 80 Landscaping 5,470 94 Weighted Average 1,160 21.21% Pervious Area 4,310 78.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 11S: Parking, Sidewalk and Landscaping 0.015, Hydrograph 0.065 ❑Runoff l o.os cfs 0.06 Type IA 24-hr 0.055 ✓ 2-YEAR Rainfall=2.50" OA45 Runoff Area=5,470 sf 0.05 Runoff Volume=0.021 af 0.04 0.035 Runoff Depth=1.98" LL 0.03 Tc=5.0 m i n 0.025.: j C N=80/98 0.02- 0.005.3 o , . //////l/// 0 2 4 6 8 10 12 14 16 1'8 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) S POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 111) HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 12S: Parking, Sidewalk and Landscaping Runoff = 0.06 cfs @ 7.89 hrs, Volume= 0.020 af, Depth= 2.00" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 3,640 98 Paved parking 600 98 Sidewalk 1,010 80 Landscaping 5,250 95 Weighted Average 1,010 19.24% Pervious Area 4,240 80.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 12S: Parking, Sidewalk and Landscaping I o.os crs Hydrograph 7 0.065 0.06 Type IA 24-hr 0.055 2-YEAR Rainfall=2.50" 0045 Runoff Area=5,250 sf Runoff Volume=0.020 af 0.035 j Runoff Depth=2.00" 0.04 0.05 LL 0 03 Tc=5.0 m i n 00 02 C N=80/98 0.015- 0.005 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) CI 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 15 G R Summary for Subcatchment 13S: Parking, Sidewalk and Landscaping Runoff = 0.12 cfs @ 7.92 hrs, Volume= 0.042 af, Depth= 1.65" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 6,590 98 Paved parking 750 98 Sidewalk 5,930 80 Landscaping 13,270 90 Weighted Average 5,930 44.69% Pervious Area 7,340 55.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0.13 Direct Entry, Subcatchment 13S: Parking, Sidewalk and Landscaping Hydrograph unoff 0.12, Type IA 24-hr 2-YEAR Rainfall=2.50" Oo9= j Runoff Area=13,270 sf :::. Runoff Volume=0.042 af j Runoff Depth=1.65" LL 0.06_ 0.04 0.03 0.02_ j Tc=5.0 min 0.05= CN=80/98 0.01. 0 2 4 6 8 10 1'2 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 14S: Sidewalk and Landscaping Runoff = 0.28 cfs @ 8.00 hrs, Volume= 0.111 af, Depth= 1.01" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 2,780 98 Sidewalk 2,210 98 Existing Building to Remain 52,440 80 Landscaping 57,430 82 Weighted Average 52,440 91.31% Pervious Area 4,990 8.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Sidewalk and Landscaping Hydrograph 0.3^ Ci Runoff 0.28 1-'.za ds Type IA 24-hr 0.26 0.24_ 2-YEAR Rainfall=2.50" 0.22] Runoff Area=57,430 sf 0.2: ,/ Runoff Volume=0.111 af h 0.18- o.1s� Runoff Depth=1.01" LL 0.14_ Tc=5.0 min 012 CN=80/98 °.1 0.08 0.02 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • 4762 POST-DEVELOPED Type /A 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 17 ❑Runoff Summary for Subcatchment 15S: Sidewalk and Landscaping Runoff = 0.05 cfs @ 7.92 hrs, Volume= 0.019 af, Depth= 1.61" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-YEAR Rainfall=2.50" Area (sf) CN Description 3,220 98 Sidewalk 2,960 80 Landscaping 6,180 89 Weighted Average 2,960 47.90% Pervious Area 3,220 52.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: Sidewalk and Landscaping Hydrograph Type IA 24-hr 2-YEAR Rainfall=2.50" Runoff Area=6,180 sf Runoff Volume=0.019 af 0.06 / 0.055 (o.os4l � 0.05 0.045 004- �0 w 0.035 Runoff Depth=1.61" Tc=5.0 m i n CN=80/98 0.03- zz 0.025 0.02_ 0.015- 0.005- // 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 18 Summary for Reach 1 R: 12" PVC Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth > 0.73" for 2-YEAR event Inflow = 0.08 cfs @ 24.10 hrs, Volume= 0.248 af Outflow = 0.08 cfs @ 24.12 hrs, Volume= 0.247 af, Atten= 0%, Lag= 1.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.89 fps, Min. Travel Time= 0.6 min Avg. Velocity = 2.67 fps, Avg. Travel Time= 0.7 min Peak Storage= 3 cf @ 24.11 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 6.71 cfs 12.0" Round Pipe n= 0.013 Length= 109.5' Slope= 0.0354 '/' Inlet Invert= 186.92', Outlet Invert= 183.04' Reach 1 R: 12" PVC Hydrograph / 0 Inflow 0.085 o.oe 0 Outflow Inflow Area=4.085 - 008cfs 00775 Avg. Flow De •7;... 181 �� I/�ljpjy/�// 0.065 Max Vel// i fps 0.06 12.0" 0.055_ �/ 72 0005 Rou 0/ ipe n 0, 3 2 0.04 0.035 L=/+9.5' 0 003 / 0.0354 '/' 025 /c 002 ,4 apacity=6.71 cfs 0.015_ 0.01L1 0.005 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 82 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 19 Summary for Reach 2R: 8" PVC Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth > 0.73" for 2-YEAR event Inflow = 0.08 cfs @ 24.09 hrs, Volume= 0.248 af Outflow = 0.08 cfs @ 24.10 hrs, Volume= 0.248 af, Atten= 0%, Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.53 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.42 fps, Avg. Travel Time= 0.3 min Peak Storage= 1 cf @ 24.09 hrs Average Depth at Peak Storage= 0.14' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 0.85 cfs 8.0" Round Pipe n= 0.013 Length= 26.0' Slope= 0.0050 '/' Inlet Invert= 184.42', Outlet Invert= 184.29' Reach 2R: 8" PVC Hydrograph ❑ Inflow 0.08 cfs . ❑Outflow Inflow Area=4.085 ��.0.085 _.,�� - - " 0A075 Avg. Flow . 4. /��pj�i jir� 0.065-0.07 Max Vel// fps 0.06- 8.0" • 0.055 0.05 Rou ipe 3 0.045 n=0 3 LL 0.04 4 0.03. 0.0050 '/' 0.025 0.02 apacity=0.85 cfs 0.015- 001 0.005 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" yory Printed 9/5/2019 • HydroCAD®Preparedb 10.00AKS_Si8Engineering s/n 05096 ©&2016 Hydrrest oCAD Software Solutions LLC Page 20 Summary for Reach 3R: 8" PVC Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth > 0.73" for 2-YEAR event Inflow = 0.08 cfs @ 24.09 hrs, Volume= 0.248 af Outflow = 0.08 cfs @ 24.09 hrs, Volume= 0.248 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.56 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.44 fps, Avg. Travel Time= 0.2 min Peak Storage= 1 cf @ 24.09 hrs Average Depth at Peak Storage= 0.14' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 0.88 cfs 8.0" Round Pipe n= 0.013 Length= 13.3' Slope= 0.0053 '/' Inlet Invert= 186.79', Outlet Invert= 186.72' • CD Reach 3R: 8" PVC Hydrograph ❑Inflow 0.085 0.08 cfs . ❑Outflow 008 Inflow Area=4.085 �%e,j� `��Ijr� 0.075 Avg. Flow De jlj�i��!��4' 0.065= Max Vel/ ����fps o.os 8.0" 0.055 rn 0.05 Rou ipe c 0.045- n=0% 3 a 0.04_ 0.035: L= • .3 0.03= ` 0.0053 '/' 0.025: 0.02= apacity=0.88 cfs 0.015= 001 0.005: � 0 / .,,, , , ,,,, ,,,,,,,,, r/ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 4'2 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 21 Summary for Reach 4R: 8" PVC Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 4.56 cfs 8.0" Round Pipe n= 0.013 Length= 19.2' Slope= 0.1427 '/' Inlet Invert= 186.79', Outlet Invert= 184.05' Reach 4R: 8" PVC C / Hydrograph 1- 0 Inflow 0 Outflow Avg. Flow Depth=0.00' Max Vel=0.00 fps 8.0" Round Pipe n=0.013 L=19.2' S=0.1427 '/' Capacity=4.56 cfs (o.00 •0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" PrepS g Printed 9/5/2019 HydroCAD®aredby 10.00AK-18En s/n 05096ineering©2016& HydForestry roCAD Software Solutions LLC Page 22 • Summary for Reach 5R: 6" PVC Inflow Area = 0.497 ac,100.00% Impervious, Inflow Depth = 2.27" for 2-YEAR event Inflow = 0.29 cfs @ 7.88 hrs, Volume= 0.094 af Outflow = 0.29 cfs @ 7.88 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 9.00 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.04 fps, Avg. Travel Time= 0.1 min Peak Storage= 1 cf @ 7.88 hrs Average Depth at Peak Storage= 0.11' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.72 cfs 6.0" Round Pipe n= 0.013 Length= 31.3' Slope= 0.2355 '/' Inlet Invert= 197.16', Outlet Invert= 189.79' 110 0 Reach 5R: 6" PVC Hydrograph 0.32-/ El Inflow 0.29 cfs 0 Outflow 0.3 '0.29cfs Inflow Area=0.497 ac Avg. Flow Depth=0.11' 0.26- ;� 0.24_ / Max VeI=9.00 fps 0.22= ! " 0.2y /% 6.0 w 0.18- ••% Round Pipe o.1a= %% n=0.013 0.12 /% L=31.3' _0.2355 . ' 0.06 Capacity=2.72 cfs 0.04 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 23 Summary for Reach 6R: 10" PVC Inflow Area = 2.616 ac, 51.16% Impervious, Inflow Depth = 1.60" for 2-YEAR event Inflow = 0.99 cfs @ 7.92 hrs, Volume= 0.348 af Outflow = 0.99 cfs @ 7.93 hrs, Volume= 0.348 af, Atten= 0%, Lag= 0.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.05 fps, Min. Travel Time= 0.4 min Avg. Velocity = 2.91 fps, Avg. Travel Time= 0.7 min Peak Storage= 25 cf @ 7.93 hrs Average Depth at Peak Storage= 0.32' Bank-Full Depth= 0.83' Flow Area= 0.5 sf, Capacity= 3.10 cfs 10.0" Round Pipe n= 0.013 Length= 128.5' Slope= 0.0200 '/' Inlet Invert= 192.36', Outlet Invert= 189.79' Reach 6R: 10" PVC Hydrograph / r Inflow I o.ee cfs I ❑Outflow 1 V i°e9cfs Inflow Area=2.616 ac 7.7 Avg. Flow Depth=0.32' Max Vet=5.05 fps /. Round Pipe 2. n=0.013 L=128.5 Capacity=3.10 cfs 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 110 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 24 Summary for Reach 7R: 6" PVC Inflow Area = 0.143 ac, 82.15% Impervious, Inflow Depth = 2.02" for 2-YEAR event Inflow = 0.07 cfs @ 7.89 hrs, Volume= 0.024 af Outflow = 0.07 cfs @ 7.89 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 6.29 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.55 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.93 cfs 6.0" Round Pipe n= 0.013 Length= 3.0' Slope= 0.2733 '/' Inlet Invert= 193.11', Outlet Invert= 192.29' Reach 7R: 6" PVC Hydrograph 0.08 / Li Inflow 007 cry ❑Outflow 0.075. [o.O cfs Inflow Area=0.143 ac 0.07 0.065 -�/, Avg. Flow Depth=0.05' 0.06 � Max Vel=6.29 fps • 0.055: �� r 0.05 /% 6.0 0.045_ 0% Round Pipe 0.04_ LL 0.035L=3.0' Oø n=0_013 0.025 0.02 � Ca ac it 2 93 cfs 0.015_ //////////// p Y 0.01= / 0.005; .4 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 25 Summary for Reach 8R: 8" PVC Inflow Area = 0.074 ac, 92.21% Impervious, Inflow Depth = 2.16" for 2-YEAR event Inflow = 0.04 cfs @ 7.88 hrs, Volume= 0.013 af Outflow = 0.04 cfs @ 7.89 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 7.33 fps, Min. Travel Time= 0.0 min Avg. Velocity = 4.15 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 4.68 cfs 6.0" Round Pipe n= 0.013 Length= 7.8' Slope= 0.6962 '/' Inlet Invert= 196.62', Outlet Invert= 191.19' Reach 8R: 8" PVC Hydrograph / ❑Inflow 0.044 Lo4 cfs ❑Outflow 0.042 Io.°acts Inflow Area=0.074 ac 0.04 0:036' Avg. Flow Depth=0.03' 0.034 Max Vel=7.33 fps 0.032 0.03 6.0" 0.028' % 0.022 Round Pipe 0.013 0018 n L=7 8 . S=0.6962 '/' 0 012 Capacity=4.68 cfs 0.01_ o.00s 0.004 o.000 /; // � 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 26 Summary for Reach 9R: 6" PVC Inflow Area = 0.042 ac, 99.46% Impervious, Inflow Depth = 2.26" for 2-YEAR event Inflow = 0.02 cfs @ 7.88 hrs, Volume= 0.008 af Outflow = 0.02 cfs @ 7.88 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.04 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.86 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.88 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 3.42 cfs 6.0" Round Pipe n= 0.013 Length= 16.8' Slope= 0.3708 '/' Inlet Invert= 198.52', Outlet Invert= 192.29' Reach 9R: 6" PVC Hydrograph Inflow I0.02�I [1 Outflow 0.026 I0.02 ' Inflow Area=0.042 ac 0.024 / Avg. Flow Depth=0.03' 0.022- ;i 0.02- /0 Max Vet=5.04 fps 0.018= % 6.0" N 0016 Round Pipe 0.014-, 0 012- 0.008 :::: j d/4�iii Capacity=3.42 cfs 0 0020 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 110 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 27 Summary for Reach 10R: 6" PVC Inflow Area = 0.164 ac, 75.52% Impervious, Inflow Depth = 1.93" for 2-YEAR event Inflow = 0.08 cfs @ 7.90 hrs, Volume= 0.026 af Outflow = 0.08 cfs @ 7.90 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 4.93 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.79 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.90 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.00 cfs 6.0" Round Pipe n= 0.013 Length= 19.4' Slope= 0.1268 '/' Inlet Invert= 194.75', Outlet Invert= 192.29' Reach 10R: 6" PVC Hydrograph / ❑Inflow 0.085-: 10.08 cfs( ❑Outflow 0.08 L°° ,/ Inflow Area=0.164 ac 0.075` Avg. Flow Depth 0.07' 0.07 0.065 /'° Max Vel=4.93 fps 0.06= 0.055; `/ 6'0n 0.05_ / Round Pipe 0.045 g n=0.013 c 0.04� LL 0.035 L=19.4' 0.03 S=0.1268 '/' 0.025 <," 0.02.' �# , Capacity=2.00 cfs 0.015 001; 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 28 Summary for Reach 11 R: 6" PVC Inflow Area = 0.050 ac, 79.63% Impervious, Inflow Depth = 1.99" for 2-YEAR event Inflow = 0.02 cfs @ 7.89 hrs, Volume= 0.008 af Outflow = 0.02 cfs @ 7.90 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.17 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.80 fps, Avg. Travel Time= 0.2 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.75 cfs 6.0" Round Pipe n= 0.013 Length= 19.1' Slope= 0.0974 '/' Inlet Invert= 194.37', Outlet Invert= 192.51' 0 Reach 11 R: 6" PVC Hydrograph 0 Inflow 0.026 I o.02 crs I 0 Outflow 0.02 crs. , Inflow Area=0.050 ac ::::. %% Avg. Flow Depth=0.04' 0.02 , Max VeI=3.17 fps 0.018_ /` 6.0" 0.016 • 0.014- Round Pipe n=0.013 a 0.012: 0 L=19.1' 0.01 0.008 S=0.0974 '/' j Capacity=1.75 cfs 0.006- 0.004.= ///// 0.002_ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 STime (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 29 Summary for Reach 12R: 6" PVC Inflow Area = 0.072 ac, 92.99% Impervious, Inflow Depth = 2.17" for 2-YEAR event Inflow = 0.04 cfs @ 7.88 hrs, Volume= 0.013 af Outflow = 0.04 cfs @ 7.89 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 4.74 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.67 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.88 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.53 cfs 6.0" Round Pipe n= 0.013 Length= 12.8' Slope= 0.2031 '/' Inlet Invert= 194.89', Outlet Invert= 192.29' Reach 12R: 6" PVC Hydrograph 0.044 El 0.042 ooacrs ❑Outflow 0.04 I 04�' Inflow Area=0.072 ac 0.038 Avg. Flow Depth=0.04' 0.03 0.034 Max Vel=4.74 fps 0.032-_ n 0.028: 6.0 0.024 Round Pipe o °0 02 n=0.013 0.018 L=12.8' 0.014= S=0.2031 '/' �llj Capacity=2.53 cfs 0.006 0.004= 0.002: 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 30 Summary for Reach 13R: 6" PVC Inflow Area = 0.126 ac, 78.79% Impervious, Inflow Depth = 1.98" for 2-YEAR event Inflow = 0.06 cfs @ 7.89 hrs, Volume= 0.021 af Outflow = 0.06 cfs @ 7.90 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 4.02 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.27 fps, Avg. Travel Time= 0.2 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.65 cfs 6.0" Round Pipe n= 0.013 Length= 24.1' Slope= 0.0867 '/' Inlet Invert= 191.88', Outlet Invert= 189.79' Reach 13R: 6" PVC Hydrograph / ❑Inflow 10.06 cfs I ❑Outflow 0.065 �06da Inflow Area=0.126 ac 0.06 0.055 ir/,° Avg. Flow Depth=0.07' �% Max Vel=4.02 fps 0.045_ 6.0" H 0.04- j0 Round Pipe 00 03 n=0.013 u. 0.025. L=24.1' 0.02: j j/,. S=0.0867 'I' 0.015- Capacity 1.65 cfs 0.005 r/d� 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 31 Summary for Reach 14R: 6" PVC Inflow Area = 0.121 ac, 80.76% Impervious, Inflow Depth = 2.00" for 2-YEAR event Inflow = 0.06 cfs @ 7.89 hrs, Volume= 0.020 af Outflow = 0.06 cfs @ 7.90 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.38 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.34 fps, Avg. Travel Time= 0.7 min Peak Storage= 1 cf @ 7.90 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 0.79 cfs 6.0" Round Pipe n= 0.013 Length= 56.6' Slope= 0.0200 '/' Inlet Invert= 191.50', Outlet Invert= 190.37' Reach 14R: 6" PVC Hydrograph Inflow 0.065- I o.olds I ❑Outflow 0.06- I00� Inflow Area=0.121 ac 0.055= Avg. Flow Depth=0.09' 0.05- Max Vet=2.38 fps 0.045- 6.0" 0.04_ Round Pipe 0.035 = f n=0.013 .2 0.03, 0.025 / L=56.6 0.02- : S=0.0200 '/' 0.015] Capacity=0.79 cfs 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 32 1110 Summary for Reach 15R: 6" PVC Inflow Area = 0.305 ac, 55.31% Impervious, Inflow Depth = 1.65" for 2-YEAR event Inflow = 0.12 cfs @ 7.92 hrs, Volume= 0.042 of Outflow = 0.12 cfs @ 7.93 hrs, Volume= 0.042 af, Atten= 0%, Lag= 1.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.92 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.67 fps, Avg. Travel Time= 1.0 min Peak Storage= 4 cf @ 7.92 hrs Average Depth at Peak Storage= 0.13' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 0.80 cfs 6.0" Round Pipe n= 0.013 Length= 100.0' Slope= 0.0201 '/' Inlet Invert= 192.38', Outlet Invert= 190.37' Reach 15R: 6" PVC Hydrograph / ❑Inflow 0.13- i.o1?�i ❑Outflow �.12 Inflow Area=0.305 ac 0.12- Avg. Flow Depth=0.13' 0.1_ Max Vel=2.92 fps 0.09= / 6.0" °°8- Round Pipe p 0.06= n=0.013 0.05: L=100.0' 0.04 S=0.0201 'I' 0.03 ////�/// Capacity 0.80 cfs 0.01 / > o . 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 33 Summary for Reach 16R: 6" PVC Inflow Area = 0.425 ac, 62.53% Impervious, Inflow Depth = 1.75" for 2-YEAR event Inflow = 0.18 cfs @ 7.92 hrs, Volume= 0.062 af Outflow = 0.18 cfs @ 7.92 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 4.69 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.67 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.92 hrs Average Depth at Peak Storage= 0.13' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.31 cfs 6.0" Round Pipe n= 0.013 Length= 10.6' Slope= 0.0547 '/' Inlet Invert= 190.37', Outlet Invert= 189.79' Reach 16R: 6" PVC Hydrograph 0.2_/ ®Inflow 10.18 cfs I 0 Outflow 0.19- 10.18cfs Inflow Area=0.425 ac 0.18 0.17 Avg. Flow Depth=0.13' 0.15= 00 Max Vel=4.69 fps 0.14 0 6. 0.13_ „ 0.11= Round Pipe 0 0.1. j1 n=0.013 LL 0.08 L=10.6' 0.06 % S=0.0547 '/' 0.05 j/ I/rjI//////// Capacity=1.31 cfs 0.03= 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 34 • Summary for Reach 17R: 6" PVC Inflow Area = 1.318 ac, 8.69% Impervious, Inflow Depth = 1.01" for 2-YEAR event Inflow = 0.28 cfs @ 8.00 hrs, Volume= 0.111 af Outflow = 0.28 cfs @ 8.00 hrs, Volume= 0.111 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.76 fps, Min. Travel Time= 0.2 min Avg. Velocity = 3.34 fps, Avg. Travel Time= 0.3 min Peak Storage= 3 cf @ 8.00 hrs Average Depth at Peak Storage= 0.15' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.47 cfs 6.0" Round Pipe n= 0.013 Length= 55.8' Slope= 0.0690 '/' Inlet Invert= 200.79', Outlet Invert= 196.94' Reach 17R: 6" PVC Hydrograph / '!Inflow 0.3= I0228 i._ Outflow ro-2ac T Inflow Area=1.318 ac 0.28 0.26 ;%0 Avg. Flow Depth=0.15' 0.24- Max VeI=5.76 fps 0.2 2 6.0., f 0.18- � % Round Pipe 0 0.14_ n=0.013 0.12 j%rz L=55.8' 0.081 j/ Capacity=1.47 cfs 0.06 / 0.02 /.g77: 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 411 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 411. HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 35 Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth = 1.75" for 2-YEAR event Inflow = 1.73 cfs @ 7.92 hrs, Volume 0.596 af Outflow = 0.08 cfs @ 24.09 hrs, Volume= 0.248 af, Atten= 95%, Lag= 970.1 min Primary = Summary for Pond 1 P: 72" Detention Pipe 0.08 cfs @ 24.09 hrs, Volume= 0.248 af Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 192.64'@ 24.09 hrs Surf.Area= 1,443 sf Storage= 21,339 cf Flood Elev= 191.00' Surf.Area= 4,173 sf Storage 16,108 cf Plug-Flow detention time= 1,202.7 min calculated for 0.248 af(42% of inflow) Center-of-Mass det. time=900.9 min ( 1,608.3 - 707.4 ) Volume Invert Avail.Storage Storage Description #1 186.79' 21,488 cf 72.0" Round Pipe Storage L= 760.0' Invert Outlet Devices Device Routing #1 Primary 186.79' 8.0" Round Culvert L= 1.0' Ke= 0.600 Inlet/ Outlet Invert= 186.79'/ 186.78' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #2 Device 1 186.79' 1.1" Horiz. Orifice/Grate C= 0.620 Limited to weir flow at low heads #3 Device 1 192.65' 8.0" Horiz. Orifice/Grate C= 0.620 Limited to weir flow at low heads #4 Device 5 192.65' 8.0" Horiz. Orifice/Grate C= 0.620 Limited to weir flow at low heads #5 Secondary 186.79' 12.0" Round Culvert L= 21.5' Ke= 0.600 Inlet/ Outlet Invert= 186.79'/ 184.04' S= 0.1279 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=0.08 cfs @ 24.09 hrs HW=192.64' (Free Discharge) L1=Culvert (Passes 0.08 cfs of 3.70 cfs potential flow) '2=Orifice/Grate (Orifice Controls 0.08 cfs @ 12.03 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 1-econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=186.79' (Free Discharge) 5=Culvert ( Controls 0.00 cfs) t4=Orifice/Grate ( Controls 0.00 cfs) 4762 POST-DEVELOPED Type IA 24-hr 2-YEAR Rainfall=2.50" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 36 Pond 1 P: 72" Detention Pipe Hydrograph 192.64' ■Elevation 192 0 Inflow [173 In -a=4.085 ac Li Outflow ❑Primary Peak - •4r ❑Secondary ;/ 191 Storage=21, / 190 / o A I 189 w tri U % 1 o 188 LL //' 187 7J "?- i7 0.06 cis "ff 3 - i�//s ffsrff<f- .j<c ���•.rr� 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) s 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 °el 111, HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 1S: Roof Runoff = 0.36 cfs @ 7.88 hrs, Volume= 0.119 af, Depth 2.87" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 21,660 98 Roofs 0 80 Landscaping 21,660 98 Weighted Average 21,660 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1 S: Roof Hydrograph 0.4-/ Runoff 0.38= 10.36 cfs 0.36_ Type IA 24-hr 0.34= 0.32_ 5-YEAR Rainfall=3.10" 03= Runoff Area=21,660 sf 0.26m Runoff Volume=0.119 af 0.24 °02 Runoff Depth=2.87" LLo Tc=5.0 m i n 014_ j CN-0/98 0.06= 0.04: // 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 •41411 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 2S: Roof Runoff = 0.78 cfs @ 7.88 hrs, Volume= 0.259 af, Depth 2.87" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 47,130 98 Roofs 0 80 Landscaping 47,130 98 Weighted Average 47,130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Roof Hydrograph 0.85 / C Runoff 0.8= (o.iecrs 0.75 Type IA 24-hr 5-YEAR Rainfall=3.10" °os- Runoff Area=47,130 sf 0.55_ / Runoff Volume=0.259 af 045 Runoff Depth=2.87" 0.4: Tc=5.0 min a 0.35= 03= j CN=O/98 0.25: 0.2= 0.15 0.05. y/ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 39 ❑Runoff` Summary for Subcatchment 3S: Parking, Sidewalk and Landscaping Runoff = 0.09 cfs @ 7.89 hrs, Volume= 0.031 af, Depth= 2.59" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description * 4,320 98 Paved parking * 790 98 Sidewalk * 1,110 80 Landscaping 6,220 95 Weighted Average 1,110 17.85% Pervious Area 5,110 82.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Parking, Sidewalk and Landscaping 0.005,7 Hydrograph 7 • 0.1= 0.095= I a.os 0.09- Type IA 24-hr 0.085 0.08 0.07= 0.06. 5-YEAR Rainfall=3.10" 0.075' Runoff Area=6,220 sf 0.065 / Runoff Volume=0.031 af ,0.055 0.05 _ Runoff Depth=2.59" cfs ,�0.045= Tc=5.0 m i n 004= CN=80198 0.035 0.03= 0.025. 0.01,;-. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) W4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 41) HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 4S: Parking, Sidewalk and Landscaping Runoff = 0.05 cfs @ 7.88 hrs, Volume= 0.017 af, Depth 2.75" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 2,470 98 Paved parking 490 98 Sidewalk 250 80 Landscaping 3,210 97 Weighted Average 250 7.79% Pervious Area 2,960 92.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: Parking, Sidewalk and Landscaping 10.05 Hydrograph 0.055 / Li Runoff 0.05 % Type IA 24-hr 0.045 5-YEAR Rainfall=3.10" 0.04 % Runoff Area=3,210 sf 0.035 Runoff Volume=0.017 af 0.03 Runoff Depth=2.75" LL 0.025 Tc=5.0 m i n 0.02 j CN=80/98 0.015 0.01- 0.005 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 CD HydroCAD Software Solutions LLC Page 41• Summary for Subcatchment 5S: Parking, Sidewalk and Landscaping Runoff = 0.03 cfs @ 7.88 hrs, Volume= 0.010 af, Depth= 2.86" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 1,740 98 Paved parking 100 98 Sidewalk 10 80 Landscaping 1,850 98 Weighted Average 10 0.54% Pervious Area * 1,840 99.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Parking, Sidewalk and Landscaping Hydrograph 0.034_/ C Runoff 0.032- 10.03 cfs 0.03 Type IA 24-hr 0028 5-YEAR Rainfall=3.10" 0.026= 0.024 Runoff Area=1,850 sf 0.022 Runoff Volume=0.010 af 0.02 0.018-1 Runoff Depth=2.86" o 0.016 Tc=5.0 min LL 0.014 0.012 CN=80/98 0.01 0.008 0.006 0.004 0.002 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 411). HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Pace 42 Summary for Subcatchment 6S: Parking, Sidewalk and Landscaping Runoff = 0.07 cfs @ 7.89 hrs, Volume= 0.024 af, Depth= 2.46" Runoff by SBUH method, Split Pervious/lmperv., Time Span 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 3,540 98 Paved parking 1,310 80 Landscaping 140 98 Sidewalk 4,990 93 Weighted Average 1,310 26.25% Pervious Area 3,680 73.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Parking, Sidewalk and Landscaping Hydrograph Type IA 0.075 I_Runoff 0.07: 10.o7 crs 0.065= - 24-hr 5-YEAR Rainfall=3.10" 0.0s. 0.055 Runoff Area=4,990 sf Runoff Volume=0.024 af 0.05 n- 0.045 0.04 Runoff Depth=2.46" Tc=5.0 m i n 0.03 CN=80/98 LL 0.035 0.025 0.02 0.015 0.01 0.005 0 2 40 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment 7S: Parking, Sidewalk and Landscaping Runoff = 0.03 cfs @ 7.89 hrs, Volume= 0.011 af, Depth= 2.55" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 1,720 98 Paved parking 440 80 Landscaping 2,160 94 Weighted Average 440 20.37% Pervious Area 1,720 79.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: Parking, Sidewalk and Landscaping Hydrograph 0.034 / [ Runoff 0.032 oos� 0.03- Type IA 24-hr 0.028 5-YEAR Rainfall=3.10" 0.024 0.024 ,�• Runoff Area=2,160 sf 0.022 Runoff Volume=0.011 af 00°8 j Runoff Depth=2.55" 2 0.016 Tc=5.0 min - 0.014 0012 CN=80/98 0.01 0.008 0.006 0.004= 0.002 h.26 2i//li/ 36 ilr42 44 46 48 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 48 Time (hours) • S 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment 8S: Parking, Sidewalk and Landscaping Runoff = 0.05 cfs @ 7.88 hrs, Volume= 0.017 af, Depth 2.76" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 2,920 98 Paved parking 220 80 Landscaping 3,140 97 Weighted Average 220 7.01% Pervious Area 2,920 92.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: Parking, Sidewalk and Landscaping Hydrograph 7 0.055 ❑Runoff Lo.o�l 0.05 ,✓ Type IA 24-hr 0.045 j 5-YEAR Rainfall=3.10" 0.04 Runoff Area=3,140 sf 0.035 Runoff Volume=0.017 af 0.03 Runoff Depth=2.76" a: 0.025 Tc=5.0 m i n 0.02 % CN=80/98 0.015 0.01 0.005 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 45 • Summary for Subcatchment 9S: Landscaping Runoff = 0.05 cfs @ 7.98 hrs, Volume= 0.018 af, Depth= 1.47" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 5,700 80 Landscaping 380 98 Retaining Wall 200 98 Sidewalk 6,280 82 Weighted Average 5,700 90.76% Pervious Area 580 9.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 9S: Landscaping Hydrograph / ❑Runoff 0.05 (o.os.is, 0.045 Type IA 24-hr 5-YEAR Rainfall=3.10" 0.04 Runoff Area=6,280 sf 0.035 Runoff Volume=0.018 af 0.03 Runoff Depth=1.47" . 0.025 Tc=5.0 m i n LL 0.02 CN=80/98 0.015- 0.01 0.005 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 46 ❑Runoff Summary for Subcatchment 10S: Parking and Sidewalk Runoff = 0.07 cfs @ 7.88 hrs, Volume= 0.022 af, Depth= 2.87" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 3,470 98 Paved parking 540 98 Sidewalk 4,010 98 Weighted Average 4,010 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Doss Direct Entry, 0.06 Subcatchment 10S: Parking and Sidewalk Hydrograph 0.07 o.oi cis J o.oss= j Type IA 24-hr 0.015 5-YEAR Rainfall=3.10" Runoff Area=4,010 sf 0.0s� 0.045= Runoff Volume=0.022 af 0.04= 0.025 0.02 Runoff Depth=2.87" Oo Oo3 % Tc=5.0 min % CN=0198 0005_ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • 111111 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 47 El Runoff` Summary for Subcatchment 11S: Parking, Sidewalk and Landscaping Runoff = 0.08 cfs @ 7.89 hrs, Volume= 0.027 af, Depth= 2.54" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 4,200 98 Paved parking 110 98 Sidewalk 1,160 80 Landscaping 5,470 94 Weighted Average 1,160 21.21% Pervious Area 4,310 78.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 11 S: Parking, Sidewalk and Landscaping I o.oa Hydrograph cfs 0.085 0.08 0.075 Type IA 24-hr 0.07 5-YEAR Rainfall=3.10" 0.05 Runoff Area=5,470 sf 0.06� / I) 0005 Runoff Volume=0.027 af 0.045 Runoff Depth=2.54" LL 0.035 0 Tc=5.0 m i n 0.03 CN=80/98 0.025 0.02 i 0 0.01 0.005 / ` - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • . HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment 12S: Parking, Sidewalk and Landscaping Runoff = 0.08 cfs @ 7.89 hrs, Volume= 0.026 af, Depth= 2.57" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 3,640 98 Paved parking 600 98 Sidewalk 1,010 80 Landscaping 5,250 95 Weighted Average 1,010 19.24% Pervious Area 4,240 80.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 12S: Parking, Sidewalk and Landscaping Hydrograph 0.085 / ❑Runoff o.os cfs 0.075= Type IA 24-hr 0065 5-YEAR Rainfall=3.10" 0.06 Runoff Area=5,250 sf 0.055- Runoff Volume=0.026 af • 0.05= u 0.045 / Runoff Depth=2.57" • 0.04 LL 5� Tc=5.0 m i n 00 03 'j.035 C N=80/98 0.025 0.02 0.015 0.01=_ 0.005W(/ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment 13S: Parking, Sidewalk and Landscaping Runoff = 0.16 cfs @ 7.91 hrs, Volume= 0.055 af, Depth= 2.18" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 6,590 98 Paved parking 750 98 Sidewalk 5,930 80 Landscaping 13,270 90 Weighted Average 5,930 44.69% Pervious Area 7,340 55.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0.16= 0.15 Direct Entry, Subcatchment 13S: Parking, Sidewalk and Landscaping Hydrograph 0.17_ ❑Runoff 1 o�s�i Type IA 24-hr 0.14= 5-YEAR Rainfall=3.10" 0.12= Runoff Area=13,270 sf 0.11 Runoff Volume=0.055 af 3 0.09_ / Runoff Depth=2.18" LL 0.06- 0.05 0.04_ Tc=5.0 min CN=80/98 0.03 0.01= / 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 50 Summary for Subcatchment 14S: Sidewalk and Landscaping Runoff = 0.43 cfs @ 7.98 hrs, Volume= 0.160 af, Depth= 1.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 2,780 98 Sidewalk 2,210 98 Existing Building to Remain 52,440 80 Landscaping 57,430 82 Weighted Average 52,440 91.31% Pervious Area 4,990 8.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Sidewalk and Landscaping Hydrograph ❑Runoff • 0.46= 0.44_ l 0.43 i 0.42= Type IA 24-hr 0.38 5-YEAR Rainfall=3.10" 0.34= 0.34= Runoff Area=57,430 sf 0.32_0.3- Runoff Volume=0.160 af n 0.28- 0.26_ r,/✓�j Runoff Depth=1.46" 0.24_ LL 0.22 Tc=5.0 m i n 018= CN=80/98 0.16 0.12 : ::= 0.0220_v.,����� %������������������ 0„,f 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 . HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 51 Runoff` Summary for Subcatchment 15S: Sidewalk and Landscaping Runoff = 0.07 cfs @ 7.91 hrs, Volume= 0.025 af, Depth= 2.13" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 5-YEAR Rainfall=3.10" Area (sf) CN Description 3,220 98 Sidewalk 2,960 80 Landscaping 6,180 89 Weighted Average 2,960 47.90% Pervious Area 3,220 52.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: Sidewalk and Landscaping Hydrograph 7 0.08 CJ 0.075 o.o�cfs 0.07 Type IA 24-hr 0.065 - - n 0.06._ r 5 YEAR Rainfall-3.10 0.055 Runoff Area=6,180 sf Runoff Volume=0.025 af Runoff Depth=2.13" 05 Tc=5.0 m i n 0. 0.045 0.04 0 LT- 0.035 0 0.03 CN=80/98 0.025 0.020.0157 0.005- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 52 Summary for Reach 1 R: 12" PVC Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth > 1.26" for 5-YEAR event Inflow = 0.36 cfs @ 14.97 hrs, Volume= 0.429 af Outflow = 0.36 cfs @ 14.98 hrs, Volume= 0.429 af, Atten= 0%, Lag= 0.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity=4.56 fps, Min. Travel Time= 0.4 min Avg. Velocity = 2.99 fps, Avg. Travel Time= 0.6 min Peak Storage= 9 cf @ 14.97 hrs Average Depth at Peak Storage= 0.16' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 6.71 cfs 12.0" Round Pipe n= 0.013 Length= 109.5' Slope= 0.0354 '/' Inlet Invert= 186.92', Outlet Invert= 183.04' Reach 1 R: 12" PVC Hydrograph 0 Inflow 0.4 I o 3!cfs ❑Outflow 0.38- lO36cfs . ' Inflow Area=4.085 ac 0.36, 0.34_ �// Avg. Flow Depth=0.16' �03= , Max Vel=4.56 fps o.2s= 12.0" w 0.24 6 0.22._ Round Pipe g 02= n=0.013 a 0.18- 0 16 L=109.5' 0.14= S=0.0354 '1' 0.12= 0.06 0.04 0.02 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 110 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 53 Summary for Reach 2R: 8" PVC Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth > 1.01" for 5-YEAR event Inflow = 0.22 cfs @ 14.96 hrs, Volume= 0.345 af Outflow = 0.22 cfs @ 14.97 hrs, Volume= 0.345 af, Atten= 0%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.06 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.52 fps, Avg. Travel Time= 0.3 min Peak Storage= 3 cf @ 14.97 hrs Average Depth at Peak Storage= 0.23' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 0.85 cfs 8.0" Round Pipe n= 0.013 Length= 26.0' Slope= 0.0050 '/' Inlet Invert= 184.42', Outlet Invert= 184.29' 411 0 Reach 2R: 8" PVC Hydrograph Inflow 0.24= I 0.22 crs El Outflow 0.23 I022cfs Inflow Area=4.085 ac °02_ � 0 Avg. Flow Depth=0.23' 0.19, /,/ Max Vet=2.06 fps 0.17_ 8.0" 0.16_ 0.15_ Round Pipe w 0.14' �" 0.13 0.12 n=0.013 0.11` 01 L=26.0' 0.08 0.06- Ca acit =0.85 c s 0.05: P Y 0.04- 0.03-- // 0.02_ 0.01 d,` °0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 54 • Summary for Reach 3R: 8" PVC Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth > 1.01" for 5-YEAR event Inflow = 0.22 cfs @ 14.96 hrs, Volume= 0.345 af Outflow = 0.22 cfs @ 14.96 hrs, Volume= 0.345 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.10 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.55 fps, Avg. Travel Time= 0.1 min Peak Storage= 1 cf @ 14.96 hrs Average Depth at Peak Storage= 0.23' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 0.88 cfs 8.0" Round Pipe n= 0.013 Length= 13.3' Slope= 0.0053 '/' Inlet Invert= 186.79', Outlet Invert= 186.72' Reach 3R: 8" PVC Hydrograph / Inflow 22 cfs—, Outflow 0.24= [0_.2 —, ❑Ou 0.23 [922cfs :' Inflow Area=4.085 ac °02_ j�j Avg. Flow Depth=0.23' 019- % ����� Max Vet=2.10 fps 0.15; // w 0.14 //; Round Pipe 0.13_ LL o:;;= / ' n=0.013 01-: 0 08 i. %%rj 006 Capacity=0.88 c s 0.05 0.04, 0.03-: 0.0 0.011 „ / 0 2 4 6 8 1F0 12 1'4 16 18 20 22 24 26 28 30 32 34 3'6 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 55 Summary for Reach 4R: 8" PVC Inflow = 0.14 cfs @ 14.96 hrs, Volume= 0.085 af Outflow = 0.14 cfs @ 14.96 hrs, Volume= 0.085 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.92 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.37 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 14.96 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 4.56 cfs 8.0" Round Pipe n= 0.013 Length= 19.2' Slope= 0.1427 '/' Inlet Invert= 186.79', Outlet Invert= 184.05' Reach 4R: 8" PVC Hydrograph / 0 Inflow i°lads ❑Outflow 0.15_ I014 Avg. Flow Depth=0.08' 0.14: 0.13_ %j Max Vel=5.92 fps 0.12= / 8.0" 0.11: N %/ Round Pipe $ n=0.013 11 0.08- 0.07- L=19.2' 0 06 S=0.1427 '/' 0.05_ 0.04- Capacity=4.56 cfs 0.03_ 0.02 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 56 Summary for Reach 5R: 6" PVC Inflow Area = 0.497 ac,100.00% Impervious, Inflow Depth = 2.87" for 5-YEAR event Inflow = 0.36 cfs @ 7.88 hrs, Volume= 0.119 af Outflow = 0.36 cfs @ 7.88 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 9.61 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.40 fps, Avg. Travel Time= 0.1 min Peak Storage= 1 cf @ 7.88 hrs Average Depth at Peak Storage= 0.12' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.72 cfs 6.0" Round Pipe n= 0.013 Length= 31.3' Slope= 0.2355 '/' Inlet Invert= 197.16', Outlet Invert= 189.79' Reach 5R: 6" PVC Hydrograph 0.4_/ El I Inflow i o.3ecrs El Outflow 0.38_ 1036 Inflow Area=0.497 ac 0.36 0.34_ Avg. Flow Depth=0.12' 0.327. 03- s Max Vel=9.61 fps 0.28. 0 0.26_ 0� 6.On 0.22= % Round Pipe u. o.�s % n=0.013 0.16 0.14' j L=31.3 0.12- %j S=0.2355 '/' 008_ , Capacity=2.72 cfs 0.06." o.oa-1 Z � 0.02 / ; i %/ //////////////////////////// 0 2 4 6 8 10 1'2 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 111111 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 57 1110 Summary for Reach 6R: 10" PVC Inflow Area = 2.616 ac, 51.16% Impervious, Inflow Depth = 2.11" for 5-YEAR event Inflow = 1.33 cfs @ 7.92 hrs, Volume= 0.461 af Outflow = 1.33 cfs @ 7.93 hrs, Volume= 0.461 af, Atten= 0%, Lag= 0.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.46 fps, Min. Travel Time= 0.4 min Avg. Velocity = 3.15 fps, Avg. Travel Time= 0.7 min Peak Storage= 31 cf @ 7.92 hrs Average Depth at Peak Storage= 0.38' Bank-Full Depth= 0.83' Flow Area= 0.5 sf, Capacity= 3.10 cfs 10.0" Round Pipe n= 0.013 Length= 128.5' Slope= 0.0200 '/' Inlet Invert= 192.36', Outlet Invert= 189.79' • CD Reach 6R: 10" PVC Hydrograph / 0 Inflow 133cfs l ❑Outflow ,1.3 c/ Inflow Area=2.616 ac Avg. Flow Depth=0.38' 1 j Max VeI=5.46 fps 10.0" y Round Pipe n=0.013 % L=128.5' S=0.0200 'I' Are Capacity=3.10 cfs 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 11111 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 58 Summary for Reach 7R: 6" PVC Inflow Area = 0.143 ac, 82.15% Impervious, Inflow Depth = 2.59" for 5-YEAR event Inflow = 0.09 cfs @ 7.89 hrs, Volume= 0.031 af Outflow = 0.09 cfs @ 7.89 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 6.77 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.81 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.06' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.93 cfs 6.0" Round Pipe n= 0.013 Length= 3.0' Slope= 0.2733 '/' Inlet Invert= 193.11', Outlet Invert= 192.29' Reach 7R: 6" PVC Hydrograph / ❑ Inflow 0.1 1 oos cfs I 0 Outflowl 0.095= I()nets Inflow Area=0.143 ac 0.09' 0.085_ Avg. Flow Depth=0.06' 0.08 Max Vel=6.77 fps 0.07_ 6.0" 0006- Round Pipe 1.5 0 00 05 n=0.013 0.045- o.oa 00 L=3.0' 0.035'_ j % S=0.2733 '/' 0 025_ j� Capacity=2.93 cfs 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 59 Summary for Reach 8R: 8" PVC Inflow Area = 0.074 ac, 92.21% Impervious, Inflow Depth = 2.75" for 5-YEAR event Inflow = 0.05 cfs @ 7.88 hrs, Volume= 0.017 af Outflow = 0.05 cfs @ 7.88 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 7.86 fps, Min. Travel Time= 0.0 min Avg. Velocity =4.44 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 7.88 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 4.68 cfs 6.0" Round Pipe n= 0.013 Length= 7.8' Slope= 0.6962 '/' Inlet Invert= 196.62', Outlet Invert= 191.19' • Reach 8R: 8" PVC Hydrograph 0 Inflow 0.055 I0.05cfs I ❑Outflow 005cis. Inflow Area=0.074 ac 0.05- Avg. Flow Depth=0.04' 0.045- Max Vel=7.86 fps 0.04 0.035- 6.0" 0 03_ • Round Pipe u. 0.025 n=0.013 L=7.8 0.02 S=0.6962 '/' 053 / Capacity=4.68 cfs 00 0.005 7 i 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 110 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 60 Summary for Reach 9R: 6" PVC Inflow Area = 0.042 ac, 99.46% Impervious, Inflow Depth = 2.86" for 5-YEAR event Inflow = 0.03 cfs @ 7.88 hrs, Volume= 0.010 af Outflow = 0.03 cfs @ 7.88 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.42 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.06 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.88 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 3.42 cfs 6.0" Round Pipe n= 0.013 Length= 16.8' Slope= 0.3708 '/' Inlet Invert= 198.52', Outlet Invert= 192.29' • CD Reach 9R: 6" PVC Hydrograph 0.034 / 0 Inflow I003cfs ❑Outflow 0.032_ Ioo3� Inflow Area=0.042 ac 003_ 002a` O Avg. Flow Depth=0.03' 0.026 % Max Vel=5.42 fps 0.024 6.0.. 0.022 �. 0.02 Round Pipe o.0118 6 %% n=0.013 LL o.a,2 L=16.8' S=0.3708 '/' 0.01, 0.006= '/ Capacity-3.42 cfs 0.004 / iiiisiiiij ////////////////////////... 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 61 • Summary for Reach 10R: 6" PVC Inflow Area = 0.164 ac, 75.52% Impervious, Inflow Depth = 2.49" for 5-YEAR event Inflow = 0.10 cfs @ 7.89 hrs, Volume= 0.034 af Outflow = 0.10 cfs @ 7.90 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.32 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.00 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.90 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.00 cfs 6.0" Round Pipe n= 0.013 Length= 19.4' Slope= 0.1268 '/' Inlet Invert= 194.75', Outlet Invert= 192.29' Reach 10R: 6" PVC Hydrograph / ❑ Inflow IT-10 ❑Outflow _0.105 0.10c Inflow Area=0.164 ac 0.1 0.095_ Avg. Flow Depth=0.08' 0.09 0.085_ Max Vel=5.32 fps 0.08' 0o 075' 6.0" 0.0657 Round Pipe 0 0.0557 n=0.013 0.05-_ LL 0 0 45 j' L=19.4' 0.035 j S=0.1268 '/' °25' Capacity=2.00 cfs °0 02 //' %�%%///////, / 0.01 /ZZ7Z/ /////// o.00s'_ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 62 Summary for Reach 11 R: 6" PVC Inflow Area = 0.050 ac, 79.63% Impervious, Inflow Depth = 2.55" for 5-YEAR event Inflow = 0.03 cfs @ 7.89 hrs, Volume= 0.011 af Outflow = 0.03 cfs @ 7.89 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.42 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.93 fps, Avg. Travel Time= 0.2 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.75 cfs 6.0" Round Pipe n= 0.013 Length= 19.1' Slope= 0.0974 'I' Inlet Invert= 194.37', Outlet Invert= 192.51' Reach 11 R: 6" PVC Hydrograph El Inflow 0.034- I o.03 cfs I _❑Outflow 003c 10 Inflow Area=0.050 ac 0.032- � °03 0.028 Avg. Flow Depth=0.05' 0.026- Max Vel=3.42 fps °.024 6.0" 0.022= 0.027; / Round Pipe 0 0.016 n=0.013 T. 0.014 L=19.1' 0.012 rF 0.01 S=0.0974 '/' 0.008 �j Capacity=1.75 cfs 0.004� 0.002 //// . 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 63 Summary for Reach 12R: 6" PVC Inflow Area = 0.072 ac, 92.99% Impervious, Inflow Depth = 2.76" for 5-YEAR event Inflow = 0.05 cfs @ 7.88 hrs, Volume= 0.017 af Outflow = 0.05 cfs @ 7.88 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.08 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.86 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.88 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.53 cfs 6.0" Round Pipe n= 0.013 Length= 12.8' Slope= 0.2031 '/' Inlet Invert= 194.89', Outlet Invert= 192.29' Reach 12R: 6" PVC Hydrograph D Inflow 0.055- 10.05 cfs ❑Outflow 0.05 I005 cis 04 Inflow Area=0.072 ac 4411 Avg. Flow Depth=0.05' 0.045- 0.04- Max VeI=5.08 fps 0.035- f: 6.0" ��nn j%' Round Pipe : 0.03._ z 0.025 % n=0.013 L=12.8' 0.015 3 ° S=0.2031 'I' O.o, Capacity=2.53 cfs 0.005 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 64 Summary for Reach 13R: 6" PVC Inflow Area = 0.126 ac, 78.79% Impervious, Inflow Depth = 2.54" for 5-YEAR event Inflow = 0.08 cfs @ 7.89 hrs, Volume= 0.027 af Outflow = 0.08 cfs @ 7.89 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 4.33 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.44 fps, Avg. Travel Time= 0.2 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.65 cfs 6.0" Round Pipe n= 0.013 Length= 24.1' Slope= 0.0867 '/' Inlet Invert= 191.88', Outlet Invert= 189.79' • C.) Reach 13R: 6" PVC Hydrograph / El Inflow 0.085: cos c s I ❑Outflow l o.os Inflow Area=0.126 ac 0 075= Avg. Flow Depth=0.07' 0.077 0.0657 Max Vel=4.33 fps 0.06 6.0" 0.055 055 005 Round Pipe 0.045 it/ n=0.013 . 0.04 0.035_ L=24.1' 0.03 S=0.0867 '/' 0.025_ Capacity=1.65 cfs 0.02' i 0.01 3 0.005_ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 3'2 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 65 Summary for Reach 14R: 6" PVC Inflow Area = 0.121 ac, 80.76% Impervious, Inflow Depth = 2.57" for 5-YEAR event Inflow = 0.08 cfs @ 7.89 hrs, Volume= 0.026 af Outflow = 0.08 cfs @ 7.90 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.56 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.44 fps, Avg. Travel Time= 0.7 min Peak Storage= 2 cf @ 7.89 hrs Average Depth at Peak Storage= 0.11' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 0.79 cfs 6.0" Round Pipe n= 0.013 Length= 56.6' Slope= 0.0200 'I' Inlet Invert= 191.50', Outlet Invert= 190.37' • CD Reach 14R: 6" PVC Hydrograph Iffl Inflow 0.0857 l o.os crs i ❑Outflow 0.08= 100863 Inflow Area=0.121 ac 00075 g Avg. Flow Depth=0.11' 0.07 0.065_ Max Vel=2.56 fps o.os= •% 6.0" 2. °o0s % Round Pipe 0047 o °4 n=0.013 0.035_ 5/ L=56.6' j S=0.0200 'I' 0.0257 0.0157 // Capacity=0.79 cfs 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 66 • Summary for Reach 15R: 6" PVC Inflow Area = 0.305 ac, 55.31% Impervious, Inflow Depth = 2.18" for 5-YEAR event Inflow = 0.16 cfs @ 7.91 hrs, Volume= 0.055 af Outflow = 0.16 cfs @ 7.93 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.17 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.81 fps, Avg. Travel Time= 0.9 min Peak Storage= 5 cf @ 7.92 hrs Average Depth at Peak Storage= 0.15' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 0.80 cfs 6.0" Round Pipe n= 0.013 Length= 100.0' Slope= 0.0201 '/' Inlet Invert= 192.38', Outlet Invert= 190.37' Reach 15R: 6" PVC Hydrograph / ❑Inflow C-6.e 1 0 Outflow 0.17 [o.16 Inflow Area=0.305 ac 0.16= / 0.,6 � Avg. Flow Depth=0.15' // Max Vel=3.17 fps 0.127 / 6.0" °•"` / Round Pipe _ 0.08u. _ n_0.013 0.07 L=100.0' 006= yam/ S=0.0201 'I' 0.06_ / �®/ Pacit Ca 0.80 cfs Y= Or 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 67 4110 Summary for Reach 16R: 6" PVC Inflow Area = 0.425 ac, 62.53% Impervious, Inflow Depth = 2.29" for 5-YEAR event Inflow = 0.24 cfs @ 7.92 hrs, Volume= 0.081 af Outflow = 0.24 cfs @ 7.92 hrs, Volume= 0.081 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.07 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.88 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.92 hrs Average Depth at Peak Storage= 0.14' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.31 cfs 6.0" Round Pipe n= 0.013 Length= 10.6' Slope= 0.0547 '/' Inlet Invert= 190.37', Outlet Invert= 189.79' Reach 16R: 6" PVC Hydrograph ❑ Inflow 0.26_ 0 24 cfs El Outflow' 0.24= 0.24Inflow Area=0.425 ac 0.22 � Avg. Flow Depth=0.14' 0.2= Max Vet=5.07 fps 0.18- 8 6.0" 0.14- Round Pipe 0.12 % n=0.013 0.1_ L=10.6 0.08= , S_0.0547 /' 0.06` / Capacity=1.31 cfs 97/0 0.02 0 Az' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 411 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 68 Summary for Reach 17R: 6" PVC Inflow Area = 1.318 ac, 8.69% Impervious, Inflow Depth = 1.46" for 5-YEAR event Inflow = 0.43 cfs @ 7.98 hrs, Volume= 0.160 af Outflow = 0.43 cfs @ 7.98 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 6.51 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.71 fps, Avg. Travel Time= 0.3 min Peak Storage= 4 cf @ 7.98 hrs Average Depth at Peak Storage= 0.19' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.47 cfs 6.0" Round Pipe n= 0.013 Length= 55.8' Slope= 0.0690 '/' Inlet Invert= 200.79', Outlet Invert= 196.94' Reach 17R: 6" PVC Hydrograph 0.48/ Inflow 0.46 I o.43 cfsI ❑Outflow 0.44w I.a3 Inflow Area=1.318 ac 0.42= Avg. Flow Depth=0.19' 0.4 036_ j Max Vel=6.51 fps 0.34 0.32-, 6.0" • 028= j% Round Pipe ▪ 0.26- ; 0.2= n=0.013 018= %%r/ L-55.8 012 Ca acS=01 47 cfs.0690 , 0.06 0.04- // 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 69 • Summary for Pond 1 P. 72" Detention Pipe Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth = 2.29" for 5-YEAR event Inflow = 2.27 cfs @ 7.91 hrs, Volume= 0.779 af Outflow = 0.36 cfs @ 14.96 hrs, Volume= 0.429 af, Atten= 84%, Lag= 422.8 min Primary = 0.22 cfs @ 14.96 hrs, Volume= 0.345 af Secondary= 0.14 cfs @ 14.96 hrs, Volume= 0.085 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 192.72'@ 14.96 hrs Surf.Area= 949 sf Storage= 21,447 cf Flood Elev= 191.00' Surf.Area= 4,173 sf Storage= 16,108 cf Plug-Flow detention time=948.0 min calculated for 0.429 af(55% of inflow) Center-of-Mass det. time=694.8 min ( 1,396.2 - 701.4 ) Volume Invert Avail.Storage Storage Description #1 186.79' 21,488 cf 72.0" Round Pipe Storage L= 760.0' Device Routing Invert Outlet Devices #1 Primary 186.79' 8.0" Round Culvert L= 1.0' Ke= 0.600 Inlet/ Outlet Invert= 186.79'/ 186.78' S= 0.0100 'I' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf • #2 Device 1 186.79' 1.1" Horiz. Orifice/Grate C= 0.620 Limited to weir flow at low heads #3 Device 1 192.65' 8.0" Horiz. Orifice/Grate C= 0.620 Limited to weir flow at low heads #4 Device 5 192.65' 8.0" Horiz. Orifice/Grate C= 0.620 Limited to weir flow at low heads #5 Secondary 186.79' 12.0" Round Culvert L= 21.5' Ke= 0.600 Inlet/ Outlet Invert= 186.79'/ 184.04' S= 0.1279'/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=0.22 cfs @ 14.96 hrs HW=192.72' (Free Discharge) 4-1=Culvert (Passes 0.22 cfs of 3.73 cfs potential flow) 4L2=Orifice/Grate (Orifice Controls 0.08 cfs @ 12.12 fps) 3=Orifice/Grate (Weir Controls 0.14 cfs @ 0.89 fps) 1-econdary OutFlow Max=0.14 cfs @ 14.96 hrs HW=192.72' (Free Discharge) §=Culvert (Passes 0.14 cfs of 8.26 cfs potential flow) 4=Orifice/Grate (Weir Controls 0.14 cfs @ 0.89 fps) 11111 4762 POST-DEVELOPED Type IA 24-hr 5-YEAR Rainfall=3.10" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 70 0 Pond 1 P: 72" Detention Pipe Hydrograph i 92.72 MI Elevation z.2�or�' -192 ❑ Inflow C„ -a=4.085 ac ❑outflow ❑Primary Pea 72' o Secondary 191 Storage=21,- 2- 190 - o y 189 W w ` _ 3 o -188 LL 1- 0.36 ds -187 0- / Al.....M, %/////////////////////////////////////////////// 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • 111 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 •II. HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 71 Summary for Subcatchment 1S: Roof Runoff = 0.40 cfs @ 7.88 hrs, Volume= 0.133 af, Depth= 3.22" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" * Area (sf) CN Description 21,660 98 Roofs 0 80 Landscaping 21,660 98 Weighted Average 21,660 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Roof Hydrograph 0.44= -!Runoff 0.42= 0.40 cfs 04- Type IA 24-hr 0.38= 0.34' 10-YEAR Rainfall=3.45" 0.32 Runoff Area=21,660 sf 0.3'. 0.28_ j Runoff Volume=0.133 of 0.26- 1.1 0.24= Runoff Depth=3.22" 0 0.22 u. 0.2 Tc=5.0 min 0.18= 0.16; CN=0198 0.14= 0.12= 0.1 0.08-- V it 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Pace 72 Summary for Subcatchment 2S: Roof Runoff = 0.87 cfs @ 7.88 hrs, Volume= 0.290 af, Depth= 3.22" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 47,130 98 Roofs 0 80 Landscaping 47,130 98 Weighted Average 47,130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Roof Hydrograph 0.95 Li Runoff 0.9 0.85= Type IA 24-hr 10-YEAR Rainfall=3.45" Runoff Area=47,130 sf Runoff Volume=0.290 af Runoff Depth=3.22" Tc=5.0 min CN=0198 S 08= 0.75 °05 °05= CrEn 3 0.3 ° 0.35: 0.2s_ o.os_ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 73 Summary for Subcatchment 3S: Parking, Sidewalk and Landscaping Runoff = 0.10 cfs @ 7.89 hrs, Volume= 0.035 af, Depth= 2.93" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 4,320 98 Paved parking 790 98 Sidewalk 1,110 80 Landscaping 6,220 95 Weighted Average 1,110 17.85% Pervious Area 5,110 82.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Parking, Sidewalk and Landscaping Hydrograph 0.115-/• 0.117 ❑Runoff 0.10 5 0.1== Type IA 24-hr 0.0957] 10-YEAR Rainfall=3.45" 0.09= 0085= Runoff Area=6,220 sf 0075E Runoff Volume=0.035 af w°065E Runoff Dep th=2.93" 3 0.055 Tc=5.0 m i n 0.045 C N=80/98 °.0351 0.03 0.025 / 0.02' 0.01 0.005 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 74 Summary for Subcatchment 4S: Parking, Sidewalk and Landscaping Runoff = 0.06 cfs @ 7.88 hrs, Volume= 0.019 af, Depth= 3.09" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 2,470 98 Paved parking 490 98 Sidewalk 250 80 Landscaping 3,210 97 Weighted Average 250 7.79% Pervious Area 2,960 92.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0.06 Direct Entry, Subcatchment 4S: Parking, Sidewalk and Landscaping I Hydrograph G Runoff 0.055 Type IA 24-hr 0.05 10-YEAR Rainfall=3.45" 0.045 Runoff Area=3,210 sf 0.04 0.035 Runoff Volume=0.019 of % Runoff Depth=3.09" c 0.03 °.025 0.02 LL Tc=5.0 min j CN=80/98 0.015 o.00s- 0 2 4 6 8 10 12 14 1'6 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • .S 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 75 Summary for Subcatchment 5S: Parking, Sidewalk and Landscaping Runoff = 0.03 cfs @ 7.88 hrs, Volume= 0.011 af, Depth= 3.21" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 1,740 98 Paved parking 100 98 Sidewalk 10 80 Landscaping 1,850 98 Weighted Average 10 0.54% Pervious Area 1,840 99.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Parking, Sidewalk and Landscaping Hydrograph 0.038 / AP Runoff` 0.036 �0.03 cfs 0.034 0.032s, Type IA 24-h r 0.03- 10-YEAR Rainfall=3.45" 0.028` Runoff Area=1,850 sf o.o2s-_ i/ 0.024= Runoff Volume=0.011 of rn 0.022 0.02 Runoff Depth=3.21" u. 0.0,6 Tc=5.0 min 0.014 CN=80/98 0.012�0.01 �/ 0 008 0.006 0.004 0.002 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 76 Summary for Subcatchment 6S: Parking, Sidewalk and Landscaping Runoff = 0.08 cfs @ 7.89 hrs, Volume= 0.027 af, Depth= 2.79" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description * 3,540 98 Paved parking * 1,310 80 Landscaping * 140 98 Sidewalk 4,990 93 Weighted Average 1,310 26.25% Pervious Area 3,680 73.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Parking, Sidewalk and Landscaping Hydrograph 00.081 i Runoff` 10.08 cfs 0.025= Type IA 24-hr 10-YEAR Rainfall=3.45" °o06 Runoff Area=4,990 sf w 0.055 j Runoff Volume=0.027 of 0.045 Runoff Depth=2.79" LL °0°5 / Tc=5�0 m i n 0.03 CN 80/98 °0.02 0.015 0.0005 // _� 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) el° 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 77 111/ Summary for Subcatchment 7S: Parking, Sidewalk and Landscaping Runoff = 0.04 cfs @ 7.89 hrs, Volume= 0.012 af, Depth= 2.89" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 1,720 98 Paved parking 440 80 Landscaping 2,160 94 Weighted Average 440 20.37% Pervious Area 1,720 79.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: Parking, Sidewalk and Landscaping Hydrograph 0.038 / ❑Runoff 0.036 0.04 cfs 0.034; Type IA 24-hr 0.032 10-YEAR Rainfall=3.45" 0.03 0.028 Runoff Area=2,160 sf 0.026 °.024 Runoff Volume=0.012 af 13 0022- Runoff Depth=2.89" 0.i° 0.018 Tc=5.0 min 0.014 CN=80/98 0.012_ 0.01 0.00a 0.006 0.0040.002 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 78 Summary for Subcatchment 8S: Parking, Sidewalk and Landscaping Runoff = 0.06 cfs @ 7.88 hrs, Volume= 0.019 af, Depth= 3.10" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 2,920 98 Paved parking 220 80 Landscaping 3,140 97 Weighted Average 220 7.01% Pervious Area 2,920 92.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: Parking, Sidewalk and Landscaping Hydrograph ❑Runoff 0.06 • I 0.06 cfs I 0.055_ Type IA 24-hr 005 10-YEAR Rainfall=3.45" 0.045: Runoff Area=3,140 sf °04 Runoff Volume=0.019 af y Runoff Depth=3.10" 03 Tc=5.0 m i n 0.025_ CN=80/98 0.02 0.015- 0.01- 0.005 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Pacge 79 • Summary for Subcatchment 9S: Landscaping Runoff = 0.06 cfs @ 7.97 hrs, Volume= 0.021 af, Depth= 1.75" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 5,700 80 Landscaping 380 98 Retaining Wall 200 98 Sidewalk 6,280 82 Weighted Average 5,700 90.76% Pervious Area 580 9.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 9S: Landscaping Hydrograph / u Runoff' 0.067 10.06 cfs O.055= Type IA 24-hr 0.05- , 10-YEAR Rainfall=3.45" 0.0457 Runoff Area=6,280 sf 0.04- Runoff Volume=0.021 af 3 0.035: Runoff Depth=1.75" 0 0.03 % Tc=5.0 min LL 0.025 CN=80/98 0.02 0015- 0.005 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 80 Summary for Subcatchment 10S: Parking and Sidewalk Runoff = 0.07 cfs @ 7.88 hrs, Volume 0.025 af, Depth= 3.22" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 3,470 98 Paved parking 540 98 Sidewalk 4,010 98 Weighted Average 4,010 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: Parking and Sidewalk Hydrograph 7 0.08 ❑Runoff 0.07 cfs I 0.075- j Type IA 24-hr • 0.07; °.065 j 10-YEAR Rainfall=3.45" 0.06 0 Runoff Area=4,010 sf 0.055 0.05_ Runoff Volume=0.025 af 13 0.045 Runoff Depth=3.22" ° 0.04 Tc=5.0 m i n 0.03 i CN=0/98 0.025 0 0.02- 0.01 s 0.01_ / 0.005' / // //��/�/ //�����/ // // 0- 'l 0.s.7'/ (/�� �F/�fi�ff%•7:-. �r 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • 1111. HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 81 Summary for Subcatchment 11 S: Parking, Sidewalk and Landscaping Runoff = 0.09 cfs @ 7.89 hrs, Volume= 0.030 af, Depth= 2.87" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 4,200 98 Paved parking 110 98 Sidewalk 1,160 80 Landscaping 5,470 94 Weighted Average 1,160 21.21% Pervious Area 4,310 78.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 11 S: Parking, Sidewalk and Landscaping Hydrograph 7 0.095 a Runoff 0.09 0.09 cfs 0.085 Type IA 24-hr 0.08. 10-YEAR Rainfall=3.45" 0.075-[ 0.07 Runoff Area=5,470 sf 0.065 Runoff Volume=0.030 af 0.06- 0.055 Runoff Depth=2.87" 0.05- LL 0.045 Tc=5.0 m i n 0.04' 0.035-: C N=80/98 0.03, 0.025- 0.02- 0.015 0.01 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 82 • Summary for Subcatchment 12S: Parking, Sidewalk and Landscaping Runoff = 0.09 cfs @ 7.89 hrs, Volume= 0.029 af, Depth= 2.91" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 3,640 98 Paved parking 600 98 Sidewalk 1,010 80 Landscaping 5,250 95 Weighted Average 1,010 19.24% Pervious Area 4,240 80.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 12S: Parking, Sidewalk and Landscaping Hydrograph 0.095 / Runoff • 0085. i 0.09 cfs i 85 Type IA 24-hr 0.08 0075 j 10-YEAR Rainfall=3.45" Runoff Area=5,250 sf 0.065 0.0550.06 Runoff Volume=0.029 af 00.05.045 Runoff Depth=2.91" Tc=5.0 min LT- CN=80/98 0.030.02 0.01 0.005 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 41111. HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 83 Summary for Subcatchment 13S: Parking, Sidewalk and Landscaping Runoff 0.18 cfs @ 7.91 hrs, Volume= 0.063 af, Depth= 2.49" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 6,590 98 Paved parking 750 98 Sidewalk 5,930 80 Landscaping 13,270 90 Weighted Average 5,930 44.69% Pervious Area 7,340 55.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 13S: Parking, Sidewalk and Landscaping Hydrograph CEP 0.2E C Runoff 0.10.03 0.18E 0.01 o.1s_ Type IA 24-hr 0.1'= 10-YEAR Rainfall=3.45" 0.15- • Runoff Area=137 270 sf 0.13E Runoff Volume=0.063 af • 0.12E /% 0 �= 01 Runoff Depth=2.49" LL 0:08 /j Tc=5_0 min 0.05 • 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 84 Summary for Subcatchment 14S: Sidewalk and Landscaping Runoff = 0.53 cfs @ 7.97 hrs, Volume= 0.191 af, Depth= 1.74" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 2,780 98 Sidewalk 2,210 98 Existing Building to Remain 52,440 80 Landscaping 57,430 82 Weighted Average 52,440 91.31% Pervious Area 4,990 8.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Sidewalk and Landscaping Hydrograph ❑ Runoff 0.55_ 0.53 cfs i 0.5- Type IA 24-hr 0.45 10-YEAR Rainfall=3.45" 04 Runoff Area=57,430 sf Runoff Volume=0.191 af 0.35_ Runoff Depth=1.74" 0.3_ LL 025' Tc=5.0 min 02= CN=80/98 0.15� 0.1 0.05- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) i 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 .41 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 85 Summary for Subcatchment 15S: Sidewalk and Landscaping Runoff = 0.08 cfs @ 7.91 hrs, Volume= 0.029 af, Depth= 2.44" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-YEAR Rainfall=3.45" Area (sf) CN Description 3,220 98 Sidewalk 2,960 80 Landscaping 6,180 89 Weighted Average 2,960 47.90% Pervious Area 3,220 52.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: Sidewalk and Landscaping Hydrograph 0.09 i Runoff` 0.085 I 0.08 cfs 0.08. Type IA 24-hr 0.075 10-YEAR Rainfall=3.45" 0.07 0.066 ,/ Runoff Area=6,180 sf N 0055 y% Runoff Volume=0.029 of 3 00.05 Runoff Depth=2.44" 0.04 Tc=5.0 min 0.035 C N=80/98 0.025 0 02 0.01 / o.00so / 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 86 Summary for Reach 1 R: 12" PVC Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth > 1.58" for 10-YEAR event Inflow = 0.48 cfs @ 12.53 hrs, Volume= 0.538 af Outflow = 0.48 cfs @ 12.54 hrs, Volume= 0.538 af, Atten= 0%, Lag= 0.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity=4.94 fps, Min. Travel Time= 0.4 min Avg. Velocity = 3.13 fps, Avg. Travel Time= 0.6 min Peak Storage= 11 cf @ 12.53 hrs Average Depth at Peak Storage= 0.18' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 6.71 cfs 12.0" Round Pipe n= 0.013 Length= 109.5' Slope= 0.0354 '/' Inlet Invert= 186.92', Outlet Invert= 183.04' i Reach 1 R: 12" PVC Hydrograph 0 Inflow 0.48cfs l ❑Outflow 0.5 J 0.48cfs Inflow Area=4.085 ac 0.45 %jam Avg. Flow Depth=0.18' 0.4_ a Max Vel=4.94 fps 0.35_ 12.0" 0.3- % Round Pipe tk" 0.25 % n=0.013 L=109.5' 0.2- 0.15- S=0.0354 '/' I + . f 0.1 / < r o 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 87 Summary for Reach 2R: 8" PVC Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth > 1.18" for 10-YEAR event Inflow = 0.28 cfs @ 12.53 hrs, Volume= 0.401 af Outflow = 0.28 cfs @ 12.53 hrs, Volume= 0.401 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.19 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.57 fps, Avg. Travel Time= 0.3 min Peak Storage= 3 cf @ 12.53 hrs Average Depth at Peak Storage= 0.26' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 0.85 cfs 8.0" Round Pipe n= 0.013 Length= 26.0' Slope= 0.0050 '/' Inlet Invert= 184.42', Outlet Invert= 184.29' Reach 2R: 8" PVC Hydrograph -,Inflow 0.3 I o.28 crs( G Outflow 028_ i°2, Inflow Area=4.085 ac 0.26E Avg. Flow Depth=0.26' 0.2a 0 22_ Max Vel 2.19 fps 4 0.18- Round Pipe 0.167 n=0.013 2 0.14- 0.08 o.os 0.047i /j%�� 0.02 // / 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 . HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 88 Summary for Reach 3R: 8" PVC Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth > 1.18" for 10-YEAR event Inflow = 0.28 cfs @ 12.52 hrs, Volume= 0.401 af Outflow = 0.28 cfs @ 12.53 hrs, Volume= 0.401 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.23 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.60 fps, Avg. Travel Time= 0.1 min Peak Storage= 2 cf @ 12.52 hrs Average Depth at Peak Storage= 0.26' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 0.88 cfs 8.0" Round Pipe n= 0.013 Length= 13.3' Slope= 0.0053 '/' Inlet Invert= 186.79', Outlet Invert= 186.72' Reach 3R: 8" PVC Hydrograph L'€Inflow 0.3 10.28 cfs I C Outflow' i 028efs,, Inflow Area=4.085 ac 0.26- � Avg. Flow Depth=0.26' Max Vet=2.23 fps 0.22 0.2= 8.0" 0.18:. Round Pipe 3 016- // n=0.013 0.14-,; LL 0.12_ jj _ L=13.3' /// 0.06= 0.04= 0.00_ j 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 411 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 89 Summary for Reach 4R: 8" PVC Inflow = 0.20 cfs @ 12.52 hrs, Volume= 0.137 af Outflow = 0.20 cfs @ 12.52 hrs, Volume= 0.137 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 6.54 fps, Min. Travel Time= 0.0 min Avg. Velocity = 5.79 fps, Avg. Travel Time= 0.1 min Peak Storage= 1 cf @ 12.52 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 4.56 cfs 8.0" Round Pipe n= 0.013 Length= 19.2' Slope= 0.1427 '/' Inlet Invert= 186.79', Outlet Invert= 184.05' Reach 4R: 8" PVC Hydrograph [i Inflow 0.22= Q cfs i ❑Outflow] 0.21' 02► Avg. Flow Depth=0.09' 0.2_ 0.,8 Max Vel=6.54 fps 0.16- / 8.0„ 0.14'_ 0.13= Round Pipe 3 0.12 3 I /a //O/j n=0.013 o 09 �' L=19.2' 0.8, S=0.1427 '/' 072 Capacity=4.56 0.06 0.05 p Y4.56 cfs 0.04= 0.03; 0 4 7"7/7,1/7":17777/7"/"7" 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 90 41) Summary for Reach 5R: 6" PVC Inflow Area = 0.497 ac,100.00% Impervious, Inflow Depth = 3.22" for 10-YEAR event Inflow = 0.40 cfs @ 7.88 hrs, Volume= 0.133 af Outflow = 0.40 cfs @ 7.88 hrs, Volume= 0.133 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 9.93 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.58 fps, Avg. Travel Time= 0.1 min Peak Storage= 1 cf @ 7.88 hrs Average Depth at Peak Storage= 0.13' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.72 cfs 6.0" Round Pipe n= 0.013 Length= 31.3' Slope= 0.2355 '/' Inlet Invert= 197.16', Outlet Invert= 189.79' • 0 Reach 5R: 6" PVC Hydrograph / Inflow 0.44= 10.40th I '.i Outflow 0.42E I040af/ Inflow Area=0.497 ac 0.4 0.38= %0 Avg. Flow Depth=0.13' 0.36= / 0.34E % Max Vei=9.93 fps 0.32E 0.3E 6.0" y 026- Round Pipe 0.24- n=0.013 0.181 0.16= 0.14E % S=0.2355 '/' °0.1 � r Ca =2.72 cfs o.os Pacit Y 0.06 0.04 0 2 ^4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 91 • Summary for Reach 6R: 10, PVC Inflow Area = 2.616 ac, 51.16% Impervious, Inflow Depth = 2.43" for 10-YEAR event Inflow = 1.53 cfs @ 7.91 hrs, Volume= 0.529 af Outflow = 1.53 cfs @ 7.92 hrs, Volume= 0.529 af, Atten= 0%, Lag= 0.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.67 fps, Min. Travel Time= 0.4 min Avg. Velocity = 3.27 fps, Avg. Travel Time= 0.7 min Peak Storage= 35 cf @ 7.92 hrs Average Depth at Peak Storage= 0.41' Bank-Full Depth= 0.83' Flow Area= 0.5 sf, Capacity= 3.10 cfs 10.0" Round Pipe n= 0.013 Length= 128.5' Slope= 0.0200 '/' Inlet Invert= 192.36', Outlet Invert= 189.79' Reach 6R: 10" PVC Hydrograph / 0 Inflow [i.sa i 0 Outflow r15 Inflow Area=2.616 ac 0 Avg. Flow Depth=0.41' Max Vet=5.67 fps 10.0" 1 Round Pipe 3 % n=0.013 o L=128.5' S=0.0200 'I' Capacity=3.10 cfs / 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 411 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 0 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 92 Summary for Reach 7R: 6" PVC Inflow Area = 0.143 ac, 82.15% Impervious, Inflow Depth = 2.93" for 10-YEAR event Inflow = 0.10 cfs @ 7.89 hrs, Volume= 0.035 af Outflow = 0.10 cfs @ 7.89 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 7.02 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.95 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.06' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.93 cfs 6.0" Round Pipe n= 0.013 Length= 3.0' Slope= 0.2733 '/' Inlet Invert= 193.11', Outlet Invert= 192.29' Reach 7R: 6" PVC Hydrograph 0 Inflow 0.115_ ago crs 0 Outflow 0.11= I 0.10 cis : 0.105_ Inflow Area=0.143 ac 0.1 A Avg. Flow Depth=0.06' 0.095 085 t' Max Vet=7.02 fps 0.08 % 6.0.. 0065- Round Pipe 0.055- 1% n=0.013 o u. 0.05. 0 0.045_ 0 j L=3.0' 0.035'. %% S=0.2733 'I' 00 02 j// Capacity=2.93 cfs 0.011 0.0000 i 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 III' Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 CD 2016 HydroCAD Software Solutions LLC Page 93 Summary for Reach 8R: 8" PVC Inflow Area = 0.074 ac, 92.21% Impervious, Inflow Depth = 3.09" for 10-YEAR event Inflow = 0.06 cfs @ 7.88 hrs, Volume= 0.019 af Outflow = 0.06 cfs @ 7.88 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 8.13 fps, Min. Travel Time= 0.0 min Avg. Velocity = 4.59 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 7.88 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 4.68 cfs 6.0" Round Pipe n= 0.013 Length= 7.8' Slope= 0.6962 '/' Inlet Invert= 196.62', Outlet Invert= 191.19' • 0 Reach 8R: 8" PVC Hydrograph Inflow Loosc 1 ❑Outflow 0.06 1°.06cfs Inflow Area=0.074 ac °.0551 0.05 Avg. Flow Depth=0.04' R Max Vel=8.13 fps 0.045- 0.04- 6.0" Round Pipe 0.035 0.03 j j n=0.013 0.025- I L=7.8' 0.02- S=0.6962 'I' 0.0152 ! % Capacity=4.68 cfs 0.01 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 94 Summary for Reach 9R: 6" PVC Inflow Area = 0.042 ac, 99.46% Impervious, Inflow Depth = 3.21" for 10-YEAR event Inflow = 0.03 cfs @ 7.88 hrs, Volume= 0.011 af Outflow = 0.03 cfs @ 7.88 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.59 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.16 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.88 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 3.42 cfs 6.0" Round Pipe n= 0.013 Length= 16.8' Slope= 0.3708 '/' Inlet Invert= 198.52', Outlet Invert= 192.29' Reach 9R: 6" PVC Hydrograph Inflow 0.038 (o.oa C'Outflow 0.036: riiii3cts% Inflow Area=0.042 ac 0.034 0.032: Avg. Flow Depth=0.04' 0 oz8 %/ Max Vel=5.59 fps 0.026 ;� o.ozz � 6.0" e -2- 0.02_ Roun 0 0nd '13 C 0.018_ LL o.o16= L=16.8' 00 012' S=0.3708 '/' 0 008j , Capacity=3.42 cfs 0.004, 0.002' /r 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 95 Summary for Reach 10R: 6" PVC Inflow Area = 0.164 ac, 75.52% Impervious, Inflow Depth = 2.82" for 10-YEAR event Inflow = 0.11 cfs @ 7.89 hrs, Volume= 0.039 af Outflow = 0.11 cfs @ 7.89 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.52 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.11 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.00 cfs 6.0" Round Pipe n= 0.013 Length= 19.4' Slope= 0.1268 '/' Inlet Invert= 194.75', Outlet Invert= 192.29' Reach 10R: 6" PVC Hydrograph Inflow Lo cfs lI ❑Outflowl 0.12- I°"`'s Inflow Area=0.164 ac 0.11- Avg. Flow Depth=0.08' _ Max Vet=5.52 fps o.os= 6.0" 0.08- o.o�� � Round Pipe 0 0.06_ % n=0.013 LL 0.05= L=19.4' 0.04 S=0.1268 '/' 0.03jI/ Capacity=2.00 cfs 0.01_ o 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 96 11) Summary for Reach 11 R: 6" PVC Inflow Area = 0.050 ac, 79.63% Impervious, Inflow Depth = 2.89" for 10-YEAR event Inflow = 0.04 cfs @ 7.89 hrs, Volume= 0.012 af Outflow = 0.04 cfs @ 7.89 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.55 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.00 fps, Avg. Travel Time= 0.2 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.75 cfs 6.0" Round Pipe n= 0.013 Length= 19.1' Slope= 0.0974 '/' Inlet Invert= 194.37', Outlet Invert= 192.51' Reach 11 R: 6" PVC Hydrograph Inflow Outflow 0.038' o.oac; =? LO°� Inflow Area=0.050 ac 0.036 0.034 Avg. Flow Depth=0.05' 0.03- Max Vel=3.55 fps 0.026- 6.0" 0.026;_ 0.022 % Round Pipe 0.02 LL 0.018- n=0.013 0.016-- L=19.1' 0 o1z j r. S_0.0974 'I' %�j'.. Capacity=1.75 cfs 0.008 0.0 /I/////////////////////� 0.00404: 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 . HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 97 Summary for Reach 12R: 6" PVC Inflow Area = 0.072 ac, 92.99% Impervious, Inflow Depth = 3.10" for 10-YEAR event Inflow = 0.06 cfs @ 7.88 hrs, Volume= 0.019 af Outflow = 0.06 cfs @ 7.88 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.26 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.96 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.88 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.53 cfs 6.0" Round Pipe n= 0.013 Length= 12.8' Slope= 0.2031 '/' Inlet Invert= 194.89', Outlet Invert= 192.29' Reach 12R: 6" PVC Hydrograph D Inflow 0.06 I oocrs ❑Outflow ooscfs Inflow Area=0.072 ac 0.055 Avg. Flow Depth=0.05' 0.05- 0.045- - Max Vel=5.26 fps 0.04- 6.0" Round Pipe 4 0.035 0.03 n=0.013 0.025 ': L=12.8' 0.02 j S=0.2031 'I'� 0.015 , 7 � Capacity=2.53 cfs 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 98 Summary for Reach 13R: 6" PVC Inflow Area = 0.126 ac, 78.79% Impervious, Inflow Depth = 2.87" for 10-YEAR event Inflow = 0.09 cfs @ 7.89 hrs, Volume= 0.030 af Outflow = 0.09 cfs @ 7.89 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 4.49 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.53 fps, Avg. Travel Time= 0.2 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.65 cfs 6.0" Round Pipe n= 0.013 Length= 24.1' Slope= 0.0867 '/' Inlet Invert= 191.88', Outlet Invert= 189.79' Reach 13R: 6" PVC Hydrograph El Inflow l 0.0s c I 0 Outflow' 0095 Inflow Area=0.126 ac 0.09 cfs 0005- 04 Avg. Flow Depth=0.08' 0075- Max Vel=4.49 fps 0.07 6.0" 0.065' 0.055i' Round Pipe °05 n=0.013 0 L=24.1 .035 S=0.0867 / 0.02 2 , / 0 Capacity=1.65 cfs 0.0151dei�i�i�oi�i 0.011 0.005 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 99 • Summary for Reach 14R: 6" PVC Inflow Area = 0.121 ac, 80.76% Impervious, Inflow Depth = 2.91" for 10-YEAR event Inflow = 0.09 cfs @ 7.89 hrs, Volume= 0.029 af Outflow = 0.09 cfs @ 7.90 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.65 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.49 fps, Avg. Travel Time= 0.6 min Peak Storage= 2 cf @ 7.89 hrs Average Depth at Peak Storage= 0.11' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 0.79 cfs 6.0" Round Pipe n= 0.013 Length= 56.6' Slope= 0.0200 '/' Inlet Invert= 191.50', Outlet Invert= 190.37' Reach 14R: 6" PVC Hydrograph ❑Inflow 0.095 10.09 cfs I ❑Outflow 0.09 r°°9 Inflow Area=0.121 ac 0.085 0.08= Avg. Flow Depth=0.11' 0.075'- Max Vel=2.65 fps 0.07' 0.065 6.0" 06- y 055 // Round Pipe 0045,_ n=0.013 LL 0.04= L=56.6' 0 003' S=0.0200 '/' 0025.02 / Ca acit 0.79 cfs 00.01 j i�i�i�i� iiij/ 0.01 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 100 Summary for Reach 15R: 6" PVC Inflow Area = 0.305 ac, 55.31% Impervious, Inflow Depth = 2.49" for 10-YEAR event Inflow = 0.18 cfs @ 7.91 hrs, Volume= 0.063 of Outflow = 0.18 cfs @ 7.92 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.30 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.88 fps, Avg. Travel Time= 0.9 min Peak Storage= 6 cf @ 7.91 hrs Average Depth at Peak Storage= 0.16' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 0.80 cfs 6.0" Round Pipe n= 0.013 Length= 100.0' Slope= 0.0201 'I' Inlet Invert= 192.38', Outlet Invert= 190.37' • Reach 15R: 6" PVC Hydrograph / Inflow 0.2- i°.lads I 0 Outflow 0.19- lola� Inflow Area=0.305 ac 0.18'0.17= Avg. Flow Depth=0.16' p 0.1 0.15_ Max VeI=3.30 fps ���jjjØØ 6.0" 00.12 j Round Pipe ▪ 0 0.1_ % n=0.013 LL 0 OC L=100.0' S=0.0201 '/' 0.06 0.05 Caacit - _ / �/ p y 0.80 cfs 0.03, 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 101 Summary for Reach 16R: 6" PVC Inflow Area = 0.425 ac, 62.53% Impervious, Inflow Depth = 2.61" for 10-YEAR event Inflow = 0.27 cfs @ 7.92 hrs, Volume= 0.092 af Outflow = 0.27 cfs @ 7.92 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.27 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.99 fps, Avg. Travel Time= 0.1 min Peak Storage= 1 cf @ 7.92 hrs Average Depth at Peak Storage= 0.15' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.31 cfs 6.0" Round Pipe n= 0.013 Length= 10.6' Slope= 0.0547 '/' Inlet Invert= 190.37', Outlet Invert= 189.79' Reach 16R: 6" PVC Hydrograph o Inflow 0.3_ l 0.27 cfs 0 Outflow' 0.28-= I027 cis' Inflow Area=0.425 ac 0.26- Avg. Flow Depth=0.15' o.2z 10 Max VeI=5.27 fps 0.2 6.0.E • 018= r j Round Pipe 0.16 / n=0.013 0• 0.14= " 012 L=10.6' 1 S=0.0547 '/' °0 �j Capacity=1.31 cfs 0.04 "` 0.02_ 0 ."/ 0 2 a 6 8 ^10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 102 Summary for Reach 17R: 6" PVC Inflow Area = 1.318 ac, 8.69% Impervious, Inflow Depth = 1.74" for 10-YEAR event Inflow = 0.53 cfs @ 7.97 hrs, Volume= 0.191 af Outflow = 0.53 cfs @ 7.97 hrs, Volume= 0.191 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 6.88 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.89 fps, Avg. Travel Time= 0.2 min Peak Storage= 4 cf @ 7.97 hrs Average Depth at Peak Storage= 0.21' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.47 cfs 6.0" Round Pipe n= 0.013 Length= 55.8' Slope= 0.0690 '/' Inlet Invert= 200.79', Outlet Invert= 196.94' Reach 17R: 6" PVC Hydrograph / ❑ Inflow �0:53 cfs i ❑Outflow 0.55 Lo.5cf, Inflow Area=1.318 ac 0.5- 0 Avg. Flow Depth=0.21' 0.45 Max Vet=6.88 fps 0.4_ 6.0" 0.35_ Round Pipe 3 °.3= n=0.013 II 0.257 L=55.8' 0.2 S_0.0690 '/' 07 j% i%%ee zzi Capacity=1.47 cfs 01 00: i ��� j _ 07/7 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 111 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 103 Summary for Pond 1 P: 72" Detention Pipe Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth = 2.61" for 10-YEAR event Inflow = 2.60 cfs @ 7.91 hrs, Volume= 0.888 af Outflow = 0.48 cfs @ 12.52 hrs, Volume= 0.538 af, Atten= 82%, Lag= 276.7 min Primary = 0.28 cfs @ 12.52 hrs, Volume= 0.401 af Secondary= 0.20 cfs @ 12.52 hrs, Volume= 0.137 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 192.74'@ 12.52 hrs Surf.Area= 804 sf Storage= 21,463 cf Flood Elev= 191.00' Surf.Area= 4,173 sf Storage= 16,108 cf Plug-Flow detention time=825.3 min calculated for 0.538 af(61% of inflow) Center-of-Mass det. time=594.7 min ( 1,293.0 - 698.4 ) Volume Invert Avail.Storage Storage Description #1 186.79' 21,488 cf 72.0" Round Pipe Storage L= 760.0' Device Routing Invert Outlet Devices #1 Primary 186.79' 8.0" Round Culvert L= 1.0' Ke= 0.600 Inlet/ Outlet Invert= 186.79'/ 186.78' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #2 Device 1 186.79' 1.1" Horiz. Orifice/Grate C= 0.620 Limited to weir flow at low heads #3 Device 1 192.65' 8.0" Horiz. Orifice/Grate C= 0.620 Limited to weir flow at low heads #4 Device 5 192.65' 8.0" Horiz. Orifice/Grate C= 0.620 Limited to weir flow at low heads #5 Secondary 186.79' 12.0" Round Culvert L= 21.5' Ke= 0.600 Inlet/ Outlet Invert= 186.79'/ 184.04' S= 0.1279'/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=0.27 cfs @ 12.52 hrs HW=192.74' (Free Discharge) L1=Culvert (Passes 0.27 cfs of 3.74 cfs potential flow) 12=Orifice/Grate (Orifice Controls 0.08 cfs @ 12.14 fps) 3=Orifice/Grate (Weir Controls 0.19 cfs @ 1.00 fps) econdary OutFlow Max=0.19 cfs @ 12.52 hrs HW=192.74' (Free Discharge) Culvert (Passes 0.19 cfs of 8.28 cfs potential flow) =Orifice/Grate (Weir Controls 0.19 cfs @ 1.00 fps) S 4762 POST-DEVELOPED Type IA 24-hr 10-YEAR Rainfall=3.45" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 104 0 Pond 1 P: 72" Detention Pipe Hydrograph 192 74 cfs /././ • Elevation 192 ❑ Inflow I2B0i ea=4.085 ac i t outflow ❑ Primary 04 Pea' • 74' 191 D Secondary °� Storage=21,• • 190 c oas 1 d 189 w w u o -188 1 0.48cry - /Z77/-V f ,. -187 ////////max-- 4?X:/%%%/ % /, .20 de 7/ / %,•• 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • i 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 105❑Run off Summary for Subcatchment 1S: Roof Runoff = 0.46 cfs @ 7.88 hrs, Volume= 0.152 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 21,660 98 Roofs 0 80 Landscaping 21,660 98 Weighted Average 21,660 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 004 Direct Entry, Subcatchment 1 S: Roof / Hydrograph 0.143 0.04 0.5= 10.46 cfs 0.46_ Type IA 24-hr 0.16 0.44- := 0.38' 0.34 0.32_ 25-YEAR Rainfall=3.90" o.36tl Runoff Area=21,660 sf Runoff Volume=0.152 af 0• 26= 0.2 c 0.24-- LL Runoff Depth=3.67" o.22 Tc=5.0 m i n °a CN=0198 0.12- 0.1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 41). • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Pace 106 Summary for Subcatchment 2S: Roof Runoff = 0.99 cfs @ 7.88 hrs, Volume= 0.330 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 47,130 98 Roofs 0 80 Landscaping 47,130 98 Weighted Average 47,130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Roof 1-7 Hydrograph Runoff 0.99 cfs Type IA 24-hr 25-YEAR Rainfall=3.90" Runoff Area=47,130 sf Runoff Volume=0.330 of Runoff Depth=3.67" 3 / Tc=5.0 m i n 2 CN=0/98 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 107 Runoff` Summary for Subcatchment 3S: Parking, Sidewalk and Landscaping Runoff = 0.12 cfs @ 7.89 hrs, Volume= 0.040 af, Depth= 3.36" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 4,320 98 Paved parking 790 98 Sidewalk 1,110 80 Landscaping 6,220 95 Weighted Average 1,110 17.85% Pervious Area 5,110 82.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0.13 Direct Entry, Subcatchment 3S: Parking, Sidewalk and Landscaping i Hydrograph w] 0.121 0.11= 0.1- 0.08_ Type IA 24-hr 25-YEAR Rainfall=3.90" Runoff Area=6,220 sf / Runoff Volume=0.040 of 0.07 Runoff Depth=3.36" LL 0.063 Tc=5.0 min 0.04 0.03� 0.02 CN=80/98 �i 0.01_ 0 2 4 6 8 10 1P2 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 108 Summary for Subcatchment 4S: Parking, Sidewalk and Landscaping Runoff = 0.06 cfs @ 7.88 hrs, Volume= 0.022 af, Depth= 3.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 2,470 98 Paved parking 490 98 Sidewalk 250 80 Landscaping 3,210 97 Weighted Average 250 7.79% Pervious Area 2,960 92.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0.07- Direct Entry, Subcatchment 4S: Parking, Sidewalk and Landscaping Hydrograph V ❑Runoff o.os cfs0.065 0.06 0.055 0.05 / Type IA 24-hr 25-YEAR Rainfall=3.90" Runoff Area=3,210 sf 0.045 0.04 3 0.035 % Runoff Volume=0.022 of j Runoff Depth=3.53" 003 Tc=5.0 min °.025 i j 0.02_ CN=80/98 °0.01.015 �/ 0.005- 0_// 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 CD2016 HydroCAD Software Solutions LLC Page 109 Summary for Subcatchment 5S: Parking, Sidewalk and Landscaping Runoff = 0.04 cfs @ 7.88 hrs, Volume= 0.013 af, Depth= 3.66" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 1,740 98 Paved parking 100 98 Sidewalk 10 80 Landscaping 1,850 98 Weighted Average 10 0.54% Pervious Area 1,840 99.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Parking, Sidewalk and Landscaping Hydrograph 004' L.;Runoff 0.04': I 0.04 cfs 0.038 Type IA 24-hr 0.034 25-YEAR Rainfall=3.90" Runoff Area=1,850 sf Runoff Volume=0.013 af Runoff Depth=3.66" 0. Tc=5.0 min °003 0.026 0.026- 0.024, 0.022_ ° I /, -' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 110 Summary for Subcatchment 6S: Parking, Sidewalk and Landscaping Runoff = 0.09 cfs @ 7.89 hrs, Volume= 0.031 af, Depth 3.22" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 3,540 98 Paved parking 1,310 80 Landscaping 140 98 Sidewalk 4,990 93 Weighted Average 1,310 26.25% Pervious Area 3,680 73.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Parking, Sidewalk and Landscaping Hydrograph Type IA 24-hr 25-YEAR Rainfall=3.90" Runoff Area=4,990 sf Runoff Volume=0.031 of Runoff Depth=3.22" Tc=5.0 main C N=80198 z 0.1= L_Runoff 0.095- I oo9crs l 0.09= '/ 0.008_0&= 0075- 0.07 0.065 0.06- 1.3 0.055-- c 0.05 LL0.O45 0.035- 0.03- 0.025 0.02-E 0.01 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 111 Summary for Subcatchment 7S: Parking, Sidewalk and Landscaping Runoff = 0.04 cfs @ 7.89 hrs, Volume= 0.014 af, Depth= 3.32" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 1,720 98 Paved parking 440 80 Landscaping 2,160 94 Weighted Average 440 20.37% Pervious Area 1,720 79.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: Parking, Sidewalk and Landscaping Rydrograph 0.044= r Runoff 0.042= o.oa 41111. 0.04`_ 0 Type IA 24-hr .038 0.036. 25-YEAR Rainfall=3.90" cfs 0.034 0.032_ Runoff Area=2,160 sf 0.28 Runoff Volume=0.014 of 0.028 0.026 0.024 Runoff Depth=3.32" 33 0.022 LL 0.02 Tc=5.0 m i n 0.018 CN=80/98 0.016 0.014 0.012 0.01 0.008' 0.006 0.004 0.002 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 112 L Runoff Summary for Subcatchment 8S: Parking, Sidewalk and Landscaping Runoff = 0.06 cfs @ 7.88 hrs, Volume= 0.021 af, Depth= 3.55" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 2,920 98 Paved parking 220 80 Landscaping 3,140 97 Weighted Average 220 7.01% Pervious Area 2,920 92.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0.07 0.065 0.055 Direct Entry, Subcatchment 8S: Parking, Sidewalk and Landscaping Hydrograph 7 _ o.os • Type IA 24-hr 25-YEAR Rainfall=3.90" 0.05 0.045 0.035 0.03- 0.025 0.02 0.04 j Runoff Area=3,140 sf -� Runoff Volume=0.021 of Runoff Depth=3.55" LL j Tc=5.0 m i n r% C N=80/98 0.015 0.005- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 11°. • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 113 Summary for Subcatchment 9S: Landscaping Runoff = 0.07 cfs @ 7.96 hrs, Volume= 0.025 af, Depth= 2.12" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 5,700 80 Landscaping 380 98 Retaining Wall 200 98 Sidewalk 6,280 82 Weighted Average 5,700 90.76% Pervious Area 580 9.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 9S: Landscaping Hydrograph 0.08 / Runoff II 0.075 io.o/ 0.07 Type IA 24-hr 0.065 / 25-YEAR Rainfall=3.90" 0.06 0.055 Runoff Area=6,280 sf 0.05 Runoff Volume=0.025 of 0.045 004 Runoff Depth=2.12" LL 00 35- Tc=5-0 m i n 03 0.025= C N=80198 0.020.015 0.01-3 0.005 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 46° • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 114 Summary for Subcatchment 10S: Parking and Sidewalk Runoff 0.08 cfs @ 7.88 hrs, Volume= 0.028 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 3,470 98 Paved parking 540 98 Sidewalk 4,010 98 Weighted Average 4,010 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: Parking and Sidewalk Hydrograph cfs 0.09 ❑Runoff 00085' Type IA 24-hr 0.08 0.075 ✓ 25-YEAR Rainfall=3.90" 0. 0.06565E Runoff Area=4,010 sf 0.06 Runoff Volume=0.028 of 0.055 Id 0.05 Runoff Depth=3.67" °.045 Tc=5.0 m i n a 035 / - 0.°3 j CN-0/98 0.025E ,% 0.015. 1 o.oa 0.02 0.005� �/ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 11110 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 115 Summary for Subcatchment 11S: Parking, Sidewalk and Landscaping Runoff = 0.10 cfs @ 7.89 hrs, Volume= 0.035 af, Depth= 3.30" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 4,200 98 Paved parking 110 98 Sidewalk 1,160 80 Landscaping 5,470 94 Weighted Average 1,160 21.21% Pervious Area 4,310 78.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 11 S: Parking, Sidewalk and Landscaping Hydrograph 0 11 - Runoff 0.105= J alocr� 0.1= �/ Type IA 24 hr 00 09 j 25-YEAR Rainfall=3.90" 00.08 j Runoff Area=5,470 sf 0.08 00075' Runoff Volume=0.035 af 0.0�- 3 0 055= Runoff Depth=3.30" 0.045= Tc=5.0 min LL 0.04= CN=80/98 00.03 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 116 Summary for Subcatchment 12S: Parking, Sidewalk and Landscaping Runoff = 0.10 cfs @ 7.89 hrs, Volume= 0.034 af, Depth= 3.34" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 3,640 98 Paved parking 600 98 Sidewalk 1,010 80 Landscaping 5,250 95 Weighted Average 1,010 19.24% Pervious Area 4,240 80.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 12S: Parking, Sidewalk and Landscaping I a�o� Hydrograph 0.11 0.105= G Runoff 0.1= Type 0.095_ T e IA 24-hr 25-YEAR Rainfall=3.90" Runoff Area=5,250 sf Runoff Volume=0.034 af Runoff Depth=3.34" 009= 0.085� 0.075= 0.07= 0.065 3 0.055' 2 0.057 0.045- Tc=5_0 m i n CN=80/98 °.°4= ,? 0.035" 0.03" 0.0257 / 0.015_ 0.0051. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 110 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 117 Summary for Subcatchment 13S: Parking, Sidewalk and Landscaping Runoff = 0.22 cfs @ 7.91 hrs, Volume= 0.074 af, Depth= 2.90" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 6,590 98 Paved parking 750 98 Sidewalk 5,930 80 Landscaping 13,270 90 Weighted Average 5,930 44.69% Pervious Area 7,340 55.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 13S: Parking, Sidewalk and Landscaping Hydrograph 0.24-/ 0.23 - El Runoff' 0.22 i o.22 i Type IA 24 hr 0.2 25-YEAR Rainfall=3.90" Runoff Area=13,270 sf 0.16 E 0.15E Runoff Volume=0.074 of ra 0.12 Runoff Depth=2.90" o 01_j Tc=5.0 min 0:08= CN=80/98 0.0s= 0.03 0.02. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 1.41 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 118 Summary for Subcatchment 14S: Sidewalk and Landscaping Runoff = 0.65 cfs @ 7.96 hrs, Volume= 0.232 af, Depth= 2.11" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description * 2,780 98 Sidewalk 2,210 98 Existing Building to Remain 52,440 80 Landscaping 57,430 82 Weighted Average 52,440 91.31% Pervious Area 4,990 8.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0.7 Direct Entry, Subcatchment 14S: Sidewalk and Landscaping Hydrograph ❑Runoff` �0.65�, 0.65_ Type IA 24-hr 25-YEAR Rainfall=3.90" 0.55 Runoff Area=57,430 sf 004- Runoff Volume=0.232 of Runoff Depth=2.1I" 0 0.35- % Tc=5.0 m i n LL 025_ % CN=80/98 0.05-] 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 41)11) • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 119 Summary for Subcatchment 15S: Sidewalk and Landscaping Runoff = 0.10 cfs @ 7.91 hrs, Volume= 0.034 af, Depth= 2.85" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-YEAR Rainfall=3.90" Area (sf) CN Description 3,220 98 Sidewalk 2,960 80 Landscaping 6,180 89 Weighted Average 2,960 47.90% Pervious Area 3,220 52.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: Sidewalk and Landscaping Hydrograph 0.11 0.105= ❑Runoff o.os5_ Type IA 24-hr 085 25-YEAR Rainfall=3.90" 0.08 2 0075-_ Runoff Area=6,180 sf 0.065 Runoff Volume=0.034 of 06= j Runoff Depth=2.85" 3 0.055 LL°045 Tc=5.0 min 0.04 0.035= CN=80/98 lolocfsl o25 0.01 7 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 120 • Summary for Reach 1 R: 12" PVC Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth > 2.00" for 25-YEAR event Inflow = 0.68 cfs @ 10.29 hrs, Volume= 0.680 af Outflow = 0.68 cfs @ 10.30 hrs, Volume= 0.680 af, Atten= 0%, Lag= 0.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.47 fps, Min. Travel Time= 0.3 min Avg. Velocity = 3.29 fps, Avg. Travel Time= 0.6 min Peak Storage= 14 cf @ 10.29 hrs Average Depth at Peak Storage= 0.21' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 6.71 cfs 12.0" Round Pipe n= 0.013 Length= 109.5' Slope= 0.0354 '/' Inlet Invert= 186.92', Outlet Invert= 183.04' Reach 1 R: 12" PVC Hydrograph 0.75 / Inflow o.66 cfs ❑Outflow 0.7-_ Fonds Inflow Area=4.085 ac 6 Avg. Flow Depth=0.21' 0.55 Max Vet=5.47 fps 045 12.0" 0.4., %/�/ Round Pipe `0 0.35= / n=0.013 0.3: L=109.5' 0.25: S=0.0354 'I' 02 Capacity=6.71 cfs 0.15 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 I/ Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 121 Summary for Reach 2R: 8" PVC Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth > 1.39" for 25-YEAR event Inflow = 0.38 cfs @ 10.29 hrs, Volume= 0.473 af Outflow = 0.38 cfs @ 10.29 hrs, Volume= 0.473 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.37 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.62 fps, Avg. Travel Time= 0.3 min Peak Storage= 4 cf @ 10.29 hrs Average Depth at Peak Storage= 0.31' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 0.85 cfs 8.0" Round Pipe n= 0.013 Length= 26.0' Slope= 0.0050 '/' Inlet Invert= 184.42', Outlet Invert= 184.29' Reach 2R: 8" PVC Hydrograph D Inflow 0.38 cfs ❑Outflow o.4= I0.38cfs / Inflow Area=4.085 ac 0.34 %y; Avg. Flow Depth=0.31' 0.32= Max Vel=2.37 fps o.2s ' 8.0" // 0.24 y Round Pipe °02 /� ./ n=0.013 U. 0.181 _ 26.01 0.14? / _ 0.12 0.1 0.08- 0.04 /�//�/// 0.02=/ / 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" eery Printed 9/5/2019 HydroCAD®Prparedby 10.00AKS 18Engineering s/n 05096 ©&2016For HydstroCAD Software Solutions LLC Page 122 110 Summary for Reach 3R: 8" PVC Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth > 1.39" for 25-YEAR event Inflow = 0.38 cfs @ 10.28 hrs, Volume= 0.473 af Outflow = 0.38 cfs @ 10.29 hrs, Volume= 0.473 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.42 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.65 fps, Avg. Travel Time= 0.1 min Peak Storage= 2 cf @ 10.29 hrs Average Depth at Peak Storage= 0.31' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 0.88 cfs 8.0" Round Pipe n= 0.013 Length= 13.3' Slope= 0.0053 '/' Inlet Invert= 186.79', Outlet Invert= 186.72' Reach 3R: 8" PVC Hydrograph r 0.42 I Inflow 0.38cfs El Outflow 0'4- I0.38cfs Inflow Area=4.085 ac 0.3V 0.36_ Avg. Flow Depth=0.31' 0.34= 0.32 / Max Vet=2.42 fps 0.3, 0.28- 8.0" 0.26 0.24" // Round Pipe n=0.013 LL o.,s /;1 L=13.3' 0.16_ S=0.0053 '/' 0.12_ 0.08j 0.06" , �/fir/ 0.04- 0.02= �/ / 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 4`6 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 . HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 123 Summary for Reach 4R: 8" PVC Inflow = 0.30 cfs @ 10.28 hrs, Volume= 0.207 af Outflow = 0.30 cfs @ 10.29 hrs, Volume= 0.207 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 7.38 fps, Min. Travel Time= 0.0 min Avg. Velocity = 6.24 fps, Avg. Travel Time= 0.1 min Peak Storage= 1 cf @ 10.29 hrs Average Depth at Peak Storage= 0.12' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 4.56 cfs 8.0" Round Pipe n= 0.013 Length= 19.2' Slope= 0.1427 '/' Inlet Invert= 186.79', Outlet Invert= 184.05' Reach 4R: 8" PVC Hydrograph D Inflow 0.32= I o.30 crs ❑Outflow 0.3' 0.30 cis Avg. Flow Depth=0.12' Max Vel-7.38 fps 8.0" 0.22_ • Round Pipe n=0.013 L=19.2' LL 0.12= S=0.1427 '/' 0.08= r Capacity=4.56 cfs 0.04 o o 02 vij-#7,0 z/.7 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software• Solutions LLC Page 124 Summary for Reach 5R: 6" PVC Inflow Area = 0.497 ac,100.00% Impervious, Inflow Depth = 3.67" for 25-YEAR event Inflow = 0.46 cfs @ 7.88 hrs, Volume= 0.152 af Outflow = 0.46 cfs @ 7.88 hrs, Volume= 0.152 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 10.29 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.80 fps, Avg. Travel Time= 0.1 min Peak Storage= 1 cf @ 7.88 hrs Average Depth at Peak Storage= 0.14' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.72 cfs 6.0" Round Pipe n= 0.013 Length= 31.3' Slope= 0.2355 '/' Inlet Invert= 197.16', Outlet Invert= 189.79' Reach 5R: 6" PVC Hydrograph 0 Inflow 0.5__ I o.a6 cfs ❑outflow 1 048csb Inflow Area=0.497 ac 0.45_ Avg. Flow Depth=0.14' 0.4= % Max Vel=10.29 fps 0.35 /�' 6.0" • • 0.3_ j Round Pipe 0 0.25 // n=0.013 0.2_ / L=31.3'_ 0.15_ S=0.2355 'I' 0.1 / j Capacity=2.72 cfs j 0.05 � 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 . HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 125 Summary for Reach 6R: 10, PVC Inflow Area = 2.616 ac, 51.16% Impervious, Inflow Depth = 2.83" for 25-YEAR event Inflow = 1.80 cfs @ 7.91 hrs, Volume= 0.617 af Outflow = 1.80 cfs @ 7.92 hrs, Volume= 0.617 af, Atten= 0%, Lag= 0.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.89 fps, Min. Travel Time= 0.4 min Avg. Velocity = 3.42 fps, Avg. Travel Time= 0.6 min Peak Storage= 39 cf @ 7.92 hrs Average Depth at Peak Storage= 0.46' Bank-Full Depth= 0.83' Flow Area= 0.5 sf, Capacity= 3.10 cfs 10.0" Round Pipe n= 0.013 Length= 128.5' Slope= 0.0200 '/' Inlet Invert= 192.36', Outlet Invert= 189.79' • CI Reach 6R: 10" PVC Hydrograph 2 LI Inflow L eo cts 1 ❑Outflow 1,.8� Inflow Area=2.616 ac Avg. Flow Depth=0.46' Max Vel=5.89 fps ! / 10.0" w % Round Pipe n=0.013 L=128.50.0200 �S- Ca ac t 3 10 cfs "3" 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 126 Summary for Reach 7R: 6" PVC Inflow Area = 0.143 ac, 82.15% Impervious, Inflow Depth = 3.36" for 25-YEAR event Inflow = 0.12 cfs @ 7.89 hrs, Volume= 0.040 af Outflow = 0.12 cfs @ 7.89 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 7.32 fps, Min. Travel Time= 0.0 min Avg. Velocity =4.11 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.93 cfs 6.0" Round Pipe n= 0.013 Length= 3.0' Slope= 0.2733 '/' Inlet Invert= 193.11', Outlet Invert= 192.29' Reach 7R: 6" PVC Hydrograph p Inflow 0.13- I o.9 ors I ❑Outflow 1012cft Inflow Area=0.143 ac 0.12_ / 0.11_ Avg. Flow Depth=0.07' 0.1 Max Vel=7.32 fps - 6.0" 09- 0.08 N % Round Pipe 0 0.06 n=0.013 LL 0.05 L=3.0' 0.043 Capacity=2.93 cfs % S=0.2733 '/' 0.03 0.01 0 /� /� 0 2 4 6 8 1�0 12 14 1Y6 18 20 22 24 26 28 30 32 34 86 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 127 • Summary for Reach 8R: 8" PVC Inflow Area = 0.074 ac, 92.21% Impervious, Inflow Depth = 3.53" for 25-YEAR event Inflow = 0.06 cfs @ 7.88 hrs, Volume= 0.022 af Outflow = 0.06 cfs @ 7.88 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 8.46 fps, Min. Travel Time= 0.0 min Avg. Velocity = 4.77 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 7.88 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 4.68 cfs 6.0" Round Pipe n= 0.013 Length= 7.8' Slope= 0.6962 '/' Inlet Invert= 196.62', Outlet Invert= 191.19' Reach 8R: 8" PVC Hydrograph r, Inflow 0.07= I o06� [1 Outflow l 0.065 I006�/ Inflow Area=0.074 ac 0.06= Avg. Flow Depth=0.04' 0.055 Max Vel-8.46 fps 0.05= 6.0" 0004 Round Pipe 0.035 n=0.013 LL 0.03 L=7.8' 0 % S=0.6962 '/' 025- 0.015- jj '""s Capacity=4.68 cfs 0.01-2 j 0.0053 /�aa 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software• Solutions LLC Page 128 Summary for Reach 9R: 6" PVC Inflow Area = 0.042 ac, 99.46% Impervious, Inflow Depth = 3.66" for 25-YEAR event Inflow = 0.04 cfs @ 7.88 hrs, Volume= 0.013 af Outflow = 0.04 cfs @ 7.88 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.82 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.28 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.88 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 3.42 cfs 6.0" Round Pipe n= 0.013 Length= 16.8' Slope= 0.3708 '/' Inlet Invert= 198.52', Outlet Invert= 192.29' • CD Reach 9R: 6" PVC Hydrograph / ❑Inflow 0.042= 10.04 a� ❑Outflow I0.04cfs Inflow Area=0.042 ac 038- 0.036 00° Avg. Flow Depth=0.04' 0:032. Max Vel=5.82 fps 0.03 6.0" 0.026 / 0.024- Round Pipe 0 0.022 n=0.013 LL 0.018 jl p, L=16.8' 00.o14 / S=0.3708 '/' 0.012] 0.01] ; dP Capacity=3.42 cfs 0.004 3 0.002-3 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions„LC Page 129 Summary for Reach 10R: 6 PVC Inflow Area = 0.164 ac, 75.52% Impervious, Inflow Depth = 3.25" for 25-YEAR event Inflow = 0.13 cfs @ 7.89 hrs, Volume= 0.044 af Outflow = 0.13 cfs @ 7.89 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.76 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.24 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.00 cfs 6.0" Round Pipe n= 0.013 Length= 19.4' Slope= 0.1268 '/' Inlet Invert= 194.75', Outlet Invert= 192.29' • Reach 10R: 6" PVC Hydrograph 0 Inflow l o.ls cts I 0 Outflow 0.14- i 013� Inflow Area=0.164 ac 0.13- 0.12 Avg. Flow Depth=0.09' 0.11_ Max Vel=5.76 fps 6.0" 0.08- j Round Pipe 0 0.0,- n=0.013 LL 0.06-- j L=19.4' 0.04= % S=0.1268 '/' 0.03- Capacity=2.00 cfs 0.02 0.01- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.9D" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 130 Summary for Reach 11 R: 6" PVC Inflow Area = 0.050 ac, 79.63% Impervious, Inflow Depth = 3.32" for 25-YEAR event Inflow = 0.04 cfs @ 7.89 hrs, Volume= 0.014 af Outflow = 0.04 cfs @ 7.89 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.70 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.08 fps, Avg. Travel Time= 0.2 min Peak Storage= 0 cf @ 7.89 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.75 cfs 6.0" Round Pipe n= 0.013 Length= 19.1' Slope= 0.0974 '/' Inlet Invert= 194.37', Outlet Invert= 192.51' Reach 11 R: 6" PVC Hydrograph Inflow 0.044= j 0.04 cfs I 0 Outflow 0.042-_ 0.04cfs `` Inflow Area=0.050 ac 0.04 0.038, ;4 Avg. Flow Depth=0.05' 0.036-0.034 Max VeI=3.70 fps 0.032 E 0.03; 6.0" 0.028= - 0.026 / Round Pipe 0.024 0 0.022_ n=0.013 u. 002_ 0.018' L=19.1' 0.01s_0.014: S=0.0974 'I' 12, °o 01 //� Capacity=1.75 cfs 0.006 0.00a // o.00z: /// 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 131 Summary for Reach 12R: 6" PVC Inflow Area = 0.072 ac, 92.99% Impervious, Inflow Depth = 3.55" for 25-YEAR event Inflow = 0.06 cfs @ 7.88 hrs, Volume= 0.021 af Outflow = 0.06 cfs @ 7.88 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.47 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.07 fps, Avg. Travel Time= 0.1 min Peak Storage= 0 cf @ 7.88 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 2.53 cfs 6.0" Round Pipe n= 0.013 Length= 12.8' Slope= 0.2031 '/' Inlet Invert= 194.89', Outlet Invert= 192.29' • Reach 12R: 6" PVC Hydrograph Inflow 0.072 I 0 06 cfs ❑Outflow l 0.065= 006cfs'4 Inflow Area=0.072 ac 0.06_ Avg. Flow Depth=0.05' 0.055 Max Vel=5.47 fps 0.05- % p 0.045 ► 6.0" 0.04_ Round Pipe f.t 0 0.035- // �� n=0.013 o.023= %% L=12.8' 0.02 %` S=0.2031 'I' Capacity=2.53 cfs 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 132 Summary for Reach 13R: 6" PVC Inflow Area = 0.126 ac, 78.79% Impervious, Inflow Depth = 3.30" for 25-YEAR event Inflow = 0.10 cfs @ 7.89 hrs, Volume= 0.035 af Outflow = 0.10 cfs @ 7.89 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 4.68 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.63 fps, Avg. Travel Time= 0.2 min Peak Storage= 1 cf @ 7.89 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.65 cfs 6.0" Round Pipe n= 0.013 Length= 24.1' Slope= 0.0867 '/' Inlet Invert= 191.88', Outlet Invert= 189.79' Reach 13R: 6" PVC Hydrograph 0 Inflow 0.11 l o.locfs I 0 Outflow 0.105_ I010cfs Inflow Area=0.126 ac 0.095= � Avg. Flow Depth=0.08' 0.09] _ 0 % Max Vel=4.68 fps 0.08= 0.0 6.0" 77 0065- Round Pipe o.oss j n=0.013 LL 0.05 ° L=24.1' �04' 0.04 S=0.0867 'I' 00 02= Capacity=1.65 cfs 0.015 • , 0.01 0.005 � r� 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" S ry Printed 9/5/2019 4110 HydroCAD®Preparedby 10.00AK-18Engineering s/n 05096 ©2016& Forest HydroCAD Software SolutionsLLC Page 133 Summary for Reach 14R: 6" PVC Inflow Area = 0.121 ac, 80.76% Impervious, Inflow Depth = 3.34" for 25-YEAR event Inflow = 0.10 cfs @ 7.89 hrs, Volume= 0.034 af Outflow = 0.10 cfs @ 7.90 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.76 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.55 fps, Avg. Travel Time= 0.6 min Peak Storage= 2 cf @ 7.89 hrs Average Depth at Peak Storage= 0.12' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 0.79 cfs 6.0" Round Pipe n= 0.013 Length= 56.6' Slope= 0.0200 '/' Inlet Invert= 191.50', Outlet Invert= 190.37' 410 0 Reach 14R: 6" PVC Hydrograph ®Inflow 0.11 o.tocfs 0 Outflow 0.105- I010efs Inflow Area=0.121 ac 01 0.095_ Avg. Flow Depth=0.12' 0.09_ 0p 88- Max Vel=2.76 fps 0.075= %/ 6.0" 0065= $/ Round Pie t o.os= 1� p LL0.05 5 : j n=0.013 0.0 0.045- /j L=56.6' 0.00 S=0.0200 '/' Capacity 0.79 cfs 0.015, // ///// 0.01; � 0.005j j 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 4'2 44 46 48 Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" eieering est0 ry Printed 9/5/2019 HydroCAD®Prparedby 10.00-18AKSEng s/n no 5096 ©2016& For HydroCAD Software Solutions LC Page 134 Summary for Reach 15R: 6" PVC Inflow Area = 0.305 ac, 55.31% Impervious, Inflow Depth = 2.90" for 25-YEAR event Inflow = 0.22 cfs @ 7.91 hrs, Volume= 0.074 af Outflow = 0.22 cfs @ 7.92 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.44 fps, Min. Travel Time== 0.5 min Avg. Velocity = 1.96 fps, Avg. Travel Time= 0.9 min Peak Storage= 6 cf @ 7.91 hrs Average Depth at Peak Storage= 0.18' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 0.80 cfs 6.0" Round Pipe n= 0.013 Length= 100.0' Slope= 0.0201 '/' Inlet Invert= 192.38', Outlet Invert= 190.37' 0 0 Reach 15R: 6" PVC Hydrograph 11 Inflow 0.24 �ZTc�s El Outflow 0.23 I022 Inflow Area=0.305 ac 0.22 0.21 0.2 • ØØ Avg. Flow Depth=0.18' 0:18 % Max Vel=3.44 fps 017- 00.16.15 ØØ 6.0„ u 0.13 %ØØ j Round Pipe c 0.11. n-0.013 a 0.1 0.090.08 0$4. - L=100.00.0201 ' 0 07 :06 Ca ac t 0 80 cfs 0.04 0.02 , 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 • HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 135 Summary for Reach 16R: 6" PVC Inflow Area = 0.425 ac, 62.53% Impervious, Inflow Depth = 3.03" for 25-YEAR event Inflow = 0.32 cfs @ 7.91 hrs, Volume= 0.107 af Outflow = 0.32 cfs @ 7.91 hrs, Volume= 0.107 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.50 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.12 fps, Avg. Travel Time= 0.1 min Peak Storage= 1 cf @ 7.91 hrs Average Depth at Peak Storage= 0.17' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.31 cfs 6.0" Round Pipe n= 0.013 Length= 10.6' Slope= 0.0547 '/' Inlet Invert= 190.37', Outlet Invert= 189.79' Reach 16R: 6" PVC Hydrograph 0 Inflow 0.34= 10.32 cfs I 0 Outflow I032cfs Inflow Area=0.425 ac 0.3= Avg. Flow Depth=0.17' 0.28_ 0.267, % Max Vet=5.50 fps 6.0" 0.22= % 0.$_ Rounpe d 0 0'13 0.14 L=10.6' 0.12-= S=0.0547 '/' 0.1 0.08 Capacity=1.31 cfs 0.04" 0.02 0 r/,,,, 0 2 4 6 8 10 12 14 156 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 • Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" eeeiry Printed 9/5/2019 HydroCAD®Prpared by 10.00-18AKSEngin s/n 05096 ering©2016& For HydrstoCAD Software Solutions LLC Page 136 Summary for Reach 17R: 6" PVC Inflow Area = 1.318 ac, 8.69% Impervious, Inflow Depth = 2.11" for 25-YEAR event Inflow = 0.65 cfs @ 7.96 hrs, Volume= 0.232 af Outflow = 0.65 cfs @ 7.96 hrs, Volume= 0.232 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 7.29 fps, Min. Travel Time= 0.1 min Avg. Velocity = 4.11 fps, Avg. Travel Time= 0.2 min Peak Storage= 5 cf @ 7.96 hrs Average Depth at Peak Storage= 0.23' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.47 cfs 6.0" Round Pipe n= 0.013 Length= 55.8' Slope= 0.0690 '/' Inlet Invert= 200.79', Outlet Invert= 196.94' CD Reach 17R: 6" PVC liydrograph Inflow 0.7_ 10.65cfs 0 Outflow I0.65cfs Inflow Area=1.318 ac 0.65 0.6— // Avg. Flow Depth=0.23' 0.55- :� Max Vel=7.29 fps 0.57. 6.0" O04_ Round Pipe c 0.35E n=0.013 L=55.8' 0.2. Capacity=1.47 cfs 0.155. 0.1E ji 0.05 �r-�� 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 I Time (hours) 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 137 Summary for Pond 1 P: 72" Detention Pipe Inflow Area = 4.085 ac, 62.44% Impervious, Inflow Depth = 3.02" for 25-YEAR event Inflow = 3.03 cfs @ 7.91 hrs, Volume= 1.030 af Outflow = 0.68 cfs @ 10.28 hrs, Volume= 0.680 af, Atten= 78%, Lag= 142.5 min Primary = 0.38 cfs @ 10.28 hrs, Volume= 0.473 af Secondary= 0.30 cfs @ 10.28 hrs, Volume= 0.207 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 192.77'@ 10.28 hrs Surf.Area= 498 sf Storage= 21,483 cf Flood Elev= 191.00' Surf.Area= 4,173 sf Storage= 16,108 cf Plug-Flow detention time 701.9 min calculated for 0.680 af(66% of inflow) Center-of-Mass det. time=496.0 min ( 1,190.9 - 694.9 ) Volume Invert Avail.Storage Storage Description #1 186.79' 21,488 cf 72.0" Round Pipe Storage L= 760.0' Device Routing Invert Outlet Devices #1 Primary 186.79' 8.0" Round Culvert L= 1.0' Ke= 0.600 Inlet/ Outlet Invert= 186.79'/ 186.78' S= 0.0100 'I' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf • #2 Device 1 186.79' 1.1" Horiz. Orifice/Grate C= 0.620 Limited to weir flow at low heads #3 Device 1 192.65' 8.0" Horiz. Orifice/Grate C= 0.620 Limited to weir flow at low heads #4 Device 5 192.65' 8.0" Horiz. Orifice/Grate C= 0.620 Limited to weir flow at low heads #5 Secondary 186.79' 12.0" Round Culvert L= 21.5' Ke= 0.600 Inlet/ Outlet Invert= 186.79'/ 184.04' S= 0.1279'/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=0.37 cfs @ 10.28 hrs HW=192.77' (Free Discharge) L1=Culvert (Passes 0.37 cfs of 3.74 cfs potential flow) -2=Orifice/Grate (Orifice Controls 0.08 cfs @ 12.17 fps) 3=Orifice/Grate (Weir Controls 0.29 cfs @ 1.14 fps) econdary OutFlow Max=0.29 cfs @ 10.28 hrs HW=192.77' (Free Discharge) 5 Culvert (Passes 0.29 cfs of 8.30 cfs potential flow) T 4=Orifice/Grate (Weir Controls 0.29 cfs @ 1.14 fps) S 4762 POST-DEVELOPED Type IA 24-hr 25-YEAR Rainfall=3.90" Prepared by AKS Engineering & Forestry Printed 9/5/2019 0 HydroCAD® 10.00-18 s/n 05096 ©2016 HydroCAD Software Solutions LLC Page 138 Pond 1 P: 72" Detention Pipe Hydrograph 184.7T _ // ■Elevation 192 ■Inflow 3.o ea=4.085 ac ❑Outflow ❑Primary Pea - .77' Secondary -191 3- Storage=21,, • - I -190 c 0 II 2_ -189 YJ Z 3 - o -188 u. � 0.68 ae _ -187 0.38 chi 0 .,,.,. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) S S ASK • Appendix C: Water Quality Calculations and Details AKS ENGINEERING & FORESTRY, LLC. 12965 SW HERMAN ROAD, SUITE 100 Date: 9/6/2019 TUALATIN, OR 97062 Designed by: AMC 503-563-6151 Checked by: CEG Basecamp StormFilter Manhole Sizing STORMFILTER® DESIGN PARAMETERS Number of Cartridges Required: N=Qtreat(449gpm/cfs/Qcart gpm/cart) Qtreat = Water Quality Volume (WQV) Qcart gpm/cart =Treatment per Cartridge = 15 gpm/cart StormFilter Manhole Sizing Area Requiring Treatment 111,120 SF WQV 3334 FT3 WQF 0.232 CFS Cartridge Required N=Qtreat(449gpm/cfs/Qcart gpm/cart) N=Qtreat(449gpm/cfs/ 15cart gpm/cart) • N= 6.93 cart 7 SINGLE CARTRIDGE STORMFILTER CWS Section 4.08.5 Water Quality Approach Sizing Methods *Water Quality Volume (cu.ft.) = 0.36 (in.)x Area (sq.ft.) 12 (in./ft.) **Water Quality Flow(cfs) = Water Quality Volume (cu.ft.) 14,400 seconds STORMFILTER DESIGN NOTES • STORMFILTER TREATMENT CAPACITY VARIES BY CARTRIDGE COUNT AND LOCALLY APPROVED SURFACE AREA SPECIFIC FLOW RATE. PEAK CONVEYANCE CAPACITY TO BE DETERMINED BY ENGINEER OF RECORD • A STANDARD 72"[1829]0 MANHOLE STYLE STORMFILTER IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES(3) A iiii11111%40OUTLET • A VOLUME SYSTEM IS ALSO AVAILABLE WITH 3 CARTRIDGES,MAXIMUM • SUMP • ALL PARTS AND INTERNAL ASSEMBLY PROVIDED BY CONTECH UNLESS OTHERWISE NOTED F\_ �•� CARTRIDGE SIZE(in.[mm]) 27[686] 18[457] LOW DROP RECOMMENDED MINIMUM HYDRAULIC DROP(H)(ft.[mm]) 3.05[930] 2.3[701] 1.8[549] �SY/ �A a�- A SPECIFIC FLOW RATE(gpm/sf[Us/m2]) 2[1.36] 1.67*[1.13]* 1[0.68] 2[1.36] 1.67*[1.13]* 1 [0.68] 2[1.36] 1.67*[1.13]* 1 [0.68] INLET�1 fli:��1'I ��li _f CARTRIDGE FLOW RATE(gpm[L/s]) 22.5[1.42] 18.79[1.19] 11.25[0.71] 15[0.95] 12.53[0.79] 7.5[0.47] 10[0.63] 8.35[0.53] 5[0.32] �j �✓ ��7=lli ��1 1.67 gpm/sf [1.13 Us/m]SPECIFIC FLOW RATE IS APPROVED WITH PHOSPHOSORB®(PSORB)MEDIA ONLY �� \ ��/ OUTLET �i:J �•� 72"[1829]0 I.D. TOP SLAB ACCESS �, MANHOLE STRUCTURE SITE SPECIFIC SCOv ERRAME AND DATA REQUIREMENTS -, STRUCTURE ID _ _ 'I _ i� - - WATER QUALITY FLOW RATE(cfs[L/s]) 0.231 PLAN VIEW / -" '- " - -; - -vV PEAK FLOW RATE(cfs[Us]) 0.77 STANDARD OUTLET RISER RETURN PERIOD OF PEAK FLOW(yrs) 25 YR FLOWKIT:42A IIII :0 1 CONTECH - a YI CARTRIDGE SIZE(SEE TABLE ABOVE) 18" 1 **w.*om�nes.�om CARTRIDGE FLOW RATE 15 / MEDIA TYPE(PERLITE,ZPG,PSORB) ZPG o - / NUMBER OF CARTRIDGES REQUIRED 7 N — PIPE DATA: INVERT MATERIAL DIAMETER INLET PIPE 1 186.69 PVC 8 CONTRACTOR TO GROUT TO INLET PIPE 2 * * * FINISHED GRADE OUTLET PIPE 184.39 PVC 8 GRADE FRAME AND COVER NOTES/SPECIAL REQUIREMENTS: RING/RISERS 0 (DIAMETER VARIES) ���� NOT TO SCALE 1 1. FLOATABLES STORMFILTER BAFFLE a CARTRIDGE M m =U GENERAL NOTES E, ,� -- (0 a 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. cq 11 I _> 2. DIMENSIONS MARKED WITH()ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. p 2' w a 3. FOR SITE SPECIFIC DRAWINGS WITH DETAILED VAULT DIMENSIONS AND WEIGHTS,PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS o z? LLC REPRESENTATIVE. www.ContechES.com co z 4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS o INLET PIPE j-J I— N fO DRAWING. 111-1___ z 5. STRUCTURE SHALL MEET AASHTO HS-20 LOAD RATING,ASSUMING EARTH COVER OF 0'-2'[610]AND GROUNDWATER ELEVATION AT,OR BELOW, 0= OI THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET >-v1- AASHTO M306 AND BE CAST WITH THE CONTECH LOGO. ~ - -- i � z 6 — IIAST 6. FILTER CARTRIDGES SHALL BE MEDIA-FILLED,PASSIVE,SIPHON ACTUATED,RADIAL FLOW,AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7"[178]. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 38 SECONDS. w 7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY(gpm)[Us]DIVIDED BY THE FILTER CONTACT SURFACE AREA(sq ft)[m]. o FLOW KIT 8. STORMFILTER STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C478 AND AASHTO LOAD FACTOR DESIGN METHOD. o cc OUTLET SUMP 9. ALTERNATE UNITS ARE IN MILLIMETERS[mm],UNLESS NOTED OTHERWISE. HDPE OUTLET RISER INSTALLATION NOTES Coo A. ANY SUB-BASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE m ELEVATION SECTION A-A SPECIFIED BY ENGINEER OF RECORD. Elio B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE. g C. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. w D. CONTRACTOR TO PROVIDE,INSTALL,AND GROUT INLET PIPE(S). w E. CONTRACTOR TO PROVIDE AND INSTALL CONNECTOR TO THE OUTLET RISER STUB. STORMFILTER EQUIPPED WITH A DUAL DIAMETER HDPE a OUTLET STUB AND SAND COLLAR. IF OUTLET PIPE IS LARGER THAN 8"[200],CONTRACTOR TO REMOVE THE 8"[200]OUTLET STUB AT i MOLDED-IN CUT LINE. COUPLING BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR. F. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF. Co m ,,,o The Stormwater Management Cirri►ft NTEC H® SFM H72 a ® ENGINEERED SOLUTIONS LLC STORMFILTER Sto rm F i l to r www.contechES.com 0 THIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OF THE FOLLOWING 8301 State Highway 29 North,Alexandria,MN 56308 STANDARD DETAIL U.S.PATENTS.5,322,629;5,524,576,5,707,527,5,985,157,6,027,639;6,649,048; RELATED FOREIGN PATENTS,OR OTHER PATENTS PENDING. � 800-328-2047 320-852-7500 320-852-7067 FAX Acs • Appendix D: USDA-NRCS Soil Resource Report USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, 41)41) Agriculture \ a joint effort of the United Report for �CS States Department of • Agriculture and other Was h i n gto n Federal agencies, State Natural agencies including the Resources Agricultural Experiment County, Oregon Conservation Stations, and local Service participants NMI. t / , , ,..., , ri, .1 M. . __ _ .,,, ::, , ....4... Fromari4 \ 1 , li, cri ..... ' SW E in,,ii St St F. Ll 0� 2QJU ft 4 t July 31, 2019 III Preface MIMI Soil surveys contain information that affects land use planning in survey areas. 11411 They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/health/)and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs)or your NRCS State Soil Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, • audiotape, etc.)should contact USDA's TARGET Center at(202)720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice)or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. • • 3 • Contents Preface 2 111) Soil Map 5 Soil Map 6 Legend 7 Map Unit Legend 8 Map Unit Descriptions 8 Washington County, Oregon 10 37B—Quatama loam, 3 to 7 percent slopes 10 45A—Woodburn silt loam, 0 to 3 percent slopes 11 45B—Woodburn silt loam, 3 to 7 percent slopes 12 45C—Woodburn silt loam, 7 to 12 percent slopes 13 2225A—Huberly silt loam, 0 to 3 percent slopes 14 Soil Information for All Uses 16 Soil Reports 16 Soil Physical Properties 16 Engineering Properties 16 References 21 . 4 Si Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 III Custom So•source Report • Soil Map b a v 519230 519260 519290 519320 519350 519380 519410 519440 519470 519500 519530 45°25 59„N - " max• - 45°25'59"N _O om O x " F° rr { tp. to i " �§ �i 1 1-.-�—..) 4 t(.w d f �7S { U U i '(. \ g - Y . i114A VMS t. s c axx >, f .• /. I 1 li_ - I 1 r s . t } _ .„ Sw Eimhur LL st St 3 a I .l., 45°25'52"N 45°25'52"N 519230 519260 519290 519220 519393 519380 519410 519440 519470 519500 519530 3 3 E. Map Scale:1:1,450 fi printed on A landscape(11"x 8.5")sheet. v N —Meters ‘ 0 20 40 a0 120 .. ,Feet A 0 50 100 200 300 Map projection:Web Mero3tor Corner coordinates:WGS84 Edge tics:UTM Zone lON WGS84 6 • • • Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:20,000. Stony Spot Soils ,T) Very Stony Spot rWarning:Soil Map may not be valid at this scale. Soil Map Unit Polygons Wet Spot Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause Other misunderstandingof the detail of mapping and accuracyof soil • Soil Map Unit Points � pp g .� Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed Blowout Water Features scale. Streams and Canals t•t Borrow Pit Transportation Please rely on the bar scale on each map sheet for map • Clay Spot i-i t Rails measurements. 0, Closed Depression ,0„0 Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service "0 US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) • Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator ik Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Marsh or swamp . Aerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. kR. Miscellaneous Water This product is generated from the USDA-NRCS certified data as Perennial Water of the version date(s)listed below. e, Rock Outcrop Soil Survey Area: Washington County,Oregon Saline Spot Survey Area Data: Version 16,Sep 18,2018 Sandy Spot Soil map units are labeled(as space allows)for map scales ,g> Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Aug 3,2014—Aug 3 Slide or Slip 23,2014 • Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 7 4110 37B 45A 45B Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Quatama loam,3 to 7 percent 2.0 45.1% slopes Woodburn silt loam,0 to 3 0.7 15.2% percent slopes Woodburn silt loam,3 to 7 1.2 26.7% 5.5% 7.4% 100.0% percent slopes 45C Woodburn silt loam,7 to 12 0.2 percent slopes 2225A Huberly silt loam,0 to 3 percent 0.3 4.4 slopes Totals for Area of Interest Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. 8 Custom Soil Resource Report The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. 11°. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 9 Custom Soil Resource Report Washington County, Oregon 411. 37B—Quatama loam, 3 to 7 percent slopes Pes Map Unit Setting National map unit symbol: 21 zm Elevation: 140 to 250 feet Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 52 to 54 degrees F Frost-free period: 165 to 210 days Farmland classification: All areas are prime farmland Map Unit Composition Quatama and similar soils: 85 percent Minor components: 4 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Quatama Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Loamy alluvium Typical profile H1 - 0 to 15 inches: loam H2- 15 to 30 inches: clay loam H3-30 to 62 inches: loam Properties and qualities Slope: 3 to 7 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: About 24 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 8.8 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Forage suitability group: Moderately Well Drained < 15% Slopes (G002XY004OR) Hydric soil rating: No Minor Components Huberly Percent of map unit: 4 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear 10 Custom Soil Resource Report Across-slope shape: Linear Hydric soil rating: Yes 45A—Woodburn silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2208 Elevation: 150 to 400 feet Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 165 to 210 days Farmland classification: All areas are prime farmland Map Unit Composition Woodburn and similar soils: 85 percent Minor components: 1 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Woodburn Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Old alluvium Typical profile H1 -0 to 16 inches: silt loam H2- 16 to 31 inches: silty clay loam H3-31 to 60 inches: silt loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 25 to 32 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 12.0 inches) Interpretive groups Land capability classification (irrigated): 2w Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Forage suitability group: Moderately Well Drained < 15% Slopes (G002XY004OR) Hydric soil rating: No • 11 Custom Soil Resource Report • Minor Components Dayton Percent of map unit: 1 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: Yes 45B—Woodburn silt loam, 3 to 7 percent slopes Map Unit Setting National map unit symbol: 2209 Elevation: 150 to 400 feet Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 165 to 210 days Farmland classification: All areas are prime farmland Map Unit Composition Woodburn and similar soils: 85 percent Minor components: 1 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Woodburn Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Old alluvium Typical profile H1 -0 to 16 inches: silt loam H2- 16 to 31 inches: silty clay loam H3-31 to 60 inches: silt loam Properties and qualities Slope: 3 to 7 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 25 to 32 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 12.0 inches) 12 Interpretive groupsCustom Soil Resource Report Land capability classification (irrigated): 2e 111. Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Forage suitability group: Moderately Well Drained < 15% Slopes (G002XY004OR) Hydric soil rating: No Minor Components Dayton Percent of map unit: 1 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: Yes 45C—Woodburn silt loam, 7 to 12 percent slopes Map Unit Setting National map unit symbol: 220b Elevation: 150 to 400 feet Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 165 to 210 days Farmland classification: Farmland of statewide importance Map Unit Composition Woodburn and similar soils: 85 percent Minor components: 1 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Woodburn Setting Landform: Terraces Landform position (three-dimensional): Riser Down-slope shape: Linear Across-slope shape: Linear Parent material: Old alluvium Typical profile H1 - 0 to 16 inches: silt loam H2- 16 to 31 inches: silty clay loam H3-31 to 60 inches: silt loam Properties and qualities Slope: 7 to 12 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained 13 Custom Soil Resource Report Capacity of the most limiting layer to transmit water(Ksat): Moderately low to 411 moderately high (0.06 to 0.20 in/hr) Depth to water table: About 25 to 32 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 12.0 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Forage suitability group: Moderately Well Drained < 15% Slopes (G002XY004OR) Hydric soil rating: No Minor Components Dayton Percent of map unit: 1 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: Yes 2225A—Huberly silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2sv3y Elevation: 150 to 260 feet Mean annual precipitation: 39 to 51 inches Mean annual air temperature: 52 to 54 degrees F Frost-free period: 165 to 210 days Farmland classification: Prime farmland if drained Map Unit Composition Huberly and similar soils: 90 percent Minor components: 3 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Huberly Setting Landform: Swales on terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Concave Parent material: Silty glaciolacustrine deposits Typical profile • A -0 to 8 inches: silt loam BAg-8 to 15 inches: silt loam 14 Custom Soil Resource Report Btg- 15 to 25 inches: silt loam 41). S 2Btx1 -25 to 38 inches: silt loam 2Btx2-38 to 59 inches: silt loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: About 38 inches to fragipan Natural drainage class: Poorly drained Capacity of the most limiting layer to transmit water(Ksat): Low to moderately low (0.01 to 0.01 in/hr) Depth to water table: About 0 to 8 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low(about 5.7 inches) Interpretive groups Land capability classification (irrigated): 3w Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C/D Forage suitability group: Poorly Drained (G002XY006OR) Hydric soil rating: Yes Minor Components Verboort Percent of map unit: 3 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 15 S Soil Information for All Uses Soil Reports I)41° The Soil Reports section includes various formatted tabular and narrative reports (tables) containing data for each selected soil map unit and each component of each unit. No aggregation of data has occurred as is done in reports in the Soil Properties and Qualities and Suitabilities and Limitations sections. The reports contain soil interpretive information as well as basic soil properties and qualities. A description of each report (table) is included. Soil Physical Properties This folder contains a collection of tabular reports that present soil physical properties. The reports (tables) include all selected map units and components for each map unit. Soil physical properties are measured or inferred from direct observations in the field or laboratory. Examples of soil physical properties include percent clay, organic matter, saturated hydraulic conductivity, available water capacity, and bulk density. Engineering Properties This table gives the engineering classifications and the range of engineering properties for the layers of each soil in the survey area. Hydrologic soil group is a group of soils having similar runoff potential under similar storm and cover conditions. The criteria for determining Hydrologic soil group is found in the National Engineering Handbook, Chapter 7 issued May 2007(http:// directives.sc.egov.usda.gov/OpenNonWebContent.aspx?content=17757.wba). Listing HSGs by soil map unit component and not by soil series is a new concept for the engineers. Past engineering references contained lists of HSGs by soil series. Soil series are continually being defined and redefined, and the list of soil series names changes so frequently as to make the task of maintaining a single national list virtually impossible. Therefore, the criteria is now used to calculate the HSG using the component soil properties and no such national series lists will be maintained. All such references are obsolete and their use should be discontinued. Soil properties that influence runoff potential are those that influence the minimum rate of infiltration for a bare soil after prolonged wetting and when not frozen. These properties are depth to a seasonal high water table, saturated hydraulic conductivity after prolonged wetting, and depth to a layer with a very slow water transmission 16 Custom Soil Resource Report rate. Changes in soil properties caused by land management or climate changes 6° e also cause the hydrologic soil group to change. The influence of ground cover is treated independently. There are four hydrologic soil groups, A, B, C, and D, and three dual groups, A/D, B/D, and C/D. In the dual groups, the first letter is for drained areas and the second letter is for undrained areas. The four hydrologic soil groups are described in the following paragraphs: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Depth to the upper and lower boundaries of each layer is indicated. Texture is given in the standard terms used by the U.S. Department of Agriculture. These terms are defined according to percentages of sand, silt, and clay in the fraction of the soil that is less than 2 millimeters in diameter. "Loam,"for example, is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent sand. If the content of particles coarser than sand is 15 percent or more, an appropriate modifier is added, for example, "gravelly." Classification of the soils is determined according to the Unified soil classification system (ASTM, 2005)and the system adopted by the American Association of State Highway and Transportation Officials (AASHTO, 2004). The Unified system classifies soils according to properties that affect their use as construction material. Soils are classified according to particle-size distribution of the fraction less than 3 inches in diameter and according to plasticity index, liquid limit, and organic matter content. Sandy and gravelly soils are identified as GW, GP, GM, GC, SW, SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH, CH, and OH; and highly organic soils as PT. Soils exhibiting engineering properties of two groups can have a dual classification, for example, CL-ML. The AASHTO system classifies soils according to those properties that affect roadway construction and maintenance. In this system, the fraction of a mineral soil that is less than 3 inches in diameter is classified in one of seven groups from A-1 through A-7 on the basis of particle-size distribution, liquid limit, and plasticity index. Soils in group A-1 are coarse grained and low in content of fines (silt and clay). At the other extreme, soils in group A-7 are fine grained. Highly organic soils are classified in group A-8 on the basis of visual inspection. If laboratory data are available, the A-1, A-2, and A-7 groups are further classified as A-1-a, A-1-b, A-2-4, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an additional refinement, the suitability of a soil as subgrade material can be indicated by a group 17 Custom Soil Resource Report index number. Group index numbers range from 0 for the best subgrade material to .4111 20 or higher for the poorest. Percentage of rock fragments larger than 10 inches in diameter and 3 to 10 inches in diameter are indicated as a percentage of the total soil on a dry-weight basis. The percentages are estimates determined mainly by converting volume percentage in the field to weight percentage. Three values are provided to identify the expected Low(L), Representative Value (R), and High (H). Percentage (of soil particles)passing designated sieves is the percentage of the soil fraction less than 3 inches in diameter based on an ovendry weight. The sieves, numbers 4, 10, 40, and 200 (USA Standard Series), have openings of 4.76, 2.00, 0.420, and 0.074 millimeters, respectively. Estimates are based on laboratory tests of soils sampled in the survey area and in nearby areas and on estimates made in the field. Three values are provided to identify the expected Low(L), Representative Value (R), and High (H). Liquid limit and plasticity index(Atterberg limits) indicate the plasticity characteristics of a soil. The estimates are based on test data from the survey area or from nearby areas and on field examination. Three values are provided to identify the expected Low(L), Representative Value (R), and High (H). References: American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. 18 • . S Custom Soil Resource Report Absence of an entry indicates that the data were not estimated. The asterisk'*' denotes the representative texture; other possible textures follow the dash. The criteria for determining the hydrologic soil group for individual soil components is found in the National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.egov.usda.gov/ OpenNonWebContent.aspx?content=17757.wba). Three values are provided to identify the expected Low(L), Representative Value (R), and High (H). Engineering Properties—Washington County,Oregon Map unit symbol and Pct.of Hydrolo Depth USDA texture Classification Pct Fragments Percentage passing sieve number— Liquid Plasticit soil name map gic limit y index unit group Unified AASHTO >10 3-10 4 10 40 200 inches inches In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H 37B—Quatama loam, 3 to 7 percent slopes Quatama 85 C 0-15 Loam ML A-4 0-0-0 0-0-0 100-100 100-100 85-88- 60-68- 30-33 5-8-10 -100 -100 90 75 -35 15-30 Clay loam ML A-6 0-0-0 0-0-0 100-100 100-100 90-95-1 70-83- 35-38 10-13-1 -100 -100 00 95 -40 5 30-62 Loam ML A-4 0-0-0 0-0-0 100-100 100-100 85-90- 60-68- 20-25 NP-3-5 -100 -100 95 75 -30 45A—Woodburn silt loam,0 to 3 percent slopes Woodburn 85 C 0-16 Silt loam ML A-4 0-0-0 0-0-0 100-100 95-98-1 85-90- 70-78- 25-28 NP-3-5 -100 00 95 85 -30 16-31 Silty clay loam,silt CL A-6 0-0-0 0-0-0 100-100 100-100 95-98-1 85-90- 30-35 10-15-2 loam -100 -100 00 95 -40 0 31-60 Silt loam,silty clay CL-ML, A-4 0-0-0 0-0-0 100-100 100-100 95-98-1 80-85- 25-30 5-8-10 loam CL,ML -100 -100 00 90 -35 19 i • • Custom Soil Resource Report Engineering Properties—Washington County,Oregon Map unit symbol and Pct.of Hydrolo Depth USDA texture Classification Pct Fragments Percentage passing sieve number— Liquid Plasticit soil name map gic limit y index unit group Unified AASHTO >10 3-10 4 10 40 200 inches inches In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H 45B—Woodburn silt loam,3 to 7 percent slopes Woodburn 85 C 0-16 Silt loam ML A-4 0-0-0 0-0-0 100-100 95-98-1 85-90- 70-78- 25-28 NP-3-5 -100 00 95 85 -30 16-31 Silt loam,silty clay CL A-6 0-0-0 0-0-0 100-100 100-100 95-98-1 85-90- 30-35 10-15-2 loam -100 -100 00 95 -40 0 31-60 Silty clay loam,silt CL-ML, A-4 0-0-0 0-0-0 100-100 100-100 95-98-1 80-85- 25-30 5-8-10 loam CL,ML -100 -100 00 90 -35 45C—Woodburn silt loam,7 to 12 percent slopes Woodburn 85 C 0-16 Silt loam ML A-4 0-0-0 0-0-0 100-100 95-98-1 85-90- 70-78- 25-28 NP-3-5 -100 00 95 85 -30 16-31 Silt loam,silty clay CL A-6 0-0-0 0-0-0 100-100 100-100 95-98-1 85-90- 30-35 10-15-2 loam -100 -100 00 95 -40 0 31-60 Silty clay loam,silt CL-ML, A-4 0-0-0 0-0-0 100-100 100-100 95-98-1 80-85- 25-30 5-8-10 loam CL,ML -100 -100 00 90 -35 2225A—Huberly silt loam,0 to 3 percent slopes Huberly 90 C/D 0-8 Silt loam CL A-6,A-4 0-0-0 0-0-0 100-100 100-100 95-99-1 90-92- 30-34 10-12-1 -100 -100 00 95 -35 5 8-15 Silt loam CL A-6,A-4 0-0-0 0-0-0 100-100 100-100 95-99-1 90-92- 30-34 10-12-1 -100 -100 00 95 -35 5 15-25 Silt loam,silty clay CL A-6 0-0-0 0-0-0 100-100 100-100 95-99-1 90-93-1 30-37 15-17-2 loam -100 -100 00 00 -40 5 25-38 Silt loam ML A-4 0-0-0 0-0-0 100-100 100-100 90-99-1 85-93-1 25-32 NP-3-5 -100 -100 00 00 -35 38-59 Silt loam ML A-4 0-0-0 0-0-0 100-100 100-100 90-99-1 85-90-1 25-27 NP-3-5 -100 -100 00 00 -35 20 III References 111 American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes.ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. 41) Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 21 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. 4111. • National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// wvvw.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf 22 ANS • Appendix E: TR-55 Runoff Curve Numbers Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds A • Table 2-2a Runoff curve numbers for urban areas 1/ Curve numbers for --- — Cover description --- hydrologic soil group Cover type and hydrologic condition impervious area B C D Fully developed urban areas (vegetation established) Open space(lawns,parks,golf courses,cemeteries,etc.)W: Poor condition(grass cover<50%) 68 79 86 89 Fair condition(grass cover 50%to 75%) 49 69 84 Good condition(grass cover>75%) 39 61 Ir--gJ� Impervious areas: Paved parking lots,roofs,driveways,etc. (excluding right-of-way) 98 98 98 98 Streets and roads: Paved;curbs and storm sewers(excluding right-of-way) 98 83 98 98 98 Paved;open ditches(including right-of-way) 89 92 93 Gravel(including right-of-way) 76 85 89 9 Dirt(including right-of-way) 72 82 87 8 88 96 95 93 92 87 86 85 84 82 94 Western desert urban areas: Natural desert landscaping(pervious areas only) v 63 96 89 77 85 Artificial desert landscaping(impervious weed barrier, desert shrub with 1-to 2-inch sand or gravel mulch and basin borders) 96 96 Urban districts: Commercial and business 85 92 88 94 Industrial 72 65 81 91 Residential districts by average lot size: 1/8 acre or less(town houses) 77 61 85 90 1/4 acre 38 30 25 75 83 1/3 acre 57 72 81 1/2 acre 54 70 80 1 acre 20 51 68 65 79 2 acres 12 46 77 Developing urban areas Newly graded areas (pervious areas only,no vegetation)5/ 77 86 91 Idle lands(CN's are determined using cover types similar to those in table 2-2c). 1 Average runoff condition,and Ia=0.25. Average percent 2 The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious areas are directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 2-4. 3 CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space cover type. 4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN=98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4 based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas. (210-VI-TR-55,Second Ed.,June 1986) 2-5 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds A i Table 2-2c Runoff curve numbers for other agricultural lands"! Cover type Curve numbers for - --- Cover description -- -- ----- hydrologic soil group- Hydrologic condition B C D Pasture,grassland,or range—continuous W Poor 68 79 86 89 forage for grazing. Fair 49 69 79 84 Good 39 61 58 67 74 80 78 83 77 73 86 Meadow—continuous grass,protected from — 30 48 35 30 71 grazing and generally mowed for hay. Brush—brush-weed-grass mixture with brush Poor 77 70 65 the major element. Fair 56 Good 4' 48 Woods—grass combination(orchard Poor 57 43 73 65 58 66 60 55 82 76 72 or tree farm). Fair 82 77 86 Good 32 Woods. Poor 45 8' 79 Fair 36 7 Good 30_v 70 Farmsteads—buildings,lanes,driveways, — 59 74 82 and surrounding lots. 1 Average runoff condition,and Ia=0.2S. 2 Poor: <50%)ground cover or heavily grazed with no mulch. Fair: 50 to 75%ground cover and not heavily grazed. Good: >75%ground cover and lightly or only occasionally grazed. 3 Poor. <50%ground cover. Fair: 50 to 75%ground cover. Good: >75%ground cover. 4 Actual curve number is less than 30;use CN=30 for runoff computations. 5 CN's shown were computed for areas with 50%woods and 50%grass(pasture)cover.Other combinations of conditions may be computed from the CN's for woods and pasture. 6 Poor: Forest litter,small trees,and brush are destroyed by heavy grazing or regular burning. Fair: Woods are grazed but not burned,and some forest litter covers the soil. Good: Woods are protected from grazing,and litter and brush adequately cover the soil. • (210-VI-TR-55,Second Ed.,June 1986) 2-7 • AS IC Appendix F: Operations and Maintenance of Facilities CONTECH® ENGINEERED SOLUTIONS • StormFilter Inspection and Maintenance Procedures .. ff , t _ , \.....__ . .....,..... ......„. A .... — ..... . . s , ' / . _,,,,,..„. _ m . . , .... . . , . „..„,. . . ,,. „ • , . , ., , ...,... ,..„,,,,,„.....,,, ,,,.... , - „,_,,,,),,,,,,:„.....„,,,„.. .„ ,,...,..„...t.„,_.,„..„,,,„,,..„ ,,,,,... . r.. ,...„,...„,..,.. ....„.„ .1,,....„„it.,..„..,„.„.„ 0 , ....„,„..,......,.. ..., , 0._ .„...„. , ,.. ,,...............„.A.„, ... . :, _....,„ ,...„.... _,,,,.., _ The Stormwater Management StormFilterp Maintenance Guidelines In addition to these two activities, it is important to check The primary purpose of the Stormwater Management the condition of the StormFilter unit after major storms for StormFilter®is to filter and prevent pollutants from entering our potential damage caused by high flows and for high sediment waterways. Like any effective filtration system, periodically these accumulation that may be caused by localized erosion in the pollutants must be removed to restore the StormFilter to its full drainage area. It may be necessary to adjust the inspection/ maintenance schedule depending on the actual operating fficiency and effectiveness. conditions encountered by the system. In general, inspection Maintenance requirements and frequency are dependent on the activities can be conducted at any time, and maintenance should pollutant load characteristics of each site. Maintenance activities occur, if warranted, during dryer months in late summer to early may be required in the event of a chemical spill or due to fall. excessive sediment loading from site erosion or extreme storms. It is a good practice to inspect the system after major storm events. Maintenance Frequency The primary factor for determining frequency of maintenance for Maintenance Procedures the StormFilter is sediment loading. Although there are many effective maintenance options,we A properly functioning system will remove solids from water by believe the following procedure to be efficient, using common trapping particulates in the porous structure of the filter media equipment and existing maintenance protocols.The following inside the cartridges.The flow through the system will naturally two-step procedure is recommended:: decrease as more and more particulates are trapped. Eventually 1. Inspection the flow through the cartridges will be low enough to require • Inspection of the vault interior to determine the need for replacement. It may be possible to extend the usable span of the maintenance. cartridges by removing sediment from upstream trapping devices 2. Maintenance on a routine as-needed basis, in order to prevent material from being re-suspended and discharged to the StormFilter treatment • Cartridge replacement system. • Sediment removal The average maintenance lifecycle is approximately 1-5 years. Inspection and Maintenance Timing Site conditions greatly influence maintenance requirements. At least one scheduled inspection should take place per year with StormFilter units located in areas with erosion or active maintenance following as warranted. construction may need to be inspected and maintained more often than those with fully stabilized surface conditions. Sirst, an inspection should be done before the winter season. During the inspection the need for maintenance should be Regulatory requirements or a chemical spill can shift maintenance determined and, if disposal during maintenance will be required, timing as well.The maintenance frequency may be adjusted as samples of the accumulated sediments and media should be additional monitoring information becomes available during the obtained. inspection program.Areas that develop known problems should be inspected more frequently than areas that demonstrate no Second, if warranted, a maintenance(replacement of the filter problems, particularly after major storms. Ultimately, inspection cartridges and removal of accumulated sediments)should be and maintenance activities should be scheduled based on the performed during periods of dry weather. historic records and characteristics of an individual StormFilter system or site. It is recommended that the site owner develop a database to properly manage StormFilter inspection and maintenance programs.. • ram, Kra:•''i • 2 Maintenance Decision Tree The need for maintenance is typically based on results of the :r inspection. The following Maintenance Decision Tree should be used as. � a general guide.(Other factors,such as Regulatory Requirements,may III k' ' ` ' need to be considered) -„,. .:.,„....,.. 4 ,.>. ..^" � 1. Sediment loading on the vault floor. ,. . `,- ; .. a. If >4" of accumulated sediment, maintenance is �t *'711 required. itaii 2. Sediment loading on top of the cartridge. f` . _ dr a. If >1/4" of accumulation, maintenance is required. 3 �. 3. Submerged cartridges. a. If >4" of static water above cartridge bottom for more .. than 24 hours after end of rain event, maintenance is required. (Catch basins have standing water in the x...Y< cartridge bay.) Inspection Procedures 4. Plugged media. The primary goal of an inspection is to assess the condition of a. If pore space between media granules is absent, the cartridges relative to the level of visual sediment loading as maintenance is required. it relates to decreased treatment capacity. It may be desirable to conduct this inspection during a storm to observe the relative 5. Bypass condition. flow through the filter cartridges. If the submerged cartridges a. If inspection is conducted during an average rain fall are severely plugged,then typically large amounts of sediments event and StormFilter remains in bypass condition will be present and very little flow will be discharged from the (water over the internal outlet baffle wall or submerged drainage pipes. If this is the case,then maintenance is warranted cartridges), maintenance is required. and the cartridges need to be replaced. 6. Hazardous material release. Warning: In the case of a spill,the worker should abort a. If hazardous material release(automotive fluids or other) • inspection activities until the proper guidance is obtained. is reported, maintenance is required. Notify the local hazard control agency and Contech Engineered Solutions immediately. 7. Pronounced scum line. a. If pronounced scum line(say >_ 1/4"thick) is present To conduct an inspection: above top cap, maintenance is required. Important: Inspection should be performed by a person who is familiar with the operation and configuration of the StormFilter treatment unit. 1. If applicable, set up safety equipment to protect and notify surrounding vehicle and pedestrian traffic. . . _ 2. Visually inspect the external condition of the unit and take . notes concerning defects/problems. 3. Open the access portals to the vault and allow the system vent. 4. Without entering the vault,visually inspect the inside of the unit, and note accumulations of liquids and solids. 5. Be sure to record the level of sediment build-up on the floor of the vault, in the forebay, and on top of the cartridges. If flow is occurring, note the flow of water per drainage pipe. .- Record all observations. Digital pictures are valuable for historical documentation. 6. Close and fasten the access portals. • 7. Remove safety equipment. . 8. a , mb t, i 40 relative toppropriate ongoingake constructionnotes aout, erosion the local problemsdrainage, orarea high loading of other materials to the system. 9. Discuss conditions that suggest maintenance and make decision as to weather or not maintenance is needed. 3 Maintenance ► , Depending on the configuration of the particular system, , i maintenance personnel will be required to enter the vault to ✓ : :"- perform the maintenance. .. 41) Important: If vault entry is required,OSHA rules for confined �"" I ' Pentry a space must be followed. Filter cartridge replacement should occur during dry weather. - It may be necessary to plug the filter inlet pipe if base flows is r �i" ice.. occurring. ik- ne;ge: ''"'t• Replacement cartridges can be delivered to the site or customers facility. Information concerning how to obtain the replacement Ps I cartridges is available from Contech Engineered Solutions. , top Warning: In the case of a spill,the maintenance personnel J r, should abort maintenance activities until the proper guidance ,x ", y , is obtained. Notifythe local hazard control agency and 9 cY Contech Engineered Solutions immediately. �': ` To conduct cartridge replacement and sediment removal _ �¢ maintenance: r � a , 1 1 :s, K 1. If applicable, set up safety equipment to protect maintenance ,,. _�''� �. h personnel and pedestrians from site hazards. 2. Visually inspect the external condition of the unit and take , notes concerning defects/problems. " 3. Open the doors(access portals)to the vault and allow theme ` system to vent. 4. Without entering the vault, give the inside of the unit, Important:Care must be used to avoid damaging the including components,a general condition inspection.ik cartridges during removal and installation.The cost of Make notes about the external and internal condition of repairing components damaged during maintenance will be the vault. Give particular attention to recording the level of the responsibility of the owner. sediment build-up on the floor of the vault, in the forebay, C. Set the used cartridge aside or load onto the hauling and on top of the internal components. truck. 6. Using appropriate equipment offload the replacement cartridges (up to 150 lbs. each)and set aside. D. Continue steps a through c until all cartridges have been 7. Remove used cartridges from the vault using one of the removed. following methods: Method 2: Method 1: A. This activity will require that maintenance personnel enter A. This activity will require that maintenance personnel enter the vault to remove the cartridges from the under drain the vault to remove the cartridges from the under drain manifold and place them under the vault opening for manifold and place them under the vault opening for lifting (removal). Disconnect each filter cartridge from the lifting (removal). Disconnect each filter cartridge from the underdrain connector by rotating counterclockwise 1/4 of underdrain connector by rotating counterclockwise 1/4 of a turn. Roll the loose cartridge, on edge,to a convenient a turn. Roll the loose cartridge, on edge,to a convenient spot beneath the vault access. spot beneath the vault access. B. Unscrew the cartridge cap. Using appropriate hoisting equipment, attach a cable C. Remove the cartridge hood and float. from the boom, crane, or tripod to the loose cartridge. Contact Contech Engineered Solutions for suggested D. At location under structure access, tip the cartridge on its attachment devices. side. B. Remove the used cartridges(up to 250 lbs. each)from the E. Empty the cartridge onto the vault floor. Reassemble the vault. empty cartridge. • F. Set the empty, used cartridge aside or load onto the hauling truck. G. Continue steps a through e until all cartridges have been removed. 4 8. Remove accumulated sediment from the floor of the Material Disposal vault and from the forebay.This can most effectively be The accumulated sediment found in stormwater treatment accomplished by use of a vacuum truck. and conveyance systems must be handled and disposed of in 9. Once the sediments are removed, assess the condition of the accordance with regulatory protocols. It is possible for sediments IIIvault and the condition of the connectors. to contain measurable concentrations of heavy metals and 1 0.Using the vacuum truck boom, crane, or tripod, lower and organic chemicals(such as pesticides and petroleum products). install the new cartridges. Once again,take care not to Areas with the greatest potential for high pollutant loading damage connections. include industrial areas and heavily traveled roads. 1 1.Close and fasten the door. Sediments and water must be disposed of in accordance with 12.Remove safety equipment. all applicable waste disposal regulations.When scheduling 13.Finally, dispose of the accumulated materials in accordance maintenance, consideration must be made for the disposal of with applicable regulations. Make arrangements to return the solid and liquid wastes.This typically requires coordination with used empty cartridges to Contech Engineered Solutions. a local landfill for solid waste disposal. For liquid waste disposal a number of options are available including a municipal vacuum truck decant facility, local waste water treatment plant or on-site treatment and discharge. •• :•-- cao Related Maintenance Activities - Performed on an as-needed basis StormFilter units are often just one of many structures in a more m . �' comprehensive stormwater drainage and treatment system. In order for maintenance of the StormFilter to be successful, it is imperative that all other components be properly maintained. The maintenance/repair of upstream facilities should be carried i —` out prior to StormFilter maintenance activities. a In addition to considering upstream facilities, it is also important i --,..„4„,----- to correct any problems identified in the drainage area. Drainage 111110 area concerns may include: erosion problems, heavy oil loading, and discharges of inappropriate materials. z:. £ S ,,, Po L ' ,...,,, ft''s . sY �� so !�f a -0,,,,,e, , .... . .., ,,, '44:';$-.;., a y ' '-g:''.. .:1'.-: ) "AL* ":"''''''', '''''' ''.' ' -' 4 S " 5 Inspection Report Date: Personnel: Location: System Size: System Type: Vault Cast-In-Place LJ Linear Catch Basin Manhole Other Date: Sediment Thickness in Forebay: Sediment Depth on Vault Floor: Structural Damage: Estimated Flow from Drainage Pipes(if available): Cartridges Submerged: Yes No Depth of Standing Water: StormFilter Maintenance Activities(check off if done and give description) Trash and Debris Removal: Minor Structural Repairs: Drainage Area Report Excessive Oil Loading: Yes No Source: Sediment Accumulation on Pavement: Yes No Source: Erosion of Landscaped Areas: Yes No Source: Items Needing Further Work: Owners should contact the local public works department and inquire about how the department disposes of their street waste residuals. Other Comments: Review the condition reports from the previous inspection visits. • StormFilter Maintenance Report Date: Personnel: Location: System Size: System Type: Vault Cast-In-Place Linear Catch Basin Manhole Other List Safety Procedures and Equipment Used: System Observations Months in Service: Oil in Forebay(if present): Yes f No Sediment Depth in Forebay(if present): Sediment Depth on Vault Floor: Structural Damage: Drainage Area Report Excessive Oil Loading: Yes No Source: Sediment Accumulation on Pavement: Yes No Source: Erosion of Landscaped Areas: Yes No Source: StormFilter Cartridge Replacement Maintenance Activities Remove Trash and Debris: Yes No Details: Replace Cartridges: Yes LI No Details: Sediment Removed: Yes No Details: Quantity of Sediment Removed (estimate?): Minor Structural Repairs: Yes No Details: Residuals(debris, sediment) Disposal Methods: Notes: • • RECYCLED %V PAPER 9GIENXiUTIONS ©2016 CONTECH ENGINEERED SOLUTIONS LLC. 800-338-1122 www.ContechES.corn All Rights Reserved. Printed in the USA. Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech's portfolio includes bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other Contech division offerings,visit contech-cpi.com or call 800.338.1122. Support • Drawings and specifications are available at www.conteches.com. • Site-specific design support is available from our engineers. NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS AN EXPRESSED • WARRANTY OR AN IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR AN Y PARTICULAR PURPOSE .SEE THE CONTECH STANDARD CONDITIONS OF SALE(VIEWABLE AT WWW.CONTECHES.COM/COS)FOR MORE INFORMATION . 800.338.1122 www.conteches.com StormFilter Inspection and Maintenance Procedures 8/2016