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Home My WebLink AboutStudies Applicant 6/26/2023CAPITAL ENGINEERING & CONSULTING, LLC BIGFOOT BEVERAGES Vending Operations Center Renovation 1860 Laura Street Springfield, Oregon 97477 Permit Number: STORMWATER DRAINAGE STUDY Original Report Date: April 5, 2023 Revised Report Date: June 20, 2023 CAPITAL Engineering & Consulting, LLC 1430 Willamette Street #325 Eugene, Oregon 97401 Design Engineer: Andrea Stancliff, P.E. 9165SPE , : OREGON W. sj P. EXPIRATION DATE: owo 24 CAPITAL ENGIN.£ERING & CONSULTING, LLC BIGFOOT BEVERAGES VENDING OPERATIONS CENTER Springfield, Oregon 97477 Stormwater Management System Study - Table of Contents Report Sections: Section A - Project Description Page 1 Section B - Existing Conditions/Existing Stormwater Management System Page 1 Section C - Existing Conditions/Existing Site Soils and Topography Section D - Proposed Stormwater Management Improvements Section E - Water Quality Analysis Section F - Flow Control Analysis Section G —Source Control Section H - Operations and Maintenance Plan Hydrological Study Map Appendices: Appendix A —Civil Utility and Grading Plan Appendix B — City of Springfield Scoping Sheet Appendix C - Pre and Post Development Calculations Appendix D — Operations and Maintenance Plan Appendix E — Infiltration Testing Memo Page 1 Page 1 Page 3 Page 4 Page 4 Page 5 End of Section Bigfoot Beverages — Vending Operations Center cec Stormwater Management System Study June 20, 2023 Section A - Project Description Bigfoot Beverages is proposing to complete a renovation project to their Vending Operations Center located at 1860 Laurel Street in Springfield, Oregon. Renovations include construction of loading docks to the north of the existing building, construction of a covered trash enclosure and bicycle parking area, ADA ramp upgrades and a turnaround area to the southwest of the project site. New impervious areas include asphalt, concrete, covered roof areas for the loading dock and trash enclosure and asphalt and concrete for the new driveway connection. In addition, the existing asphalt will be replaced as part of the maintenance portion of this project. The project area currently consists of one tax lot (17-03-27-10-09300), with a total area of 124,145 square feet (2.85 acres). The project site is located at the intersection of Shelly and Laura streets, north of Highway 126 and currently contains the existing 42,000 square foot building, with associated parking, access drives and pedestrian walkways. Section B - Existing Stormwater Management System The area on Tax Lot 9300 houses the Vending Operations Center building, with associated parking, access drives and pedestrian walkways. The site is generally flat, sloping gently to the west. Stormwater runoff currently sheet flows to several catch basins arranged around the parking lot, with conveyance to a 24 - inch public concrete storm drain running to the south on the west side of Laura Street. This 24 -inch storm drain outfalls into a ditch system along the on-ramp to Highway 126. This system outfall was submerged under water at the time of the survey, per the survey drawing dated January 9, 2023. Section C - Existing Site Soils and Topography According to the National Resource Conservation Service (NRCS), the site contains 56.0 % Salem -Urban Land Complex (119) and 44.0 % Courtney gravelly silty clay loam (224A) soils. These hydric soils are within Hydrologic Groups B and D, respectively. Site topography is relatively level, with elevations between 444.15- and 445.00 -feet. Infiltration testing, per the current City of Springfield Engineering Design Standards & Procedures Manual; Encased Falling Head test procedure, was completed by Earth Engineering, Inc. on February 20 and 21, 2023. Testing at 4 -feet below the existing grade in the area of the proposed Stormwater facility found clayey gravel with sand that infiltrated at a rate of 1-1/8 inches per hour. Details can be found in the Earth Engineers Infiltration Test Results memo, attached in Appendix E. Based on the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM), the site is located outside the floodplain. According to the city of Springfield Wellhead Protection Area Map, the site is located in the 99 -year Zone of Concentration area. Section D - Proposed Stormwater Management Improvements The project site has been divided into two Drainage Basin Areas, A and B. Basin A includes new asphalt Page 1 of 5 CAPITAL Engineering & Consulting Oregon DBE/ESB/WBE #9193 1430 Willamette Street #325 www.capitalengineering.co Eugene, Oregon 97401 541-510-4225# Bigfoot Beverages — Vending Operations Center (ec:lStormwater Management System Study June 20, 2023 and concrete for the driveway replacement and new loading dock construction, covered roof areas for the loading dock and trash enclosure and asphalt and concrete for the new ADA ramps and turnaround, with a total of 13,568 square feet of new impervious area to be managed. BASIN B consists of 32,195 square feet of existing asphalt that will be replaced as part of the maintenance portion of this project. See the Table below for a breakdown of the new impervious areas for each Drainage Basin. Post Development Impervious Areas - BASIN A Surface Type Area (sf) Area (ac) % Total Concrete 757 665 7,851 0.02 5.6% Roofs New Asphalt Replaced Existing Asphalt Totals: 0.02 + 4.9% N 0.18 57.9% 0.10 31.7% 4,295 13,568 0.31 100% Post Development impervious Areas - BASM 9 Surface Type Area (sf) Area (ac) % Total Replaced Existing Asphalt 32,195 0.74 100.0% Totals: 32,195 0.74 100% The requirements for water quality and flow control were determined using development standards from the City of Springfield and a completed project specific Stormwater Scoping Sheet, provided by the City of Springfield and attached in Appendix B. Stormwater from the Bigfoot Beverages site will sheet flow to the north across new concrete and asphalt areas, flow through a grassy conveyance swale to the north of the proposed loading dock area then into a bubbler type of Area Drain before being hard piped over to a 1,098 square foot Filtration Rain Garden. The Rain Garden overflow drain will discharge to an existing storm drain manhole located to the west of Laura Street. The requirements for water quality were determined using development standards from the City of Eugene (COE). The Presumptive Approach, COE version 2.1 worksheet, was used for the water quality analysis and flow control sizing for the Stormwater management facility. The proposed development Page 2 of 5 CAPITAL Engineering & Consulting Oregon DBE/ESB/WBE #9193 1430 Willamette Street #325 www.capitalengineering.co Eugene, Oregon 97401 541-510-4225# Bigfoot Beverages —Vending Operations Center Ce Stormwater Management System Study June 20, 2023 includes 13,568 square feet of impervious surfaces to be managed vegetatively, such as trash enclosure roofs, concrete and asphalt. Due to topographical challenges, the proposed new asphalt and concrete curbs at the new turnaround area to the southwest of the site, cannot be connected to the proposed stormwater infrastructure. As such, a total of 599 square feet of impervious area will not be treated by the proposed stormwater infrastructure but will runoff to the existing on-site landscaped area in the ditch on the edge of the property line. However, the Filtration Rain Garden has been sized to manage the entire 13,568 square feet of impervious area, even if not all of the new areas are hydraulically connected to it due to site constraints. Refer to Appendix A for the Civil Utility and Grading Plan, Appendix C for design analysis and calculations, and the Hydrological Study Map (C-1) included after this report section. For pipe conveyance of stormwater runoff, the full flow capacity of a 6 -inch pipe is 0.66 cfs with a resultant pipe velocity of 3.38 feet per second (fps), providing plenty of capacity to discharge the 25 -year storm event. The 25 -year storm event will result in a flow of 0.36 cfs and a velocity of 3.45 fps at 53.0% full depth through a 6 -inch pipe. Refer to Appendix C for pipe capacity calculations using the Santa Barbara Urban Hydrograph (SBUH) method. Section E - Water Quality Analysis Per Section 3.03.4.E of the City's Engineering Design Standards and Procedures Manual (EDSPM), all new pavement and concrete areas must be pre-treated, with at least 50% vegetative treatment. Per City staff comments, since the existing southern parking lot and driveways (BASIN B) are constrained by existing building, loading dock and street grades from significant changes in grading that would allow more of this area to be treated with vegetation, new catch basin filters are sufficient for meeting the pretreatment requirements. The three existing catch basins in the parking area will be removed and replaced with double -chambered catch basins with filter inserts that meet the Washington TAPE requirements. A rain garden stormwater facility will be constructed to treat the stormwater runoff from the proposed paved parking and concrete walkway areas associated with the new loading dock area to the north of the site (BASIN A). The facility is sized using the City of Eugene's Presumptive Approach Excel Spreadsheet. It is sized as a filtration facility because of the poorly draining soils, with infiltration rates less than 2 inches per hour. The requirements for stormwater quality controls per section 3.02 of the EDSPM state that 100% of non - roof top impervious surface must receive pretreatment and 50% of the area be vegetatively treated. While 100% of the proposed impervious area will be pre-treated, only 29% of the new non -rooftop impervious area will be treated vegetatively due to the site constraints discussed above. See the Table below for a breakdown of these areas. Page 3 of 5 CAPITAL Engineering & Consulting Oregon DBE/ESB/WBE #9193 1430 Willamette Street #325 www.capitalengineering.co Eugene, Oregon 97401 541-510-4225# Bigfoot Beverages —Vending Operations Center Stormwater Management System Study June 20, 2023 Post Development Non Rooftop Impervious Areas Basin Area (sf) Tr Type nt % Total BASIN A 12,903 Vegetative 29% BASIN B 32,195 Filtration 71% Totals: 45,098 100% Refer to Appendix C for design analysis and calculations and the Hydrological Study Map (C-1) included after this report section. Section F - Flow Control Analysis The Stormwater Scoping Sheet indicates that flows from the proposed site are to be limited to that of the site's previous condition as a vegetated area, for the 2 -year to the 25 -year storm events. For the 2 -year storm event, the previous use peak flow was 0.12 cubic feet per second (1,808 cf runoff). In the post - developed condition, the 2 -year peak flow is increased to 0.25 (3,243 cf runoff). The calculated detention required from the SBUH method is 1,435 cubic feet, which is less than the 1,810 cf basin capacity of the raingarden (which includes the capacity of the drain rock and topsoil). For the 25 -year storm event, the previous use peak flow was 0.27 cubic feet per second (3,905 cf runoff). In the post -developed condition, the 25 -year peak flow is increased to 0.43 (5,611 cf runoff). The calculated detention required from the SBUH method is therefore 1,706 cubic feet, which is less than the 1,810 cf basin capacity of the raingarden. Therefore, the Rain Garden is sufficient, and no additional detention area is required. Refer to Appendix C for design analysis and calculations. Section G — Source Control Per Section 3.6 of the 2014 Eugene SWMM, a trench drain will be constructed in front of the loading dock area so that drainage from the hydraulically isolated covered ramp area can be directed to the existing wastewater system. Surrounding runoff and drainage will be directed away from the hydraulically isolated loading dock ramp area, via a trench drain and 6 -inch piping, and conveyed and to the proposed Rain Garden. Per Section 3.6.6.8, a 4 -inch manual shut-off valve in the sanitary sewer system will be installed downstream of the loading dock trench drain. This valve is to be left open to facilitate drainage during normal conditions, and immediately closed in the event of a spill. Per Section 3.4 of the 2014 Eugene SWMM, a deck drain will be constructed in the hydraulically isolated covered trash enclosure area. Runoff from this area will be directed to the existing wastewater system. The deck drain will include an integral trap primer with a 5/8" water service line connection. The trash enclosure roof runoff will be collected in a roof downspout and conveyed to the Rain Garden. Page 4 of 5 CAPITAL Engineering & Consulting Oregon DBE/ESB/WBE #9193 1430 Willamette Street #325 www.capitalengineering.co Eugene, Oregon 97401 541-510-4225# Bigfoot Beverages —Vending Operations Center cec Stormwater Management System Study June 20, 2023 Refer to Appendix A for the Civil Utility and Grading Plan and details. Section H - Operations and Maintenance Plan The Stormwater Management Manual requires that an Operation and Maintenance packet (O & M packet) is completed and submitted, in order to demonstrate that private facilities will be properly operated and maintained. A Preliminary Operations and Maintenance Plan for the proposed Rain Garden has been added as Appendix D. This plan will be signed, notarized and recorded with Lane County and a copy will be sent to the City. Page 5 of 5 CAPITAL Engineering & Consulting Oregon DBE/ESB/WBE #9193 1430 Willamette Street #325 www. capita leng ineering.co Eugene, Oregon 97401 541-510-4225# em�mmw uemmrwrw ➢ wwM+w^d� j �o D < r r C 3 r. D J � r rf1 r , •� _ 7 5 a 7 " m tZ� �'Aaor' mR g 4 VENDING OPERATIONS CENTER BIGFOOT BEVERAGES 1860 LAURA STREET SPRINGFIELD, OR 97477 MDS CORRECTIONS c o" `2 WE1 C7 o;a -<0 oma = � no: t �'Aaor' mR g 4 VENDING OPERATIONS CENTER BIGFOOT BEVERAGES 1860 LAURA STREET SPRINGFIELD, OR 97477 MDS CORRECTIONS _ 3 i � o Wr kF sg P �a— `2 WE1 i> Wg g- §9, �g£m ary. t _ 3 i � o Wr kF sg P i> Wg g- ary. t CAPITAL ENGINEERING & CONSULTING, LLC APPENDIX A CIVIL UTILITY AND GRADING PLAN a I - „6-F �6 Ag Rag F a gg ye :Rak �W �s -gyabe4 R Cma$ g 0 S 4'8m=s9 cH=Uxwm RI`f In mr es'ioe� Z -'P sal a = 70 Iq v AH 4.111 g i r " 608 „; = ' 13,;;=g 5n A � K• S „ g i 2 6 I � l 3�oa;m a�i�8n k 4 11mG ON I � 2C z�sm ?s8�s� �Q;3 ssSII .Q as �F AH o= aAm A' a= € a _9 > A o O D A A A ° A IDE WALL LINE z p n z C) O 0 = li VENDING OPERATIONS CENTER BIGFOOT BEVERAGES 1860 LAURA STREET SPRINGFIELD, OR 97477 MDS CORRECTIONS 6P D it pq5 —z— 1 g 9g g $ A g�€ VENDING OPERATIONS CENTER BIGFOOT BEVERAGES 1860 LAURA STREET SPRINGFIELD, OR 97477 MDS CORRECTIONS 6P VENDING OPERATIONS CENTER BIGFOOT BEVERAGES 1860 LAURA STREET SPRINGFIELD, OR 97477 MDS CORRECTIONS c N W N ;.lo 2 �l i5 DS�F C Ngp* n H > nP i?, z g�mS� 2� 9� z m^- 9AM999 9 dna a T�6„8 ='�'�m`F 84 aq IM Som � gm� o N O u _ to 1 /ice. \\ 8� 9g y G e : a VENDING OPERATIONS CENTER j m BIGFOOT BEVERAGES r' m a 1860 LAURA STREET C CAo SPRINGFIELD, OR 97477 s N � MDS CORRECTIONS g O u _ to 1 /ice. \\ 8� 9g y Diz- Z r' D 9 z � I I � � s N � O u _ to 1 /ice. \\ 8� 9g y CAPITAL ENGINEERING & CONSULTING, LLC APPENDIX B CITY OF SPRINGFIELD SCOPING SHEET DEVELOPMENT AND PUBLIC WORKS SPRINGFIELD /s 225 FIFTH STREET OREGON SPRINGFIELD, OR 97477 PHONE. 541.726.3753 FAX 541.726.1021 www.springfield-or.gov STORMWATER MANAGEMENT SYSTEM SCOPE OF WORK ------------------------------------------------ (Area below this line filled out by Applicant) ------------------------------------------------ (Please return to Clayton McEachern @ City of Springfield Development and Public Works; Fax # 736-1021, Phone # 736-1036), email.-emceachern@springfield-or.gov Project Name: Bigfoot Beverages Vending Operations Center Applicant: Andrea Stancliff/CAPITAL Engineering Assessors Parcel #: 1703 Tax Lot: (1703271009300) Date: 1/30/2023 Land Use(s): 301 Industrial Improved Phone #: 503-830-3635 Project Size (Acres): 2.85 acres Fax #: N/A Approx. Impervious Area: 9,375 SF Email: andrea@capitalengineering.co Project Description (Include a copy of Assessor's map): Bigfoot Beverages is proposing to construct an at -grade loading dock area to the n h of an existing building and an additional driveway connection along Highway 126 to the southwest of the project site. New impervious areas includ sphalt, concrete and a covered roof area for the loading dock area and asphalt and concrete for the new driveway connection (9,375 SF). In addition, proximately 36,500 SF of existing asphalt will be replaced as part of the maintenance portion of this project. Drainage Proposal (Public connection(s), discharge location(s), etc. Attach ditional sheet(s) if necessary: Vegetated facilities (Rain Gardens) will be constructed so that a minimum of% of the parking lot impervious surface will be treated for water quality, while 100% of the parking areas will be etreated with catch basin filters, as allowed. Overflow from vegetated facilities will be conveyed to the underground 4 -inch storm drain running along Laura Street, ensuring that the post development flows do not exceed the pre- veloped runoff flow rates. Proposed Stormwater Best Management Practices: Final treatment solutions are undetermined at this point, but we are considering one or two Rai Garden and catch basin filters to treat runoff from new and replaced asphalt areas, prior to conveyance to the pub li storm system. Area below this line filled out b , the C' • and Returned to the c ion �. for iYieToac—fin (At a minimum, all boxes checked by the City on the front and back of this sheOr'li'i'ig thing is the for an application to be complete for submittal, althouieh other, v�raxlie ztecessGu�t. Drainage Study Type (EDSPM Section 4.03.2): (Note. UH may be sub Ieast� f Qrm t ra e t e�k, of water from blowing in to the sewer drain ❑ Small Site Study — (use Rational Method for calculations) area. ❑■ Mid -Level Development Study — (use Unit Hydrograph Method for calculations) ❑ Full Drainage Development Study — (use Unit Hydrograph Method for calculations) Environmental Considerations: ❑■ Wellhead Zone: 99 year totz ❑ Hillside Development: n/a ❑ Wetland/Riparian: n/a ❑ Floodway/Floodplain: n/a ■❑ Soil Type: courtney and awbrig, onsite infiltration test required ❑ Other Jurisdictions n/a Downstream Analysis: ❑O 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 Clayton McEachern @ City of Springfield, email: cmceachern@spdngfield-or,gov, FAX: (541) 736-1021 COMPLETE STUDY ITEMS For Official Use Only: *Based upon the information provided on the front of this sheet, the following represents a minimum of what is needed for an application to be complete for submittal with respect to drainage; however, this list should not be used in lieu of the Springfield Development Code (SDC) or the City's Engineering Design Manual. Compliance with these requirements does not constitute site approval; Additional site specific information may be required. Note: Upon scoping sheet submittal, ensure completed form has been signed in the space provided below: Interim Design Standards/Water ualit►° EDSPM Chapter 3) Req'd N/A ❑ All non -building rooftop (NBR) impervious surfaces shall be pre-treated (e.g. multi-chambered catchbasin w/oil filtration media) for stormwater quality. Additionally, a minimum of 50% of the NBR impervious surface shall be treated by vegetated methods. ❑ Where required, vegetative stormwater design shall be consistent with design standards (EDSPM Section 3.02), set forth in Chapter 2 of the Eugene Stormwater Management Manual. ❑ For new NBR impervious area less than 15,000 square feet, a simplified design approach may be followed as specified by the Eugene Stormwater Management Manual (Sec2.4.1). 0 If a stormwater treatment Swale is proposed, submit calculations/specifications for sizing, velocity, flow, side slopes, bottom slope, and seed inix consistent with City of Springfield or Eugene's Stormwater Management Manual. Q F-1 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 building, shall be provided with secondary containment or weather resistant enclosure. 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. 71 F-1 Calculations showing system capacity for a 2 -year storm event and overflow effects of a 25 -year storm event. Q ❑ The time of concentration (Tc) shall be determined using a 10 minute start time for developed basins. Review of Downstream System EDSPM Section 4.03.4.0 ❑ 0 A downstretun drainage analysis as described in EDSPM Section 4.03A.C. On-site drainage shell be governed by the Oregon Plumbing Specialty Code (OPSC'). Q Elevations of the HGL and flow lines for both city and private systems where applicable. .Design of Storm Systems (EDSPbl Section 4.04). ❑ Q Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on the plan set. ❑ Q Minimum pipe cover shall be 18 inches for reinforced pipe and 36 inches tier plain concrete and plastic pipe materials, or proper engineering calculations shall be provided when less. The cover shall be sufficicnit to support an 80,000 lb load without failure of the pipe structure. ❑ Manning's "n" 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. OtherlMiscellaneous 0 F-1 Existing and proposed contours, located at one foot interval. Include spot elevations and site grades showing how site drains. F�❑ Private stormwater easements shall be clearly depicted on plans when private stormwater flows from one property to another. ❑ Drywells shall not receive runoff from any surface w/o being treated by one or more Boil's, with the exception of residential building roofs (EDSP Section 3.03.4.A). Additional provisions apply to this as required by the DEQ. Refer to the website: htti-,://www.deg.state.or.us/M/uic/uic.htm for more information. ❑ Detention ponds shall be designed to limit runoff to pre -development rates for the 2 through 25 -year storm events. *This form shall be included as an attachment, inside the front cover, of the stormwater study. * IMPORTANT: ENGINEER PLEASE READ BELOWAND SIGN! As the engineer of record, I hereby certify the above required items are complete and included with the submitted stormwater study and plan set. Signature` "'"``' u" �`l t Date 1/30/2023 Form Version 5: June 2015 CAPITAL ENGINEERING & CONSULTING, LLC APPENDIX C PRE AND POST DEVELOPMENT CALCULATIONS Stormwater Surface Filtration/Infiltration Facility Sizing Spreadsheet 24 Hour Storm, NRCS Type 1A Rainfall Distribution City of Eugene Version 2.1 Project Name: Bigfoot Beverages Date: 6/7/2023 Project Address: 1860 Laura Street Permit Number: _ Springfield, Oregon 97477 Catchment ID: RGI Designer: Andrea Stancliff, P.E. Company: CAPITAL Engineering & Consulting Instructions: 1. Complete this form for each drainage catchment in the project site that is to be sized per the Presumptive Approach. 2. Provide a distinctive Catchment ID for each facility coordinated with the site basin map to correlate the appropriate calculations with the facility. 3. The maximum drainage catchment to be modeled per the Presumptive Approach is 1 acre (43,560 SF) 4.For infiltration facilities in Class A or B soils where no infiltration testing has been perfromed use an infiltration rate of 0.5 in/hr. For all facilities use a maximum soil infiltration rate of 2.5 in/hr for topsoil/growing medium. Choose "Yes" from the dropdown boxes below next to the design standards requirements for this facility. Pollution Reduction (PR) Yes Flow Control (FC) Yes Destination (DT) NO "An infiltration facility must be chosen as the facility type to meet destination requirements Data -Post Development Total Square Footage Impervious Area13,568 sqft Total Square Footage Pervious Areasgft Impervious Area CN-- 98 Pervious Area CN= 89 Total Square Footage of Drainage Area=1 13568 sft Time of Concentration Post Development= min Weighted Average CN= 98 Site Data -Pre Development (Data in this section is only used if Flow Control is required) Pre -Development CN= 84 Time of Concentration Pre -Development= �min Soil Data Tested Soil Infiltration Rate= In/hr (See Note 4) Destination Design=®in/hr Design Soil Infiltration Rate= 1.125 in/hr Soil Infiltration Rate Stones Used For Calculations Requirement Rainfall Depth Design Storm Pollution Reduction 1.40 inches Water Quality Flow Control 3.6 inches Flood Control Destination 3.6 inches Flood Control Data Facility Type= Filtration Rain Garden Facility Surface Area= 1098 sqft Surface Width= 27.45 ft Facility Surface Perimeter= 134.9 ft Surface Length= 40 ft Facility Bottom Area= 729 sqft Facility Side Slopes= 3 to 1 Facility Bottom Perimete- ill it Max. Ponding Depth in Stormwater Facility= 12 in Basin Volume= 931.6 cf Depth of Growing Medium (Soil)= 12 in Ratio of Facility Area to Impervious Area 0.081 6/7/2023-1:35 PM Pollution Red uction-Cal cul ation Results Peak Flow Rate to Stormwater Facility = 0.106 cfs Peak Facility Overflow Rate= 0.000 cfs Total Runoff Volume to Stormwater Facility = 1333 cf Total Overflow Volume= 0 cf Max. Depth of Stormwater in Facility= 3.3 in Drawdown Time= 0.2 hours o40 Yes Facility Sizing Meets Pollution Reduction Standards? YES I Meets Requirement of No Facility Flooding? YES JMeets Requirement for Maximum of 18 Hour Drawdown Time? Flow Control-Calculation Results Peak Flow Rate to Stormwater Facility = 0.293 cfs Peak Facility Overflow Rate= 0.122 cfs Total Runoff Volume to Stormwater Facility = 3798 cf Total Overflow Volume= 736 cf Peak Off -Site Flow Rate Max. Depth of Stormwater in Facility= 12.0 in Filtration Facility Underdrain 0.029 cfs Drawdown Time= 10.5 hours Pre-Development Runoff Data Peak Flow Rate = 0.154 cfs Total Runoff Volume =1 2287 cf Yes Facility Sizing Meets Flow Control Standards? YES I Meets Requirement for Post Development offsite flow lessor equal to Pre-Development Flow? YES Meets Requirement for Maximum of 18 Hour Drawdown Time? Destination - a cul ation Results Peak Flow Rate to Stormwater Facility= cfs Peak Facility Overflow Rate= �" ly& cfs Total Runoff Volume to Stormwater Facility = i+lp`` cf Total Overflow Volume= -" �;1V ` cf Max. Depth of Stormwater in Facility= NAA in Drawdown Time= hours Facility Sizing Meets Destination Standards? }( Meets Requirement of No Facility Flooding? fA ;Meets Requirement for Maximum of 30 hour Drawdown Time? 6/7.'2023-1:35 PM SBUH Calculation Worksheet: Pre -developed Site - 2 -year Project Name: Bigfoot Beverages Designer: AWS Date: 6/7/2023 uata Pervious Area, Acres 0.311478 Pervious Area Curve Number, CNpell Precipitation in 24 hours (Pt) = 3.1 Time of Concentration, To, minutes 1 10 Calculated Data Impervious Area, Acres 0 Impervious Area Curve Number, CNim 98 Note: minimum To is five minutes Total Project Area, Acres 0.311478 Total Runoff Volume, V, cubic feet 1,808 Peak Flow Rate, Qpeak, cfs 1 0.121 Time to Peak Runoff, hours 1 8.00 SBUH Calculation Worksheet: Post -developed Site - 2 -year Project Name: Bigfoot Beverages Designer: AWS Date: 6/7/2023 uara Pervious Area, Acres 0 Pervious Area Curve Number, CNpe 84 Precipitation in 24 hours (Pt) = 3.1 Time of Concentration, Tc, minutes 5 Calculated Data Impervious Area, Acres 0.311478 Impervious Area Curve Number, CNi 98 Note: minimum Tc is five minutes Total Project Area, Acres 1 0.3114781 Total Runoff Volume, V, cubic feet 1 3,243 Peak Flow Rate, Qpeak, cfs 1 0.251 Time to Peak Runoff, hours 1 7.83 Runoff Hydrograph 0.14 0.12 I I 0.10 I I 0.08 I I � w: 3 X0.06 � 0.04 — I - 0.02 I 0.00 I 0 500 1000 1500 2000 2500 Time, minutes SBUH Calculation Worksheet: Pre -developed Site - 25 -year Project Name: Bigfoot Beverages Designer: AWS Date: 6/7/2023 uara Area Pervious Area, Acres 0.311478 Pervious Area Curve Number, CNper 84! Precipitation in 24 hours (Pt) = 5.2 Time of Concentration, Tc, minutes 10. Calculated Data Impervious Area, Acres Impervious Area Curve Number, CNim 98 Note: minimum Tc is five minutes Total Project Area, Acres 0.311478 Total Runoff Volume, V, cubic feet i 3,905 Peak Flow Rate, Qpeak, cfs I0.27 Time to Peak Runoff, hours 8.00 SBUH Calculation Worksheet: Post -developed Site - 25 -year Project Name: Bigfoot Beverages Designer: AWS Date: 6/7/2023 user-suppitea vara Pervious Area Impervious Area Pervious Area, Acres 0 Pervious Area Curve Number, CNpe 84 Precipitation in 24 hours (Pt) = 5.2 Time of Concentration, Tc, minutes 5 Calculated Data Impervious Area, Acres 0.311478 Impervious Area Curve Number, CNi 98 Note: minimum Tc is five minutes Total Project Area, Acres 0.311478 Total Runoff Volume, V, cubic feet 1 5,611 Peak Flow Rate, Qpeak, cfs 0.43 Time to Peak Runoff, hours 1 7.83 BIGFOOT BEVERAGES 6" Storm Drain 25 year, 24-hour Storm Event - 0.36 CFS Manning Formula Uniform Pipe Flow at Given Slope and Depth Inputs: Pipe Diameter, do 6.0000 in Manning Roughness, n 0.0110 Pressure slope (possibly equal to pipe slope_), SD 0.0100 slope Percent of (or ratio to) full depth (100% or 1 if flowing full) 0.5250 fraction Results: Flow, Q 0.36 ft^3/s Velocity, v 3.45 ft/s Velocity head, by 0.18 ft Flow Area, A 15.04 in^2 Wetted Perimeter, P 0.81 ft Hydraulic Radius 0.13 ft Top Width, T 0.50 ft Froude Number, F 1.33 Shear Stress (tractive force), z 0.1639 psf Version 2.0 (20 June 2017) HawsEDC Calculators CAPITAL ENGINEERING & CONSULTING, LLC APPENDIX D Operations and Maintenance Plan Notice of Operations and Maintenance Agreement Private Stormwater Management and Treatment System The undersigned owner(s), is hereby given notice that stormwater runoff from the "Property" described below requires stormwater management facilities to be located, designed, and constructed in compliance with the City of Springfield's Engineering Design and Procedures Manual. Said facilities shall be operated and maintained in accordance with the Operations and Maintenance Agreement (O&M Agreement) on file with the City of Springfield, Development and Public Works Department. (Property Owner/Developer) acknowledges and agrees to maintain private stormwater treatment facilities listed in this document. The maintenance of the stormwater facilities listed in this document is required as part of the Development Agreement with the City of Springfield. This facility will be operated and maintained in accordance with the requirements stated in this document and in the latest edition of the City of Springfield Engineering Design Standards and Procedures Manual, Chapter 3. The City reserves the right to enter and inspect any stormwater facility located on the "Property" to ensure the facilities are operating as designed. Failure of the responsible party to inspect and maintain the facilities can result in an adverse impact to the public stormwater system and the quality of receiving waters. The requirement to operate and maintain the stormwater treatment facilities in accordance with the approved site development agreement and the site O&M Agreement is binding on all current and future owners of the property. The Agreement and its O&M Plan may be modified under written consent of new owners with written approval by and re -filing with the City. The O&M Agreement and O&M Plan for facilities constructed pursuant to this notice are available at the Development and Public Works Department, 225 Fifth St, Springfield Oregon, or call (541)-736-3753, between the hours of 8 a.m. and 5 p. in., Monday through Friday. The Subject premises, is legally described as follows: (Tax lot number cannot be used to describe the property. Legal descriptions may be obtained from the county assessor's office). SEE EXHIBIT "A" ATTACHED HERETO AND INCORPORATED HEREIi T BY REFERENCE By signing below, the signer accepts and agrees to the terms and conditions contained in the Operations and Maintenance Plan and in any documents attached. This instrument is intended to be binding upon the parties hereto, their heirs, successors, and assigns. In Witness whereof, the undersigned has executed this instrument on this day of 20 Owner(s): Signature Print Name STATE OF OREGON, County of Lane, ❑ This instrument as acknowledged before me on by described premises. ❑ This instrument as acknowledged before me on owner(s) of the above by as of owner(s) of the above described premises. Notary Public for Oregon RETURN TO: CITY OF SPRINGFIELD DEVELOPMENT & PUBLIC WORKS DEPT. 225 FIFTH ST. SPRINGFIELD, OREGON 97477 My Commission Expires RESERVE THIS SPACE FOR RECORDING STICKER **Avoid $20 nonstandard doc FEE (font too small)... Print this form on Legal size paper. ** Appendix 3A-1 Re, 01/27/17 Page 1 of 1 EDSP Adopted December 03, 2012 Operations and Maintenance Agreement Private Stormwater Management and Treatment System Land Development Application Number: Owner's Name: Bigfoot Beverages Phone No.: (541) 687-0251 Mailing Address: 86776 McVay Highway City Eugene State Oregon Zip 97405 Site Address: 1860 Laura Street City Springfield State Oregon Zip 97477 Site Map and Tax lot No.: Tax Map 17-03-27-10 Lot 09300 (Or attach document with additional lot information if the facility crosses more than one lot) Type of Facility(leS) Commercial Vending Operations Center Requirements 1) Stormwater Management Site Plan, (min. 8 1/2" x 11" attached to this form) showing the location of the facility(ies) in relation to building structures or other permanent monuments on the site, sources of runoff entering the facility(ies), and where stormwater will be discharged to after leaving the facility(ies). Landscape and vegetation should be clear on the Plan submitted or submit a separate Landscape Plan document showing vegetation type, location, and quantity (landscape plan). These can be the same Plans submitted for development review. The stormwater management facility(ies) shown on the Site Plan are a required condition of development approval for the identified property. The owner of the identified property is required to operate and maintain the facility(ies) in accordance with the Facility Specific Operation and Maintenance Plan(s) (O&M Plan(s)) attached to this form and on file with the City. The O&M Plan for the facility(ies) will be available at the Development and Public Works Department, 225 5a' Street, Springfield, Oregon between the hours of 8 a.m. and 5 p.m., Monday through Friday. 2) Financially responsible party (circle one): Property Owner✓ Homeowner Association Other (describe) 3) Party(les) responsible for maintenance (only if other than owner). Daytime phone no. (� - Emergency/after-hours contact phone no. Maintenance Contact Party(les) Name & Business Address: 4) Maintenance practices and schedule for the stormwater facility(ies) are included in the Facility Specific O&M Plan(s) attached to this form and filed with the Development and Public Works Department, City of Springfield. The operation and maintenance practices are based on the version of the City of Eugene's Stormwater Management Manual in effect at the date of development application, as modified by any plans attached to this document at the time of signing. Application Date: By signing below, Filer accepts and agrees to the terms and conditions contained in the Operations and Maintenance Plan(s) and in any document executed by Filer and recorded with it. Filer Signature: Print Name: Appendix 3A-2 Rev 01/26/16 Page 1 of 1 EDSP Adopted December 03, 2012 STORMWATER MANAGEMENT FACILITY INSPECTION AND MAINTENANCE LOG Property Address: Inspection Date: Inspection Time: Inspected By: Approximate Date/Time of Last Rainfall: Type of Stormwater Management Facility: Location of Facility on Site (In relation to buildings or other permanent structures): Water levels and observations (Oil sheen, smell, turbidity, etc.): 1 Sediment accumulation and record of sediment removal: Condition of vegetation (Height, survival rates, invasive species present, etc.) and record of replacement and management (mowing, weeding, etc.): Condition of physical properties such as inlets, outlets, piping, fences, irrigation facilities, and side slopes. Record damaged items and replacement activities: Presence of insects or vectors. Record control activities: Identify safety hazards present. Record resolution activities: Appendix 3A-3 Page 1 of 1 EDSP Adopted December 03, 2012 Rain Gardens Operations and Maintenance Plan A vegetated Infiltration Basin or rain garden is a vegetated depression created by excavation, berms, or small dams to provide for short-term ponding of surface water until it percolates into the soil. The basin shall infiltrate stormwater within 24 hours. All facility components and vegetation shall be inspected for proper operations and structural stability, at a minimum, quarterly for the first 2 years from the date of installation, 2 times per year thereafter, and within 48 hours after each major storm event. The facility owner must keep a log, recording all inspection dates, observations, and maintenance activities. The following items shall be inspected and maintained as stated: Basin Inlet shall assure unrestricted stormwater flow to the vegetated basin. • Sources of erosion shall be identified and controlled when native soil is exposed or erosion channels are present. • Inlet shall be cleared when conveyance capacity is plugged. • Rock splash pads shall be replenished to prevent erosion. Embankment, Dikes, Berms and Side Slopes retain water in the infiltration basin. • Structural deficiencies shall be corrected upon discovery: o Slopes shall be stabilized using appropriate erosion control measures when soil is exposed/ flow channels are forming. o Sources of erosion damaze shall be identified and controlled. Overflow or Emergency Spillway conveys flow exceeding reservoir capacity to an approved stormwater receiving system. • Overflow shall be cleared when 25% of the conveyance capacity is plugged. • Sources of erosion damage shall be identified and controlled when soil is exposed. • Rocks or other armament shall be replaced when only one layer of rock exists. Filter Media shall allow stormwater to percolate uniformly through the infiltration basin. If water remains 36-48 hours after storm, sources of possible clogging shall be identified and corrected. • Basin shall be raked and, if necessary, soil shall be excavated, and cleaned or replaced. • Infiltration area shall be protected from compaction during construction. Sediment/ Basin Debris Management shall prevent loss of infiltration basin volume caused by sedimentation. Gauges located at the opposite ends of the basin shall be maintained to monitor sedimentation. • Sediment and debris exceeding 3 inch in depth shall be removed every 2-5 years or sooner if performance is affected. Debris and Litter shall be removed to ensure stormwater infiltration and to prevent clogging of overflow drains and interference with plant growth. • Restricted sources of sediment and debris, such as discarded lawn clippings, shall be identified and prevented. Vegetation shall be healthy and dense enough to provide filtering while protecting underlying soils from erosion. • Mulch shall be replenished as needed to ensure healthy plant growth • Vegetation, large shrubs or trees that limit access or interfere with basin operation shall be pruned or removed. • Grass shall be mowed to 4"-9" high and grass clippings shall be removed no less than 2 times per year. • Fallen leaves and debris from deciduous plant foliage shall be raked and removed if build up is damaging vegetation. • Nuisance or prohibited vegetation (such as blackberries or English Ivy) shall be removed when discovered. Invasive vegetation contributing up to 25% of vegetation of all species shall be removed. • Dead vegetation shall be removed to maintain less than 10% of area coverage or when infiltration Appendix 3A-4 Page 15 of 31 EDSP Adopted December 03, 2012 basin function is impaired. Vegetation shall be replaced within 3 months, or immediately if required to control erosion. Spill Prevention measures shall be exercised when handling substances that contaminate stormwater. Releases of pollutants shall be corrected as soon as identified. Training and/or written guidance information for operating and maintaining vegetated infiltration basins shall be provided to all property owners and tenants. A copy of the O&M Plan shall be provided to all Rroperty owners and tenants. Access to the infiltration basin shall be safe and efficient. Egress and ingress routes shall be maintained to design standards. Roadways shall be maintained to accommodate size and weight of vehicles, if applicable. • Obstacles preventing maintenance personnel and/or equipment access to the infiltration basin shall be removed. • Gravel or ground cover shall be added if erosion occurs, e.g., due to vehicular or pedestrian traffic. Insects and Rodents shall not be harbored in the infiltration basin. Pest control measures shall be taken when insects/rodents are found to be present. • If a complaint is received or an inspection reveals that a stormwater facility is significantly infested with mosquitoes or other vectors, the property owner/owners or their designee may be required to eliminate the infestation at the City inspector's discretion. Control of the infestation shall be attempted by using first non -chemical methods and secondly, only those chemical methods specifically approved by the City's inspector. Acceptable methods include but are not limited to the following: i. Installation of predacious bird or bat nesting boxes. ii. Alterations of pond water levels approximately every four days in order to disrupt mosquito larval development cycles. iii. Stocking ponds and other permanent water facilities with fish or other predatory species. iv. If non -chemical methods have proved unsuccessful, contact the City inspector prior to use of chemical methods such as the mosquito larvicides Bacillus thurengensis var. israeliensis or other approved larvicides. These materials may only be used with City inspector approval if evidence can be provided that these materials will not migrate off-site or enter the public stormwater system. Chemical larvicides shall be applied by a licensed individual or contractor. • Holes in the ground located in and around the infiltration basin shall be filled. If used at this site, the following will be applicable: Fences shall be maintained to preserve their functionality and appearance. • Collapsed fences shall be restored to an upright position. • Jagged edges and damaged fences shall be repaired or replaced. Appendix 3A-4 Page 16 of 31 EDSP Adopted December 03, 2012 �' e CAPITAL ENGINEERING & CONSULTING, LLC APPENDIX E INFILTRATION TESTING MEMO February 28, 2023 Bigfoot Beverages, LLC Attn: Rick Sawyer 86776 McVay Highway Eugene, Oregon 97405 4660 Main Street, Suite 100 d Springfield o OR 97478 Phone: 541-393-6340 www.earth-engineers.com (P) 541.685.2060 Email: rsawyerO-bigfootbeveraaes.com Subject: Infiltration Test Results Proposed Vending Operations Center Bigfoot Beverages 1860 Laura Street Springfield, Lane County, Oregon 97477 EEI Report No. 23-042-1 Dear Mr. Sawyer, Earth Engineers, Inc. (EEI) is pleased to submit the results of our infiltration testing conducted at 1860 Laura Street, in Springfield, Lane County, Oregon. Our work was performed in accordance with our Standard Professional Agreement 23-P076, dated February 23, 2023, which you signed on February 28, 2023. Our infiltration test was performed on February 20 and 21, 2023. The location was excavated by Wildish Construction, using a John Deere 75G track -mounted excavator with a smooth bladed bucket and was excavated to an approximate depth of 4 feet below exiting site grade (see Photo 1 below). The test was performed in the location indicated on a site plan provided by Capital Engineering entitled: Civil Utility and Grading Plan, Vending Operations Center, Bigfoot Beverages, 1860 Laura Street, Springfield, OR 97477, Schematic Design, sheet C100 dated February 15, 2023 (see Figure 1 below for an aerial view of the infiltration test location). At the bottom of the infiltration test location, we obtained a sample of the soil to determine the amount of material finer than the No. 200 sieve (clay and silt) by washing. Based on 41 percent of the material passing the No. 200 sieve, our visual observations of the soil and knowledge of the surrounding soils, our test was performed within clayey gravel with sand. Groundwater was not encountered at the time of our infiltration test. EEI Report No. 23-042-1 February 28, 2023 Page 2 of 4 Photo 1: Looking west at the start of excavation for the infiltration test on February 20, 2023. r - ITA EEI Report No. 23-042-1 February 28, 2023 Page 3 of 4 VM- MO+ Figure 1: Aerial photograph of the location of our infiltration test (IT -1) performed on February 20 and 21, 2023 (base source: Google Earth with an imagery date of 7/22/2021). The infiltration test was conducted in general accordance with the current City of Springfield Engineering Design Standards & Procedures Manual; Encased Falling Head test procedure, available at (httgs:Hsoringfield-or.-gov/city/development-public-works/engineering-desiQn- and-procedures-rr— '). A six-inch diameter solid PVC casing (stand pipe) was embedded about two inches into the soil at the bottom of the excavation. Approximately three inches of clean gravel was then placed in the bottom of the stand pipe to protect the soil at the bottom of the pipe from scouring. A minimum 4 -hour presoak was not necessary because, after filling the standpipe with 12 inches of water (twice), all of the water seeped away in less than 10 minutes. Trials were performed by filling the solid six-inch diameter standpipe casing with 12 inches of water above the soil at the bottom of the pipe, and measuring the water level after set time intervals. A total of four trials were performed (a minimum of three is required), until the percent change in measured infiltration rate between two successive trials was minimal. The result of our infiltration testing and washed gradation is summarized in Table 1 below. Note that the reported infiltration rate in Table 1 is an ultimate value and does not include a factor of safety. EEI Report No. 23-042-1 February 28, 2023 Paae 4 of 4 Table 1: Summary of Infiltration Testing and Washed Gradation Result If you have any questions pertaining to this report, or if we may be of further service, please contact our office at 541.393.6340. Sincerely, Earth Engineers, Inc. Raymond V. Aliperti Branch Manager Distribution (1 electronic copy): Rick Sawyer — Bigfoot Beverages — rsawye(abigfootbeveraaes.com Dave Bakke — Chambers Construction — dbakkeachambers-ac.com Kevin Ebert — Chambers Construction — kebert(a-),chambers-gc.com Iris Leia Lorelle — Capital Engineering — ris(Mcagitalengineering.co Cherie Nixon — Capital Engineering — grie capital enineerin .co James Robertson — Robertson Sherwood Architects — irobertson(a)-robertsonsherwood.com Romina Rodriguez — Robertson Sherwood Architects — rrodriguez@robertsonsherwood.com Brad Stangeland — Stangeland & Associates — brs stangelandlandscape.com Washed Test Approximate Test Approximate Visual Soil Grad ton Measured Infiltration No. Location Test Elevation Classification (% passing 4 feet below Clayey gravel #200 sieve) Rate 1-1/8 IT -1 NW corner of site 41 inches per existing grade with sand hour If you have any questions pertaining to this report, or if we may be of further service, please contact our office at 541.393.6340. Sincerely, Earth Engineers, Inc. Raymond V. Aliperti Branch Manager Distribution (1 electronic copy): Rick Sawyer — Bigfoot Beverages — rsawye(abigfootbeveraaes.com Dave Bakke — Chambers Construction — dbakkeachambers-ac.com Kevin Ebert — Chambers Construction — kebert(a-),chambers-gc.com Iris Leia Lorelle — Capital Engineering — ris(Mcagitalengineering.co Cherie Nixon — Capital Engineering — grie capital enineerin .co James Robertson — Robertson Sherwood Architects — irobertson(a)-robertsonsherwood.com Romina Rodriguez — Robertson Sherwood Architects — rrodriguez@robertsonsherwood.com Brad Stangeland — Stangeland & Associates — brs stangelandlandscape.com