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Home My WebLink AboutDUTCH BROS - FDP190017 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORTFINAL DRAINAGE REPORT Dutch Bros Coffee Kensington Commons Prepared for: M Squared, LLC 7303 S. Timberline Road Fort Collins, CO 80525 Prepared by: Interwest Consulting Group 1218 West Ash, Suite A Windsor, Colorado 80550 (970) 674-3300 October 2, 2019 Job Number 1380-165-00 1218 W. ASH, STE. A, WINDSOR, COLORADO 80550 TEL. 970.674.3300 – FAX 970.674.3303 October 2, 2019 Mr. Matt Simpson City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 RE: Final Drainage for Dutch Bros Coffee – Kensington Commons Dear Matt, I am pleased to submit for your review and approval, this Final Drainage Report for the Dutch Bros Coffee development. I certify that this report for the drainage design was prepared in accordance with the criteria in the Fort Collins Stormwater Criteria Manual. City of Fort Collins Utilities Comments FDP Rnd 1 and dated September 18, 2019 have been addressed in this report. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, Michael Oberlander, P.E., LEED AP Colorado Professional Engineer No. 34288 TABLE OF CONTENTS 1. GENERAL LOCATION AND DESCRIPTION ................................................................. 1 1.1 Location ........................................................................................................................... 1 1.2 Description of Property ................................................................................................. 1 1.3 Floodplain Submittal Requirements ............................................................................. 2 2. DRAINAGE BASINS AND SUB-BASINS .......................................................................... 2 2.1 Major Basin Description ................................................................................................ 2 2.2 Sub-basin Description .................................................................................................... 2 3. DRAINAGE DESIGN CRITERIA ....................................................................................... 3 3.1 Regulations ...................................................................................................................... 3 3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 3 3.3 Development Criteria Reference and Constraints ...................................................... 4 3.4 Hydrologic Criteria ........................................................................................................ 5 3.5 Hydraulic Criteria .......................................................................................................... 5 3.6 Floodplain Regulations Compliance ............................................................................. 5 3.7 Modifications of Criteria ............................................................................................... 6 4. DRAINAGE FACILITY DESIGN ....................................................................................... 6 4.1 General Concept ............................................................................................................. 6 4.2 Specific Details ................................................................................................................ 6 4.3 Detention and Water Quality ........................................................................................ 7 5. CONCLUSIONS .................................................................................................................... 8 5.1 Compliance with Standards .......................................................................................... 8 5.2 Drainage Concept ........................................................................................................... 8 6. REFERENCES ....................................................................................................................... 8 APPENDICES APPENDIX A ......................................................................................................................... A APPENDIX B........................................................................................................................... B APPENDIX C .......................................................................................................................... C APPENDIX D ......................................................................................................................... D APPENDIX E ........................................................................................................................... E APPENDIX F ........................................................................................................................... F APPENDIX G ......................................................................................................................... G 1 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Dutch Bros Coffee Kensington Commons Development is in the Southeast Quarter of Section 35, Township 7 North, Range 69 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. Please refer to the vicinity map in Appendix A. The project is Lot 1 and 2 of Kensington Commons and is located on the Jiffy Lube site at 121 Kensington Drive. South College Avenue is located to the east and Kensington Drive is to the north of the property. The property was originally developed for the Jiffy Lube and a gas station as The Gateway at Harmony P.U.D. First Filing in 1994. 1.2 Description of Property The site is approximately 0.8 acres of land and will consist of a new building, parking and drive aisles, and associated sidewalks. The Jiffy Lube will remain on Lot 2. The property is zoned General Commercial District. The site generally slopes in an easterly direction at approximately 3-5%. The land is currently developed with existing parking and buildings. There are no offsite flows contributing to the site. The existing flow drains to an existing onsite inlet (containing an orifice plate) with some parking lot detention (much less than the 1994 design). The soils on site consist of Altvan-Satanta loams (Hydrologic Soil Group B), 3 to 9 percent slopes and Nunn clay loam (Hydrologic Soil Group C), 1 to 3 percent slopes. The majority being Altavan-Satanta loams. According to FEMA Panel 08069C1000F (effective 12/19/2006) there are no mapped FEMA Floodways on this property, and the property is within Zone X. Please refer to Appendix F for hydrologic soil and FEMA information. 2 1.3 Floodplain Submittal Requirements The project is not within any FEMA or City of Fort Collins mapped floodplain. Therefore, a Floodplain Submittal is not required and a “City of Fort Collins Floodplain Review Checklist for 100% Submittals” has not been included with this report. 2. DRAINAGE BASINS AND SUB-BASINS 2.1 Major Basin Description The proposed development lies within the Mail Creek and the Fossil Creek Drainage Basins. The site has been previously studied in two reports: “Final Drainage Report the Gateway to Harmony Road P.U.D” (March 9, 1989) and “Final Drainage Report for Lot 1, The Gateway at Harmony Road P.U.D., First Filing for Jiffy Lube, Inc.” (October 13, 1993) both by Stewart and Associates, Inc. 2.2 Sub-basin Description Historically, the site drains to the east where it is collected by an existing inlet and discharged into an existing storm system in College Avenue which outfalls to Mail Creek and then ultimately to the Fossil Creek channel. The site originally was designed to have parking lot detention (6,174 cf required) with a 100-year 0.4 cfs release rate via a restrictor plate on the existing inlet located in the parking lot adjacent to College Avenue. This inlet releases into the storm system in College Avenue. Currently, the parking lot only has 621 cf of storage before it overtops at an elevation of 5036.4 ft. to College Avenue. Currently, during the 100-year storm event, the site produces a total of 7.7 cfs. Of that total, 0.7 cfs is free released to College Avenue, Kensington or the alley to the west. The remainder is detained in the parking lot and released over the curb at 5.0 cfs. Please refer to the attached Existing Conditions Drainage Plan and calculations. 3 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the “Fort Collins Stormwater Criteria Manual” specifications. Where applicable, the criteria established in the “Urban Storm Drainage Criteria Manual” (UDFCD), developed by the Denver Regional Council of Governments, has been used. 3.2 Directly Connected Impervious Area (DCIA) Discussion Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently occurring events. Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). Runoff from the site shall be conveyed to underground water quality and detention facilities which reduces the rate of runoff and promotes settlement of particles. The project will also lower the imperviousness of the site. Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release Once runoff has been minimized, runoff from the site shall be conveyed to underground detention facilities which reduces the rate of runoff and promotes settlement of particles. Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during and following development. Because the site will drain to an existing storm system, bank stabilization is unnecessary with this project. 4 Step 4: Implement Site Specific and Other Source Control BMPs The proposed project will control pollutants by encouraging them to settle out inside the isolator row of the underground detention facilities before being released from the site. The proposed project will proactively control pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system as compared to historic conditions. 3.3 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to the requirements of the City Stormwater Department. Water quality capture volume and detention will be provided on site. The release rate for the site is 0.5 cfs per acre. The site’s water quality will be met through the use of an underground water quality system (an isolator row of a proposed ADS Stormtec system). The effective impervious area for the site has been reduced from the current condition of 78 percent to a proposed condition of 76 percent. Runoff reduction practices (LID techniques) are also required. No less than seventy five percent of any newly developed or redeveloped area, and any modification on a previously developed area for which a construction permit is required under City codes and regulations, must be treated using one or a combination of LID techniques. The project has 26,579 sf of impervious area. Basins A and B contain the entire 26,579 sf of impervious area and will be treated by the underground water quality and detention facilities which exceeds the 75% requirement. ADS Stormtec Chambers are proposed to achieve LID, water quality and detention. Please refer to the attached Proposed Impervious Exhibit delineating the new/modified impervious areas and the non-modified existing impervious areas. Please refer to Appendix D for LID calculations and information. 5 3.4 Hydrologic Criteria Runoff computations were prepared for the 2-year minor storm and 100-year major storm frequency utilizing the Rational Method. All hydrologic calculations associated with the basins are included in Appendix B of this report and provide the time of concentration calculations and a summary of the design flows for all sub-basins and design points associated with this site. Water quality volume was calculated using the method recommended in the “Urban Storm Drainage Criteria Manual” with the 12-hour drain time. Water quality capture volume calculations are located in Appendix D. Detention volume was calculated using the Modified FAA method. Detention calculations are located in Appendix E. 3.5 Hydraulic Criteria All hydraulic calculations are presented in Appendix C of this report and are prepared in accordance with the City of Fort Collins Drainage Criteria. Hydraulic calculations include inlet capacity spreadsheets and StormCAD calculations for pipe network analysis. 3.6 Floodplain Regulations Compliance The project is not within any FEMA or City of Fort Collins mapped floodway. Therefore, a Floodplain Submittal is not required and a “City of Fort Collins Floodplain Review Checklist for 100% Submittals” has not been included with this report. 6 3.7 Modifications of Criteria There will be one Modifications of Criteria for this project. The Stormwater Alternative Compliance/Variance Application is included in Appendix We are requesting a modification to Chaper 6, Section 1.1 of the “Fort Collins Stormwater Criteria Manual”. Due to the in-fill nature of the site and limited space to put detention, the detention volume is short by 112 cf. We have maximized the underground storage volume by incorporating the Stormtech MC-3500 system. Please refer to Appendix G for the application. 4. DRAINAGE FACILITY DESIGN 4.1 General Concept The majority of the proposed development will be collected and conveyed to the underground storage system where it will be treated for water quality and detention before being released into the existing College storm drain that ultimately conveys water into Mail Creek and then ultimately to the Fossil Creek channel. 4.2 Specific Details A summary of the drainage patterns within each basin is provided in the following paragraphs. Please refer to Appendix A for the drainage plan. Basin A is 0.18 acres and consists of the north drive aisle area and the proposed building. The basin drains to the curb inlet at Design Point a that collects flow from this area and conveys flow to the underground water quality and storage system. Roof drains will be directly connected to this storm system. Basin B is 0.51 acres and consists of the south parking area and the existing Jiffy Lube building. The basin drains to the curb inlet at Design Point b that collects flow from this area and conveys flow to the underground water quality and storage system. Basin C is 0.05 acres and consists of one half of the drive aisle to the west. The basin maintains existing conditions and drains to the north and south in the curb and gutter. 7 Basin D is 0.05 acres and is located on the east side of the property. The basin maintains existing conditions and sheets to the curb and gutter of South College Avenue. 4.3 Detention and Water Quality The water quality capture volume for the site was sized based on a 12-hour drain time and is 775 cf. Please refer to Appendix D for water quality information. The allowable detention release rate is 0.4 cfs; therefore, the required 100-year storage volume for the site is 6,261 cf. The Stormtec system will provide 6,499 cf of total storage. The total is reduced by 460 cf of volume in the bottom 12 inches of isolator row used for water quality. Therefore, the system provides a 6,039 cf of detention storage. There will be some parking lot detention that will pond to an elevation of 5036.2 with a volume of 110 cf. Therefore, the total volume provided for detention is 6,149 cf. Detained flow will be released via a restrictor plate into the existing inlet and existing storm system in College Avenue and ultimately to the Mail Creek and then the Fossil Creek channel. A 10-foot wide emergency overflow spillway is located in the southeast portion of the site. Please refer to Appendix E for detention information. The underground storage system will contain a structure with a design bypass to split flows for treatment and detention. Water quality for this site was 100% accomplished by LID treatment in the Stomtech Isolator row. This required 10 chambers and 460 square- feet of filter area. Please refer to Appendix D for design calculations. A second outlet pipe 12 inches above the invert of the isolator row will convey larger storms to the system. The remainder will be detained in the chambers and aggregate volume surrounding and under the chambers. The system proposed for treatment and detention is the Stormtech MC3500 Chamber System and will be located within the Blanket Utility, Drainage and Access Easement. Inspection ports will be provided for inspection and maintenance. Please refer to Appendix E for underground storage information. 8 5. CONCLUSIONS 5.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual. A separate Erosion Control Plan and Escrow have been submitted to the City of Fort Collins. 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provides for stormwater quantity and quality treatment of proposed impervious areas. Conveyance elements have been designed to pass required flows and to minimize future maintenance. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. 6. REFERENCES 1. City of Fort Collins, “Fort Collins Stormwater Criteria Manual”, adopted December 2018. 2. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria Manual”, Volumes 1 and 2, updated January 2016, and Volume 3 updated November 2010. 3. Stewart and Associates, Inc., “Final Drainage Report for Lot 1, The Gateway at Harmony Road P.U.D., First Filing for Jiffy Lube, Inc.” dated October 13, 1993. A APPENDIX A VICINITY MAP AND DRAINAGE PLANS AND EXHIBITS SITE vicinity map Scale:: 1"=500' FF=37.45 KENSINGTON DRIVE SOUTH COLLEGE AVENUE MASON STREET LOT 1 LOT 2 THE GATEWAY AT HARMONY ROAD P.U.D. THIRD FILING LOT 3 R evisions No. Date Description By Revisions No. Date Description By 0 SCALE: 1" = 20' 20 10 20 40 1218 W. Ash, Suite A Windsor , Colorado 80550 Phone: (970) 674-3300 Fax: (970) 674-3303 I N T E R W E S T C O N S U L T I N G G R O U P PREPARED FOR PROJ. NO. DATE: SCALE (H): SCALE (V): CHECKED BY: DESIGNED BY: PROJECT NAME KENSINGTON COMMONS DUTCH BROS COFFEE EXISTING CONDITIONS DRAINAGE PLAN 6/26/2019 N/A N/A ES MPO 1380-165-00 1 M SQUARED, LLC 7303 S. TIMBERLINE ROAD FORT COLLINS, COLORADO 80525 CONTACT: NATE FRARY EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR LEGEND EXISTING DIRECTION OF OVERLAND FLOW MINOR STORM RUNOFF COEFFICIENT DRAINAGE BASIN AREA, ACRES EXISTING DRAINAGE BASIN ID EXISTING DESIGN POINT EXISTING DRAINAGE BASIN DIVIDE LINE KENSINGTON DRIVE SOUTH COLLEGE AVENUE MASON STREET LOT 1 BLANKET UE, DE, AE LOT 2 BLANKET UE, DE, AE LOT 1 LOT 2 THE GATEWAY AT HARMONY ROAD P.U.D. THIRD FILING LOT 3 R evisions No. Date Description By Revisions No. Date Description By 0 SCALE: 1" = 20' 20 10 20 40 1218 W. Ash, Suite A Windsor , Colorado 80550 Phone: (970) 674-3300 Fax: (970) 674-3303 I N T E R W E S T C O N S U L T I N G G R O U P PREPARED FOR PROJ. NO. DATE: SCALE (H): SCALE (V): CHECKED BY: DESIGNED BY: PROJECT NAME KENSINGTON COMMONS DUTCH BROS COFFEE PROPOSED IMPERVIOUS EXHIBIT 8/21/2019 N/A N/A ES MPO 1380-165-00 2 M SQUARED, LLC 7303 S. TIMBERLINE ROAD FORT COLLINS, COLORADO 80525 CONTACT: NATE FRARY PROPOSED MINOR CONTOUR PROPOSED MAJOR CONTOUR EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR LEGEND PROPOSED/MODIFIED IMPERVIOUS AREA NON-MODIFIED IMPERVIOUS AREA B APPENDIX B HYDROLOGIC COMPUTATIOS Interwest Consulting Group EXISTING DRAINAGE SUMMARY TABLE Design Tributary Area C (2 & 10) C (100) tc (10) tc (100) Q(2)tot Q(10)tot Q(100)tot Sub-basin REMARKS Point (ac) (min) (min) (cfs) (cfs) (cfs) 1 EX1 0.71 0.79 0.99 5.0 5.0 7.0 2.7 7.0 PARKING LOT DETENTION 2 EX2 0.07 0.95 1.00 5.0 5.0 0.7 0.3 0.7 FREE RELEASE 3 EX3 0.02 0.20 0.25 5.0 5.0 0.0 0.0 0.0 FREE RELEASE 5-22-19 COFC FLOW.xls Interwest Consulting Group PROPOSED DRAINAGE SUMMARY TABLE Design Tributary Area C (2 & 10) C (100) tc (10) tc (100) Q(2)tot Q(10)tot Q(100)tot Sub-basin REMARKS Point (ac) (min) (min) (cfs) (cfs) (cfs) a A 0.18 0.88 1.00 5.0 5.0 0.4 0.8 1.8 UNDERGROUND DETENTION AND WQ b B 0.51 0.77 0.96 5.0 5.0 1.1 1.9 4.9 UNDERGROUND DETENTION AND WQ c C 0.05 0.92 1.00 5.0 5.0 0.1 0.2 0.5 FREE RELEASE d D 0.06 0.35 0.44 5.0 5.0 0.1 0.1 0.3 FREE RELEASE 5-22-19 COFC FLOW.xls Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Dutch Bros - Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: es DATE: 5/22/2019 Recommended Runoff Coefficients from Table 3.2-2 of City of Fort Collins Stormwater Criteria Manual Recommended % Impervious from Table 4.1-3 of City of Fort Collins Stormwater Criteria Manual Type B Soils Runoff % coefficient Impervious C Streets, parking lots (asphalt): 0.95 100 Sidewalks (concrete): 0.95 100 Roofs: 0.95 90 Gravel or Pavers: 0.50 40 Landscape Areas (Avg, sandy) : 0.15 2 Landscape Areas (Steep, sandy) : 0.20 2 SUBBASIN TOTAL TOTAL ROOF PAVED PAVERS SIDEWALK LANDSCAPE RUNOFF % DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS (ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C) EXISTING EX1 0.71 31,076 2,833 18,706 0 2,832 6,706 0.79 78 EX2 0.07 2,919 0 2,919 0 0 0 0.95 100 EX3 0.02 771 0 0 0 0 771 0.20 2 EX TOTAL 0.80 34,767 2,833 21,625 0 2,832 7,477 0.79 78 PROPOSED A 0.18 7,692 1,034 4,529 0 1,427 701 0.88 90 B 0.51 22,355 2,085 12,637 0 2,308 5,326 0.77 76 C 0.05 2,142 0 1,456 0 591 95 0.92 96 D 0.06 2,578 0 0 0 511 2,067 0.35 21 TOTAL 0.80 34,768 3,119 18,622 0 4,838 8,189 0.77 76 Equations A & B %I WEIGHTED= 79 A & B TOTAL AREA= 0.69 30,047 - Calculated C coefficients & % Impervious are area weighted A & B WEIGHTED C= 0.80 C = Σ (Ci Ai) / At Total Proposed Impervious Area= 26,579 Ci = runoff coefficient for specific area, Ai Total Existing Impervious Area= 27,290 Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 5-22-19 COFC FLOW.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 2 and 10 YR LOCATION: Dutch Bros - Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: es DATE: 5/22/2019 2 and 10-yr storm Cf = 1.00 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS DATA TIME (ti) (tt) (URBANIZED BASIN) tc DESIGN SUBBASIN(s) Area C Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10 PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min) (1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14) 1 EX1 0.71 0.79 10 2.0 1.5 260 2.0 0.012 3.8 1.1 2.6 270 11.5 5.0 2 EX2 0.07 0.95 10 2.0 0.7 0 2.0 0.012 3.8 0.0 0.7 10 10.1 5.0 3 EX3 0.02 0.20 10 2.0 4.2 0 2.0 0.012 3.8 0.0 4.2 10 10.1 5.0 a A 0.18 0.88 10 2.0 1.0 190 2.0 0.012 3.8 0.8 1.9 200 11.1 5.0 b B 0.51 0.77 74 4.0 3.3 174 0.9 0.012 2.5 1.2 4.5 248 11.4 5.0 c C 0.05 0.92 10 2.0 0.9 0 0.9 0.012 2.5 0.0 0.9 10 10.1 5.0 d D 0.06 0.35 10 2.0 3.5 0 0.9 0.012 2.5 0.0 3.5 10 10.1 5.0 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 5-22-19 COFC FLOW.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 100 YR LOCATION: Dutch Bros - Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: es DATE: 5/22/2019 100-yr storm Cf = 1.25 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS DATA TIME (ti) (tt) (URBANIZED BASIN) tc DESIGN SUBBASIN(s) Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10 PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min) (1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14) 1 EX1 0.71 0.79 0.99 10 2.0 0.5 260 2.0 0.012 3.8 1.1 1.7 270 11.5 5.0 2 EX2 0.07 0.95 1.00 10 2.0 0.5 0 2.0 0.012 3.8 0.0 0.5 10 10.1 5.0 3 EX3 0.02 0.20 0.25 10 2.0 4.0 0 2.0 0.012 3.8 0.0 4.0 10 10.1 5.0 a A 0.18 0.88 1.00 10 2.0 0.5 190 2.0 0.012 3.8 0.8 1.3 200 11.1 5.0 b B 0.51 0.77 0.96 74 4.0 1.4 174 0.9 0.012 2.5 1.2 2.5 248 11.4 5.0 c C 0.05 0.92 1.00 10 2.0 0.5 0 0.9 0.012 2.5 0.0 0.5 10 10.1 5.0 d D 0.06 0.35 0.44 10 2.0 3.1 0 0.9 0.012 2.5 0.0 3.1 10 10.1 5.0 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 5-22-19 COFC FLOW.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: Dutch Bros - Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: es DATE: 5/22/2019 2 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i Q (2) from Q (2) Q(2)tot Sub-basin Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) 1 EX1 0.71 0.79 5.0 2.85 1.6 1.6 2 EX2 0.07 0.95 5.0 2.85 0.2 0.2 3 EX3 0.02 0.20 5.0 2.85 0.0 0.0 a A 0.18 0.88 5.0 2.85 0.4 0.4 b B 0.51 0.77 5.0 2.85 1.1 1.1 c C 0.05 0.92 5.0 2.85 0.1 0.1 d D 0.06 0.35 5.0 2.85 0.1 0.1 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve A = drainage area (acres) i = 24.221 / (10+ tc) 0.7968 5-22-19 COFC FLOW.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: Dutch Bros - Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: es DATE: 5/22/2019 10 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i Q (10) from Q (10) Q(10)tot Sub-basin Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) 1 EX1 0.71 0.79 5.0 4.87 2.7 2.7 2 EX2 0.07 0.95 5.0 4.87 0.3 0.3 3 EX3 0.02 0.20 5.0 4.87 0.0 0.0 a A 0.18 0.88 5.0 4.87 0.8 0.8 b B 0.51 0.77 5.0 4.87 1.9 1.9 c C 0.05 0.92 5.0 4.87 0.2 0.2 d D 0.06 0.35 5.0 4.87 0.1 0.1 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve A = drainage area (acres) i = 41.44 / (10+ tc)0.7974 5-22-19 COFC FLOW.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Dutch Bros - Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: es DATE: 5/22/2019 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Des. Area A C Cf tc i Q (100) from Q (100) Q(100)tot Design Point Design. (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) 1 EX1 0.71 0.99 5.0 9.95 7.0 7.0 2 EX2 0.07 1.00 5.0 9.95 0.7 0.7 3 EX3 0.02 0.25 5.0 9.95 0.0 0.0 a A 0.18 1.00 5.0 9.95 1.8 1.8 b B 0.51 0.96 5.0 9.95 4.9 4.9 c C 0.05 1.00 5.0 9.95 0.5 0.5 d D 0.06 0.44 5.0 9.95 0.3 0.3 Q = C iA Q = peak discharge (cfs) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins IDF curve A = drainage area (acres) i = 84.682 / (10+ tc)0.7975 5-22-19 COFC FLOW.xls C APPENDIX C HYDRAULIC CALCULATIONS 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Capacity (cfs) Head (ft) Nyloplast 2' x 3' Curb Inlet High Flow Grate Inlet Capacity Chart High Hood Setting (8.47" Curb Setting) Mid Hood Setting (6.47" Curb Setting) Low Hood Setting (4.47" Curb Setting) DP a Q=7 CFS DP b Q=11 CFS ASSUME 50% REDUCTION FACTOR: DPa CAPACITY=3.5 CFS, ok > 1.8 CFS DPb CAPCITY=5.5 CFS ok > 4.9 CFS Scenario: 100-YR Title: Dutch Bros Coffee Kensington x:\...\design\stormcad\8-6-19 storm system.stm 10/02/19 10:51:59 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 1 P-4 P-5 P-6 P-1 P-3 P-2 P-7 OUTLET INLET B O-2 INLET A 24IN MH-3 EX INLET 36IN MH-1 24IN MH-2 90 D BEND-2 Calculation Results Summary Title: Dutch Bros Coffee Kensington x:\...\design\stormcad\8-6-19 storm system.stm 08/06/19 08:57:55 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 2 ================================================================= Scenario: 100-YR >>>> Info: Subsurface Network Rooted by: EX INLET >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. >>>> Info: Subsurface Network Rooted by: O-2 >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS __________________________________________________________________________________________________________ | Label | Inlet | Inlet | Total | Total | Capture | Gutter | Gutter | | | Type | | Intercepted | Bypassed | Efficiency | Spread | Depth | | | | | Flow | Flow | (%) | (ft) | (ft) | | | | | (cfs) | (cfs) | | | | |---------|---------------|----------------------|-------------|----------|------------|--------|--------| | OUTLET | Generic Inlet | Generic Default 100% | 0.00 | 0.00 | 100.0 | 0.00 | 0.00 | | INLET B | Generic Inlet | Generic Default 100% | 0.00 | 0.00 | 100.0 | 0.00 | 0.00 | | INLET A | Generic Inlet | Generic Default 100% | 0.00 | 0.00 | 100.0 | 0.00 | 0.00 | ---------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: EX INLET _______________________________________________________________________________________________ | Label | Number | Section | Section | Length | Total | Average | Hydraulic | Hydraulic | | | of | Size | Shape | (ft) | System | Velocity | Grade | Grade | | | Sections | | | | Flow | (ft/s) | Upstream | Downstream | | | | | | | (cfs) | | (ft) | (ft) | |-------|----------|---------|----------|--------|--------|----------|-----------|------------| | P-6 | 1 | 18 inch | Circular | 32.00 | 0.40 | 2.42 | 30.10 | 30.10 | ----------------------------------------------------------------------------------------------- _________________________________________________________ | Label | Total | Ground | Hydraulic | Hydraulic | | | System | Elevation | Grade | Grade | | | Flow | (ft) | Line In | Line Out | | | (cfs) | | (ft) | (ft) | |----------|--------|-----------|-----------|-----------| | EX INLET | 0.40 | 33.10 | 30.10 | 30.10 | | OUTLET | 0.40 | 36.30 | 30.10 | 30.10 | --------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: O-2 Calculation Results Summary Title: Dutch Bros Coffee Kensington x:\...\design\stormcad\8-6-19 storm system.stm 08/06/19 08:57:55 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 2 of 2 _______________________________________________________________________________________________ | Label | Number | Section | Section | Length | Total | Average | Hydraulic | Hydraulic | | | of | Size | Shape | (ft) | System | Velocity | Grade | Grade | | | Sections | | | | Flow | (ft/s) | Upstream | Downstream | | | | | | | (cfs) | | (ft) | (ft) | |-------|----------|---------|----------|--------|--------|----------|-----------|------------| | P-1 | 1 | 15 inch | Circular | 4.00 | 6.70 | 5.46 | 34.83 | 34.80 | | P-2 | 1 | 12 inch | Circular | 22.30 | 4.90 | 6.24 | 35.54 | 35.29 | | P-3 | 1 | 15 inch | Circular | 6.20 | 1.80 | 1.47 | 35.29 | 35.29 | | P-4 | 1 | 15 inch | Circular | 90.30 | 1.80 | 1.47 | 35.36 | 35.32 | | P-5 | 1 | 12 inch | Circular | 49.40 | 1.80 | 2.29 | 35.45 | 35.38 | ----------------------------------------------------------------------------------------------- ____________________________________________________________ | Label | Total | Ground | Hydraulic | Hydraulic | | | System | Elevation | Grade | Grade | | | Flow | (ft) | Line In | Line Out | | | (cfs) | | (ft) | (ft) | |-------------|--------|-----------|-----------|-----------| | O-2 | 6.70 | 34.80 | 34.80 | 34.80 | | 36IN MH-2 | 6.70 | 36.25 | 35.29 | 34.83 | | INLET B | 4.90 | 36.20 | 35.54 | 35.54 | | 90 D BEND-2 | 1.80 | 31.64 | 35.32 | 35.29 | | 36IN MH-3 | 1.80 | 36.59 | 35.38 | 35.36 | | INLET A | 1.80 | 37.00 | 35.45 | 35.45 | ------------------------------------------------------------ ================================================================= Completed: 08/06/2019 08:57:07 AM Profile Scenario: 100-YR Title: Dutch Bros Coffee Kensington x:\...\design\stormcad\8-6-19 storm system.stm 10/02/19 10:52:53 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 1 Elevation (ft) Station (ft) Profile: STORM A Scenario: 100-YR -1+00 0+00 30.00 35.00 40.00 Sump: 31.40 ft Rim: 36.30 ft Label: 24IN MH-2 Sump: 30.39 ft Rim: 31.64 ft Label: 90 D BEND-2 Sump: 30.05 ft Rim: 36.25 ft Label: 36IN MH-1 Sump: 30.05 ft Rim: 34.80 ft Label: O-2 S: 0.014429 ft/ft Size: 15 inch L: 70.00 ft Dn. Invert: 30.39 ft Up. Invert: 31.40 ft Label: P-3 S: 0.014516 ft/ft Size: 15 inch L: 6.20 ft Dn. Invert: 30.30 ft Up. Invert: 30.39 ft Label: P-2 S: 0.000000 ft/ft Size: 15 inch L: 4.00 ft Dn. Invert: 30.05 ft Up. Invert: 30.05 ft Label: P-1 Profile Scenario: 100-YR Title: Dutch Bros Coffee Kensington x:\...\design\stormcad\8-6-19 storm system.stm 10/02/19 10:53:34 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 1 Elevation (ft) Station (ft) Profile: STORM B Scenario: 100-YR -1+00 0+00 30.00 35.00 40.00 Sump: 33.70 ft Rim: 35.70 ft Sump: 30.05 ft Label: INLET B Rim: 36.25 ft Label: 36IN MH-1 Sump: 30.05 ft Rim: 34.80 ft Label: O-2 S: 0.013453 ft/ft Size: 12 inch L: 22.30 ft Dn. Invert: 33.40 ft Up. Invert: 33.70 ft Label: P-6 S: 0.000000 ft/ft Size: 15 inch L: 4.00 ft Dn. Invert: 30.05 ft Up. Invert: 30.05 ft Label: P-1 Profile Scenario: 100-YR Title: Dutch Bros Coffee Kensington x:\...\design\stormcad\8-6-19 storm system.stm 10/02/19 10:53:58 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 1 Elevation (ft) Station (ft) Profile: STORM C Scenario: 100-YR -1+00 0+00 25.00 30.00 35.00 40.00 Sump: 28.80 ft Rim: 36.30 ft Label: OUTLET Sump: 28.60 ft Rim: 33.10 ft Label: EX INLET S: 0.006250 ft/ft Size: 18 inch L: 32.00 ft Dn. Invert: 28.60 ft Up. Invert: 28.80 ft Label: P-7 D APPENDIX D WATER QUALITY AND LID INFORMATION Project Name: Dutch Bros Coffee - Kensington Project Number: 1380-165-00 Company: INTERWEST CONSULTING GROUP Designer: ES Date: 6/4/2019 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i=Ia/100) Ia = 79 % i = 0.79 B) Contributing Watershed Area (Area) A = 0.69 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.257749 watershed inches (WQCV = a * (0.91 * i3 - 1.19 * i2 + 0.78i) ) where a=0.80 for 12 hr drain time D) Design Volume: Vol = WQCV/12 * Area * 1.2 Vol. = 0.018 ac-ft 774.7013 cf Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method ISOLATOR ROW LOCATION: Dutch Bros. Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: es DATE: 7/10/2019 Equations: Area trib. to pond = 0.69 acre Developed flow = QD = CIA C (2) = 0.80 Vol. In = Vi = T C I A = T QD Developed C A = 0.6 acre Vol. Out = Vo =K QPO T Release rate, QPO = 0.3600 cfs storage = S = Vi - Vo K = 1 (from fig 2.1) Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Storage Duration, T Intensity, I (cfs) Vi Vo S S (min) (in/hr) (ft 3 ) (ft 3 ) (ft 3 ) (ac-ft) 5 1.43 0.8 237 108 129 0.00 10 1.11 0.6 368 216 152 0.00 20 0.81 0.4 537 432 105 0.00 30 0.65 0.4 646 648 -2 0.00 40 0.54 0.3 715 864 -149 0.00 50 0.46 0.3 762 1080 -318 -0.01 60 0.41 0.2 815 1296 -481 -0.01 70 0.0 0 1512 -1512 -0.03 80 0.0 0 1728 -1728 -0.04 90 0.0 0 1944 -1944 -0.04 100 0.0 0 2160 -2160 -0.05 110 0.0 0 2376 -2376 -0.05 120 0.0 0 2592 -2592 -0.06 Provided Volume: 152 ft 3 0.003 acre-ft 7-10-19 Detention - isolator row.xls,FAA-100yr LOCATION: Dutch Bros. Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: es DATE: 7/10/2019 A B C D E G H I J K WQCV (12 Hr.) WQ Flow (1/2 Q2) Chamber Type Single Chamber Release Rate Through Fabric* Volume in bottom 12" of one Chamber Chambers Provided Actual Release Rate Thru Fabric Required Storage Volume by FAA Method with Qin=B and Q out=H Min Number of Chambers (Bottom 12") for FAA Release Volume in Bottom 12" of Isolator Rows to be Removed from Detention Volume cf cfs cfs cf (G*D) cfs CF (I/E) (G*E) 775 0.7 MC3500 0.036 46 10 0.36 152 3 460 * - Single Chamber = 77"x86" = 46 SF FABRIC Fabric Release @ 0.35 gal/min/SF = 16 gal/min/chamber 16 gal/min = 0.036 cfs Isolator Row Volume Check Impervious Area 26,579 sf Required Minimum Impervious Area to be Treated 19,934 sf Treatment - Underground WQ System 26,579 sf Total impervious Area Treated 26,579 sf Actual % of Impervious Area On-Site Treated by LID 100 % 75% On-Site Treatment by LID Requirement LID Table E APPENDIX E DETENTION INFORMATION EXISTING PARKING LOT - Stage/Storage - Surface Water LOCATION: Dutch Bros. Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 5/23/2019 V = 1/3 d ( A + B + sqrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour EXISTING PARKING LOT DETENTION Surface Incremental Total Stage Area Storage Storage (ft) (ft2) (cft) (cft) 35.7 0 35.8 11 0 0 35.9 93 5 5 36.0 347 21 26 36.1 823 57 82 36.2 1367 108 191 36.3 2114 173 363 100-yr WSEL- 36.4 3077 258 621 SPILL 36.5 5-22-19 existing Detention.xls Interwest Consulting Group DETERMINE RELEASE RATE BASED ON PARKING LOT DETENTION VOLUME Rational Volumetric (FAA) Method 100-Year Event LOCATION: Dutch Bros. Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: es DATE: 5/23/2019 Equations: Area trib. to pond = 0.71 acre Developed flow = QD = CIA C (100) = 0.99 Vol. In = Vi = T C I A = T QD Developed C A = 0.7 acre Vol. Out = Vo =K QPO T EX Release rate, QPO = 5.00 cfs storage = S = Vi - Vo K = 1 (from fig 2.1) Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Storage Duration, T Intensity, I (cfs) Vi Vo S S (min) (in/hr) (ft 3 ) (ft 3 ) (ft 3 ) (ac-ft) 5 9.95 7.0 2098 1500 598 0.01 10 7.77 5.5 3275 3000 275 0.01 20 5.62 4.0 4741 6000 -1259 -0.03 30 4.47 3.1 5653 9000 -3347 -0.08 40 3.74 2.6 6309 12000 -5691 -0.13 50 3.23 2.3 6819 15000 -8181 -0.19 60 2.86 2.0 7236 18000 -10764 -0.25 70 2.57 1.8 7590 21000 -13410 -0.31 80 2.34 1.6 7896 24000 -16104 -0.37 90 2.15 1.5 8167 27000 -18833 -0.43 100 1.99 1.4 8411 30000 -21589 -0.50 110 1.86 1.3 8631 33000 -24369 -0.56 120 1.75 1.2 8834 36000 -27166 -0.62 Available Storage Volume: 598 ft 3 0.014 acre-ft 5-22-19 existing Detention.xls,FAA-100yr Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: Dutch Bros. Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: es DATE: 8/5/2019 Equations: Area trib. to pond = 0.69 acre Developed flow = QD = CIA C (100) = 1.00 Vol. In = Vi = T C I A = T QD Developed C A = 0.7 acre Vol. Out = Vo =K QPO T PROP Release rate, QPO = 0.4 cfs storage = S = Vi - Vo K = 1 (from fig 2.1) Rainfall intensity from City of Fort Collins IDF Curve Figure 3.4.1. Storm Rainfall QD Vol. In Vol. Out Storage Storage Duration, T Intensity, I (cfs) Vi Vo S S (min) (in/hr) (ft 3 ) (ft 3 ) (ft 3 ) (ac-ft) 5 9.95 6.9 2060 120 1940 0.04 10 7.72 5.3 3196 240 2956 0.07 20 5.60 3.9 4637 480 4157 0.10 30 4.52 3.1 5614 720 4894 0.11 40 3.74 2.6 6193 960 5233 0.12 50 3.23 2.2 6686 1200 5486 0.13 60 2.86 2.0 7104 1440 5664 0.13 70 2.59 1.8 7506 1680 5826 0.13 80 2.38 1.6 7883 1920 5963 0.14 90 2.21 1.5 8234 2160 6074 0.14 100 2.06 1.4 8528 2400 6128 0.14 110 1.94 1.3 8835 2640 6195 0.14 120 1.84 1.3 9141 2880 6261 0.14 Required Storage Volume: 6261 ft 3 WQCV: 774.7 ft 3 0.144 acre-ft 0.018 acre-ft 8-5-19 Detention.xls,FAA-100yr Project: Chamber Model - MC-3500 Units - Imperial Number of Chambers - 29 Number of End Caps - 8 Voids in the stone (porosity) - 40 % Base of STONE Elevation - 5028.80 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 15 in Area of system - 1881 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 72 0.00 0.00 0.00 0.00 62.70 62.70 6499.27 5034.80 71 0.00 0.00 0.00 0.00 62.70 62.70 6436.57 5034.72 70 0.00 0.00 0.00 0.00 62.70 62.70 6373.87 5034.63 69 0.00 0.00 0.00 0.00 62.70 62.70 6311.17 5034.55 68 0.00 0.00 0.00 0.00 62.70 62.70 6248.47 5034.47 67 0.00 0.00 0.00 0.00 62.70 62.70 6185.77 5034.38 66 0.00 0.00 0.00 0.00 62.70 62.70 6123.07 5034.30 65 0.00 0.00 0.00 0.00 62.70 62.70 6060.37 5034.22 64 0.00 0.00 0.00 0.00 62.70 62.70 5997.67 5034.13 63 0.00 0.00 0.00 0.00 62.70 62.70 5934.97 5034.05 62 0.00 0.00 0.00 0.00 62.70 62.70 5872.27 5033.97 61 0.00 0.00 0.00 0.00 62.70 62.70 5809.57 5033.88 60 0.06 0.00 1.68 0.00 62.03 63.71 5746.87 5033.80 59 0.19 0.02 5.63 0.19 60.37 66.19 5683.16 5033.72 58 0.29 0.04 8.52 0.30 59.17 68.00 5616.97 5033.63 57 0.40 0.05 11.71 0.41 57.85 69.97 5548.97 5033.55 56 0.69 0.07 19.93 0.54 54.51 74.98 5479.00 5033.47 55 1.03 0.09 29.82 0.71 50.49 81.02 5404.02 5033.38 54 1.25 0.11 36.24 0.86 47.86 84.96 5323.00 5033.30 53 1.42 0.13 41.24 1.01 45.80 88.05 5238.05 5033.22 52 1.57 0.14 45.62 1.16 43.99 90.77 5149.99 5033.13 51 1.71 0.16 49.51 1.30 42.38 93.19 5059.23 5033.05 50 1.83 0.18 53.03 1.45 40.91 95.39 4966.04 5032.97 49 1.94 0.20 56.20 1.60 39.58 97.38 4870.65 5032.88 48 2.04 0.22 59.18 1.75 38.33 99.26 4773.27 5032.80 47 2.13 0.23 61.91 1.88 37.19 100.97 4674.02 5032.72 46 2.22 0.25 64.50 2.00 36.10 102.60 4573.05 5032.63 45 2.31 0.27 66.90 2.12 35.09 104.11 4470.44 5032.55 44 2.38 0.28 69.16 2.24 34.14 105.54 4366.33 5032.47 43 2.46 0.29 71.31 2.35 33.23 106.90 4260.79 5032.38 42 2.53 0.31 73.32 2.46 32.39 108.17 4153.89 5032.30 41 2.59 0.32 75.22 2.57 31.58 109.37 4045.72 5032.22 40 2.66 0.33 77.03 2.68 30.82 110.52 3936.35 5032.13 POND 100-yr Event, Outlet Sizing LOCATION: Dutch Bros. Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: es DATE: 8/5/2019 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CoAo sqrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ao = effective area of the orifice (ft2) Eo = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Qo = 0.40 cfs outlet pipe dia = D = 18.0 in Invert elev. = 28.80 ft (inv. "D" on outlet structure) Eo = 30.10 ft (downstream HGL for peak 100 yr flow - from FlowMaster) h = 36.20 ft - 100 yr WSEL Co = 0.65 solve for effective area of orifice using the orifice equation Ao = 0.031 ft2 = 4.5 in2 orifice dia. = d = 2.39 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering ) d/ D = 0.13 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(πdv ) = 2.10E+05 Co = (K in figure) = 0.65 check Use d = 2.375 in 2 3/8" A o = 0.031 ft 2 = 4.43 in 2 Qmax = 0.40 cfs orifice - 100yr, 8-5-19 Detention.xls Emergency Overflow Spillway Sizing LOCATION: Dutch Bros. Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: mpo SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 7/17/2019 Equation for flow over a broad crested weir Q = CLH3/2 where C = weir coefficient = 2.6 H = overflow height L = length of the weir The pond has a spill elevation equal to the maximum water surface elevation in the pond Design spillway with 0.5 ft flow depth, thus H = 0.5 ft Size the spillway assuming that the pond outlet is completely clogged. Pond Q (100) = 6.7 cfs (peak flow into pond) Spill elev = 36.20 ft = 100-year WSEL Min top of berm elev.= 36.70 Weir length required: L = 7 ft Use L = 10 ft v = 1.19 ft/s spillway, 6-4-19 Detention.xls Parking Lot Detention - Stage/Storage - Surface Water LOCATION: Dutch Bros. Kensington PROJECT NO: 1380-165-00 COMPUTATIONS BY: mpo SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 6/4/2019 V = 1/3 d ( A + B + sqrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour PARKING LOT DETENTION Surface Incremental Total Stage Area Storage Storage (ft) (ft2) (cft) (cft) 35.7 0 35.8 16 1 35.9 83 5 5 36.0 214 14 19 36.1 435 32 51 Spill Over Curb 36.2 774 60 110 6-4-19 Detention.xls ©2013 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: ADVANCED DRAINAGE SYSTEMS, INC. R DUTCH BROS FORT COLLINS, CO MARK KAELBERER 720-256-8225 MARK.KAELBERER@ADS-PIPE.COM S145040 EVAN FISCHGRUND 720-250-8047 EVAN.FISCHGRUND@ADS-PIPE.COM MC-3500 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MC-3500. 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: · THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. · THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. · THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: · STONESHOOTER LOCATED OFF THE CHAMBER BED. 00 10' 20' SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 2 6 08/06/19 S145040 SDM AMD FORT COLLINS, CO DUTCH BROS DATE DRWN CHKD DESCRIPTION 08/13/19 SDM DAF REVISED PER ENGINEER'S MARK UPS PLACE MINIMUM 17.5' OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 24" CORED END CAP, PART# MC3500IEPP24BC OR MC3500IEPP24BW TYP OF ALL MC-3500 24" BOTTOM CONNECTIONS AND ISOLATOR ROWS PROPOSED LAYOUT 29 STORMTECH MC-3500 CHAMBERS 8 STORMTECH MC-3500 END CAPS 12 STONE ABOVE (in) 15 STONE BELOW (in) 40 % STONE VOID 6,499 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 1,881 SYSTEM AREA (ft²) 210 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS 5041.80 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 5035.80 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 5035.30 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 5035.30 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 5035.30 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5034.80 TOP OF STONE 5033.80 TOP OF MC-3500 CHAMBER 5031.05 15" MANIFOLD INVERT 5030.22 24" ISOLATOR ROW CONNECTION INVERT 5030.18 15" BOTTOM MANIFOLD INVERT 5030.05 BOTTOM OF MC-3500 CHAMBER 5028.80 UNDERDRAIN INVERT 5028.80 BOTTOM OF STONE NOTES · MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH SHEET #7 FOR MANIFOLD SIZING GUIDANCE. · DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. · THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. · THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 3 6 08/06/19 S145040 SDM AMD FORT COLLINS, CO DUTCH BROS DATE DRWN CHKD DESCRIPTION 08/13/19 SDM DAF REVISED PER ENGINEER'S MARK UPS ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 4 6 08/06/19 S145040 SDM AMD FORT COLLINS, CO DUTCH BROS DATE DRWN CHKD DESCRIPTION 08/13/19 SDM DAF REVISED PER ENGINEER'S MARK UPS INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-CORED END CAP PART #: MC3500IEPP24BC OR MC3500IEPP24BW TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CATCH BASIN OR MANHOLE COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 5 6 08/06/19 S145040 SDM AMD FORT COLLINS, CO DUTCH BROS DATE DRWN CHKD DESCRIPTION 70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067 08/13/19 SDM DAF REVISED PER ENGINEER'S MARK UPS 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality PART # STUB B C MC3500IEPP06T 6" (150 mm) 33.21" (844 mm) --- MC3500IEPP06B --- 0.66" (17 mm) MC3500IEPP08T 8" (200 mm) 31.16" (791 mm) --- MC3500IEPP08B --- 0.81" (21 mm) MC3500IEPP10T 10" (250 mm) 29.04" (738 mm) --- MC3500IEPP10B --- 0.93" (24 mm) MC3500IEPP12T 12" (300 mm) 26.36" (670 mm) --- MC3500IEPP12B --- 1.35" (34 mm) MC3500IEPP15T 15" (375 mm) 23.39" (594 mm) --- MC3500IEPP15B --- 1.50" (38 mm) MC3500IEPP18TC 18" (450 mm) 20.03" (509 mm) --- MC3500IEPP18TW MC3500IEPP18BC --- 1.77" (45 mm) MC3500IEPP18BW MC3500IEPP24TC 24" (600 mm) 14.48" (368 mm) --- MC3500IEPP24TW MC3500IEPP24BC --- 2.06" (52 mm) MC3500IEPP24BW MC3500IEPP30BC 30" (750 mm) --- 2.75" (70 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³) MINIMUM INSTALLED STORAGE* 175.0 CUBIC FEET (4.96 m³) WEIGHT 134 lbs. (60.8 kg) SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 6 6 08/06/19 S145040 SDM AMD FORT COLLINS, CO DUTCH BROS DATE DRWN CHKD DESCRIPTION 08/13/19 SDM DAF REVISED PER ENGINEER'S MARK UPS 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com ® NYLOPLAST 36" (900 mm) STRUCTURE WITH LADDER NTS 12" (300 mm) MAX 36" (900 mm) MAX 14" (355 mm) MAX NOTES: 1. LADDERS SERVING MANHOLES CAN USE DEVIATIONS OF OSHA 1910.27 FOUND IN ASTM C478-12. LADDERS ARE TO BE ORDERED FROM LANE INTERNATIONAL CORPORATION ONLY. 2. CORROSION RESISTANT BRACKETS, WITH STAINLESS STEEL HARDWARE, SHALL BE ATTACHED TO THE LADDER BY THE PIPE FABRICATOR. THE HARDWARE IS INCLUDED WITH LADDER. 3. USE STAINLESS STEEL BOLTS, WASHERS, AND NUTS TO ATTACH THE LADDER BRACKETS THROUGH THE PVC DRAIN BASIN SIDE WALL. 4. LADDER SHALL BE PLACED SO THAT TOP RUNG IS LESS THAN 14" (355 mm) FROM BASE SURFACE AND BOTTOM RUNG IS AS LOW AS POSSIBLE. 5. BOTTOM OF LADDER SHALL BE ATTACHED TO BOTTOM END CAP WITH SS HARDWARE SUPPLIED WITH THE LADDER. 6. WEIGHT OF LADDER TO REST ON END CAP. 7. ALL HARDWARE IS TO BE TIGHTENED PRIOR TO SHIPMENT. SS HARDWARE FURNISHED WITH LADDERS 1/2" - 13 X 1 3/4" HEX HEAD BOLT, 1/2" FLAT WASHER, & 1/2" HEX NUT CORROSION RESISTANT LADDER PER OSHA 1910.27 TYP. ANGLED ATTACHMENTS, MIN. 6 PER LADDER. MAX VERTICAL MOUNTING BOLTS MUST BE POSITIONED TOWARDS THE TOP OF THE RISER LADDER BASE IS TO BE BOLTED TO THE BOTTOM END CAP 4"-6" (100-150 mm) F APPENDIX F SOILS INFO AND REFERENCE MATERIALS Hydrologic Soil Group—Larimer County Area, Colorado (Dutch Bros. Kensington) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/3/2019 Page 1 of 4 4485980 4485990 4486000 4486010 4486020 4486030 4486040 4485980 4485990 4486000 4486010 4486020 4486030 4486040 493360 493370 493380 493390 493400 493410 493420 493430 493440 493450 493460 493470 493360 493370 493380 493390 493400 493410 493420 493430 493440 493450 493460 493470 40° 31' 30'' N 105° 4' 42'' W 40° 31' 30'' N 105° 4' 37'' W 40° 31' 28'' N 105° 4' 42'' W 40° 31' 28'' N 105° 4' 37'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 25 50 100 150 Feet 0 5 10 20 30 Meters Map Scale: 1:515 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 4 Altvan-Satanta loams, 3 to 9 percent slopes B 0.9 84.7% 74 Nunn clay loam, 1 to 3 percent slopes C 0.2 15.3% Totals for Area of Interest 1.1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—Larimer County Area, Colorado Dutch Bros. Kensington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/3/2019 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Dutch Bros. Kensington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/3/2019 Page 4 of 4 USGS The National Map: Orthoimagery. Data refreshed October, 2017. National Flood Hazard Layer FIRMette 0 250 500 1,000 1,500 2,000 Feet Ü 105°4'55.92"W 40°31'38.66"N 105°4'18.47"W 40°31'11.31"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT HAZARD SPECIAL AREAS FLOOD Without Zone A, V, Base A99 Flood Elevation (BFE) With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.of 2% 1% Annual annual Chance chance Flood flood with Hazard, average Areas depth areasdrainage of less less than than one one foot square or with mile Zone X Future ChanceAnnual Conditions Flood Hazard 1% Zone X Area Levee.to with See Reduced Notes. Flood Risk due Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This digital map flood complies maps if with it is FEMA's not void standards as described for the below. use of The accuracy basemap standards shown complies with FEMA's basemap The authoritative flood hazard NFHL information web services is derived provided directly by FEMA. from This the map was reflectnot exported changes on or 4/amendments 3/2019 at 2:50:subsequent 46 PM and to this does date and time. becomeor The superseded NFHL and effective by new data information over time. may change This elementsmap map image do not is appear: void if basemap the one or imagery, more of flood the following zone labels, legend, FIRM panel scale number, bar, map and creation FIRM effective date, community date. Map identifiers,images for unmapped regulatoryfor purposes. and unmodernized areas cannot be used Legend OTHER FLOOD AREAS HAZARD OF OTHER AREAS STRGUECNTUERREASL FEATURES OTHER MAP PANELS 8 1:6,000 B 20.2 The point pin selected displayed by the on the user map and is does an approximate not represent an authoritative property location. City of Fort Collins Stormwater Criteria Manual ✁ ✂ ✄ ☎ ✁ ✆ ✆ ✝ ✞ ✟ ✟ ✄ ✁ ✂ ✠ ✡ ☛ ✄ ☞ ✂ ☎ ✂ ✝ ✄ ☞ ✂ ✝ ☛ ✠ ☛ ✞ ✌ ☛ ✆ ✍ ✎ ✏ ✑ ✒ ✓ ✒ ✣ ✔ ✛ ✤ ✎ ✟ ✂ ✕ ✖ ✖ ✕ ✗ ✥ ✒ ✏ ✗ ✖ ✖ ✑ ✏ ✓ ✠ ✘ ✙ ✦ ☎ ✕ ✚ ✚ ✛ ✒ ✜ ✏ ✢ ✣ ✛ ✧ ✝ ✗ ✕ ✦ ✗ ✘ ✥ ✕ ✎ ★ ✩ ✪ ✑ ✖ ✕ ✥ ✒ ✗ ★ ✑ ✦ ✫ ✪ ✦ ✗ ✬ ✎ ☎ ✪ ✑ ✭ ✦ ✘ ✮ ✒ ✑ ✂ ✖ ✕ ✥ ✒ ✗ ✖ ✓ ✠ ✯ ✦ ✖ ✕ ✔ ✚ ✦ ✒ ✏ ✰ ✱ ✲ ✳ ✴ ✵ ✶ ✷ ✸ ✹ ✺ ✻ ✸ ✼ ✽ ✲ ✾ ✿ ✽ ❀ ❀ ❁ ❂ ✱ ❃ ✴ ✵ ❄ ✶ ❅ ✱ ❆ ✵ ❇ ❃ ❆ ❀ ❀ ✲ ✾ ❈ G APPENDIX G STORMWATER ALTERNATIVE COMPLIANCE/ VARINACE APPLICATION Stormwater Alternative Compliance/Variance Application City of Fort Collins Water Utilities Engineering Section A: Engineer/Owner Information Engineer Name____________________________________________Phone___________________________ Street Address_____________________________________________________________________________ City__________________________________________State________________________Zip_____________ Owner Name______________________________________________Phone___________________________ Street Address_____________________________________________________________________________ City__________________________________________State________________________Zip_____________ Section C: Alternative Compliance/Variance Information Section B: Proposed Project Information Legal description and/or address of property____________________________________________________ Project Name______________________________________________________________________________ Project/Application Number from Development Review (i.e. FDP123456)__________________________ Description of Project_______________________________________________________________________ __________________________________________________________________________________________ Existing Use (check one): ☐ residential ☐ non-residential ☐ mixed-use ☐ vacant ground Proposed Use (check one): ☐ residential ☐ non-residential ☐ mixed-use ☐ other____________________ If non-residential or mixed use, describe in detail_______________________________________________ __________________________________________________________________________________________ __________________________________________________________________________________________ __________________________________________________________________________________________ State the requirement from which alternative compliance/variance is sought. (Please include applicable Drainage Criteria Manual volume, chapter and section.) __________________________________________________________________________________________ What hardship prevents this site from meeting the requirement? __________________________________________________________________________________________ __________________________________________________________________________________________ __________________________________________________________________________________________ __________________________________________________________________________________________ __________________________________________________________________________________________ What alternative is proposed for the site? Attach separate sheet if necessary Attach separate sheet if necessary of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 13, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 20, 2015—Oct 21, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado (Dutch Bros. Kensington) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/3/2019 Page 2 of 4 18" (450 mm) MIN WIDTH GUIDELINE GRATE OPTION LOAD RATING PART # DWG # PEDESTRIAN MEETS H-20 3099CGP 7001-110-220 STANDARD MEETS H-20 3099CGS 7001-110-221 SOLID COVER MEETS H-20 3099CGC 7001-110-222 DOME N/A 3099CGD 7001-110-223 36" (900 mm) NYLOPLAST DRAIN BASIN NTS NOTES 1. GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2. FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" (2.13 m) DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO. 7001-110-065. 4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER. 5. ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012. 8" (200 mm) MIN THICKNESS GUIDELINE VARIABLE SUMP DEPTH ACCORDING TO PLANS (10" (250 mm) MIN. BASED ON MANUFACTURING REQ.) (SEE NOTE 3) 6" (150 mm) MIN VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) (SEE NOTE 3) 24" (600 mm) MIN. MANUFACTURING REQUIREMENT FROM TOP OF GRATE TO TOP OF PIPE. WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID COVER TO MATCH BASIN O.D. (SEE NOTES 1 & 2) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, AND OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. 36" X 30" (900 X 750 mm) CONE STYLE REDUCER THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 30" (100 - 750 mm) FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC (SEE NOTE 4) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE* 45.1 CUBIC FEET (1.28 m³) WEIGHT 49 lbs. (22.2 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" (152 mm) STONE BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. MC-3500 TECHNICAL SPECIFICATION NTS 90.0" (2286 mm) ACTUAL LENGTH 86.0" (2184 mm) INSTALLED BUILD ROW IN THIS DIRECTION NOTE: ALL DIMENSIONS ARE NOMINAL LOWER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB B C 75.0" (1905 mm) 45.0" (1143 mm) 25.7" (653 mm) FOOT 77.0" (1956 mm) 45.0" (1143 mm) STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" UPPER JOINT CORRUGATION 22.2" (564 mm) INSTALLED CUSTOM PRECORED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-3500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS MC-SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB MC-3500 CHAMBER MC-3500 END CAP MC-3500 ISOLATOR ROW DETAIL NTS OPTIONAL INSPECTION PORT STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD NOTES: 1. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 2. ALL SCHEDULE 40 FITTINGS TO BE SOLVENT CEMENTED (4" PVC NOT PROVIDED BY ADS). CONNECTION DETAIL NTS 8" (200 mm) 4" (100 mm) SCHED 40 PVC COUPLING 4" (100 mm) SCHED 40 PVC 4" (100 mm) SCHED 40 PVC CORE 4.5" (114 mm) Ø HOLE IN CHAMBER (4.5" HOLE SAW REQ'D) ANY VALLEY LOCATION STORMTECH CHAMBER CONCRETE COLLAR PAVEMENT 12" (300 mm) MIN WIDTH CONCRETE SLAB 6" (150 mm) MIN THICKNESS 4" PVC INSPECTION PORT DETAIL NTS 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 4" (100 mm) SCHED 40 PVC 70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. 2,3 NO COMPACTION REQUIRED. 8' (2.4 m) MAX 77" (1956 mm) 12" (300 mm) MIN 12" (300 mm) MIN 6" (150 mm) MIN 6" (150 mm) MIN PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-3500 END CAP SUBGRADE SOILS (SEE NOTE 3) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). 45" (1143 mm) 18" (450 mm) MIN* 1 LAYER OF ADS GEOSYNTHETICS NON-WOVEN GEOTEXTILE BEWTEEN COVER STONE AND C LAYER. 70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality ONCE THIS INFORMATION IS PROVIDED. · THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE BUILDING/STRUCTURE. NO FOUNDATION LOADS SHALL BE TRANSMITTED TO THE CHAMBERS. THE SITE DESIGN ENGINEER MUST CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON BEARING CAPACITY OF SOILS AND SEEPAGE INTO BASEMENTS. 15" X 15" ADS N-12 CUSTOM INVERT MANIFOLD INVERT 12.00" ABOVE CHAMBER BASE (SEE NOTES) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER) INSPECTION PORT (TYP 2 PLACES) ISOLATOR ROW (SEE DETAIL / TYP 2PLACES) 15" X 15" ADS N-12 BOTTOM MANIFOLD MAXIMUM OUTLET FLOW 2.7 CFS INVERT 1.5" ABOVE CHAMBER BASE (SEE NOTES) STRUCTURE PER PLAN W/ELEVATED BYPASS MANIFOLD SHOWN AS 36" NYLOPLAST MAXIMUM INLET FLOW 3.5 CFS (24" SUMP MIN) 70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality 20.25' 22.85' 39.60' 32.44' 75.44' 81.95' CUSTOM CORED END CAP 15" INVERT 12.00" ABOVE CHAMBER BASE · BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. · BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 11. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: · NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. · NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". · WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP 39 2.72 0.35 78.74 2.78 30.09 111.61 3825.83 5032.05 38 2.77 0.36 80.37 2.88 29.40 112.65 3714.22 5031.97 37 2.82 0.37 81.91 2.98 28.74 113.64 3601.57 5031.88 36 2.88 0.38 83.39 3.07 28.11 114.58 3487.94 5031.80 35 2.92 0.40 84.80 3.17 27.51 115.48 3373.36 5031.72 34 2.97 0.41 86.13 3.26 26.95 116.33 3257.88 5031.63 33 3.01 0.42 87.36 3.35 26.42 117.13 3141.55 5031.55 32 3.05 0.43 88.54 3.44 25.91 117.89 3024.42 5031.47 31 3.09 0.44 89.73 3.52 25.40 118.65 2906.53 5031.38 30 3.13 0.45 90.79 3.61 24.94 119.34 2787.88 5031.30 29 3.17 0.46 91.80 3.69 24.50 119.99 2668.54 5031.22 28 3.20 0.47 92.78 3.77 24.08 120.63 2548.55 5031.13 27 3.23 0.48 93.70 3.84 23.68 121.23 2427.92 5031.05 26 3.26 0.49 94.58 3.91 23.30 121.80 2306.69 5030.97 25 3.29 0.50 95.42 3.98 22.94 122.34 2184.89 5030.88 24 3.32 0.51 96.22 4.05 22.59 122.86 2062.55 5030.80 23 3.34 0.51 96.98 4.12 22.26 123.36 1939.69 5030.72 22 3.37 0.52 97.69 4.18 21.95 123.82 1816.33 5030.63 21 3.39 0.53 98.38 4.24 21.65 124.27 1692.51 5030.55 20 3.41 0.54 99.02 4.29 21.37 124.69 1568.24 5030.47 19 3.44 0.54 99.67 4.35 21.09 125.11 1443.55 5030.38 18 3.46 0.55 100.27 4.40 20.83 125.50 1318.44 5030.30 17 3.48 0.56 100.88 4.44 20.57 125.89 1192.94 5030.22 16 3.51 0.59 101.65 4.76 20.14 126.54 1067.04 5030.13 15 0.00 0.00 0.00 0.00 62.70 62.70 940.50 5030.05 14 0.00 0.00 0.00 0.00 62.70 62.70 877.80 5029.97 13 0.00 0.00 0.00 0.00 62.70 62.70 815.10 5029.88 12 0.00 0.00 0.00 0.00 62.70 62.70 752.40 5029.80 11 0.00 0.00 0.00 0.00 62.70 62.70 689.70 5029.72 10 0.00 0.00 0.00 0.00 62.70 62.70 627.00 5029.63 9 0.00 0.00 0.00 0.00 62.70 62.70 564.30 5029.55 8 0.00 0.00 0.00 0.00 62.70 62.70 501.60 5029.47 7 0.00 0.00 0.00 0.00 62.70 62.70 438.90 5029.38 6 0.00 0.00 0.00 0.00 62.70 62.70 376.20 5029.30 5 0.00 0.00 0.00 0.00 62.70 62.70 313.50 5029.22 4 0.00 0.00 0.00 0.00 62.70 62.70 250.80 5029.13 3 0.00 0.00 0.00 0.00 62.70 62.70 188.10 5029.05 2 0.00 0.00 0.00 0.00 62.70 62.70 125.40 5028.97 1 0.00 0.00 0.00 0.00 62.70 62.70 62.70 5028.88 REV0 Dutch Bros (S145040) 8-6-19 1624 sf min. area StormTech MC-3500 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric