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Home My WebLink AboutODELL BREWERY PARKING LOT EXPANSION - PDP - PDP120032 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORTDRAINAGE LETTER REPORT ODELL BREW HOUSE EXPANSION Fort Collins, Colorado November 28, 2012 Prepared for: RB+B Architects, Inc. 315 East Mountain Ave., #100 Fort Collins, CO 80524 Prepared by: 200 South College Avenue, Suite 10 Fort Collins, Colorado 80524 Phone: 970.221.4158 Fax: 970.221.4159 www.northernengineering.com Project Number: 100-009  This Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety. When a hard copy is absolutely necessary, we recommend double-sided printing. ADDRESS: 200 S. College Ave. Suite 10 Fort Collins, CO 80524 PHONE: 970.221.4158 FAX: 970.221.4159 WEBSITE: www.northernengineering.com November 28, 2012 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Drainage Letter Report for Odell Brew House Expansion Dear Staff: Northern Engineering is pleased to submit this Drainage Letter Report for your review. This report accompanies the Minor Amendment submittal for the proposed Odell Brew House project. This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM), and serves to document the stormwater impacts associated with the proposed Odell Brew House project. We understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Nicholas W. Haws, PE Andrew G. Reese Project Manager Project Engineer 12.12.12 Odell Brew House Expansion Drainage Report TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION ................................................................... 1 A. Location ....................................................................................................................................... 1 II. DRAINAGE FACILITY DESIGN .................................................................................... 2 A. General Concept .......................................................................................................................... 2 B. Summary of Changes ................................................................................................................... 2 C. West Basins ................................................................................................................................. 3 D. East Basins ................................................................................................................................... 3 E. North Basin .................................................................................................................................. 4 III. CONCLUSIONS ........................................................................................................ 4 A. Compliance with Standards .......................................................................................................... 4 REFERENCES .................................................................................................................... 5 APPENDICES: APPENDIX A – Hydrologic Computations APPENDIX B – Hydraulic Computations B.1 – (Reserved for Storm Sewers) B.2 – (Reserved for Street Flow) B.3 – (Reserved for Inlets) B.4 – Detention Facilities APPENDIX C – Water Quality Design Computations APPENDIX D – Erosion Control Report MAP POCKET: DR1 – Overall Drainage Exhibit Odell Brew House Expansion Drainage Report 1 I. GENERAL LOCATION AND DESCRIPTION A. Location 1. Vicinity Map Odell Brew House Expansion Drainage Report 2 II. DRAINAGE FACILITY DESIGN A. General Concept This report is intended to address the stormwater impacts associated with the proposed Odell Brew House Expansion. The Odell Brew House Expansion is a project designed to add additional brewing capacity to the brewery, and to expand and improve upon the existing tap room and outdoor seating area. In general, the existing drainage patterns and facilities will continue to be utilized throughout the site. Stormwater will continue to drain from the north to the south via a combination of overland flow and storm drains. On the western half of the site, storm drainage will still flow to the permeable pavers as well as the West Pond, which were designed and constructed in 2009. Those facilities will continue to function and operate without any modifications, and will continue to provide detention and water quality. The majority of the building expansion will occur on the eastern half of the site. The East Pond, located at the southeast corner of the project, will be modified to accommodate the changes resulting from the expansion. Permeable pavers will also be utilized on southern portions of the site to reduce impervious values for the expansion, and to provide additional detention capacity. On the north side of the project, a temporary parking area will be constructed. This parking area will drain to the north, where it will be detained and treated in the North Pond. For the most part, proposed land use (percent impervious) and drainage patterns remain consistent with the stormwater design approved and constructed with previous expansions. However, there are some deviations from the drainage studies of record. The focus of this report is to identify the changes, and document the resultant impacts. For simplicity, the discussion will be broken-out by the three main sub-areas: West Basins, East Basins, and North Basins. B. Summary of Changes Detailed computations and analyses can be found in the respective appendices. As previously stated, some drainage basins have been revised, and Rational Method calculations have been provided to document the changes. Basin OS3 has been renamed A2 to more accurately reflect its inclusion with the onsite stormwater facilities. As a result, Basins OS4-OS6 have been renamed as well. The detention pond designations have also been changed to more easily identify and locate the various ponds, and to more completely conform with previous drainage studies completed by others. A full-size copy of the Drainage Exhibit illustrating the revised drainage basins can be found in the Map Pocket at the end of this report. In addition to the updated designations listed above, the amended Detention and Water Quality Calculations for the East Pond are included with this report, as are new calculations detailing the Detention and Water Quality Volume requirements for the North Pond on the north side of the existing brewery. Odell Brew House Expansion Drainage Report 3 C. West Basins Comprised of Basins B1, B2, C, D and E, the West Basins will remain relatively unchanged with the Brew House Expansion. An addition (Cellar Charlie) is proposed on the west side of the existing building that will add approximately 1,916 sq. ft. of impervious area from the existing condition. The existing parking area and bike racks will also be modified, and there will be 996 sq. ft. of additional concrete associated with those changes, for a total of 2,912 sq. ft. of additional impervious area. However, the previous drainage report accounted for a building expansion of 4,380 sq. ft., which is more than the increase proposed with this expansion. As a result, no changes have been made to any calculations or analysis that was completed for these basins with the previous report. D. East Basins Comprised of Basin A1, the East Basin will see the majority of the impacts from the Brew House Expansion. In particular, an 8,040 sq. ft. expansion is proposed, along with the creation of an enhanced patio and seating area. While the increased impervious area associated with the expansion will be partly offset by the replacement of large portions of the existing asphalt parking area with pavers, an increase in the C-value for Basin A1 will still occur. As a result of the increase, additional detention will be required. Prior to calculating the ultimate detention volume requirements, an analysis of the release rates for the East Pond was completed. This analysis concluded that the detention pond would continue to utilize the existing outlet structure and storm pipes, with an existing release rate of 1.4 cfs. In addition to this existing release, the original design did not take into account the opportunity for onsite infiltration of stormwater. When this percolation rate is applied to the entire 3,112 sq. ft. pond bottom, an additional 0.26 cfs release is realized, resulting in a total allowable release rate of 1.66 cfs from the East Pond. Using this updated release rate, a required detention volume of 9,052 cu. ft. is calculated for the East Basin. In addition to the onsite detention needs, the East Pond will need to continue providing detention for the adjacent Fort Collins Monument and Stone property. That property requires 2,554 cu. ft. of detention in the East Pond (per design by others approved in 1995). Water Quality calculations were also completed for the revised impervious values, resulting in a Water Quality Capture Volume of 1,302 cu. ft. Taken together, the updated required volume for the East Basins is 12,908 cu. ft. The East Pond provides a volume of 8,842 cu. ft. with a 100-yr WSEL of 4942.40, which is less than the total required volume. To supplement the volume and meet the total volume requirement, detention has been provided within the permeable paver subsection to account for the remaining amount not contained in the open air pond. Using a 24” minimum sub-base course throughout the 5,389 sq. ft. of pavers and a 40% void ratio, 4,311 cu. ft. of detention will be provided within the paver section. This volume, combined with the volume of the open air pond, results in a total storage volume of 13,153 cu. ft., which exceeds the required volume of 12,908 cu. ft. Additional safety is provided by the 0.37 cfs percolation release rate that will occur under the paver section, which has not been included in any of the required detention calculations. Furthermore, dry wells have been included in the pond design, providing increased release rates for added protection, and further promoting the low impact development (LID) objective of onsite stormwater infiltration. Odell Brew House Expansion Drainage Report 4 E. North Basin The North Basin is comprised of Basin A2, and will be impacted primarily by the construction of an interim parking area on the north side of the existing brewery. Since this Basin was formerly considered offsite, its detention requirements have not been included in any of the previous pond designs for the brewery. With that in mind, as well as the temporary nature of the parking area, a temporary pond will be constructed on the north side of the parking area. The North Pond is intended to function as an infiltration pond that will use percolation as its primary release method. An underdrain and small outlet pipe will also be installed for emergency overflow from the pond. Using the allowable release rate of 0.20 cfs per acre as prescribed in the Dry Creek Master Drainage Plan, the North Pond would have a conventional allowable release rate of 0.25 cfs. However, since the North Pond is intended to be used only as an infiltration pond, the appropriate value to consider when sizing the pond is the percolation release rate. Based on a 5,912 sq. ft. pond area, the anticipated percolation release rate is 0.42 cfs. Using this release rate, a required detention volume of 5,372 cu. ft. is calculated for the North Basin. Water Quality calculations were also completed for Basin A2, resulting in a Water Quality Capture Volume of 871 cu. ft. Taken together, the total required volume for the North Basin is 6,243 cu. ft. The North Pond has a total provided volume of 7,179 cu. ft., which exceeds the required volume. III. CONCLUSIONS A. Compliance with Standards 1. The drainage design proposed with the Odell Brew House Expansion complies with the City of Fort Collins’ Stormwater Criteria Manual, as well as previous drainage studies from which downstream stormwater infrastructure was constructed. 2. The drainage design proposed with the Odell Brew House Expansion complies with the City of Fort Collins’ Master Drainage Plan for the Dry Creek Basin. 3. There are no regulatory 100-yr floodplains associated with the Odell Brew House Expansion; however, the site does fall within the FEMA 500-yr floodplain for the Cache La Poudre River. The proposed expansion is not a life-safety or emergency response critical facility, and thus, is allowed. 4. The drainage plan and stormwater management measures proposed with the Odell Brew House Expansion are compliant with all applicable State and Federal regulations governing stormwater discharge. Odell Brew House Expansion Drainage Report 5 References 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 2. Final Drainage and Erosion Control Study, Odell Brewing Company Second Expansion, April 2, 2002, Northstar Design (NSD Job No. 114-23) 3. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. 4. Final Drainage Report for Odell Brewing Company First Replat, April 30, 2009, Northern Engineering (NE Job No. 100-006). 5. Amended Final Drainage and Erosion Control Report for Odell Brewing Company Expansion, November, 1995, Shear Engineering Corporation (SEC Project No. 1485-01-95) 6. Storm Drainage Report for Building Addition at 824 East Lincoln Avenue (Lot 1 Patrick Subdivision), September 14, 1995,Stewart & Associates, Inc 7. Geotechnical Exploration Report Proposed Odell Brewery Additions, July 3, 2008, Earth Engineering Consultants, Inc. (EEC Project No. 1082073) 8. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007. 9. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 10. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008. APPENDIX A HYDROLOGIC COMPUTATIONS CHARACTER OF SURFACE: Runoff Coefficient Percentage Impervious Project: Odell Brewing Minor Amendment Streets, Parking Lots, Roofs, Alleys, and Drives: Calculations By: A. Reese Asphalt ……....……………...……….....…...……………….………………………………….0.95 . 100 Date: Concrete …….......……………….….……….………………..….………………………………… 0.95 90 Gravel ……….…………………….….…………………………..……………………………….0.50 . 40 Roofs …….…….………………..……………….…………………………………………….0..95 90 Concrete Pavers…………………………...………………..…………………………………………….0.40 . 22 Lawns and Landscaping Sandy Soil ……..……………..……………….…………………………………………….. 0.15 0 Clayey Soil ….….………….…….…………..………………………………………………. 0.25 0 2-year Cf = 1.00 100-year Cf = 1.25 Basin ID Basin Area (s.f.) Basin Area (ac) Area of Asphalt (ac) Area of Concrete (ac) Area of Roofs (ac) Area of Gravel (ac) Area of Concrete Pavers (ac) Area of Lawns and Landscaping (ac) 2-year Composite Runoff Coefficient 10-year Composite Runoff Coefficient 100-year Composite Runoff Coefficient Composite % Imperv. A1 58,462 1.34 0.33 0.06 0.48 0.00 0.12 0.36 0.69 0.69 0.86 62.2 A2 32,939 0.76 0.38 0.00 0.00 0.00 0.00 0.38 0.55 0.55 0.69 50.0 B1 35,816 0.82 0.00 0.02 0.51 0.00 0.00 0.29 0.67 0.67 0.83 58.1 B2 19,432 0.45 0.00 0.14 0.27 0.00 0.00 0.04 0.88 0.88 1.00 82.7 C 51,718 1.19 0.49 0.08 0.00 0.00 0.34 0.28 0.61 0.61 0.76 53.6 D 9,226 0.21 0.00 0.00 0.00 0.00 0.00 0.21 0.15 0.15 0.19 0.0 Overland Flow, Time of Concentration: Project: Odell Brewing Minor Amendment Calculations By: Date: Gutter/Swale Flow, Time of Concentration: Tt = L / 60V Tc = Ti + Tt (Equation RO-2) Velocity (Gutter Flow), V = 20·S½ Velocity (Swale Flow), V = 15·S½ NOTE: C-value for overland flows over grassy surfaces; C = 0.25 DEVELOPED TIME OF CONCENTRATION COMPUTATIONS OverlandFlow Flow Gutter Flow Swale A. Reese October 30, 2012 Time of Concentration (Equation RO-4) 3 1 1 . 87 1 . 1 * S Ti C Cf L Is Length >500' ? C*Cf (2-yr Cf=1.00) C*Cf (10-yr Cf=1.00) C*Cf (100-yr Cf=1.25) Length, L (ft) Slope, S (%) Ti 2-yr (min) Ti 10-yr (min) Ti 100-yr (min) Length, L (ft) Slope, S (%) Velocity, V (ft/s) Tt (min) Length, Rational Method Equation: Project: Odell Brewing Minor Amendment Calculations By: Date: From Section 3.2.1 of the CFCSDDC Rainfall Intensity: DEVELOPED RUNOFF COMPUTATIONS C100 Design Flow, Q100 Flow, Q2 10-yr Tc 2-yr Tc C2 Flow, Q10 Intensity, Basin(s) i100 A. Reese October 30, 2012 Intensity, i10 Rainfall Intensity taken from the City of Fort Collins Storm Drainage Design Criteria (CFCSDDC), Figure 3.1 C10 Area, A Intensity, i2 100-yr Tc Q C f C i A A1 A1 1.34 5.0 5.0 5.0 0.69 0.69 0.86 2.85 4.87 9.95 2.6 4.5 11.4 A2 A2 0.76 8.5 8.5 8.2 0.55 0.55 0.69 2.35 4.02 8.38 1.0 1.7 4.4 B1 B1 0.82 5.0 5.0 5.0 0.67 0.67 0.83 2.85 4.87 9.95 1.6 2.7 6.8 B2 B2 0.45 6.8 6.8 6.7 0.88 0.88 1.00 2.60 4.44 9.06 1.0 1.8 4.0 C C 1.19 5.1 5.1 5.0 0.61 0.61 0.76 2.85 4.87 9.95 2.0 3.5 8.9 D D 0.21 32.2 32.2 30.9 0.15 0.15 0.19 1.24 2.12 4.47 0.0 0.1 0.2 E E 0.08 5.0 5.0 5.0 0.24 0.24 0.30 2.85 4.87 9.95 0.1 0.1 0.2 OS1 OS1 1.48 26.0 26.0 25.0 0.37 0.37 0.46 1.42 2.42 4.98 0.8 1.3 3.4 OS2 OS2 0.19 6.6 6.6 6.3 0.15 0.15 0.19 2.60 4.44 9.31 0.1 0.1 0.3 OS3 OS3 0.67 5.0 5.0 5.0 0.43 0.43 0.54 2.85 4.87 9.95 0.8 1.4 3.6 OS4 OS4 0.08 5.0 5.0 5.0 0.15 0.15 0.19 2.85 4.87 9.95 0.0 0.1 0.2 OS5 OS5 0.78 9.4 9.4 7.6 0.57 0.57 0.72 2.30 3.93 8.59 1.0 1.8 4.8 C100 Design Point Q100 (cfs) Q2 (cfs) Tc (min) Tc (min) C2 Q10 (cfs) i100 (in/hr) Basin(s) i10 DESIGN POINT BASIN ID TOTAL AREA (acres) C2 C10 C100 2-yr Tc (min) 10-yr Tc (min) 100-yr Tc (min) Q2 (cfs) Q10 (cfs) Q100 (cfs) A1 A1 1.34 0.69 0.69 0.86 5.0 5.0 5.0 2.6 4.5 11.4 A2 A2 0.76 0.55 0.55 0.69 8.5 8.5 8.2 1.0 1.7 4.4 B1 B1 0.82 0.67 0.67 0.83 5.0 5.0 5.0 1.6 2.7 6.8 B2 B2 0.45 0.88 0.88 1.00 6.8 6.8 6.7 1.0 1.8 4.0 C C 1.19 0.61 0.61 0.76 5.1 5.1 5.0 2.0 3.5 8.9 D D 0.21 0.15 0.15 0.19 32.2 32.2 30.9 0.0 0.1 0.2 E E 0.08 0.24 0.24 0.30 5.0 5.0 5.0 0.1 0.1 0.2 OS1 OS1 1.48 0.37 0.37 0.46 26.0 26.0 25.0 0.8 1.3 3.4 OS2 OS2 0.19 0.15 0.15 0.19 6.6 6.6 6.3 0.1 0.1 0.3 OS3 OS3 0.67 0.43 0.43 0.54 5.0 5.0 5.0 0.8 1.4 3.6 OS4 OS4 0.08 0.15 0.15 0.19 5.0 5.0 5.0 0.0 0.1 0.2 OS5 OS5 0.78 0.57 0.57 0.72 9.4 9.4 7.6 1.0 1.8 4.8 Summary Table D:\Projects\100-009\Drainage\Hydrology\100-009_Rational-Calcs.xlsx\Summary Table APPENDIX B HYDRAULIC COMPUTATIONS B.1 – Detention Facilities Project: By: Date: Basis of Allowable Site Release Rate: Additional release has been included using a 20 min/inch soil percolation rate East Pond Release Rate Existing Release Rate 100-yr release: ĺ 1.40 cfs Percolation Release Infiltration Area: 3755 sf Percolation Rate: 20 min/in ĺ 0.26 cfs Total East Pond Release Rate 1.66 cfs (Percolation & Conventional Release) Paver Release Rate Percolation Release Infiltration Area: 5389 sf Percolation Rate: 20 min/in ĺ 0.37 cfs Paver Release Rate 0.37 cfs North Pond Release Rate Conventional Allowable Release Contributing Area: 0.76 acre (Basin A2) 100-yr release: 0.2 cfs/ac ĺ 0.25 cfs Percolation Release Infiltration Area: 5912 sf Percolation Rate: 20 min/in ĺ 0.42 cfs Total North Pond Release Rate 0.67 cfs (Percolation & Conventional Release) Allowable Release Rate Summary Odell Brew House Expansion A. Reese October 30, 2012 The Dry Creek Master Drainage Plan allows 0.20 cfs per acre in the 100-yr event; however the previous designs and constructed facilities use a 1.4 cfs release rate for the East Pond. D:\Projects\100-009\Drainage\Detention\100-009_Allowable Release Rate Summary.xls Pond No : A1 100-yr 0.86 5.00 min 9052 ft3 1.34 acres 0.21 ac-ft Max Release Rate = 1.66 cfs Time (min) Fort Collins 100-yr Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustment Factor Qav (cfs) Outflow Volume (ft3) Storage Volume (ft3) 5 9.95 3440 1.00 1.66 498 2942 10 7.72 5338 0.75 1.25 747 4591 15 6.52 6762 0.67 1.11 996 5766 20 5.6 7744 0.63 1.04 1245 6499 25 4.98 8608 0.60 1.00 1494 7114 30 4.52 9376 0.58 0.97 1743 7633 35 4.08 9874 0.57 0.95 1992 7882 40 3.74 10344 0.56 0.93 2241 8103 45 3.46 10766 0.56 0.92 2490 8276 50 3.23 11167 0.55 0.91 2739 8428 55 3.03 11523 0.55 0.91 2988 8535 60 2.86 11865 0.54 0.90 3237 8628 65 2.72 12225 0.54 0.89 3486 8739 70 2.59 12536 0.54 0.89 3735 8801 75 2.48 12861 0.53 0.89 3984 8877 80 2.38 13165 0.53 0.88 4233 8932 85 2.29 13459 0.53 0.88 4482 8977 90 2.21 13753 0.53 0.88 4731 9022 95 2.13 13991 0.53 0.87 4980 9011 100 2.06 14244 0.53 0.87 5229 9015 105 2 14520 0.52 0.87 5478 9042 110 1.94 14755 0.52 0.87 5727 9028 115 1.89 15028 0.52 0.87 5976 9052 120 1.84 15267 0.52 0.86 6225 9042 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. C = Tc = A = East Pond Input Variables Results Design Point Design Storm Required Detention Volume DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Fort Collins IDF Project Number : 100-009 Project Title Date: Project Number Calcs By: Client Pond Designation 1 WQCV = Watershed inches of Runoff (inches) 55.70% a = Runoff Volume Reduction (constant) i = Total imperviouness Ratio (i = Iwq/100) 0.223 in Drain Time a = i = WQCV = Odell Brew House Expansion October 30, 2012 100-009 A. Reese Odell Brewing Company East Pond 0.223 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 WQCV (watershed inches) Water Quality Capture Volume 6 hr 12 hr 24 hr 40 hr WQCV a 0.91 i 3 1 . 19 i 2 0 . 78 i WQCV a 0.91 i 3 1 . 19 i 2 0 . 78 i 40 hr A = 1.34 ac V = 0.03 ac-ft V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 1.2 = 20% Additional Volume (Sediment Accumulation) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event Total Imperviousness Ratio (i = Iwq /100) * * 1 . 2 12 V WQCV A Project Tittle Date: Project Number Calcs By: Client Pond Designation Invert Elevation Water Quality Volume 100-yr Detention Volume Total Pond Volume D = Depth between contours (ft.) A1 = Surface Area lower contour (ft2) A2 = Surface Area upper contour (ft2) 4939.00 30.28 -0.04 -0.40 -0.40 0.0000 4939.20 680.32 0.20 56.94 56.54 0.0013 4939.40 1624.54 0.20 223.74 280.28 0.0064 4939.60 1791.97 0.20 341.51 621.80 0.0143 4939.80 1852.93 0.20 364.47 986.27 0.0226 4940.00 1914.21 0.20 376.70 1362.97 0.0313 WQCV 4940.20 1975.81 0.20 388.99 1751.95 0.0402 4940.40 2037.89 0.20 401.35 2153.31 0.0494 4940.60 2100.87 0.20 413.86 2567.17 0.0589 4940.80 2164.68 0.20 426.54 2993.70 0.0687 4941.00 2229.17 0.20 439.37 3433.07 0.0788 4941.20 2294.32 0.20 452.33 3885.41 0.0892 4941.40 2416.29 0.20 471.01 4356.42 0.1000 4941.60 2847.64 0.20 525.80 4882.22 0.1121 4941.80 3731.15 0.20 655.89 5538.11 0.1271 4942.00 4898.53 0.20 860.32 6398.43 0.1469 Total Vol. (ac-ft) Total Vol. (ft 3 ) Incremental Vol. (ft 3 ) Depth (ft) Surface Area (ft 2 ) Odell Brew House Expansion October 30, 2012 100-009 A. Reese Odell Brewing Company 0.20 ac-ft 0.03 ac-ft 4939.04 ft East Pond Volume Elevation (ft) 0.17 ac-ft East Pond Calc. Depths Calc. Depths 3 V D * A 1 A 2 A 1 * A 2 Pond No : A2 100-yr 0.69 5.00 min 5372 ft3 0.76 acres 0.12 ac-ft Max Release Rate = 0.42 cfs Time (min) Fort Collins 100-yr Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustment Factor Qav (cfs) Outflow Volume (ft3) Storage Volume (ft3) 5 9.95 1565 1.00 0.42 126 1439 10 7.72 2429 0.75 0.32 189 2240 15 6.52 3077 0.67 0.28 252 2825 20 5.6 3524 0.63 0.26 315 3209 25 4.98 3917 0.60 0.25 378 3539 30 4.52 4267 0.58 0.25 441 3826 35 4.08 4493 0.57 0.24 504 3989 40 3.74 4707 0.56 0.24 567 4140 45 3.46 4899 0.56 0.23 630 4269 50 3.23 5081 0.55 0.23 693 4388 55 3.03 5243 0.55 0.23 756 4487 60 2.86 5399 0.54 0.23 819 4580 65 2.72 5563 0.54 0.23 882 4681 70 2.59 5704 0.54 0.23 945 4759 75 2.48 5852 0.53 0.22 1008 4844 80 2.38 5991 0.53 0.22 1071 4920 85 2.29 6124 0.53 0.22 1134 4990 90 2.21 6258 0.53 0.22 1197 5061 95 2.13 6367 0.53 0.22 1260 5107 100 2.06 6482 0.53 0.22 1323 5159 105 2 6607 0.52 0.22 1386 5221 110 1.94 6714 0.52 0.22 1449 5265 115 1.89 6839 0.52 0.22 1512 5327 120 1.84 6947 0.52 0.22 1575 5372 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. A = Tc = Project Location : Design Point C = Design Storm DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Fort Collins IDF Input Variables Results Required Detention Volume Project Tittle Date: Project Number Calcs By: Client Pond Designation 1 WQCV = Watershed inches of Runoff (inches) 50.00% a = Runoff Volume Reduction (constant) i = Total imperviouness Ratio (i = Iwq/100) 0.206 in Odell Brew House Expansion September 25, 2012 100-009 A. Reese Odell Brewing Company North Pond Drain Time a = i = WQCV = 0.206 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 WQCV (watershed inches) Water Quality Capture Volume 6 hr 12 hr 24 hr 40 hr WQCV a 0.91 i 3 1 . 19 i 2 0 . 78 i WQCV a 0.91 i 3 1 . 19 i 2 0 . 78 i 40 hr A = 0.76 ac V = 0.02 ac-ft V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 1.2 = 20% Additional Volume (Sediment Accumulation) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event Total Imperviousness Ratio (i = Iwq /100) * * 1 . 2 12 V WQCV A Project Tittle Date: Project Number Calcs By: Client Pond Designation Invert Elevation Water Quality Volume 100-yr Detention Volume Total Pond Volume D = Depth between contours (ft.) A1 = Surface Area lower contour (ft2) A2 = Surface Area upper contour (ft2) 4941.80 1290.91 0.15 63.68 63.68 0.0015 4942.00 1742.09 0.20 302.18 365.86 0.0084 4942.20 2197.61 0.20 393.09 758.95 0.0174 WQCV 4942.40 2657.51 0.20 484.78 1243.73 0.0286 4942.60 3121.88 0.20 577.32 1821.05 0.0418 4942.80 3590.84 0.20 670.73 2491.77 0.0572 4943.00 4064.48 0.20 765.04 3256.82 0.0748 4943.20 4533.06 0.20 859.33 4116.15 0.0945 4943.40 4978.10 0.20 950.77 5066.91 0.1163 4943.60 5437.46 0.20 1041.22 6108.13 0.1402 100-yr Vol 4943.80 5911.61 0.20 1134.58 7242.71 0.1663 Total Vol WQ Surface Elevation WQ Depth 100-yr Detention Elevation 100-yr Detention Depth North Pond Volume Elevation (ft) 0.14 ac-ft North Pond 0.02 ac-ft 4941.65 ft Depth (ft) Surface Area (ft 2 ) Odell Brew House Expansion November 28, 2012 100-009 A. Reese Odell Brewing Company 0.16 ac-ft Total Vol. (ac-ft) Total Vol. (ft 3 ) Incremental Vol. (ft 3 ) 4942.16 0.36 4943.60 1.95 Calc. Depths Calc. Depths APPENDIX B.1 DETENTION FACILITIES APPENDIX C WATER QUALITY DESIGN COMPUTATIONS Project Title Date: Project Number Calcs By: Client Pond Designation 1 WQCV = Watershed inches of Runoff (inches) 55.70% a = Runoff Volume Reduction (constant) i = Total imperviouness Ratio (i = Iwq/100) 0.223 in Drain Time a = i = WQCV = Odell Brew House Expansion October 30, 2012 100-009 A. Reese Odell Brewing Company East Pond 0.223 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 WQCV (watershed inches) Water Quality Capture Volume 6 hr 12 hr 24 hr 40 hr WQCV a 0.91 i 3 1 . 19 i 2 0 . 78 i WQCV a 0.91 i 3 1 . 19 i 2 0 . 78 i 40 hr A = 1.34 ac V = 0.03 ac-ft V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 1.2 = 20% Additional Volume (Sediment Accumulation) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event Total Imperviousness Ratio (i = Iwq /100) * * 1 . 2 12 V WQCV A APPENDIX D EROSION CONTROL REPORT MAP POCKET C500 – OVERALL DRAINAGE EXHIBIT X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X AC ST X X X X X X X �.�. SS SS SS � � � � � � � � � � � � ST ST ST ST ST S T ST 6" SS 6" SS 8" PW 8" PW CO CO W W CO � � W � � �.�. CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST �� .�. �.�. �.�. ST E. LINCOLN AVENUE T PROPOSED EXPANSION FFE=4946.15 PROPOSED EXPANSION FFE=4946.15 EXISTING INFILTRATION/ DETENTION POND TO REMAIN EXISTING BUILDING FFE=4946.15 EXISTING PARKING LOT LOT 1 ODELL BREWING CO. FIRST REPLAT EXISTING PARKING LOT EXISTING 110' PRIVATE ACCESS, UTILITY & TEMPORARY CONSTRUCTION EASEMENT REC. #20090031968 ��: ��, �� . & �� 832 � �� . �� , �� 80524 ��: ��, �� . 200 �� . �� , �� 80524 ��: ��, �� 219 �� . �� , �� 80521 ��: �� , �� /�� 824 � �� . �� , �� 80524 ��: �� . & �� , ��. 832 � �� . �� , �� 80524 ��: ��, �� ., ��. 304 �. �� . �� , �� 80524 ��: �� & ��, ��. 903 �� . �� , �� 80524 A1 A2 C OS1 E D B2 B1 OS5 OS4 OS1 1.48 ac C 1.19 ac A1 1.34 ac B2 0.45 ac E 0.08 ac B1 0.82 ac D 0.21 ac OS6 0.78 ac OS2 0.19 ac OS4 0.67 A2 0.76 OS5 0.08 ac NORTH POND (TEMPORARY INFILTRATION POND) MAX. RELEASE=0.42 cfs PROV. POND VOL.=.17 AC-FT (7179 cu. ft) WSEL=4943.80 EAST POND (REGRADED DETENTION/ INFILTRATION POND) MAX. RELEASE=1.62 cfs POND VOLUME PROVIDED=.2 ac-ft (8842 cu. ft.) WSEL=4942.40 BIO-AQUIFER DETENTION (PAVER SUBSECTION) VOLUME PROVIDED=.10 AC-FT (4311 CU. FT.) (5389 SF w/ 2.0' DEPTH @ 40% VOID SPACE) {NOTE: }NORTH POND IS NOT A PART OF MA #120085 �� A�� - �� A�� A�� A�� A� A�� A��, I��. ��A�� T - 970.484.0117 F - 970.484.0264 315 East Mountain Ave Suite 100 Fort Collins, CO 80524-2913 � 2012 www.rbbarchitects.com 12/12/2012 4:10 �� 200 S�� C�� A��, S�� 010 F�� C��, C�� 80524 P��: 970.221.4158 F��: 970.221.4159 ��.��.�� E N G I N E E R I N G � � � � � � �� NE P�� N�. 100-009 �� A��: �� B�: ��A�� B�: �� #: NO DESCRIPTION DATE 800 EAST LINCOLN AVENUE FORT COLLINS, COLORADO 80524 12.02 �� B�� A�� ODELL BREWING COMPANY A. Reese N. Whitcomb 11.28.12 ��A�� - �:��100-009��100-009��.�� 12.12.12 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R City Engineer Date Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL NORTH ( IN FEET ) 1 inch = ft. 30 0 30 Feet 30 60 90 �500 DRAINAGE EXHIBIT LEGEND: 4953 PROPOSED CONTOUR 93 PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPERTY BOUNDARY A DESIGN POINT FLOW ARROW DRAINAGE BASIN LABEL BASIN DESIGNATION BASIN AREA (AC) DRAINAGE BASIN BOUNDARY PROPOSED SWALE SECTION 1 1 B2 1.45 ac PROPOSED AREA DRAIN INLET FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION RUNOFF SUMMARY TABLE DESIGN POINT BASIN ID TOTAL AREA (��) C2 C10 C100 2-�� T� (��) 10-�� T� (��) 100-�� T� (��) Q2 (��) Q10 (��) Q100 (��) A1 A1 1.34 0.69 0.69 0.86 5.0 5.0 5.0 2.6 4.5 11.4 A2 A2 0.76 0.55 0.55 0.69 8.5 8.5 8.2 1.0 1.7 4.4 B1 B1 0.82 0.67 0.67 0.83 5.0 5.0 5.0 1.6 2.7 6.8 B2 B2 0.45 0.88 0.88 1.00 6.8 6.8 6.7 1.0 1.8 4.0 C C 1.19 0.61 0.61 0.76 5.1 5.1 5.0 2.0 3.5 8.9 D D 0.21 0.15 0.15 0.19 32.2 32.2 30.9 0.0 0.1 0.2 E E 0.08 0.24 0.24 0.30 5.0 5.0 5.0 0.1 0.1 0.2 OS1 OS1 1.48 0.37 0.37 0.46 26.0 26.0 25.0 0.8 1.3 3.4 OS2 OS2 0.19 0.15 0.15 0.19 6.6 6.6 6.3 0.1 0.1 0.3 OS3 OS3 0.67 0.43 0.43 0.54 5.0 5.0 5.0 0.8 1.4 3.6 OS4 OS4 0.08 0.15 0.15 0.19 5.0 5.0 5.0 0.0 0.1 0.2 OS5 OS5 0.78 0.57 0.57 0.72 9.4 9.4 7.6 1.0 1.8 4.8 ¸ ¹ · ¨ © § 3 V D * A 1 A 2 A 1 * A 2 100-yr Detention Depth 1.95 ¸ ¹ · ¨ © § Fort Collins, CO North Pond 100-009 Odells Brewing Company First Replat Project Number : Project Name : 1/16/2013 11:05 AM 100-009_100-yr-FAAModified-USDCM_Ft-Collins-IDF.xls North Pond Northern Engineering Services 4942.00 4898.53 0.20 860.32 6398.43 0.1469 4942.20 6067.28 0.20 1094.50 7492.93 0.1720 100-yr Vol 4942.40 7449.45 0.20 1349.31 8842.25 0.2030 Total Vol WQ Surface Elevation WQ Depth 100-yr Detention Elevation 100-yr Detention Depth 0.97 4942.18 4942.18 4939.97 ¸ ¹ · ¨ © § Project Name : Odell Brewhouse Expansion Project Location : Fort Collins, CO 10/30/2012 7:47 AM 100-009_100-yr-FAAModified-USDCM_Ft-Collins-IDF.xls East pond Northern Engineering Services (in/hr) C10 Area, A (acres) i2 (in/hr) Tc (min) D:\Projects\100-009\Drainage\Hydrology\100-009_Rational-Calcs.xlsx\Direct-Runoff L (ft) Slope, S (%) Velocity, V (ft/s) Tt (min) 2-yr Tc (min) 10-yr Tc (min) 100-yr Tc (min) A1 A1 No 0.95 0.95 1.00 60 1.8 1.8 1.8 1.2 181 1.3 2.28 1.3 0 0.0 0.00 N/A 5.0 5.0 5.0 A2 A2 No 0.15 0.15 0.19 70 10.0 6.9 6.9 6.6 0 0.0 0.00 N/A 160 1.2 1.64 1.6 8.5 8.5 8.2 B1 B1 No 0.95 0.95 1.00 108 25.0 1.0 1.0 0.7 179 0.5 1.41 2.1 0 0.0 0.00 N/A 5.0 5.0 5.0 B2 B2 No 0.15 0.15 0.19 9 2.0 4.2 4.2 4.1 80 0.5 1.41 0.9 171 1.3 1.71 1.7 6.8 6.8 6.7 C C No 0.75 0.75 0.94 126 3.0 5.1 5.1 2.4 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.1 5.1 5.0 D D No 0.15 0.15 0.19 207 0.5 32.2 32.2 30.9 0 0.0 0.00 N/A 0 0.0 0.00 N/A 32.2 32.2 30.9 E E No 0.15 0.15 0.19 23 10.0 4.0 4.0 3.8 0 0.0 0.00 N/A 89 1.0 1.50 1.0 5.0 5.0 5.0 OS1 OS1 No 0.15 0.15 0.19 300 2.0 24.4 24.4 23.5 0 0.0 0.00 N/A 199 2.0 2.12 1.6 26.0 26.0 25.0 OS2 OS2 No 0.15 0.15 0.19 77 13.3 6.6 6.6 6.3 0 0.0 0.00 N/A 0 0.0 0.00 N/A 6.6 6.6 6.3 OS3 OS3 No 0.95 0.95 1.00 100 2.0 2.2 2.2 1.5 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 5.0 5.0 OS4 OS4 No 0.15 0.15 0.19 12 5.0 3.6 3.6 3.5 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 5.0 5.0 OS5 OS5 No 0.65 0.65 0.81 58 2.0 5.1 5.1 3.2 0 0.0 0.00 N/A 275 0.5 1.06 4.3 9.4 9.4 7.6 Gutter Flow Swale Flow Design Point Basin Overland Flow Time of Concentration D:\Projects\100-009\Drainage\Hydrology\100-009_Rational-Calcs.xlsx\Tc-2-yr_&_100-yr E 3,613 0.08 0.00 0.01 0.00 0.00 0.00 0.07 0.24 0.24 0.30 9.9 TOTAL ONSITE 211,206 4.85 1.19 0.30 1.26 0.00 0.46 1.63 0.63 0.63 0.79 55.7 OS1 64,657 1.48 0.11 0.00 0.30 0.00 0.00 1.08 0.37 0.37 0.46 25.5 OS2 8,377 0.19 0.00 0.00 0.00 0.00 0.00 0.19 0.15 0.15 0.19 0.0 OS3 29,120 0.67 0.00 0.09 0.08 0.15 0.00 0.35 0.43 0.43 0.54 31.9 OS4 3,641 0.08 0.00 0.00 0.00 0.00 0.00 0.08 0.15 0.15 0.19 0.0 OS5 33,815 0.78 0.30 0.00 0.11 0.00 0.00 0.37 0.57 0.57 0.72 51.5 DEVELOPED COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS Runoff Coefficients are taken from the City of Fort Collins Storm Drainage Design Criteria and Construction Standards, Table 3-3. % Impervious taken from UDFCD USDCM, Volume I. 10-year Cf = 1.00 October 30, 2012 D:\Projects\100-009\Drainage\Hydrology\100-009_Rational-Calcs.xlsx\C-Values