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Home My WebLink AboutKUM & GO #0951 - PDP210013 - SUBMITTAL DOCUMENTS - ROUND 3 - DRAINAGE REPORTPRELIMINARY DRAINAGE REPORT KUM & GO #0951 FORT COLLINS, CO 949 E PROSPECT RD Prepared for: Kum & Go, L.C. 1459 Grand Avenue Des Moines, IA 50309 Contact: Ryan Halder (515) 457-6232 Prepared by: Olsson 1880 Fall River Drive, Suite 200 Loveland, CO 80538 Contact: Josh Erramouspe, PE (970) 461-7733 August 5th, 2022 Olsson Project No. 020-2883 December 2018 Kum & Go #951 August 5, 2022 Project No. 020-2883 S-1 ENGINEER’S STATEMENT This report and plan for the drainage design for Kum & Go #0951 was prepared by me (or under my direct supervision) and is correct to the best of my knowledge and belief. Said report has been prepared in accordance with the City of Fort Collins Storm Drainage Criteria. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. I accept responsibility for any liability caused by any negligent acts, errors, or omissions on my part in preparing this report. Josh Erramouspe Colorado Licensed Professional Engineer No. 42141 Kum & Go #951 August 5, 2022 Project No. 020-2883 S-2 TABLE OF CONTENTS 1.0 GENERAL LOCATION AND DESCRIPTION ....................................................................... 1 2.0 DRAINAGE BASIN AND SUB-BASINS ................................................................................ 2 3.0 DRAINAGE BASIN CRITERIA ............................................................................................. 8 4.0 DRAINAGE FACILITY DESIGN ........................................................................................... 9 5.0 CONCLUSION ....................................................................................................................14 6.0 REFERENCES ....................................................................................................................14 APPENDICES APPENDIX A HYDROLOGIC CALCULATIONS APPENDIX B HYDRAULIC CALCULATIONS APPENDIX C REFERENCED INFORMATION Kum & Go #951 August 5, 2022 Project No. 020-2883 1 1.0 GENERAL LOCATION AND DESCRIPTION This document is the Preliminary Drainage Report for Kum & Go #0951 (the “SITE”). The purpose of this report is to identify onsite and offsite drainage patterns, storm sewer, inlet locations, and areas tributary to the site with the goal of safely routing developed storm water runoff to adequate outfall facilities. The proposed project is located within at 949 E Prospect Road, being a portion of the northwest quarter of Section 24, Township 7 North, Range 69 west of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. The proposed site is bordered on the north by Prospect Road, on the east by Lemay Avenue, and on the west and south by residential houses. Currently the site consists of a convenience store with two fuel pumps, three single story houses, two garages, a storage shed, and a concrete retaining wall. Development of the site will require demolition of the existing structures, as well as the convenience’s store fuel pumps and concrete retaining wall. The proposed area of improvements is 1.46 acres while the proposed Kum & Go property is to be 0.91 acres. The remainder 0.55 acres is to be for improvements to the adjacent right-of-way along Lemay Avenue and Prospect Road. Based on the NRCS soil survey, the entirety of the soil present on the site is classified as Hydrologic Group C. The site generally slopes away from each of the existing structures. There are curb inlets located adjacent to the property along E Prospect Road and S Lemay Avenue. Changes to the site grading are proposed to ensure proper drainage around the proposed building and parking lot. These changes will include installation of curb, gutter, concrete paving, storm sewer infrastructure, and an underground detention facility. Per FEMA Map Panel 08069C0983H, dated May 2nd, 2012, the majority of the site is within Zone X, Area of Minimal Flood Hazard. The southern property line and western curb and gutter of Lemay Avenue are within Zone AE, with small portions crossing into the subject property. The proposed building and canopy will both be within Zone X. Kum & Go #951 August 5, 2022 Project No. 020-2883 2 2.0 DRAINAGE BASIN AND SUB-BASINS Existing Basin Description: In the existing condition, the site drains towards the adjacent streets and is collected by curb inlets and underground storm sewer pipes that convey stormwater to the south towards Spring Creek. Using the rational method, runoff generated within the SITE’s proposed property line in the existing condition was calculated to be 1.16 cfs and 4.44 cfs for the 2-year and 100-year storm events, respectively. This area, denoted as Basin EX1, can be seen on the Existing Drainage Basin Map, located within Appendix C of this report. The existing drainage patterns for the land surrounding the property will not be impacted. All drainage from surrounding properties that is currently being routed through the SITE has been accounted for within the design of the SITE’s proposed storm sewer system. Proposed Major Basin Description: The proposed area of improvements has been divided into various major drainage basins based off the proposed drainage patterns. Each of these major basins are used for different analyses of the SITE. Descriptions of each are as follows. The PROPERTY major basin represents the total area within the property line for the SITE. This major basin is utilized to provide a direct comparison to existing EX1 basin, as both represent the total SITE area. The PROPERTY major basin is comprised of basin R-1, R- 2, OS.1, OS.3, OS.4, OS.5 and A through H, excluding E.1, F.1, G.1, and H.1. The CAP major basin represents the area that will be conveyed to and captured by the proposed storm sewer system and underground detention facility, which includes the major of the area within the SITE’s property lines, as well as some of surrounding properties that are currently being routed through the SITE. The CAP major basin has been utilized to properly size the underground detention facility, as it represents the total tributary area to the system. The detained runoff will be released from the underground detention facility at a controlled rate into the adjacent existing sewer infrastructure within S Lemay Avenue. The CAP major basin is comprised of basin R-1, R-2, and A through H, including E.1, F.1, G.1, and H.1. The NO CAP major basin is the remainder of the area within the proposed Kum & Go property that will not be conveyed to or captured by the proposed storm sewer system and underground detention facility. Runoff from this major basin will flow offsite undetained Kum & Go #951 August 5, 2022 Project No. 020-2883 3 and contribute additional runoff to the ROW major drainage basin. The NO CAP major basin is comprised of basins OS.1, OS.3, OS.4, and OS.5. Table 1 below highlights the key parameters of each of the major basins. Table 1. Major Basin Characteristics Basin Area (acres) Impervious Area (sq ft) Imperviousness (%) EX1 0.91 10,308 32.47 PROPERTY 0.91 30,024 74.14 DETAINED 0.99 29,554 67.25 UNDETAINED 0.09 783 22.37 By comparing the existing EX1 basin the proposed PROPERTY major basin, we can see that the proposed development of the SITE has will add an additional 19,716 square feet of impervious area. Per the NO CAP basin, only 0.09 acres of total area and 783 square feet of impervious are will not be routed to the underground detention facility. Proposed Sub-Basin Description: The previously mentioned major drainage basins have been further divided into numerous drainage basins. The delineation of each of these basins can be found on the Proposed Drainage Basin Map within Appendix C. Additional descriptions for each of the basins are as follows and are categorized based off of whether they are located within (Onsite) or outside (Offsite) the SITE property line. Onsite Basins: Basin R-1 consists of proposed building roof area. Runoff generated in this basin will be captured by roof drains and be conveyed to the underground detention facility via the proposed storm sewer system. Basin R-2 consists of proposed canopy area. Runoff generated in this basin will be captured by roof drains and be conveyed to the underground detention facility via the proposed storm sewer system. Kum & Go #951 August 5, 2022 Project No. 020-2883 4 Basin A consists of the western portion of the pavement area, proposed building sidewalk, and landscape area along the western side of the building. Runoff generated within this basin will flow southwest to a proposed curb inlet (Inlet I2) in the southwest corner of the site. Stormwater collected in this inlet will drain to the proposed underground detention facility. Basin B (comprised of Basin B.1 and B.2 as it is bisected by Basin R-2) consists of the central portion of the pavement area that will drain southeast to a proposed curb inlet (Inlet A) in the southern curb line. Stormwater collected in this inlet will drain to the proposed underground detention facility. Basin C consists of an eastern portion of the pavement area that will drain southeast to a proposed trench drain located in the access drive along the eastern property line. Stormwater collected by the trench drain will drain to the proposed underground detention facility. Basin D consists of proposed landscape area in the northwestern corner of the site, north of the trash enclosure. Runoff generated in this basin will flow overland in a grass swale before being captured by an area inlet (Inlet P2) and conveyed to the proposed storm sewer system and underground detention facility. Basin E consists of the proposed landscape area along the northeastern building corner. Runoff generated in this basin will flow overland in a grass swale before being captured by an area inlet (Inlet S.1) and conveyed to the proposed storm sewer system and underground detention facility. Basin F consists of proposed building sidewalk and landscape area along the eastern side of the building. Runoff generated in this basin will flow overland in a grass swale before being captured by an area inlet (Inlet O4) and conveyed to the proposed storm sewer system and underground detention facility Basin G consists of proposed landscape area in the western portion of the property. Runoff generated in the basin will flow overland in a grass swale before being captured by an area inlet (Inlet K1) and conveyed to the proposed storm sewer system and underground detention facility. Basin H consists of proposed landscape area in the southwestern corner. Runoff generated in the basin will flow overland in a grass swale before being captured by an area inlet (Inlet I3) and conveyed to the proposed storm sewer system and underground detention facility. Kum & Go #951 August 5, 2022 Project No. 020-2883 5 Basin OS.1 consists of the proposed building sidewalk and landscape area along the northwest side of the building. Runoff generated in the basin will flow offsite undetained to a proposed 15’ Type R inlet (Inlet V) located within basin ROW-1. Basin OS.3 consists of the proposed building sidewalk and landscape area along the southern building corner. Runoff generated in the basin will flow offsite undetained to two existing Type 13 combination inlets located within basin ROW-3. Basin OS.4 consists of the proposed bus stop benches and landscape area adjacent to S Lemay Avenue. Runoff generated in the basin will flow offsite undetained to basin ROW- 4 and make its way to three existing Type 13 combination sump inlets located within the S Lemay Avenue curb line, approximately 200’ to the south of the property. Basin OS.5 consists of the of proposed landscape area in the southern portion of the property. Runoff generated within this basin will flow offsite undetained to the adjacent property to the south and make its way to three existing Type 13 combination sump inlets located within the S Lemay Avenue curb line, approximately 200’ to the south of the property. Offsite Basins: Basin E.1 consists of landscape area behind the proposed Prospect Road sidewalk. This area, which is outside of the SITE’s property line, will be conveyed to Basin E via overland flow. Basin F.1 consists of landscape area behind the proposed sidewalk at the E Prospect Road and S Lemay Avenue intersection. This area, which is outside of the SITE’s property line, will be conveyed to Basin F via overland flow. Basin G.1 consists of landscape area of the adjacent properties to northwest of the SITE that are currently routing runoff through the SITE. This area, which is outside of the SITE’s property line, will be conveyed to Basin G via overland flow. Basin H.1 consists of landscape area of the adjacent properties to west of the SITE that are currently routing runoff through the SITE. This area, which is outside of the SITE’s property line, will be conveyed to Basin H via overland flow. The ROW basins represent areas within the public Right-of-Way that will impacted by development of the SITE and will not be conveyed to the underground detention facility. Runoff generated within these basins will follow the existing drainage patterns for both E Prospect Road and S Lemay Avenue. The existing storm sewer infrastructure within both Kum & Go #951 August 5, 2022 Project No. 020-2883 6 roadways has been either improved upon or analyzed for adequacy for any additional flows that are to be added. A description of each of the basins can be found in the following section. Basin ROW-1 consists of the southern half of E Prospect Road and the proposed adjacent sidewalks. Runoff generated within this basin will be routed via overland flow and curb and gutter to a proposed 15’ Type R inlet (Inlet V) located within the new proposed curb line of E Prospect Road. This proposed inlet is to serve as a replacement of the existing Type 13 combination inlet that is to be demolished along with the curb and gutter along E Prospect Road. Basin ROW-2 consists primarily of the proposed right turn-lane, with the addition of some area within both E Prospect Road and S Lemay Avenue. Runoff generated within this basin will be routed via overland flow and curb and gutter to a proposed 5’ Type R inlet (Inlet W) located within the new proposed curb line of S Lemay Avenue. This proposed inlet is to serve as a replacement of the existing Type 13 combination inlet that is to be demolished with the curb and gutter along S Lemay Avenue. Basin ROW-3 consists of a portion of the western half of S Lemay Avenue and the proposed adjacent sidewalks. Runoff generated within this basin will be routed via overland flow and curb and gutter to two existing Type 13 combination inlets located within the S Lemay Avenue curb line that is to remain in place through proposed development of the SITE. As ROW-3 represent the total tributary area to these existing inlets, capacity calculations have been performed in order verify their adequacy. These capacity calculations can be found within Appendix B. As the inlets have capacity available for their new tributary area, no adverse effects are to be expected. Basin ROW-4 consists of a portion of the SITE access drive that is not within the proposed Kum & Go property line, in addition to a portion of the western half of S Lemay Avenue and the proposed adjacent sidewalks. Runoff generated within this basin will be routed south via overland flow and curb and gutter to three existing Type 13 combination sump inlets located within the S Lemay Avenue curb line, approximately 200’ to the south of the property. The sizing for all proposed inlets can be found within Appendix B of this report. A summary of each of the basins and their generated runoff can be seen below in Table 2. The full hydrologic equations and calculations can also be seen in Appendix A of this report. Kum & Go #951 August 5, 2022 Project No. 020-2883 7 Table 2. Proposed Basin Characteristics Basin Area (acres) Q2 (cfs) Q100 (cfs) R-1 0.095 0.26 0.95 R-2 0.060 0.16 0.59 A 0.287 0.76 2.85 B 0.130 0.35 1.30 C 0.106 0.29 1.05 D 0.018 0.01 0.05 E 0.020 0.01 0.05 E.1 0.003 0.00 0.01 F 0.019 0.02 0.07 F.1 0.001 0.00 0.00 G 0.027 0.02 0.07 G.1 0.097 0.07 0.31 H 0.067 0.04 0.17 H.1 0.065 0.04 0.16 OS.1 0.019 0.03 0.12 OS.3 0.008 0.01 0.06 OS.4 0.019 0.02 0.10 OS.5 0.040 0.02 0.10 ROW-1 0.233 0.62 2.32 ROW-2 0.156 0.42 1.55 ROW-3 0.054 0.11 0.50 ROW-4 0.065 0.13 0.57 Kum & Go #951 August 5, 2022 Project No. 020-2883 8 3.0 DRAINAGE BASIN CRITERIA Development Criteria Reference and Constraints: The design of the proposed drainage system was completed in accordance with the criteria set forth within the City of Fort Collins Stormwater Criteria Manual (FCSCM). Hydrological Criteria: Hydrologic calculations have been prepared in accordance with criteria set forth within the FCSCM. Hydrologic calculations can be found within Appendix A of this report. Hydraulic Criteria: Hydraulic calculations have been prepared in accordance with the criteria set forth within the FCSCM. Hydraulic calculations can be found within Appendix B of this report. Floodplain Regulations Compliance: Portions of the property are located within the FEMA-regulatory, Spring Creek floodplain and must conform to the safety regulations of Chapter 10 of City Municipal Code. Any development in the floodplain must be preceded by an approved floodplain use permit. Modifications of Criteria: There are no proposed modifications to the criteria for this project. Kum & Go #951 August 5, 2022 Project No. 020-2883 9 4.0 DRAINAGE FACILITY DESIGN General Concept: In the developed condition, the majority of runoff generated on-site is designed to be collected within the underground detention chambers. Runoff will be conveyed via overland flow and curb and gutter to the storm sewer system. Runoff from the building roof and canopy will be collected and conveyed in roof drains, and runoff from the parking and landscape areas will be conveyed to their respective inlets. 100-year flows entering the storm sewer system will be conveyed to the underground detention system before being discharged at a rate no greater than maximum allowable release rate. Spill Containment: In addition to any standard emergency spill response procedures, COFC requires spill control structures for all new and redeveloping gas stations and vehicle maintenance facilities. Any spills will be contained within the proposed pavement area of the SITE (Basins A, B, and C). As these basins flow to various inlets around the perimeter of the SITE, the spill control structure has been placed at the downstream convergence point of the basins, prior to entering the underground detention facility. The spill control structure is a permanent facility and shall have a minimum capacity of 150 gallons and shall be covered for safety while providing ventilation to allow for evaporation between storms. Groundwater Considerations: Per the geotechnical report for the SITE (Report of Geotechnical Exploration, Kum & Go Store #0951, Olsson, dated June 24, 2021), groundwater was encountered at depths ranging from 7.1 feet to 14.0 feet below the existing grade of the SITE. The proposed underground detention system will only reach approximately 3.5 feet below the existing grade. Kum & Go #951 August 5, 2022 Project No. 020-2883 10 Specific Details: Water Quality – Four Step Process: The FCSCM’s Four Step Process for stormwater quality management was analyzed for the SITE and is addressed as follows: Step 1 – Employ Runoff Reduction Practices During the initial planning phase of the SITE, every effort was made to reduce the total amount of pavement coverage. The majority of the SITE is surrounded by landscaping with runoff draining to private storm inlets and to the underground detention facility. The water quality is improved in the grass and landscaping to provide a better treatment than flowing over hardscape and the runoff volume is reduced as the grass and landscaping reduces the SITE imperviousness. This method ultimately reduces the total volume of runoff and water quality impacts. Step 2 – Implement BMPs That Provide a WQCV with Slow Release Water quality and LID implantation will be provided within the underground detention facility for the SITE. This system has been sized to adequately withstand all of the proposed runoff that will be routed underground. The system employs a reduced release rate in order to provide proper water quality and LID treatment, as well as ensure no adverse effects to downstream storm sewer infrastructure. Step 3 – Stabilize Streams The majority of the SITE flows overland into a private storm sewer system which will convey the runoff to the underground detention facility through storm pipes, trench drains, roof drains, curb inlets, and landscape inlets. Small grass-lined drainage swales will be utilized to convey small portions of the SITE’s runoff to their appropriate inlets. These drainage swales will be lined with blanket or turf reinforcement mats until its side slopes are fully stabilized with vegetation. The adjacent properties drainage patterns will not be altered from their existing condition, and any area that is currently drainage towards the SITE will be accounted for within the design of the proposed storm sewer infrastructure. Kum & Go #951 August 5, 2022 Project No. 020-2883 11 Step 4 – Implement Site Specific and other Source Control BMPs Temporary BMP’s to be used during construction include erosion control blanket (as needed), inlet protection, vehicle tracking, and a surrounding silt fence. Proper fueling operations, storage of automotive fluids and effective spill cleanup procedures can help reduce contamination of stormwater runoff from vehicle maintenance and fueling facilities. Source control BMP’s such as Spill Prevention, Containment and Control, Vehicle Maintenance, Fueling and Storage, Good Housekeeping, and Street Sweeping are also recommended as a storm water management plan for this project. Low Impact Design: COFC requires Low Impact Design (LID) for new projects. Per the previously mentioned Four Step Process, every effort was made to limit directly connected impervious areas and to route stormwater through landscape areas before in enters the proposed storm sewer system. FlexStorm inserts are also to be placed within inlets to provide additional water quality prior to entering the underground detention facility. Additionally, the Isolator Row within the underground detention facility will serve as WQCV treatment and LID for the SITE. The Isolator Row has been sized separately and will drain the WQCV in 12 hours, while allowing the 100-year storm runoff to drain at, or below, its maximum allowable release rate. The following sections provide more information on the design and methodology for the proposed underground detention facility. Minimum Required Storage Volume: Water quality and runoff attenuation for the site will be provided in the underground detention facility. The proposed storm sewer infrastructure has been designed in a manner that maximizes the total amount of the SITE’s generated runoff that is to be routed to the underground detention facility. Approximately 90.6% of the total area within the property line of the SITE will be routed to the underground detention facility. This also equates to approximately 97.4% of the total proposed impervious area within the property line of the SITE. An exhibit detailing the area of the SITE that is to be routed to the underground detention facility can be seen within Appendix C. Kum & Go #951 August 5, 2022 Project No. 020-2883 12 The required WQCV volume for LID Isolator Row was calculated by using criteria set forth within the FCSCM (Chapter 7, Section 5.4, Equations 7-1 & 7-2). The required volume for the 100-Year storm event was completed using by utilizing the COFC Modified FAA Method. The calculations for each of the required volumes are located within Appendix B. Sizing calculations for the StormTech system have been completed separately for the chamber that will be required for the WQCV/LID Isolator Row and for the 100-year storm event. LID sizing calculations have been completed using an COFC methodology, while the 100-year sizing has been completed using the COFC Modified FAA Method. Per these calculations, the underground detention facility will require a minimum of 13 SC-740 chambers for the WQCV/LID Isolator Row and an additional 48 SC-740 chambers for the 100-year storm event. These spreadsheet and calculation can be seen within Appendix B of this report. Table 3 below highlights the key parameters of the underground detention facility. Table 3. Underground Detention Parameters Parameter Required Provided WQCV Volume 911.90 CF 1261.77 CF 100-Year Volume 3505.81 CF 4033.43 CF Total Volume 4417.71 CF 5295.2 CF Inlet Structure The inlet structure to the underground detention facility has been designed to route the WQCV into the LID Isolator Row StormTech chambers, while allowing any greater volumes to bypass into the additional chambers provided for the 100-year storm event runoff. The inlet structure will be comprised of a 4’ by 4’ concrete junction box with a rectangular concrete weir located within the box. The height of this weir is to be set at the WQCV water surface elevation. Therefore, any storm events that produce a stage less than the WQCV will be directed to the east and into the LID Isolator Row. Any volumes surpassing the WQCV water surface elevation with overflow the weir, and flow north into the additional chambers. A detail of the inlet structure can be seen within Appendix B. Kum & Go #951 August 5, 2022 Project No. 020-2883 13 Outlet Structure and Spillway: The outlet structure, located at the downstream end of the underground detention facility, has been designed to release the 100-Year storm volume at, or below, the maximum allowable release rate. Per discussions with the COFC, this maximum allowable release rate has been defined as 100-Year flow from the existing impervious area (2.39 cfs) plus the 2-Year flow the existing pervious area (0.39 cfs) minus any proposed undetained offsite flow (0.38 cfs) for a final value of 2.39 cfs. The maximum allowable release rate calculation is provided in more detail within Appendix B. Per orifice rating curve calculation, a 7” orifice will drain the 100-Year volume at a rate of 2.07 cfs, below the maximum allowable release rate. The orifice rating curve calculation can be seen within Appendix B. The outlet structure will be comprised of a 4-foot diameter concrete manhole with a rectangular concrete weir located within the manhole. The weir will contain an orifice plate covering a cutout at the bottom portion of the weir. To release the 100-Year storm event volume at, or below, the allowable release rate, the orifice plate will contain a 7” diameter orifice with its invert located at the base of stone elevation of the underground detention facility. Emergency overflow is provided by the weir within the manhole, as the top of the weir is set at the 100-year water surface elevation. Runoff exiting the outlet structure will enter the proposed storm sewer infrastructure, which flows east and ties into the existing storm sewer infrastructure within S Lemay Avenue directly to the east of the SITE. A detail of the outlet structure can be seen within Appendix B. Kum & Go #951 August 5, 2022 Project No. 020-2883 14 5.0 CONCLUSION This report and the proposed drainage design for the SITE is compliance with the FCSCM, existing drainage patterns, floodplain regulations, and all other applicable state and federal regulations. The majority of the developed runoff generated onsite will be directed to the underground detention facility located beneath the pavement area. This facility will provide runoff attenuation, WQCV treatment, and LID for the SITE. The outlet structure from the facility will release the 100-Year storm volume at a rate less than the maximum allowable release rate. Any runoff that is not directed to the underground facility will flow offsite and match the existing regional drainage patterns. The addition of flow to the existing/relocated inlets has been analyzed and there are no expected adverse impacts to the existing storm sewer infrastructure or to the regional historic drainage patterns. 6.0 REFERENCES Fort Collins Stormwater Criteria Manual, dated December 2018 Report of Geotechnical Exploration, Kum & Go Store #0951, Olsson, dated June 24, 2021 " #?!++>6+5. Kum & Go #951Rational Method CalculationsCity of Fort Collins Equations1880 Fall River Drive, Suite 200Loveland, CO 80538Tel. 970-461-7733 !! "#$%& %’ () *+ ,- , , ,. ,/ ,// , ,/-#!! "#$0 1( + , , , , ,#0 23 + ,. ,. , , ,#+ 44 + ,-- , ,- , , .,-#4+ + , , , , ,#567 + ,. ,. , , ,#7 +4 + , , , , ,#% +4), + , , , , ,#%, 899 % + , , , , ,#: +48/ + , ,. , , , .,-#:, 899 : + , , , , ,#+4 + ,- ,- , , ,#, 899 + , , , ,- ,. , ,-#; +44 + , ,.. ,.- , ,. ,/#;, 899 ; + ,. ,. , , ,#8), 8 08< 8+ , , , , ,. /,#8), 8 08< 8+ ,/ , , ,. ,- -,#8),/ 8 08</ 8+ ,. ,/ , ,/ , ,#8), 8 )6 8+ ,/ ,/, ,,#08<%& 4= *+ ,/ ,/, ,,#08< 4= *+ ,- ,- , , , -,#08< 4< *+ , , ,. , , ,.#08< >36 *+ , ,. ,/ ,- , -,.#08</ >3)6 *+ ,/ , ,. ,- , .-,.#!! 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" -6#7 89/5 %%"7 89*:%"7 /5 %/6;7 *:/6;7 *: ’*,,& ’*,,& <$& <$& /5 %<$$<<& *:%"<$$<<& Inlet Structure DetailKG # 0951E Prospect Rd & S Lemay Ave1880 Fall River Drive, Suite 200Loveland, CO 80538Tel. 970-461-7733PROJECT NO:DRAWN BY:DATE:STORMTECH INLETMANHOLE020-288306/10/2022MWBWEIR CONFIGURATION Outlet Structure DetailKG # 0951E Prospect Rd & S Lemay Ave1880 Fall River Drive, Suite 200Loveland, CO 80538Tel. 970-461-7733PROJECT NO:DRAWN BY:DATE:STORMTECH OUTLETMANHOLE020-288306/10/2022MWBWEIR CONFIGURATION 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490© Nyloplast Inlet Capacity Charts June 20120.000.100.200.300.400.500.600.700.800.901.001.101.200.000.050.100.150.200.250.300.350.400.450.500.550.600.650.700.750.800.850.900.951.001.051.10Capacity (cfs)Head (ft)Nyloplast 8" Dome Grate Inlet Capacity ChartLargest Required Capacity:0.48 cfs (Area Inlet K1)Largest Required Head:0.23 ft (Area Inlet K1) 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490© Nyloplast Inlet Capacity Charts June 20120.002.004.006.008.0010.0012.0014.0016.0018.0020.000.000.050.100.150.200.250.300.350.400.450.500.550.600.650.700.750.800.850.900.951.001.051.10Capacity (cfs)Head (ft)Nyloplast 2' x 3' Curb Inlet High Flow Grate Inlet Capacity ChartHigh Hood Setting (8.47" Curb Setting)Mid Hood Setting (6.47" Curb Setting)Low Hood Setting (4.47" Curb Setting)2.85 cfsCurb Inlet I21.30 cfs0.18 ft0.09 ftCurb Inlet A 1880 Fall River Drive, Suite 200Loveland, CO 80538Tel. 970-461-7733Kum & Go #951Trench Drain SelectionAn ADS DURASLOT with a Variable Slot Riser Height is proposed across the access to the site, along the eastern propertyline, in order to help limit the flow that leaves the site untreated and undetained.Per ADS recommendations, a DURASLOT Trench Drain will withstand a minimum of 0.04 cfs perlinear foot of slot. Per the current storm infrastructure design for the site, the trench drain is to be 42.31 linear feet. The DURASLOT will be utilized to collected the runoff generated within Basin CPer the Rational Method Calculations: Basin C generated 1.05 cfs in the 100-year storm event.TRENCH DRAIN SPECIFICATIONADS's Standard Details for the DURASLOT with Variable Slot Riser Height can see as follows:Therefore:0.04 cfs/lf * 42.31 lf = 1.69 cfsConclusion:The ADS DURASLOT with be able to withstand the flows generated within Basin C. !" #$%!&’()’!(*+ !(*+ !(*+ !(*+’#’ #$(,,$ #$(,,$ #$(,,$ #$(,,$% ’)- ./’ ./’ ./’ ./’ $%-.$$%(-)&.0 -.$$%(-)&.0 -.$123-4&’ -.$$%(-)&.0567"89:’;567"998: !"#$%$(2*%’7"4<(.,= (. (. +*%’7(2 *%’7(2 5&"’;*%’7(2 5&"&%’ ’(%%(#)&’4’’42)+(-##$%&%’.2’ #"1".2’ >0"-’#"1"-’>0"%$)%0#4() $%’.)’*%$)%0#4() $%’.)’ !%+,-(# ./0./1./23/3*%+,-(# 3/43/../05/.7*%’ 7’45&"’;7*%’ 7’45&"+>,$+/,,+$PR INLET W(2) EX TYPE 13COMBO INLETSPR INLET VPR INLET V3 ! 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