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HomeMy WebLinkAboutDrainage Reports - 08/12/2007Final Drainage and Erosion Control Report for Fresenius Medical Center Expansion Fort Collins, Colorado April 10, 2007 1t4L(970) Q 1 435 WEST 29TH STREET LOVELAND, C❑ 80538 461 -2661 CIVIL ENGINEERS46>000') FAx (970) 461-2665 www.dmwcivilengineers.com Final Drainage and Erosion Control Report for Fresenius Medical Center Expansion Fort Collins, Colorado April 10, 2007 Prepared for: Ms. Thea M. Schneckenberg, LEED AP Christopher Kidd & Associates Architects and Engineers N48W16550 Lisbon Road Menomonee Falls, Wisconsin 53051 Prepared by: CIVIL ENGINEERS 1435 W. 2901 Street Loveland, Colorado 80538 Phone: (970)461-2661 Fax: (970)461-2665 Project Number. FMC ' CIVIL ENGINEERS April 10, 2007 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 ' Re: Final Drainage and Erosion Control Report for Fresenius Medical Center Expansion Fort Collins, Colorado Dear Staff: 1435 WEST 29- STREET LOVELAND, CO 80538 (970) 461 -2661 FAx (970) 461 -2665 WWW. DMWCIVILENr.INEERS.COM DMW Civil Engineers, Inc. is pleased to submit this Final drainage and erosion control report for Fresenius Medical Center Expansion for your review. I hereby certify that this report was prepared by me, or under my direct supervision, in accordance with the technical criteria set forth in the City of Fort Collins' Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria Manual, Volume 3, by the Urban Drainage and Flood Control District. We acknowledge that the City of Fort Collins' review of this study is only for general conformance with submittal requirements, current design criteria and standard engineering principles and practices. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Sincerely, DMW CIVIL ENGINEERS, INC. O RE 3 88., �FSS10"JAI Jade P. Miller, P.E. (CO #33885) Project Engineer Final Drainage and Erosion Control Report for Fresenius Medical Center Expansion TABLE OF CONTENTS VICINITY MAP Page No. I INTRODUCTION 1.1 Objective.................................................1 1.2 Mapping and Surveying ...................................... 1 II GENERAL LOCATION AND DESCRIPTION 2.1 Location..................................................1 2.2 Description of Property ...................................... 1 III DRAINAGE BASINS AND SUB -BASINS 3.1 Major Basin Description ...................................... 1 3.2 Sub -Basin Description ....................................... 2 IV DESIGN CRITERIA 4.1 Design Criteria and Constraints ................................ 2 4.2 Hydrologic Criteria .......................................... 2 4.3 Hydraulic Criteria ........................................... 2 V DRAINAGE FACILITIES DESIGN 5.1 Proposed Site Development .................................. 3 5.2 Developed Drainage Patterns ................................. 3 5.3 Detention.................................................3 5.4 Erosion Control ............................................ 3 5.5 Water Quality ..:........................................... 4 VI CONCLUSIONS 6.1 Compliance with Standards ................................... 4 REFERENCES..................................................5 Final Drainage and Erosion Control Report for Fresenius Medical Center Expansion EXHIBITS Exhibit 1 Fort Collins GIS Drainage Basins Map Exhibit 2 8.5"x11" FIRM, Community -Panel No.08069C-0983F Exhibit 3 Grading and Erosion Control Plan APPENDICES Appendix A Hydrology Calculations Appendix B Hydraulic Calculations Appendix C Detention and Water Quality Pond Calculations Final Drainage and Erosion Control Report for ' Fresenius Medical Center Expansion Fort Collins, Colorado April 10, 2007 1. INTRODUCTION ' 1.1 Objective This study documents the results of a final hydrologic and hydraulic analysis of both pre and post -development conditions for the proposed Fresenius Medical Center Expansion project. The utility plans which accompany this report are entitled Fresenius Medical Center Expansion prepared by DMW Civil Engineers, Inc. This report will also assist the contractor in the preparation of a Stormwater Management ' Plan (SWMP). ' 1.2 Mapping and Surveying Field survey information and topographic mapping with a contour interval of 1-foot was obtained by DMW Civil Engineers from King Surveyors, Windsor, Colorado. ' Additional topography outside of the project boundary was taken from City of Fort Collins Aerial Topography with a two (2) foot contour interval. 11 GENERAL LOCATION AND DESCRIPTION 2.1 Location The site is located in the northwest quarter of Section 18, Township 7 North, Range 68 West of the 6th Principal Meridian in the City of Fort Collins, Colorado. The site is located at the end of the private road Rivendal Drive, and surrounded by ' developed lots (see vicinity map). 2.2 Description of Property The Fresenius Medical Center Expansion site is approximately 0.80 acres. The existing site has approximately 29% pervious coverage which consists of irrigated turf grass and landscaping. Onsite soils are predominantly Hydrologic Group B, according to the Soil Survey for Larimer County, by the Soil Conservation Service. The existing runoff coefficient for the overall site prior to construction is estimated ' to be 0.73 for the design storm. The site is zoned Employment District (E). The site is within Flood Insurance Zone X, the areas determined to be outside the 0.2% annual chance flood plain according to the FEMA Flood Insurance Rate Map, ' Community -Panel No. 08069C0983F, dated December 19, 2006. DRAINAGE BASINS AND SUB -BASINS 3.1 Maior Basin Description The Fresenius Medical Center Expansion site is located at the edge of the Spring ' Creek Basin according to the City of Fort Collins Master Drainage Plan. 1 F Final Drainage and Erosion Control Report Fresenius Medical Center Expansion April 10, 2007 DMW Civil Engineers, Inc. Spring Creek is a major watercourse that flows from Spring Canyon Dam at Horsetooth Reservoir to its confluence with the Poudre River. The Spring Creek drainage basin encompasses nearly nine square miles in central Fort Collins. The basin is dominated by residential development, but it also includes open space, parks and isolated areas of commercial and industrial development. 3.2 Sub -Basin Description Stormwater runoff from the Fresenius Medical Center Expansion site drains overland generally from west to east at slopes ranging from 0.5% to 1.0%. Stormwater runoff is currently conveyed from the site towards the east overland and via gutters and pans to storm inlets located on the property east of the site. The storm sewer conveys stormwater flows to the southeast to Spring Creek. Spring Creek ultimately discharges into the Poudre River. IV. DESIGN CRITERIA ' 4.1 Design Criteria and Constraints Drainage design criteria specified in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria ' Manual, Volume 3 by the Urban Drainage and Flood Control District have been referenced in the preparation of this study. r� 4.2 Hydrologic Criteria The rational method has been used to estimate peak stormwater runoff from the project site. An initial 10-year and major 100-year design storms have been used to evaluate the proposed drainage system. Calculations made as part of this investigation, along with other supporting material, are contained in Appendix A. Rainfall intensity data for the rational method has been taken from rainfall intensity data tables contained in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual (see Figure 3-1 a). Composite runoff coefficients were generated using Table 3-3 and 3-4 of the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual. 4.3 Hydraulic Criteria The computer program "Flowmaster" has been used to analyze the capacity of proposed chases for the site. Spreadsheets, provided by the Urban Drainage and Flood Control District have also been used as a design aid for water quality calculations. Hydraulic calculations are included in Appendix B. Page 2 ' Final Drainage and Erosion Control Report DMW Civil Engineers, Inc. Fresenius Medical Center Expansion April 10, 2007 V. DRAINAGE FACILITIES DESIGN 5.1 Proposed Site Development Development of the Fresenius Medical Center Expansion site will consist of construction of two additions to the building. All of the 0.2 acre site of the ' expansion will be disturbed with the construction of this project. The runoff coefficient for the overall site after construction is estimated to be approximately 0.95 for the design storm. 5.2 Developed Drainage Patterns The site has been represented by two (2) drainage basins. Stormwater runoff will ' be conveyed overland, through concrete gutters and chases. One basin (0.80 acres) includes the entire site. Stormwater runoff is conveyed ' towards the east overland and via gutters and pans to storm inlets located on the property east of the site. The total, site -generated, 10 and 100-year peak discharge from the .0.80 acre site is 2.9 and 7.5 cfs, respectively. ' A second basin (0.02 acres) includes just the 1081 square feet of building expansion for which detention is required. Runoff from the roof drain is directed ' into the proposed detention pond. The 10 and 100-year peak discharges into the pond are 0.12 and 0.25 cfs, respectively. ' 5.3 Detention Detention Pond 1 is located at the north side of the site. Pond 1 will utilize a single stage release consisting of a 0.75" diameter orifice located within the wall surrounding the proposed pond. To determine detention pond sizing, calculations were performed to establish existing rates of runoff for the 2081 square feet of the ' site subject to the expansion. According to the Spring Creek Masterplan, 1000 square feet of expansion is allowed without detention. The existing 2 and 100-year peak discharges from the 1081 square foot of remaining expansion are 0.014 and ' 0.062 cfs, respectively. The maximum 100-year release from Pond 1 is 0.014 cfs with an associated water surface elevation of 4958.19. ' 5.4 Erosion Control The erosion control plan presented here is intended to control rainfall erosion. The Erosion Control Reference Manual for Construction Sites (ECRM), City of Fort ' Collins, has been referenced for this erosion control plan. The proposed rainfall erosion control plan during construction will consist of ' minimizing soil exposure, protection of exposed soils and temporary structural sediment control measures. I Page 3 I H �II Final Drainage and Erosion Control Report Fresenius Medical Center Expansion April 10, 2007 DMW Civil Engineers, Inc. Temporary structural sediment control for the site will consist of silt fence surrounding the areas of construction, wattle filters, and a temporary sediment control pond. All temporary structural sediment control measures shall be inspected and maintained as needed after every storm event. See the Grading and Erosion Control Plan for locations of proposed sediment control measures. 5.5 Water Quality The City of Fort Collins requests that 40 hour extended detention basins be used for water quality. Because of physical restraints of this site, this BMP was not practical. Grades will not allow for the 40 hour extended water quality containment volume to be practically stored on the site. Constructability was also a factor when evaluating the 40 hour extended detention basin. Because of the low flows routed through this pond, orifice sizing and trash rack construction would have been difficult. It was for these reasons that a porous landscape detention basin was used for water quality. The porous landscape detention consists of a low lying vegetated area underlain by a sand bed. This BMP allows water quality containment volume below the invert of the detention pond outlet. Accumulated runoff ponds in the vegetated zone and gradually infiltrates into the underlying sand bed and subgrade. A total water quality containment volume of 40 cubic feet is provided for the impervious areas of the expansion improvements on the site. VI. CONCLUSIONS 6.1 Compliance with Standards II drainage analyses have been performed according to the City of Fort Collins' Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria Manual, Volume 3, by the Urban Drainage and Flood Control District. Page 4 ' Final Drainage and Erosion Control Report DMW Civil Engineers, Inc. Fresenius Medical Center Expansion April 10, 2007 REFERENCES 1) City of Fort Collins, Storm Drainage Design Criteria and Construction Standards, Fort Collins, Colorado, May, 1997, revised 1999. 2) Soil Survey of Larimer County Area, Colorado, United States Department of Agriculture, December 1980, 1 1 3) Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual, Wright Water Engineers, Denver, Colorado, June, 2001. 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Location: Pond Outlet Date: ,04/09/07 Input Parameters: Design Discharge = Q = 0.25 cfs Length = L = 1.33 ft Height = H = 0.40 ft Weir Coefficient = Cw = 3.33 Internal Angle = O = 0.00 ° Weir Exponent = b = 1.50 Weir Calculations: Capacity = 1.06 cfs Depth of Design Discharge = D = 0.15 FT FMC-OW01.xls, Pond -FAA 1 of 1 i Appendix C 1 H I I I FAA Method Pond Volume Calculations Project: Fresenius Medical Care Expansion Calculations By: J. MILLER Project No.: FMC DMW Civil Engineers, Inc. Pond ID: 1 NRCS Soil Type = B A, B, C, or D Date: 03/26/07 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 0.02 acres Runoff Coefficient = 1.00 Max. Release Rate = 0.014 cfs Max. Storage Required = 225.20 cu-ft 0.01 ac-ft Storm Duration T min Rainfall Intensity I in/hr) Inflow Rate Qi (cfs) Inflow Volume Vi (cu-ft Outflow Adjustment Factor m Outflow Volume Vo (cu-ft) Storage Volume Vs (cu-ft Storage Volume Vs ac-ft 5 9.95 0.25 74.08 1.00 4.24 69.84 0.00 6 9.31 0.23 83.17 1.00 5.09 78.09 0.00 7 8.80 0.22 91.72 1.00 5.94 85.78 0.00 8 8.38 0.21 99.82 1.00 6.79 93.04 0.00 9 8.03 0.20 107.61 1.00 7.63 99.97 0.00 10 7.72 0.19 114.95 1.00 8.48 106.47 0.00 11 7.42 0.18 121.53 1.00 9.33 112.20 0.00 12 7.16 0.18 127.93 1.00 10.18 117.76 0.00 13 6.92 0.17 133.95 1.00 11.03 122.92 0.00 14 6.71 0.17 139.87 1.00 11.87 128.00 0.00 15 6.52 0.16 145.62 1.00 12.72 132.90 0.00 16 6.30 0.16 150.09 1.00 13.57 136.52 0.00 17 6.10 0.15 154.41 1.00 14.42 139.99 0.00 18 5.92 0.15 158.67 1.00 15.27 143.40 0.00 19 5.75 0.14 162.67 1.00 16.12 146.56 0.00 20 5.60 0.14 166.77 1.00 16.96 149.80 0.00 21 5.46 0.14 170.73 1.00 17.81 152.91 0.00 22 5.32 0.13 174.27 1.00 18.66 155.61 0.00 23 5.20 0.13 178.08 1.00 19.51 158.57 0.00 24 5.09 0.13 181.89 1.00 20.36 161.54 0.00 25 4.98 0.12 185.38 1.00 21.20 164.17 0.00 26 4.87 0.12 188.53 1.00 22.05 166.48 0.00 27 4.78 0.12 192.17 1.00 22.90 169.27 0.00 28 4.69 0.12 195.53 1.00 23.75 171.78 0.00 29 4.60 0.11 198.63 1.00 24.60 174.03 0.00 30 4.52 0.11 201.91 1.00 25.45 176.46 0.00 31 4.42 0.11 204.02 1.00 26.29 177.73 0.00 32 4.33 0.11 206.31 1.00 27.14 179.17 0.00 33 4.24 0.11 208.34 1.00 27.99 180.35 0.00 34 4.16 0.10 210.60 1.00 28.84 181.76 0.00 35 4.08 0.10 212.63 1.00 29.69 182.94 0.00 36 4.01 0.10 214.95 1.00 30.53 184.41 0.00 37 3.93 0.10 216.51 1.00 31.38 185.13 0.00 38 3.87 0.10 218.97 1.00 32.23 186.74 0.00 FMC-POND.xIs, Pond -FAA 1 of 4 F u FAA Method Pond Volume Calculations Project: Fresenius Medical Care Expansion Calculations By: J. MILLER Project No.: FMC DMW Civil Engineers, Inc. Pond ID` 1 NRCS Soil Type = B A. B, C, or D Date: 03/26/07 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 0.02 acres Runoff Coefficient = 1.00 Max. Release Rate = 0.014 cfs Max. Storage Required = 225.20 cu-ft 0.01 ac-ft Storm Duration T min) Rainfall Intensity I Inflow Rate Qi (cfs) Inflow Volume Vi (cu-ft Outflow Adjustment Factor m Outflow Volume Vo cu-ft Storage Volume Vs (cu-ft) Storage Volume Vs ac-ft 39 3.80 0.09 220.67 1.00 33.08 187.59 0.00 40 3.74 0.09 222.75 1.00 33.93 188.82 0.00 41 3.68 0.09 224.66 1.00 34.78 189.88 0.00 42 3.62 0.09 226.38 1.00 35.62 190.76 0.00 43 3.56 0.09 227.68 1.00 36.47 191.21 0.00 44 3.51 0.09 229.96 1.00 37.32 192.64 0.00 45 3.46 0.09 231.83 1.00 38.17 193.67 0.00 46 3.41 0.08 233.56 1.00 39.02 194.55 0.00 47 3.36 0.08 235.14 1.00 39.86 195.28 0.00 48 3.31 0.08 236.57 1.00 40.71 195.86 0.00 49 3.27 0.08 238.58 1.00 41.56 197.02 0.00 50 3.23 0.08 240.47 1.00 42.41 198.06 0.00 51 3.18 0.08 241.48 1.00 43.26 198.23 0.00 52 3.14 0.08 243.12 1.00 44.11 199.02 0.00 53 3.10 0.08 244.64 1.00 44.95 199.69 0.00 54 3.07 0.08 246.84 1.00 45.80 201.04 0.00 55 3.03 0.08 248.14 1.00 46.65 201.49 0.00 56 2.99 0.07 249.31 1.00 47.50 201.82 0.00 57 2.96 0.07 251.22 1.00 48.35 202.87 0.00 58 2.92 0.07 252.17 1.00 49.19 202.98 0.00 59 2.89 0.07 253.89 1.00 50.04 203.84 0.00 60 2.86 0.07 255.51 1.00 50.89 204.62 0.00 61 2.83 0.07 257.27 1.00 51.74 205.53 0.00 62 2.81 0.07 258.95 1.00 52.59 206.36 0.00 63 2.78 0.07 260.55 1.00 53.44 207.11 0.00 64 2.75 0.07 262.06 1.00 54.28 207.78 0.00 65 2.72 0.07 263.49 1.00 55.13 208.36 0.00 66 2.70 0.07 264.85 1.00 55.98 208.86 0.00 67 2.67 0.07 266.11 1.00 56.83 209.29 0.00 68 2.64 0.07 267.30 1.00 57.68 209.63 0.00 69 2.62 0.06 268.92 1.00 58.52 210.40 0.00 70 2.60 0.06 270.47 1 1.00 59.37 211.10 0.00 71 2.57 0.06 271.96 1.00 60.22 211.74 0.00 72 2.55 0.06 273.38 1 1.00 61.07 212.31 0.00 FMC-POND.xIs, Pond -FAA 2 of 4 1 n Ll FAA Method Pond Volume Calculations Project: Fresenius Medical Care Expansion Calculations By: J. MILLER Project No.: FMC DMW Civil Engineers, Inc. Pond ID: 1 NRCS Soil Type = B A, B, C, or D Date: 03/26/07 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 0.02 acres Runoff Coefficient = 1.00 Max. Release Rate = 0.014 cfs Max. Storage Required = 225.20 cu-ft 0.01 ac-ft Storm Duration T min Rainfall Intensity I (in/hr) Inflow Rate Qi cfs Inflow Volume Vi cu-ft Outflow Adjustment Factor m Outflow Volume Vo cu-ft Storage Volume Vs (cu-ft)aGft Storage Volume Vs 73 2.53 0.06 274.73 1.00 61.92 212.81 0.00 74 2.51 0.06 276.01 1.00 62.77 213.25 0.00 75 2.48 0.06 277.23 1.00 63.61 213.62 0.00 76 2.46 0.06 278.38 1.00 64.46 213.92 0.00 77 2.44 0.06 279.75 1.00 65.31 214.44 0.00 78 2.42 0.06 281.06 1.00 66.16 214.90 0.00 79 2.40 0.06 282.31 1.00 67.01 215.30 0.00 80 2.38 0.06 283.50 1.00 67.85 215.65 0.00 81 2.36 0.06 284.63 1.00 68.70 215.93 0.00 82 2.34 0.06 285.71 1.00 69.55 216.15 0.00 83 2.32 0.06 286.72 1.00 70.40 216.32 0.00 84 2.30 0.06 287.67 1.00 71.25 216.42 0.00 85 2.29 0.06 289.20 1.00 72.10 217.10 0.00 86 2.27 0.06 290.68 1.00 72.94 217.74 0.00 87 2.26 0.06 292.12 1.00 73.79 218.32 0.01 88 2.24 0.06 293.51 1.00 74.64 218.87 0.01 89 2.23 0.06 295.19 1.00 75.49 219.70 0.01 90 2.22 0.05 296.83 1.00 76.34 220.49 0.01 91 2.20 0.05 298.43 1.00 77.18 221.25 0.01 92 2.19 0.05 300.00 1.00 78.03 221.97 0.01 93 2.18 0.05 301.53 1.00 78.88 222.65 0.01 94 2.17 0.05 303.02 1.00 79.73 223.29 0.01 95 2.15 0.05 304.48 1.00 80.58 223.90 0.01 96 2.14 0.05 305.90 1.00 81.43 224.47 0.01 97 2.13 0.05 306.92 1.00 82.27 224.64 0.01 98 2.11 0.05 307.89 1.00 83.12 224.77 0.01 99 2.10 0.05 308.82 1.00 83.97 224.85 0.01 100 2.08 0.05 309.71 1.00 84.82 224.89 0.01 101 2.07 0.05 310.55 1.00 85.67 224.88 0.01 102 2.05 0.05 311.35 1.00 86.51 224.83 0.01 103 2.04 0.05 312.10 1.00 87.36 224.73 0.01 104 2.02 0.05 312.81 1.00 88.21 224.59 0.01 105 2.01 0.05 313.47 1.00 89.06 224.41 0.01 106 1.99 0.05 314.09 1.00 89.91 224.18 0.01 FMC-POND.xis, Pond -FAA 3 of 4 FL 11 11 1 1 FAA Method Pond Volume Calculations Project: Fresenius Medical Care Expansion Calculations By: J. MILLER Project No.: FMC DMW Civil Engineers, Inc. Pond ID: 1 NRCS Soil Type = B A, B, C, or D Date: 03/26/07 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 0.02 acres Runoff Coefficient = 1.00 Max. Release Rate = 0.014 cfs Max. Storage Required = 225.20 cu-ft 0.01 ac-ft Storm Rainfall Inflow Inflow Outflow Outflow Storage Storage Duration Intensity Rate Volume Adjustment Volume Volume Volume T I Qi Vi Factor Vo Vs Vs min in/hr cfs cu-ft m cu-ft cu-ft ac-ft 107 1.98 0.05 314.66 1.00 90.76 223.90 0.01 108 1.96 0.05 315.19 1.00 91.60 223.58 0.01 109 1.95 0.05 316.08 1.00 92.45 223.63 0.01 110 1.94 0.05 316.93 1.00 93.30 223.63 0.01 111 1.92 0.05 317.74 1.00 94.15 223.60 0.01 112 1.91 0.05 318.52 1.00 95.00 223.53 0.01 113 1.90 0.05 319.68 1.00 95.84 223.84 0.01 114 1.89 0.05 320.82 1.00 96.69 224.12 0.01 115 1.88 0.05 321.92 1.00 97.54 224.38 0.01 116 1.87 0.05 322.99 1.00 98.39 224.60 0.01 117 1.86 0.05 324.03 1..00 99.24 224.79 0.01 118 1.85 0.05 325.04 1.00 100.09 224.96 0.01 119 1.84 0.05 326.03 1.00 100.93 225.09 0.01 120 1.83 0.05 326.98 1.00 101.78 225.20 0.01 FMC-POND.xIs, Pond -FAA 4 of 4 I Pond Volume Calculations ' Project: Fresenius Medical care Project No.: FMC Pond ID: 1 11 1 11 Calculations By: J. MILLER DMW Civil Engineers, Inc. Date: 04/09/07 Elevation Surface Depth above Incremental Cumulative Cumulative Area previous Volume Volume Volume (ft) (sf) (ft) (cu-ft) (cu-ft) (ac-ft) INVERT 4956.76 0.00 0.00 0.00 0.00 0.00 WQCV 4957.26 241.57 0.50 40.26 40.26 0.00 100-YEAR 4958.19 241.57 0.93 224.66 264.92 0.01 TOP 4958.59 241.57 0.40 96.63 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 0.00 0.00 0.00 0.00 361.55 0.01 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Calculations for Orifice Pond Outlet Project: Fresenius Medical Care Expansion Calculations By: J. MILLER Project No.: FMC DMW Civil Engineers, Inc. Location: POND 1 Date: 04/09/07 FMC-OR01.xls, Outlet Type of Outlet: Circ. Orifice Diameter = 0.750 inches Invert= 4957.26 ft Centroid Elevation = 4957.29 ft 100-yr WSEL= 4958.19 ft Head= 0.90 ft Orifice Coefficient = 0.60 Orifice Area = 0.00 sf Max. Discharge = 0.014 cfs 1 of 1 ' Design Procedure Form: Porous Landscape Detention PLD ' Designer: J. Miller Company: DMW Civil Engineers, Inc. Date: April 11, 2007 ' Project: Fresentus Medical Care Expansion Location: Water Quality Pond 1 1 1 1 1 1 1 1 1 1 1 1 1 1. Basin Storage Volume ( 4 =100% if all paved and roofed areas u/s of PLD) I■ = 73.00 % A) Tributary Area's Imperviousness Ratio ( = 41100 ) i =1' 0.73 1 B) Contributing Watershed Area Including the PLD (Area) Area = 2,081 square feet C) Water Quality Capture Volume (WQCV) WQCV = 0.23 watershed inches (WQCV=0.8•(0.91 *e-1.19*e+0.78'q) D) Design Volume: Vo1PLD = (WQCV / 12) " Area Vol = cubic feet 2. PLD Surface Area (APLD) and Average Depth (d.,,) APED = 50 square feet (from 40.13 square feet to 80.26 square feet) (d.,,: _ (Vol / APk D), M iin=05, Mlax=1.(r) d.,, = 0.80 feet 3. Draining of PLD (Check A, or B, or C, answer D) FX ---] Infiltration to Subgrade with Permeable Based on answers to 3A through 3D, check the appropriate method Membrane: 3(C) checked and 3(E) = no A) Check box if subgrade is heavy or expansive clays Underdrain with Impermeable B) Check box if subgrade is silly or clayey sand Liner: 3(A) checked or 3(E) = yes C) Check box if subgrade is well -draining soil X Underdrain with Non -Woven Geotextile Fabric: D) Check box if underdrains are not desirable or 3(B) checked and 3(E) = no if underdrains are not feasible at this site. 16 PAil. impermeable Membrane with No Underdrain: E) Does tributary catchment contain land uses that may have 3(D) checked - Evapotranspiration only petroleum products, greases, or other chemicals present, such as gas station, Yes no Other hardware store, restaurant, etc.? 1 1X 4. Sand/Peat Mink and Gravel Subbase (See Figure PLD-1) A) Heavy or Expansive Clay (MRCS Group D Soils) Present; 18" Minimum Depth Sand -Peat NUx with 8' Gravel Layer. 16-Mil. Perforated HDPE Underdrain Used. Impermeable Liner and a 3" to 4" Perforated HDPE Underdrain. B) Silly or Clayey Sand (MRCS Group C Soils) Present; Perforated HDPE Underdrain Used. 18" Minimum Depth Sand -Peat Mb(with 8" Gravel Layer and a 3" to 4" Perforated HDPE Underdrain w/ Non -Woven Pemeable Membrane. C) No Potential For Contamination And Well -Draining X 18" Minimum Depth Sand -Peat MGx with Non -Woven (MRCS Group A or B Soils) Are Present; Underdrains Elliminated. Pemeable Membrane and No Underdrain (Direct Infiltration). D) Underdrains Are Not Desirable Or Are Not Feasible At This Site. 18" Minimum Depth Sand -Peat Mfok with An Additional 18" Minimum Layer Sand -Peat Mix or Sand -Class 'A' Compost Bottom Layer (Total Sand -Peat Depth of 36"). 16-Mil. Impermeable Liner Used. E) Other. Other. Iw Utp. ' FMC-BMP.xIs, PLD 4/11/2()07, 12:42 PM 1 CIOII53 MCNenn St,,MA1 e Structural Steel CM1w@t Uash Red MtacnM By VeWN U.S. Filters Stainless Steel Well -Screen (or °pn0 Per Tables Bart, 6R-2 nOX152 Arcrkan Standard Sbacuo l SGtl PanneI Trmh Al Mt¢r<d By brorrmttant Veld, iam �IY � �OWdE lZe BRIEF ORIFICE PLATE �I/d xau Section AL -A _ _ From Flpeer 6, OF Cvt'r ape, Only _ Well -Screen Frame Attac Ford To Channel - - Steel By Intermltt°nt Welder o-leke StAlroms steel Pl°te Su000rt Barz No, 93 Stolnless Steel ULS. Inter, ON Eaul Wires 16' `: Floo Trash Rack Attached Joe By Intemdetant 01390 0.090' WeWno All Around Section B-B - Plan View From Figurer 6, Clrcular Oftenlrgs Only Limits For this Standardized Design, 1. All outlet plate openings are circular. 2. Maximum diameter of opening = 2 Inches BE Filter, St, Paul, Minnesota, USA Section C-C From FYyeer 6, (orcWar Cpnlrps Day R Value = (net open areo)/(Bross rock area) WE 0.60 Owed ONEWLEFEE ulUW;,RA ' 01y11m a- wwou OP�WrWP..ad Makor EEWA w` Ammo N oveks Aid INW�xEC iD To` Awunm Y Boo. Iwl rvw unR um 'm md/ ludes BLI.LoI w.,..wo PUT l.x"'Si° SECTION VIEW B� swaru.m re r-, eAwe \ or ITEol �ITYwsw r/� ♦Aen o �� - WIN 1ME,MMW dark wal Il We TWORENT dr,rowl WIFE Is STAKES m ENNEL .__ B olM,EdaewI or s rtvsv m sw ET ma 11°°r MATELLESS 'e-e1 - YI as .. u ' a All MIT m owes n r IT unari THE Now r ♦. :`all L m,NI .0 ENT WIFE 1.10 1 To MIT THE NEFF � FIRM wood IFFERE To drow Es WITTLEX WFV Ed WIN � a WERE Manuel RE M Ed M I I Two M. THE INLET I M IT."LIMED, I ME Nall X FREE To IIIHENI FIN DIFFER of MMM, do Far li NEW kulj =[;R Fox_ aa.r. anroIMM GWHET�.w,,.mI...,m IR—aL. IvTHE � W FEW WATTLE SF rw iauc POIO OVSROW WSB (IN Fort lWWI- loft CAI UTILITY NOTIFICATION CENTER OF COLORADO 1-800-922-1987 oNEU IaR}90.i-232-e' WELL HNaWARNING TRIN ER III THE �R SWMR pall SRwY/ WLM M'Dr y0 SraW 9MR WM mR d6x —m -------- PxoI aAt al aa.wen drFA �. sATAL All PRN¢rR QMA ❑ comwTE era ARd ® ww IHUIT Well FLIER O® yaxM ..gx ® —d— BBT ® emxa+r my Fol 'PEftne^°Fill oam ^I rciwa arn.) Al AT as a.w,ks amb All, I NNmind III 'I OFFER, d«, :na°iiM, I'dw Gmemnmo Imn.a ar.xp (erall FIRE u:•FAc mur adwea WI °am xT PPM'MES. III MMmvn SIR mENFUll v(down. 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