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HomeMy WebLinkAboutApplication APPLICANT 5/8/2020City of Springfield Development & Public Works 225 Fifth Street Springfield, OR 97477 Minimum Development Standards (Major) SPRINGFIELD w 0#/ Required Project Information (Applicant: complete this section) A licant Name: Breit MYancey Phone: 541-726,3205 Company: Springfield School District E -mall: brett.yancey@springfield.kl2.or.0 Address: 640A Street, Springfield, OR 97477 Applicant's Rep.: Kyle Morris Phone; 541-302-9790 Company: A& O Engineering LLC IE -mail: kylemorris@aoengr.wrn Address: 380 O Street Suite 200 Springfield, OR 97477 Pro ertOwner: Thurston High School (Sreft Yancey) Phone: 541-726-3205 Company: Springfield School District IE -mail: breft.yancey@springfield.k12.or. Address: 640AStmat, Springfield, OR 97477 ASSESSOR'S MAP NO: 17-02,34-32 TAX LOT NOS : 00100 Property Address: N/A Size of Property: 26.01 Acres 91 Square Feet ❑ Description of If you are filling in this form by hand, please attach your proposal description to this application. Proposal: construct locker room facility and associated parking/infrastructure adjacent to softball field Existing Use: open field adjacent to school sports facilities Si natures: Please sign and print your name and date in the appropriate box on the next pace. Required Property Information (City Intake Staff., complete this section) Associated Cases: Case No.: 05/08/2020 Date: Reviewed b 811-20-000090-TYP1 Application Fee: $1218 Technical Fee: $ Posta a Fee: $0 60.90 1278.90 TOTAL FEES: $ PROJECT NUMBER: Revised 5/21/13 KL 1 of 9 Signatures The undersigned acknowledges that the information in this application is correct and accurate. Date: If the applicant is not the owner, the owner hereby grants permission for the applicant to act In his/her behalf. Date: OVJ6-71/2-o2-1) Signature Revlsed 5/21/13 KL 2 of 9 MDS Major Narrative This narrative is for a Minimum Development Standards Major application for a proposed building addition to Thurston High School, in the open field adjacent to the school sports facilities. This site is already developed and it is being proposed to add infrastructure to the existing development in accordance with the City of Springfield's minimum development standards. Applirant / Owners Representative A&O Engineering LLC Kyle Morris, EIT 380 O Street, Ste 200 Springfield, OR 97477 (541)302-9790 kylemorris@ao-engr.com Owner Springfield School District Brett Yancey 640 A Street Springfield, OR 97477 541-726-3205 Pro sot I oration Address: 333 58n St, Springfield, OR 97478 Tax Lot: 17-02-34-32-00100 Fri sting t Ise of Site The project site is currently an open field adjacent to school sports facilities Proposed Use The applicant is proposing to construct a locker room facility and associated parking/nfrastructure adjacent to the softball field. Land Use The parent zoning of the property is Public Land and Open Space The land uses of the abutting properties is: North: Public Land and Open Space - owned by Springfield School District East: Low Density Residential - South: Low Density Residential - West: Low Density Residential - The proposed project meets the land use requirements of the development code given the abutting land use zoning and uses. The proposed building is more than fifteen feet from the future roadway. It is also more than twenty feet from any residential property line. Furthermore, the proposed building is also more than five feet away from any parking. It is proposed to connect to the public right-of-way on 60n place. The proposed site will be graded to direct stormwater away from the building. The parking areas and drive -aisles will be graded towards the rain gardens. Surrounding areas of the site will be graded to match existing drainage patterns. Wastewater System The building is proposed to be served by an existing sanitary system on the adjacent property to the north (17-02-34-23-00500) owned by the existing applicant. The proposal is to tie into the existing manhole north of the tennis courts. Due to grade issues, this sewer system is proposed to be a privately owned pressurized system. No new connection to the Public system is proposed. Storm Water System Rain gardens are proposed to be constructed on the southern portion of the property to both treat, detain and convey stormwater runoff from the impervious surfaces on-site. The impervious surfaces include both parking/drive aisles. The storm water run-off from the roof is proposed to be piped directly into the existing storm drain system. Infiltration will occur in the rain gardenswhile overflow will be routed to the existing public storm main on the south end of the property. More detailed information regarding the proposed stormwater system can be found within the drainage memorandum included with the MDS site submittal. Both water quality and detention requirements are met with the proposed stormwater system. Water System The proposed water system is to install one domestic water meter on the south side of the building, where the existing SUB waterline is located on the property. The water source line will then be routed through an approved backflow device before entering the building. There are existing fire hydrants located north, west and east of the building. There is an existing hydrant west of the building approximately 400 feet from the future building. There as another hydrant at the intersection of 63rd and A street that is approximately 400 feet from the future building. It is not proposed to install a fire sprinkler system in the new building. It is proposed to construct a new fire hydrant near the building to meet fire standards The proposal is to install recessed downward facing soffit lighting on the exterior of the building, directed down to light the sidewalk and pavement areas adjacent to the structure. All lighting will be LED fixtures. It is proposed to install site pole lighting for the parking lot areas. A photometric analysis was completed and the lighting has been designed to prevent ligt trespass onto adjacent properties. A planting plan for the rain gardens that meets the requirements outlined in the Eugene Stormwater Management Manual will be prepared during the building permit process. Surrounding grades near the development area will be restored to grass to match the existing condition. The existing bark—o-muldi path will be re-routed to the south of the driveway and connect in to the existing path on each side of the development. The proposed bark -o -mulch path on the south side of the driveway is proposed to serve as the required landscape setback. Drinking Water Protection The proposed lot is located inside the 99 -year time of travel zone for drinking water protection. The area where vehicles will be driving will be paved. Storm water will be directed to the infiltration planter to provide pollution control treatment prior to entering the existing public storm system. The rain gardens will have 18 inches of soil media to meet the requirements in the drinking water protection area and appropriate signage will be installed. Site Soils The onsite soils are primarily Coburg -Urban Land Complex which is suitable for the proposed building and infrastructure. Coburg -Urban Land Complex is generally described as hydrologic soil group C. Infiltration will be utilized in the rain gardens as much as possible. Franchise Utilities (Electric, Phone, Cable, Natural Gas) are located on the property to serve the proposed building. Meter and vault locations will be determined during the building permit process. An existing underground electric line is proposed to be re-routed around the proposed building. Franchise services will be designed by the providing utility companies during the building permit process. Building Elevations Preliminary building elevations for the building are shown on the architectural plan provided by Rodd Hansen Architecture. The building will have locker room facilities, bathrooms, and a concession stand. The proposed building is twenty eight feet in height Other Site Features It is proposed to have the existing fence re-routed around the new building. It is not proposed to construct the building or install stormwater facilities or any other permanent feature within the future potential A street right-of-way. SPPINOFIELO PUBLIC WORKS DEPARTMENT / Engineering Division Phone: (541) 726-3753 Fax: (541) 736-1021 STORMWATER MANAGEMENT SYSTEM SCOPE OF WORK — (Area below this line filled at by Applicant) --- - (Please return to Malt Smuder@ aty ofSpringfreld Public Works Engineering,• For # 736-1021, Phone # 736-1635.) Project Name: THS Girls' Softball Facility Applicant: A&C Engineering LLC Assessors Parcel #: 17-02-34-32-00100 Date: 2127/2020 Land Use (s): School zone Phone #: (541) 302-9790 Project S&D(Acresi 1.17 Fax #: Approx. Impervious Area: 0.94 acres Email: kylemorns@ao-engr.com Project Description (Include a copy of Assessor's map): The proposed project Is to constructs new girl's softball locker room facility southwest and adjacentto the existing softball facility at Thurston High School. Along with the facility new parking Is proposed (preliminary 50 parking spaces) or as many as possible in the space allotted. Drainage Proposal (Public connection(s), discharge location(s), etc. Attach additional sheet(s) if necessary: it is proposed to construct vegetative stormwater treatment facilities (raln gardens, swales or storm planters) to treat and convey stormwater runoff from the parking area. Infiltration will he utilized If possible as dictated by site soils. Stomlwater not being infiltrated is proposed to discharge into existing publicly ovmed trundir s running east -west on the southern portion of the project area. Proposed Stormwater Best Management Practices: A vegetated facility (swale, rain garde or planter) is proposed to treat stormwster runoff from the development, Infiltration will be utilized from this facility if possible and the overflow will route into the existing storm main as discussed above. — (Area below this fine filled out br the Cit r and Returned to rhs tuLlicantl -- (At a rnfninuan, all buses checked by the City on the fiont and back ofthis sheet shall be submitted Joy an application to be complere forsubrnitral,, although other requirements may be necesswy.) Drainage Study Type (EDSPM Section 4.03.2): (Note. UH may be substituted for National Method) ❑ Small Site Study- (use Rational Method for calculations) Mid -Level Development Study—(use Unit Hydrograph Method for calculations) ❑ Full Drainage Development Study (use Unit Hydrograph Method for calculations) Environmental Considerations: �( [� Wellhead Zone: A, 0 - Hillside Development: A/)A ® Wetland/Riparian: ® Floodway/Floodplain: LyNJV4" Soil Type: ,��, - (.„,a, . G-rV-_,,.,-,.,_..__. �j❑' Other Jurisdictions: i✓1 i Downstream Ari%nhjSis: 541en�- l3 ® N/A ❑ Flow line for starting water surface elevation: _ ❑ Design HGL to use for starting water surface elevation: ❑ Manhole/Junction to take analysis to: Return to Matt Stupider 'h Citi of S sriuefield. email: mstoudera, ci.s trinofield.or.us. FAX: {541) 736-1021 9 of t0 COMPLETE STUDY ITEMS I For Otfidal Ue, Oaly *Bused upon the information provided on the front of this sheet, the,folloivmg mprescmb a minimum of what is needed for an application to be completefor submittal with respect to drainage,however, this list should not be used in lieu ofthe Springfield Development Code (SDC} or the City'sEngimering Design Manual. Compliance with these requirements does not constitute sale approval; Additional site specific informa#on may be required. Note: Upon scoping sheet submittal. ensure eompletedform has been signed in the space provided below: Interim Design StandardNWater Quality (EDSPM Chapter 3) Re 'd N/A ❑ All non-btuldtmg rooftop (MBR) impervious surfaces shall be pre-treated (e.g. multi-chambered catchbusin w/oil filtration media) for stormwater quality. Additionally, a minimum of 50% ofthe NBR impervious surface shall be treated by vegetated methods. ❑ Where required, vegetative slmmwaler design shall be consistent with interim design standards (EDSPM Section 3.02), set firth by die Bureau of Environmental Services (BES) or Clean Water Services (CWS). Dq ❑ For new NBR impervious area less than 15,000 square feet, a simplified design approach may be followed as specified by the BES for vegetative treatment. ❑ If a stocmwater treatment swat. is proposed, submit calculudonstspecifications for siring, velocity, flow, side slopes, bottim slope, and seed unix consistent with either BES in CWS requirements. 9 ❑ Water Quality calculations as required in Section 3.03.1 of the EDSPM ® ❑ All building rooftop mounted equipment, or other fluid containing equipment located outside of the but ldimg, shall be provided with secondary containment or weather resistant eaclostre. General Study Requirements (EDSPM Section 4.03) ❑ Drainage study prepared by a Professional Civil Engineer licensed in the state of Oregon. ® ❑ A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological study map. ® ❑ Calculations showing system capacity for a 2 -year storm event and overflow effects of 25 -year storm event. ® ❑ The time of concentraunn (Tc) shall be determined using a 10 minute start time for developed basins. Review of Downstream System (EDSPM Section 4.03.4.0) ❑ ® A downstream drainage analysis as described in EDSPM Section 4.03A.C. On-site drainage shall be governed by the Oregon Plumbing Specialty Code (OPSC). ❑ ® Elevations of the HOL and flow lines for both city and private systems where applicable. Design of Storm Systems (EDSPM Section 4.04) ® ❑ Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on the plan set. ® ❑ Minimumpipe cover shall be 18 inches far reinforced pipe and 36 inches for plain concrete and plastic pipe materials, or proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,000 Ib load without failure of the pipe stmcmre. ❑ Manning's'V values for pipes shall be consistent with Table 4-1 of the EDSP. All storm pipes shall be designed to achieve a minimum velocity of three (3) feet per second at 0.5 pipe full based on Table 4-1 as well. Other/mise yJ ❑ Existing and proposed contours, located at one foot interval, Include spot elevations and site grades showing how site drains ® ❑ Private stonw ater casements shall be clearly depicted on plans when private stormwmter flows from one property to t�yJr another VI ❑ Drywells shall not receive nmoff from any surface who being treated by one or more BMPs, with the exception of n:sidcmtial building roofs (EDSP Section 3.03.4.A). Additional provisions apply to this as required by the DEQ. Refer tothewebsile: cndva/uicbonw1cm for more information. ❑ Detention ponds $ball be designed to limit runoff to pre -development rates far the 2 through 25 -year storm events fi d GapkG�' •h eAc rfic -sV+lafr� A✓h�%f�•11[�—(i Y'4•rt � e 4Kc -bU "'This arm shall be inc7Jfblded as an attachment, inside the n cover, o t e siormwatrr stud t2.d -r - CA'coul I RIMPORTANT: ENGINEER PLEASE READ BELOW AND SIGN! I As the engineer ofrecoxlua Plan set. Signature: the above required items are complete and winded with the submitted stonmvaler study and Date: S 6 20 Zo 10 of 10 380 O Street, Ste 200 Springfield, Oregon 97477 (541) 302-9790 kylemorris@ao-engr.com A Et O Engineering LLC Drainage Memorandum To: City of Springfield From: Kyle Monis, EIT Reviewed by: Scott Morris, PE Date: 5/62020 Taxmap s TL: 17-02-3432-00100 Re: Drainage Memorandum for Thurston High School Girls' Softball Fadlity Project Overview The applicant is proposing to construct a locker room facility for the gids' softball team at Thurston High School. It is proposed to construct the facility in an open field portion of the property south of the existing baseball field, southeast of the football field/track and southwest of the existing softball field. The building is approximately 5,000 square feet in size and is proposed to have locker rooms, bathrooms and a concession stand. Also proposed is a packing lot and utilities to serve the new building. Infiltration rain gardens are proposed to treat, detain and convey stormwater runoff from the new paved impervious areas. Runoff from the new building is proposed to be piped directly to an existing 15' public storm main located in an existing easement south of the improvement. E6dsting Conditions The proposed location for the new facility is currently open field with a bark -o -mulch path for walking/running and gravel drive for school facility staff vehicles. The site naturally and gradually slopes to the south. Per the Web Soil Survey site soils are listed as Coburg -Urban land complex which has an HSG rating of C. Web Soil Survey estimates a fine sandy loam at a depth of 53-65 inches which has an estimated infiltration rate of 2.0-6.0 in/hr. To be conservative an infiltration rate of 2.0 Whir will be utilized for stormwater facility design. stormwater Calculation Parameters To perform the stormwater calculations City of Springfield standards were followed. HydroCAD software was utilized to perform hydraulic and hydrology calculations. Below are the parameters that were used for the stormwater calculations with their respective sources in (parenthesis). All parameters were taken from the City of Springfield Engineering Design Standards & Procedures Manual unless otherwise noted: Water Quality Precipitation: 0.83" in 24 hours On -Site Design Storm: 2 -Year design storm 2 -Year Precipitation: 3.30" in 24 hours 25 -Year Precipitation: 4.80" in 24 hours Storm Distribution Type: IA-24-hour(NRCS SCS Rainfall Distributions) Manning's n Number: 0.011 Runoff Method: Santa Barbara Urban Hydrograph Method (SBUH) Time of Concentration: Minimum 10 minutes Proposed Storrnwater System It is proposed to construct infiltration rain gardens to treat, detain and convey stormwater runoff from paved impervious surfaces. Stormwater runoff is proposed to sheet drain to the facilities and no catch basins are proposed. Stommater runoff from the building are proposed to be piped directly into the existing public 15' storm main south of the building on the property. One hundred percent of non -roof impervious area is proposed to be vegetatively treated prior to entering the public system. Hydraulic Calculations Hydraulic calculations were performed to ensure the rain gardens are sized accordingly to be contained within the stommater facilities. HydroCAD software was utilized to perform the hydrologic calculations and the HGL determinations. In the table below is a summary of the proposed rain gardens' physical characteristics. Table 1: Ram Garubn PhysbalCharacferistics The HGLs of the planterwere checked to ensure no damage would occur on any of the structures. Below is a table summary of each of the ponds. 0 Page 2 Bottom Bottom Side Depth Growing Rock Facility Width Length Slopes Ift] Media Depth Chamber [ft] [ft] [H:V] [ft] Depth [ft] Rain Garden 1 3 34 3:1 0.5 1.5 1 Rain Garden 2 3 223 3:1 0.5 1.5 1 The HGLs of the planterwere checked to ensure no damage would occur on any of the structures. Below is a table summary of each of the ponds. 0 Page 2 Table 2. Rain Garabn Elemtions and HGLs As shown in the table above stormwater is completely contained within the planter and will not cause damage to surrounding infrastructure. Also, all stormwater runoff is completely infiltrated during the water quality storm event thus meeting pollution requirements. Another component is detaining peak flowrates. Per the stormwater scoping sheet (attached with memorandum) Had out by City of Springfield Public Works staff, post construction peak flows will need to be held to pre -construction peak flowrates. Below is a table showing the post construction peak flowrates vs. existing peak flowrates. Table 3. Peak Flawrates Pre -Const. Flood 1" Peak Flowrate WQ 2 -YR 25 -YR 1cf51 FL Elev. 0.22 0.12 Grate 0.46 0.43 Facility Elev. Orifice HGL HGL HGL [ft] Elev. [ft] [ftl [ft] [ft] [ft] [ft] Rain Garden 515.25 515.75 515.29 515.58 512.81 515.31 515.56 1 Rain Garden 514.75 515.25 514.79 515.08 513.11 515.05 515.22 2 As shown in the table above stormwater is completely contained within the planter and will not cause damage to surrounding infrastructure. Also, all stormwater runoff is completely infiltrated during the water quality storm event thus meeting pollution requirements. Another component is detaining peak flowrates. Per the stormwater scoping sheet (attached with memorandum) Had out by City of Springfield Public Works staff, post construction peak flows will need to be held to pre -construction peak flowrates. Below is a table showing the post construction peak flowrates vs. existing peak flowrates. Table 3. Peak Flawrates As shown post -construction peak flowrates are detained to less than pre -construction peak flowrates for the project area. Conclusion The proposed stormwater system will serve the development adequately. Water quality will be provided by the vegetative contact time by allowing for infiltration during the water quality storm event. Also, detention will be provided by the rain gardens. The proposed system will not cause any damage to the proposed development or surrounding infrastructure. Appendix • HydroCAD calculations for THS Girls' Softball Facility. • Storm Scoping Sheet 0 Page 3 Pre -Const. Post -Const. Storm Event Peak Flowrate Peak Flowrate 1cf51 1cf51 2 -Year 0.22 0.12 25 -Year 0.46 0.43 As shown post -construction peak flowrates are detained to less than pre -construction peak flowrates for the project area. Conclusion The proposed stormwater system will serve the development adequately. Water quality will be provided by the vegetative contact time by allowing for infiltration during the water quality storm event. Also, detention will be provided by the rain gardens. The proposed system will not cause any damage to the proposed development or surrounding infrastructure. Appendix • HydroCAD calculations for THS Girls' Softball Facility. • Storm Scoping Sheet 0 Page 3 Existing Flows Rain Garden 2 Area Ra Rain Garden 1 Area Rah Building Roof Subcat Reach w Lin k o public system THS Storm 3-20-20 Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-26 s/n 04993 02020 HydroCAD Software Solutions LLC Pace 2 Area Listing (selected nodes) Area CN Description (acres) (su bcatch m ent-n umbers) 0.776 79 50-75% Grass cover, Fair, HSG C (1 S) 0.621 98 Impervious Area (13S, 15S) 0.154 98 Roof Area (11S) 1.552 88 TOTALAREA THS Storm 3-20-20 Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-26 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 3 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSGA 0.000 HSG B 0.776 HSGC 1S 0.000 HSG D 0.776 Other 115, 135, 15S 1.552 TOTAL AREA THS Storm 3-20-20 Prepared by {enter your company name here) HydroCAM 10.00-26 s/n 04993 © 2020 HydroCAD Software Solutions LLC Printed 5/62020 Pace 4 Ground Covers (selected nodes) HSG -A HSG -B HSGC HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.776 0.000 0.000 0.776 50-75% Grass cover, Fair 1S 0.000 0.000 0.000 0.000 0.621 0.621 Impervious Area 13S,15S 0.000 0.000 0.000 0.000 0.154 0.154 Roof Area 11S 0.000 0.000 0.776 0.000 0.776 1.552 TOTAL AREA THS Storm 3-20-20 Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-26 s/n 04993 02020 HydroCAD Software Solutions LLC Pace 5 Pipe Listing (selected nodes) Line# Node In -Invert Out -Invert Length Slope n DIamNVIdth Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 14P 512.75 510.77 25.0 0.0792 0.011 4.0 0.0 0.0 2 16P 512.25 510.77 25.0 0.0592 0.011 6.0 0.0 0.0 THS Storm 3-20-20 Type lA 24 -hr 01 -Water Quality Rainfall=0.83" Prepared by {enter your company name here} Printed 5/6/2020 HydroCADOR 10.00-26 s/n 04993 ©2020 HydroCAD Software Solutions LLC Paae 6 Time span=0.00-32.00 hrs, dt=0.05 hrs, 641 points Runoff by SBUH method, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl S: Existing Flows Runoff Area=33.803 sf 0.00%Impervious Runoff Depth=0.03" Tc=10.0 min CN=79/0 Runoff -0.00 cfs 0.002 of Subcatchmentl IS: Building Roof Runoff Area=6,719 sf 100.00%Impervious Runoff Depth=0.63" Tc=10.0 min CN=0/98 Runoff -0.02 cfs 0.008 of Subcatchmentl 3S: Rain Garden 1 Area Runoff Area=3,024 sf 100.00% Impervious Runoff Depth=0.63" Tc=10.0 min CN=0/98 Runoff -0.01 cfs 0.004 of Subcatchmentl SS: Rain Garden 2 Area Runoff Area=24.044 sf 100.00% Impervious Runoff Depth=0.63" Tc=10.0 min CN=0/98 Runoff=0.09 cfs 0.029 of Reach 17R: Flow into public system Inflow=0.02 cfs 0.008 of Outflow=0.02 cfs 0.008 of Pond 14P: Rain Garden 1 Peak Elev=513.11' Storage=0.000 of Inflov-0.01 cfs 0.004 of Discarded=0.00 cfs 0.004 of Primary=0.00 cfs 0.000 of Outflov -0.00 cfs 0.004 of Pond 16P: Rain Garden 2 Peak Elev=512.81' Storage=0.003 of Inflov-0.09 cfs 0.029 of Discarded=0.03 cfs 0.029 of Primary=0.00 cfs 0.000 of Outflov -0.03 cfs 0.029 of Total Runoff Area = 1.552 ac Runoff Volume = 0.042 of Average Runoff Depth = 0.33" 50.01 % Pervious = 0.776 ac 49.99% Impervious = 0.776 ac THS Storm 3-20-20 Type IA 24 -hr 01 -Water Quality Rainfall=0.83" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 ©2020 HydroCAD Software Solutions LLC Paae 7 Summary for Subcatchment 1S: Existing Flows Runoff = 0.00 cfs @ 21.46 hrs, Volume= 0.002 af, Depth= 0.03" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Type IA 24 -hr 01 -Water Quality Rainfall=0.83" Area (sf) CN Description 33,803 79 50-75% Grass cover, Fair, HSG C 33,803 79 100.00°x6 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: Existing Flows HydrogrMh ■ Runoff noo2 Type It 24 -hr - 01- Water Quality Rainfall 0.83" --------- 9.992 Runoff Area=33,803 sf ---------------- a.002 - Runoff Volume=0.002 af----------------- °0°2 Runoff Depth=0.03" ------ a.ao2 Tc=10.0 min ---____-- a.ao1 I CN=79/0 0 G 9.991 4 15 16 17 18 19 29 21 22 23 24 25 26 27 28 29 39 31 32 Time (hours) THS Storm 3-20-20 Type IA 24 -hr 01 -Water Quality Rainfall=0.83" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 8 Summary for Subcatchment 11S: Building Roof Runoff = 0.02 cfs @ 7.98 hrs, Volume= 0.008 af, Depth= 0.63" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Type IA 24 -hr 01 -Water Quality Rainfall=0.83" C1iFf4ii=0101 6,719 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 11S: Building Roof HydriogrRh a.azfi ■rweerr 9.924 0.02 cfs------------ --�----------------------TYPe IA'24-Hr_ 0.022 01 -Water Quality Rainfall=0.83" 9.92 Runoff Area=6,719 sf 0018 Runoff Volume=0.008 of Runoff Depth=0.63" 0.016 _ 9.914 - Tc=10.0min- s CN=0/98- � a.a12 4 15 16 17 18 19 29 21 22 23 24 25 26 27 28 29 39 31 32 Time (hours) THS Storm 3-20-20 Type IA 24 -hr 01 -Water Quality Rainfall=0.83" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 9 Summary for Subcatchment 13S: Rain Garden 1 Area Runoff = 0.01 cfs @ 7.98 hrs, Volume= 0.004 af, Depth= 0.63" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Type IA 24 -hr 01 -Water Quality Rainfall=0.83" Area (sf) CN Description * 3,024 98 Impervious Area 3,024 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 13S: Rain Garden 1 Area Hydro¢g1h 6.011 0.01 cfs - _____________ ■rw�rr 6.011 0.01 - - TypeJA24-hr- 0.01 01 -Water Quality Rainfall=0.83" 6.009 0.009- Runoff Area=3,024 sf- 0.008 Runoff Volume=0.004 af- 0.008 0.007Runoff Depth=0.63" - _ 0.00] Tc=10.0min- L 0.006 - - - - 0.006 CN=0/98- e 0.005 Z 0.005 0.004 _____________ ___________________----------------------------- 0.004 _____________ _ _____________________________ 0.003 ____________ _ ___________________________ 0.003 -------------------------- 0.002 ------ 0.001 0.001 0.000 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) THS Storm 3-20-20 Type IA 24 -hr 01 -Water Quality Rainfall=0.83" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 10 Summary for Subcatchment 15S: Rain Garden 2 Area Runoff = 0.09 cfs @ 7.98 hrs, Volume= 0.029 af, Depth= 0.63" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Type IA 24 -hr 01 -Water Quality Rainfall=0.83" Area (sf) CN Description * 24,044 98 Impervious Area 24,044 98 100.00°x6 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 15S: Rain Garden 2 Area Hydrogr6 h ■ Runoff a.aes -- - — -----------------------------Type IA 24 -hr °.°6 ------------ 01=Water Quality Rainfall=0.83" 000050.07 Runoff Area=24,044 sf 0.065 Runoff Volume -0.029 of a.a6 Runoff Depth=0.63" 6.6ss To= 10 --Orrin --------------------------------------Cb=0798 c 6.a4s 6.a3s ------------- 6.a3 4 15 16 17 18 19 29 21 22 23 24 25 26 27 28 29 39 31 32 Time (hours) THS Storm 3-20-20 Type IA 24 -hr 01 -Water Quality Rainfall=0.83" Prepared by {enter your company name here} Printed 5/62020 HydroCAM 10.00-26 s/n 04993 ©2020 HydroCAD Software Solutions LLC Paae 11 Summary for Reach 17R: Flow into public system Inflow Area = 0.776 ac,100.00% Impervious, Inflow Depth = 0.12" for 01 -Water Quality event Inflow = 0.02 cfs 7.98 hrs, Volume= 0.008 of Outflow = 0.02 cfs 7.98 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Reach 17R: Flow into public system Time (hours) ■mmw ■ orne,. THS Storm 3-20-20 Type IA 24 -hr 01 -Water Quality Rainfall=0.83" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 ©2020 HydroCAD Software Solutions LLC Paae 12 Summary for Pond 14P: Rain Garden 1 Inflow Area = 0.069 ac,100.00% Impervious, Inflow Depth = 0.63" for 01 -Water Quality event Inflow = 0.01 cfs 7.98 hrs, Volume= 0.004 of Outflow = 0.00 cfs 7.65 hrs, Volume= 0.004 af, Atten= 56%, Lag= 0.0 min Discarded = 0.00 cfs 7.65 hrs, Volume= 0.004 of Primary = 0.00 cfs 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 513.11' @ 8.66 hrs Surf.Area= 0.002 ac Storage= 0.000 of Flood Elev= 515.75' Surf.Area= 0.019 ac Storage= 0.004 of Plug -Flow detention time= 12.3 min calculated for 0.004 of (100% of inflow) Center -of -Mass det. time= 12.2 min ( 742.1 - 729.9 ) Volume Invert Avail.Storage Storage Description #1 515.25' 0.002 of 3.00'W x 34.001 x 0.50'H Open Storage Z=3.0 #2 513.75' 0.001 of 3.00'W x 34.001 x 1.50'H Growing Media Z=3.0 0.010 of Overall x 10.0% Voids #3 512.75' 0.001 of 3.00'W x 34.001 x 1.00'H Rock Chamber 0.002 of Overall x 35.0% Voids 0.004 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 512.75' 2.000 in/hr Exfiltration over Surface area #2 Primary 512.75' 4.0" Round 4" Pipe L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 512.75' / 510.77' S= 0.0792'/' Cc= 0.900 n=0.011, Flow Area= 0.09 sf #3 Device 2 515.29' 1.0" Vert. 1" Orifice C= 0.600 #4 Device 2 515.58' 4.0" Horiz. 4" Overflow C= 0.600 Limited to weir flow at low heads piscarded OutFlow Max=0.00 cfs @ 7.65 hrs HW=512.79' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.00 cfs) rimary Out Flow Max=0.00 cfs @ 0.00 hrs HW=512.75' (Free Discharge) E4" Pipe ( Controls 0.00 cfs) 3=1" Orifice ( Controls 0.00 cfs) =4" Overflow ( Controls 0.00 cfs) THS Storm 3-20-20 Type IA 24 -hr 01 -Water Quality Rainfall=0.83" Prepared by {enter your company name here} Printed 5/62020 HydroCAM 10.00-26 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 13 Pond 14P: Rain Garden 1 Hydrograph ■ Inflow D.D1 Cis ❑ oumow InflowArea=0:069 ac op;. aryed Peak EI'ev=513.11' Storage=0.000 of ,fir, 1 2 3 4 5 6 7 8 9161112131415161718 19 20 21 22 23 24 25 26 2]28 29 30 31 32 rima (hours) THS Storm 3-20-20 Type IA 24 -hr 01 -Water Quality Rainfall=0.83" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 ©2020 HydroCAD Software Solutions LLC Paae 14 Summary for Pond 16P: Rain Garden 2 Inflow Area = 0.552 ac,100.00% Impervious, Inflow Depth = 0.63" for 01 -Water Quality event Inflow = 0.09 cfs 7.98 hrs, Volume= 0.029 of Outflow = 0.03 cfs 7.55 hrs, Volume= 0.029 af, Atten= 64%, Lag= 0.0 min Discarded = 0.03 cfs 7.55 hrs, Volume= 0.029 of Primary = 0.00 cfs 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 512.81' @ 9.01 hrs Surf.Area= 0.015 ac Storage= 0.003 of Flood Elev= 515.25' Surf.Area= 0.110 ac Storage= 0.023 of Plug -Flow detention time= 21.1 min calculated for 0.029 of (100% of inflow) Center -of -Mass det. time= 21.1 min ( 750.9 - 729.9 ) Volume Invert Avail.Storage Storage Description #1 514.75' 0.012 of 3.00'W x 223.001 x 0.50'H Open Storage Z=3.0 #2 513.25' 0.006 of 3.00'W x 223.001 x 1.50'H Growing Media Z=3.0 0.059 of Overall x 10.0% Voids #3 512.25' 0.005 of 3.00'W x 223.001 x 1.00'H Rock Chamber 0.015 of Overall x 35.0% Voids 0.023 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 512.25' 2.000 in/hr Exfiltration over Surface area #2 Primary 512.25' 6.0" Round 6" Pipe L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 512.25' / 510.77' S= 0.0592'/' Cc= 0.900 n=0.011, Flow Area= 0.20 sf #3 Device 2 514.79' 1.0" Vert. 1" Orifice C= 0.600 #4 Device 2 515.08' 6.0" Horiz. 6" Overflow C= 0.600 Limited to weir flow at low heads piscarded OutFlow Max=0.03 cfs @ 7.55 hrs HW=512.28' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.03 cfs) rimary Out Flow Max=0.00 cfs @ 0.00 hrs HW=512.25' (Free Discharge) n6" Pipe ( Controls 0.00 cfs) 3=1" Orifice ( Controls 0.00 cfs) =6" Overflow ( Controls 0.00 cfs) THS Storm 3-20-20 Type IA 24 -hr 01 -Water Quality Rainfall=0.83" Prepared by {enter your company name here} Printed 5/62020 HydroCAM 10.00-26 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 15 Pond 16P: Rain Garden 2 HydroWaph o.osas Inflow Ar- ----- 52 ad, '°uH A � rdad 0.695 ❑Primary oM - , Peak Efev=512.81' °°5 6.675 Storage=0.003 at6.6] ' 6.065 - - - 6.Ofi - L Zi 6.695--- ----- ----- -- --- - 6.69 0.03 cfs a.a3s , 6.63 6.625 1 2 3 4 5 6 7 8 9161112131415161718 19 20 21 22 23 24 25 26 2]28 29 30 31 32 rima (hours) THS Storm 3-20-20 Type IA 24 -hr 02 -Year Rainfall=3.30" Prepared by {enter your company name here} Printed 5/62020 HydroCAM 10.00-26 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 16 Time span=0.00-32.00 hrs, dt=0.05 hrs, 641 points Runoff by SBUH method, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl S: Existing Flows Runoff Area=33.803 sf 0.00% Impervious Runoff Depth=1.41" Tc=10.0 min CN=79/0 Runoff --0.22 cfs 0.091 of SubcatchmentllS: Building Roof Runoff Area=6,719 sf 100.00% Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.11 cfs 0.039 of Subcatchment93S: Rain Garden 1 Area Runoff Area=3,024 sf 100.00% Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff --0.05 cfs 0.018 of Subcatchmentl SS: Rain Garden 2 Area Runoff Area=24.044 sf 100.00% Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.40 cfs 0.141 of Reach 17R: Flow into public system Inflow=0.12 cfs 0.041 of Outgoes=0.12 cfs 0.041 of Pond 14P: Rain Garden 1 Peak Elev--515.31' Storage=0.002 of Ingovr--0.05 cfs 0.018 of Discarded=0.03 cfs 0.018 of Primary=0.00 cfs 0.000 of Outgovr--0.03 cfs 0.018 of Pond 16P: Rain Garden 2 Peak Elev--515.05' Storage=0.017 of Ingovr--0.40 cfs 0.141 of Discarded=0.21 cfs 0.140 of Primary=0.01 cfs 0.001 of Outgovr--0.22 cfs 0.141 of Total Runoff Area = 1.552 ac Runoff Volume = 0.290 of Average Runoff Depth = 2.24" 50.01 % Pervious = 0.776 ac 49.99% Impervious = 0.776 ac THS Storm 3-20-20 Type IA 24 -hr 02 -Year Rainfall=3.30" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 ©2020 HydroCAD Software Solutions LLC Paoe 17 Summary for Subcatchment 1S: Existing Flows Runoff = 0.22 cfs @ 8.01 hrs, Volume= 0.091 af, Depth= 1.41" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Type IA 24 -hr 02 -Year Rainfall=3.30" Area (sf) CN Description 33,803 79 50-75% Grass cover, Fair, HSG C 33,803 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: Existing Flows Hydro¢aph '_•------------------------,-- ■rw�rr 9.22 --- ----,-,-, - - - - -Type iA-24 -hr 921 - - 9.2 -'flZ-'Y` - - - -------`- ear - Rai rrfaH=3:3U"- 0is R7Uhdf_f_Area=33,803_sf_ °16 -'-'- - - -----'OU"pffVntume=0.091-af 9.14 ------- - -- - Ef' unofi"Depth_=_1=41"- 9.,3 �. ii 9.12 -------------------- ------ aW CN=79%9- 1 2 3 4 5 6 7 8 9 16 11 12 13 14 15 16 17 18 19 26 21 22 23 24 25 26 27 28 29 36 31 32 Time (hours) THS Storm 3-20-20 Type IA 24 -hr 02 -Year Rainfall=3.30" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 18 Summaryfor Subcatchment 11S: Building Roof Runoff = 0.11 cfs @ 7.98 hrs, Volume= 0.039 af, Depth= 3.07" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Type IA 24 -hr 02 -Year Rainfall=3.30" C1iFf4ii=0101 6,719 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0. Subcatchment 11S: Building Roof Hydrograph cfs, - - T - ------------------ -- ■rwaoa 0.11 -------- - - ------y --------------------- Type IA-24�hi-- Runoff Area =6-719 sf --!--!--!Runoff Volume=0.039 of Runoff Depth=3.07" Tc=10.0 min CN=0/98 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 nma (hogs) THS Storm 3-20-20 Type IA 24 -hr 02 -Year Rainfall=3.30" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 19 Summary for Subcatchment 13S: Rain Garden 1 Area Runoff = 0.05 cfs @ 7.98 hrs, Volume= 0.018 af, Depth= 3.07' Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Type IA 24 -hr 02 -Year Rainfall=3.30" C1iFf4ii=0101 3,024 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0.a- 0.1 0.0 0.1 P fi.fi L 0.1 0 G fi.fi: 0.1 0.0 0.1 fi.0 Subcatchment 13S: Rain Garden 1 Area Hydrogre h fi 0.05 cfs fi Type IA 24 -hr fi 02 -Year Rainfall=3.30" 4 RunoffArea=3,024sf fi ' Runoff Volume=0.018 of 3 Runoff Depth=3.07" fi Tc=10.0 min 2 CN=0/98 fi --------- fi---- --- ----- fi 9 19 11 12 13 14 15 16 17 18 19 29 21 22 23 24 25 26 27 28 29 39 31 32 Time (hours) ■ aeoerr THS Storm 3-20-20 Type IA 24 -hr 02 -Year Rainfall=3.30" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 20 Summary for Subcatchment 155: Rain Garden 2 Area Runoff = 0.40 cfs @ 7.98 hrs, Volume= 0.141 af, Depth= 3.07" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Type IA 24 -hr 02 -Year Rainfall=3.30" Area (sf) CN Description * 24,044 98 Impervious Area 24,044 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 155: Rain Garden 2 Area Hydrograph ----------------------- ■rwaox 0.42 0.40 cfs _-- `-. 0.4 -a --r - Type1A-24-hi - - ------ _-- Ra-i- tfaH=3.3_0_ " --- ---RArea=24,044-s#-- - v3 0.3 O.e -R- u- F-q#f'_V_olume=0.141_-_a_-_f 0.26 0.24 -:-Runoff-Depth=3.07` 0.22 ------ E 0.2 ---- TC=10.0 min- _-_- _- _ 0.16 0.16 C__N__=_0 __/_$_8__ 0.14 0.12 0.1 !- -!- -' - '-'_________________________ 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 nma (hogs) THS Storm 3-20-20 Type IA 24 -hr 02 -Year Rainfall=3.30" Prepared by {enter your company name here} Printed 5/62020 HydroCAM 10.00-26 s/n 04993 ©2020 HydroCAD Software Solutions LLC Paae 21 Summary for Reach 17R: Flow into public system Inflow Area = 0.776 ac,100.00% Impervious, Inflow Depth = 0.63" for 02 -Year event Inflow = 0.12 cfs 7.99 hrs, Volume= 0.041 of Outflow = 0.12 cfs 7.99 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Reach 17R: Flow into public system 4 15 1 6 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) 0.130. 6.13____�__�__�_____ _�______ ■OVMv 12 cfs �_ Inflavv,#rea=Q6 ad 6.12 - 6.11 - -'i -'i -'i -'i- --------,-,-T-- ---�--'--'--'------'i -i i -T- 6.69 ----- -,-;-,-,- 6.68 =6.67 ''''''+ -------------- - 4 15 1 6 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) THS Storm 3-20-20 Type IA 24 -hr 02 -Year Rainfall=3.30" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 ©2020 HydroCAD Software Solutions LLC Paae 22 Summary for Pond 14P: Rain Garden 1 Inflow Area = 0.069 ac,100.00% Impervious, Inflow Depth = 3.07" for 02 -Year event Inflow = 0.05 cfs 7.98 hrs, Volume= 0.018 of Outflow = 0.03 cfs 8.24 hrs, Volume= 0.018 af, Atten= 32%, Lag= 16.0 min Discarded = 0.03 cfs 8.24 hrs, Volume= 0.018 of Primary = 0.00 cfs 8.24 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 515.31' @ 8.24 hrs Surf.Area= 0.017 ac Storage= 0.002 of Flood Elev= 515.75' Surf.Area= 0.019 ac Storage= 0.004 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 63.4 min ( 734.0 - 670.6 ) Volume Invert Avail.Storage Storage Description #1 515.25' 0.002 of 3.00'W x 34.001 x 0.50'H Open Storage Z=3.0 #2 513.75' 0.001 of 3.00'W x 34.001 x 1.50'H Growing Media Z=3.0 0.010 of Overall x 10.0% Voids #3 512.75' 0.001 of 3.00'W x 34.001 x 1.00'H Rock Chamber 0.002 of Overall x 35.0% Voids 0.004 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 512.75' 2.000 in/hr Exfiltration over Surface area #2 Primary 512.75' 4.0" Round 4" Pipe L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 512.75' / 510.77' S= 0.0792'/' Cc= 0.900 n=0.011, Flow Area= 0.09 sf #3 Device 2 515.29' 1.0" Vert. 1" Orifice C= 0.600 #4 Device 2 515.58' 4.0" Horiz. 4" Overflow C= 0.600 Limited to weir flow at low heads piscarded OutFlow Max=0.03 cfs @ 8.24 hrs HW=515.31' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.03 cfs) rimary Out Flow Max=0.00 cfs @ 8.24 hrs HW=515.31' (Free Discharge) E4" Pipe (Passes 0.00 cfs of 0.57 cfs potential flow) 3=1" Orifice (Orifice Controls 0.00 cfs @ 0.52 fps) =4" Overflow ( Controls 0.00 cfs) THS Storm 3-20-20 Type IA 24 -hr 02 -Year Rainfall=3.30" Prepared by {enter your company name here} Printed 5/62020 HydroCAM 10.00-26 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 23 Pond 14P: Rain Garden 1 0.05 cfs - ■ mnow ❑ o�mow Inflow A-'-'t-ea--0.069 ac ■oiawmad ❑Primary Peak Elev=515.31' a = Storage=0.002 of 0.03 cfs a.aa ---- 0.03 cfs -- - a.azs a.az THS Storm 3-20-20 Type IA 24 -hr 02 -Year Rainfall=3.30" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 ©2020 HydroCAD Software Solutions LLC Paae 24 Summary for Pond 16P: Rain Garden 2 Inflow Area = 0.552 ac,100.00% Impervious, Inflow Depth = 3.07" for 02 -Year event Inflow = 0.40 cfs 7.98 hrs, Volume= 0.141 of Outflow = 0.22 cfs 8.38 hrs, Volume= 0.141 af, Atten= 45%, Lag= 24.4 min Discarded = 0.21 cfs 8.38 hrs, Volume= 0.140 of Primary = 0.01 cfs 8.38 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 515.05' @ 8.38 hrs Surf.Area= 0.104 ac Storage= 0.017 of Flood Elev= 515.25' Surf.Area= 0.110 ac Storage= 0.023 of Plug -Flow detention time= 59.6 min calculated for 0.141 of (100% of inflow) Center -of -Mass det. time= 59.7 min ( 730.3 - 670.6 ) Volume Invert Avail.Storage Storage Description #1 514.75' 0.012 of 3.00'W x 223.001 x 0.50'H Open Storage Z=3.0 #2 513.25' 0.006 of 3.00'W x 223.001 x 1.50'H Growing Media Z=3.0 0.059 of Overall x 10.0% Voids #3 512.25' 0.005 of 3.00'W x 223.001 x 1.00'H Rock Chamber 0.015 of Overall x 35.0% Voids 0.023 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 512.25' 2.000 in/hr Exfiltration over Surface area #2 Primary 512.25' 6.0" Round 6" Pipe L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 512.25' / 510.77' S= 0.0592'/' Cc= 0.900 n=0.011, Flow Area= 0.20 sf #3 Device 2 514.79' 1.0" Vert. 1" Orifice C= 0.600 #4 Device 2 515.08' 6.0" Horiz. 6" Overflow C= 0.600 Limited to weir flow at low heads piscarded OutFlow Max=0.21 cfs @ 8.38 hrs HW=515.05' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.21 cfs) rimary Out Flow Max=0.01 cfs @ 8.38 hrs HW=515.05' (Free Discharge) E36" Pipe (Passes 0.01 cfs of 1.33 cfs potential flow) =1" Orifice (Orifice Controls 0.01 cfs @ 2.24 fps) =6" Overflow ( Controls 0.00 cfs) THS Storm 3-20-20 Type IA 24 -hr 02 -Year Rainfall=3.30" Prepared by {enter your company name here} Printed 5/62020 HydroCAM 10.00-26 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 25 Pond 16P: Rain Garden 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 rima (hours) 0.40 cfs - -- ❑om 11iflovr A e'a=4.52 ac ■oi:waaa -------------------- P ❑rimary 0.42 F 1 'Peak€Yev=5-5'.05' 0.4 --- 038--- �- - Storage=0. 1f -of 0.38 ------'-- 0 3 0.322 - 0.3 --- - 0.28 0.22 cfs -- -- --- ---------1- ----'--'- - - ,� 0.24 0.21 cfs ----- - - 0.22 --- - --- -- - --- --- - ------ ----- - --- - 0.22 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 rima (hours) THS Storm 3-20-20 Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by {enter your company name here} Printed 5/62020 HydroCAM 10.00-26 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 26 Time span=0.00-32.00 hrs, dt=0.05 hrs, 641 points Runoff by SBUH method, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl S: Existing Flows Runoff Area=33.803 sf 0.00% Impervious Runoff Depth=2.63" Tc=10.0 min CN=79/0 Runoff=0.46 cfs 0.170 of SubcatchmentllS: Building Roof Runoff Area=6,719 sf 100.00% Impervious Runoff Depth=4.56" Tc=10.0 min CN=0/98 Runoff=0.17 cfs 0.059 of Subcatchment93S: Rain Garden 1 Area Runoff Area=3,024 sf 100.00% Impervious Runoff Depth=4.56" Tc=10.0 min CN=0/98 Runoff --0.07 cfs 0.026 of Subcatchmentl SS: Rain Garden 2 Area Runoff Area=24.044 sf 100.00% Impervious Runoff Depth=4.56" Tc=10.0 min CN=0/98 Runoff --0.60 cfs 0.210 of Reach 17R: Flowinto public system Inflow=0.43 cfs 0.074 of Outflow=0.43 cfs 0.074 of Pond 14P: Rain Garden 1 Peak Elev--515.56' Storage=0.003 of Inflovr--0.07 cfs 0.026 of Discarded=0.04 cfs 0.025 of Primary=0.01 cfs 0.001 of Outflovr--0.05 cfs 0.026 of Pond 16P: Rain Garden 2 Peak Elev--515.22' Storage=0.022 of Inflovr--0.60 cfs 0.210 of Discarded=0.22 cfs 0.196 of Primary=0.28 cfs 0.014 of Outflovr--0.50 cfs 0.210 of Total Runoff Area = 1.552 ac Runoff Volume = 0.465 of Average Runoff Depth = 3.60" 50.01 % Pervious = 0.776 ac 49.99% Impervious = 0.776 ac THS Storm 3-20-20 Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 ©2020 HydroCAD Software Solutions LLC Paae 27 Summary for Subcatchment 1S: Existing Flows Runoff = 0.46 cfs @ 8.00 hrs, Volume= 0.170 af, Depth= 2.63" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description 33,803 79 50-75% Grass cover, Fair, HSG C 33,803 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: Existing Flows Hydro¢aph ---- - ------------------------ ■Rumff S-------- a: Type IA 24 -hr 0.44 0.42 04 1L,g-;Year-Rainfa1I_=4.811"- $:W Ttuhdff Area=33,803 sf 0.32Wf}Volume=0.170 of 0.3________ 0.28 --'--' - }-Runoff Depth=2.63" "' 0.24 T_c_=10A min G 0.22 0.2 I= CN=79/0 0.18 0.16 ------ _ 0.14 --------------- 0.12 0.1 0.08 --------- O.Ofi 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 nma (norm) THS Storm 3-20-20 Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 28 Summary for Subcatchment 11S: Building Roof Runoff = 0.17 cfs @ 7.98 hrs, Volume= 0.059 af, Depth= 4.56" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" C1iFf4ii=0101 6,719 98 100.00°x6 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 11S: Building Roof Hydrograph ro 6.16 Type IA 24_ -hr ------ --'--'----L-I_:-I- 0.15 -i 25 -'bear Rainfall=4.80" -i--l---1--i -i -i - 614 6.13 -,------------, ---_-1 ujioff Area=6,719 sf 0.12 - ----,- .... --� --',rf�'v{rgf'1/olume=0.059 of 0.11 0.1 -t-Runoff-Depth=4.56" 3609 ° , Tc=10.0 min baa 007 CN=0/98 - 0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 nma (hours) THS Storm 3-20-20 Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 29 Summary for Subcatchment 13S: Rain Garden 1 Area Runoff = 0.07 cfs @ 7.98 hrs, Volume= 0.026 af, Depth= 4.56" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description * 3,024 98 Impervious Area 3,024 98 100.00°x6 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 13S: Rain Garden 1 Area HydrogrMh 0.07 cfs----------- ■rw�rr 0.975 ' _ Type IA -,24 -hr - 0.97 ' 9.M 25 -Year Rainfaf1#4.80" _ 00fi Runoff Area=3,024 sf 9.955 995 Runoff Volume=0.026 of Runoff Depth=4.56" - °°` Tc=10.0 min - � 9.93' CN=0/98 9.0m , I 4 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 Time (hours) THS Storm 3-20-20 Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 30 Summary for Subcatchment 15S: Rain Garden 2 Area Runoff = 0.60 cfs @ 7.98 hrs, Volume= 0.210 af, Depth= 4.56" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description * 24,044 98 Impervious Area 24,044 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 15S: Rain Garden 2 Area Hydrograph _.--------------- 9ss 0.60 cfs --- - r -r----------------------------- ■ w�rr 0.5 '''''''' Type IA 24 -hr 9.0 2 5 -'bear Rainfall=4.80" 0.5 9� - Ruhdff Area=24,044 sf - a., jRu�gf# Volume=0.210 of 0.35 Runoff Depth=4.56" 0.3 TC=10.0 min 9.25 ' CN=0/98 92 ----------------------- 9.15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 nma (hogs) THS Storm 3-20-20 Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by {enter your company name here} Printed 5/62020 HydroCAM 10.00-26 s/n 04993 ©2020 HydroCAD Software Solutions LLC Paae 31 Summary for Reach 17R: Flow into public system Inflow Area = 0.776 ac,100.00% Impervious, Inflow Depth = 1.14" for 25 -Year event Inflow = 0.43 cfs 8.10 hrs, Volume= 0.074 of Outflow = 0.43 cfs 8.10 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-32.00 hrs, dt= 0.05 hrs 0.32 0.1 0.1 0, Reach 17R: Flow into public system - --------`---'------------------------------------------- + ■mm., ■ orne 0.43 cfs--------Inflow Area=Qr77sdfn'- 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) THS Storm 3-20-20 Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 ©2020 HydroCAD Software Solutions LLC Paae 32 Summary for Pond 14P: Rain Garden 1 Inflow Area = 0.069 ac,100.00% Impervious, Inflow Depth = 4.56" for 25 -Year event Inflow = 0.07 cfs 7.98 hrs, Volume= 0.026 of Outflow = 0.05 cfs 8.27 hrs, Volume= 0.026 af, Atten= 35%, Lag= 17.5 min Discarded = 0.04 cfs 8.27 hrs, Volume= 0.025 of Primary = 0.01 cfs 8.27 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 515.56' @ 8.27 hrs Surf.Area= 0.018 ac Storage= 0.003 of Flood Elev= 515.75' Surf.Area= 0.019 ac Storage= 0.004 of Plug -Flow detention time= 52.5 min calculated for 0.026 of (100% of inflow) Center -of -Mass det. time= 52.6 min ( 714.3 - 661.7 ) Volume Invert Avail.Storage Storage Description #1 515.25' 0.002 of 3.00'W x 34.001 x 0.50'H Open Storage Z=3.0 #2 513.75' 0.001 of 3.00'W x 34.001 x 1.50'H Growing Media Z=3.0 0.010 of Overall x 10.0% Voids #3 512.75' 0.001 of 3.00'W x 34.001 x 1.00'H Rock Chamber 0.002 of Overall x 35.0% Voids 0.004 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 512.75' 2.000 in/hr Exfiltration over Surface area #2 Primary 512.75' 4.0" Round 4" Pipe L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 512.75' / 510.77' S= 0.0792'/' Cc= 0.900 n=0.011, Flow Area= 0.09 sf #3 Device 2 515.29' 1.0" Vert. 1" Orifice C= 0.600 #4 Device 2 515.58' 4.0" Horiz. 4" Overflow C= 0.600 Limited to weir flow at low heads piscarded OutFlow Max=0.04 cfs @ 8.27 hrs HW=515.55' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.04 cfs) rimary Out Flow Max=0.01 cfs @ 8.27 hrs HW=515.55' (Free Discharge) E4" Pipe (Passes 0.01 cfs of 0.60 cfs potential flow) 3=1" Orifice (Orifice Controls 0.01 cfs @ 2.27 fps) =4" Overflow ( Controls 0.00 cfs) THS Storm 3-20-20 Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by {enter your company name here} Printed 5/62020 HydroCAM 10.00-26 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 33 Pond 14P: Rain Garden 1 0.07 cfs ------------------ - -- -- --- - --- --- - - -- FrlflowAtea=0:069 ad - Peak EI'ev=515.56__ Storage=0.003 at 0.05 cfs I MINIMIZE- Timg (hours) ■ mnow ❑ o=rd ■ o awmaa 0 Pn maty 0.0]5 ' 0., a.� ' a.as a.as " a.o s C -4, Pond 14P: Rain Garden 1 0.07 cfs ------------------ - -- -- --- - --- --- - - -- FrlflowAtea=0:069 ad - Peak EI'ev=515.56__ Storage=0.003 at 0.05 cfs I MINIMIZE- Timg (hours) ■ mnow ❑ o=rd ■ o awmaa 0 Pn maty THS Storm 3-20-20 Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by {enter your company name here) Printed 5/62020 HydroCAM 10.00-28 s/n 04993 ©2020 HydroCAD Software Solutions LLC Paae 34 Summary for Pond 16P: Rain Garden 2 Inflow Area = 0.552 ac,100.00% Impervious, Inflow Depth = 4.56" for 25 -Year event Inflow = 0.60 cfs 7.98 hrs, Volume= 0.210 of Outflow = 0.50 cfs 8.12 hrs, Volume= 0.210 af, Atten= 16%, Lag= 8.9 min Discarded = 0.22 cfs 8.12 hrs, Volume= 0.196 of Primary = 0.28 cfs 8.12 hrs, Volume= 0.014 of Routing by Stor-Ind method, Time Span= 0.00-32.00 hrs, dt= 0.05 hrs Peak Elev= 515.22' @ 8.12 hrs Surf.Area= 0.109 ac Storage= 0.022 of Flood Elev= 515.25' Surf.Area= 0.110 ac Storage= 0.023 of Plug -Flow detention time= 51.3 min calculated for 0.210 of (100% of inflow) Center -of -Mass det. time= 51.4 min ( 713.2 - 661.7 ) Volume Invert Avail.Storage Storage Description #1 514.75' 0.012 of 3.00'W x 223.001 x 0.50'H Open Storage Z=3.0 #2 513.25' 0.006 of 3.00'W x 223.001 x 1.50'H Growing Media Z=3.0 0.059 of Overall x 10.0% Voids #3 512.25' 0.005 of 3.00'W x 223.001 x 1.00'H Rock Chamber 0.015 of Overall x 35.0% Voids 0.023 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 512.25' 2.000 in/hr Exfiltration over Surface area #2 Primary 512.25' 6.0" Round 6" Pipe L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 512.25' / 510.77' S= 0.0592'/' Cc= 0.900 n=0.011, Flow Area= 0.20 sf #3 Device 2 514.79' 1.0" Vert. 1" Orifice C= 0.600 #4 Device 2 515.08' 6.0" Horiz. 6" Overflow C= 0.600 Limited to weir flow at low heads piscarded OutFlow Max=0.22 cfs @ 8.12 hrs HW=515.22' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.22 cfs) rimary Out Flow Max=0.27 cfs @ 8.12 hrs HW=515.22' (Free Discharge) E36" Pipe (Passes 0.27 cfs of 1.37 cfs potential flow) =1" Orifice (Orifice Controls 0.02 cfs 2.99 fps) =6" Overflow (Weir Controls 0.26 cfs 1.21 fps) THS Storm 3-20-20 Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by {enter your company name here} Printed 5/62020 HydroCAM 10.00-26 s/n 04993 02020 HydroCAD Software Solutions LLC Paae 35 Pond 16P: Rain Garden 2 0.60 cfs -- -- ■m- ❑ o mow IhflowAtea=0.5 2 ac '°rrmr ' 0.65 ❑Pnmary 0.6 0.50 cfs---'---' --- _ ''PeilcEfev'S'%,5j22' 6.� Storage=0.022 of 0.5 6.45 ---,-,--- - 0.4 __----l-i--Y--YY--I----------l-l---__ 0.35 --ti—----- 0.3 -- 0.28 cfs ?-?-- - u 025 i i i i i i i 0.2 RMA Time (hours) SPPINOFIELO PUBLIC WORKS DEPARTMENT / Engineering Division Phone: (541) 726-3753 Fax: (541) 736-1021 STORMWATER MANAGEMENT SYSTEM SCOPE OF WORK — (Area below this line filled at by Applicant) --- - (Please return to Malt Smuder@ aty ofSpringfreld Public Works Engineering,• For # 736-1021, Phone # 736-1635.) Project Name: THS Girls' Softball Facility Applicant: A&C Engineering LLC Assessors Parcel #: 17-02-34-32-00100 Date: 2127/2020 Land Use (s): School zone Phone #: (541) 302-9790 Project S&D(Acresi 1.17 Fax #: Approx. Impervious Area: 0.94 acres Email: kylemorns@ao-engr.com Project Description (Include a copy of Assessor's map): The proposed project Is to constructs new girl's softball locker room facility southwest and adjacentto the existing softball facility at Thurston High School. Along with the facility new parking Is proposed (preliminary 50 parking spaces) or as many as possible in the space allotted. Drainage Proposal (Public connection(s), discharge location(s), etc. Attach additional sheet(s) if necessary: it is proposed to construct vegetative stormwater treatment facilities (raln gardens, swales or storm planters) to treat and convey stormwater runoff from the parking area. Infiltration will he utilized If possible as dictated by site soils. Stomlwater not being infiltrated is proposed to discharge into existing publicly ovmed trundir s running east -west on the southern portion of the project area. Proposed Stormwater Best Management Practices: A vegetated facility (swale, rain garde or planter) is proposed to treat stormwster runoff from the development, Infiltration will be utilized from this facility if possible and the overflow will route into the existing storm main as discussed above. — (Area below this fine filled out br the Cit r and Returned to rhs tuLlicantl -- (At a rnfninuan, all buses checked by the City on the fiont and back ofthis sheet shall be submitted Joy an application to be complere forsubrnitral,, although other requirements may be necesswy.) Drainage Study Type (EDSPM Section 4.03.2): (Note. UH may be substituted for National Method) ❑ Small Site Study- (use Rational Method for calculations) Mid -Level Development Study—(use Unit Hydrograph Method for calculations) ❑ Full Drainage Development Study (use Unit Hydrograph Method for calculations) Environmental Considerations: �( [� Wellhead Zone: A, 0 - Hillside Development: A/)A ® Wetland/Riparian: ® Floodway/Floodplain: LyNJV4" Soil Type: ,��, - (.„,a, . G-rV-_,,.,-,.,_..__. �j❑' Other Jurisdictions: i✓1 i Downstream Ari%nhjSis: 541en�- l3 ® N/A ❑ Flow line for starting water surface elevation: _ ❑ Design HGL to use for starting water surface elevation: ❑ Manhole/Junction to take analysis to: Return to Matt Stupider 'h Citi of S sriuefield. email: mstoudera, ci.s trinofield.or.us. FAX: {541) 736-1021 9 of t0 COMPLETE STUDY ITEMS I For Otfidal Ue, Oaly *Bused upon the information provided on the front of this sheet, the,folloivmg mprescmb a minimum of what is needed for an application to be completefor submittal with respect to drainage,however, this list should not be used in lieu ofthe Springfield Development Code (SDC} or the City'sEngimering Design Manual. Compliance with these requirements does not constitute sale approval; Additional site specific informa#on may be required. Note: Upon scoping sheet submittal. ensure eompletedform has been signed in the space provided below: Interim Design StandardNWater Quality (EDSPM Chapter 3) Re 'd N/A ❑ All non-btuldtmg rooftop (MBR) impervious surfaces shall be pre-treated (e.g. multi-chambered catchbusin w/oil filtration media) for stormwater quality. Additionally, a minimum of 50% ofthe NBR impervious surface shall be treated by vegetated methods. ❑ Where required, vegetative slmmwaler design shall be consistent with interim design standards (EDSPM Section 3.02), set firth by die Bureau of Environmental Services (BES) or Clean Water Services (CWS). Dq ❑ For new NBR impervious area less than 15,000 square feet, a simplified design approach may be followed as specified by the BES for vegetative treatment. ❑ If a stocmwater treatment swat. is proposed, submit calculudonstspecifications for siring, velocity, flow, side slopes, bottim slope, and seed unix consistent with either BES in CWS requirements. 9 ❑ Water Quality calculations as required in Section 3.03.1 of the EDSPM ® ❑ All building rooftop mounted equipment, or other fluid containing equipment located outside of the but ldimg, shall be provided with secondary containment or weather resistant eaclostre. General Study Requirements (EDSPM Section 4.03) ❑ Drainage study prepared by a Professional Civil Engineer licensed in the state of Oregon. ® ❑ A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological study map. ® ❑ Calculations showing system capacity for a 2 -year storm event and overflow effects of 25 -year storm event. ® ❑ The time of concentraunn (Tc) shall be determined using a 10 minute start time for developed basins. Review of Downstream System (EDSPM Section 4.03.4.0) ❑ ® A downstream drainage analysis as described in EDSPM Section 4.03A.C. On-site drainage shall be governed by the Oregon Plumbing Specialty Code (OPSC). ❑ ® Elevations of the HOL and flow lines for both city and private systems where applicable. Design of Storm Systems (EDSPM Section 4.04) ® ❑ Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on the plan set. ® ❑ Minimumpipe cover shall be 18 inches far reinforced pipe and 36 inches for plain concrete and plastic pipe materials, or proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,000 Ib load without failure of the pipe stmcmre. ❑ Manning's'V values for pipes shall be consistent with Table 4-1 of the EDSP. All storm pipes shall be designed to achieve a minimum velocity of three (3) feet per second at 0.5 pipe full based on Table 4-1 as well. Other/mise yJ ❑ Existing and proposed contours, located at one foot interval, Include spot elevations and site grades showing how site drains ® ❑ Private stonw ater casements shall be clearly depicted on plans when private stormwmter flows from one property to t�yJr another VI ❑ Drywells shall not receive nmoff from any surface who being treated by one or more BMPs, with the exception of n:sidcmtial building roofs (EDSP Section 3.03.4.A). Additional provisions apply to this as required by the DEQ. Refer tothewebsile: cndva/uicbonw1cm for more information. ❑ Detention ponds $ball be designed to limit runoff to pre -development rates far the 2 through 25 -year storm events fi d GapkG�' •h eAc rfic -sV+lafr� A✓h�%f�•11[�—(i Y'4•rt � e 4Kc -bU "'This arm shall be inc7Jfblded as an attachment, inside the n cover, o t e siormwatrr stud t2.d -r - CA'coul I RIMPORTANT: ENGINEER PLEASE READ BELOW AND SIGN! I As the engineer ofrecoxlua Plan set. Signature: the above required items are complete and winded with the submitted stonmvaler study and Date: S 6 20 Zo 10 of 10