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HomeMy WebLinkAboutFRONT RANGE COMMUNITY COLLEGE SOUTH PARKING LOT EXPANSION - SPAR - SPA130004 - REPORTS - DRAINAGE REPORTBOULDER I FORT COLLINS I WINTER PARK JVA, Incorporated 25 Old Town Square Suite 200 Fort Collins, CO 80524 Ph: 970.225.9099 Fax: 970.225.6923 Toll Free: 877.444.1951 Web site: www.jvajva.com E-mail: info@jvajva.com October 15, 2013 (Updated 11/2/13) Mr. Derek Brown AVP Facilities Planning and Management Front Range Community College RE: FRCC Larimer Campus – South Parking Lot Drainage Intent Letter for SPAR (Updated) JVA Job No. 1990.3c Dear Derek: In our previous drainage intent letter, we made reference to the addendum to FRCC’s Master Drainage Study prepared by Interwest. Upon further review and comments received, two errors in the previous intent letter should be noted. First being that the referenced water quality and detention volumes were associated with the proposed improvements north of the existing irrigation ditch, which was referenced in error as the south side of the irrigation ditch. The second correction that came to our attention was that the interim/ultimate conditions described in the addendum were both in reference to the improvements to the north side of the irrigation ditch. So the water quality and detention volumes were referenced in error to be the interim conditions, and the design will require additional volume to achieve the City of Fort Collins Drainage criteria. For the purposes of this letter and response to Clarendon Hills HOA comments, we have completed additional detailed calculations to confirm the necessary drainage infrastructure required. Similarly as previously stated, JVA is currently in process of working with Oz Architecture and Front Range Community College (FRCC) on the design of a parking lot located within the vacant lot at the northeast corner of Clarendon Hills Drive and South Shields Street. The parking lot is proposed to be constructed in two phases; both being located north of the existing private irrigation lateral crossing the property. The first phase will approximately consist of 256 parking spaces and the second phase approximately consisting of 148 parking spaces. FRCC’s intent is to construct the first phase of parking in the near future, possibly spring of 2014. The second phase of parking is not currently budgeted and does not have an anticipated schedule, to our knowledge, at this time. For the consideration of future planning, FRCC has submitted both phases of parking improvements with the SPAR submittal. The intent of this parking lot project is to provide detention such that the runoff associated proposed parking lot improvements will be detained, treated for water quality, and released at the 2-yr historic release rate. This would be achieved by creating a detention pond, proposed to be located on the existing FRCC campus, south of the existing parking lot. The detained runoff would be released to the existing swale that runs along the south side of the existing parking lot, to the regional (campus regional) detention facility. We anticipate achieving the necessary volume within the proposed pond without any modifications to the existing regional pond. The existing site currently drains from the southwest to the northeast and the proposed improvements will not alter the historic drainage path. We have performed additional conceptual analysis to FRCC Larimer Campus – South Parking Lot October 15, 2013 (Updated 11/2/13) Page 2 of 2 estimate the required water quality and detention volumes. In reference to these calculations, the parking lot project would need to provide 0.11 acre-ft of water quality volume and 1.0 acre-ft of detention volume. Permeable pavers are proposed within the parking lot. The City of Fort Collins allows up to 40% of the drainage course volume below the permeable pavers to account for detention volume. Based on our early assumptions, the permeable pavers would provide 0.19 acre-ft of storage. Reducing this from the 100-yr detention volume, 0.81 acre-ft of detention volume will need to be provided in the water quality/detention pond. With the incorporation of the permeable pavers and the porous landscape detention swale, we anticipate combining the water quality and detention volumes, rather than adding the two to determine the pond volume. To achieve the necessary detention volumes, two interconnected ponds are proposed. The preliminary calculations are attached for reference. All computations will be confirmed with the final design. The design team and FRCC’s intend to implement Low Impact Development techniques where reasonably achievable. Conceptually we are proposing utilizing permeable pavers within the parking lot and will be located to collect and treat as much parking lot runoff as possible. In addition, we are anticipating utilizing an area between parking for Porous Landscape Detention for additional water quality treatment. This is in addition to the water quality/detention pond that will be design with a controlled outlet structure per City of Fort Collins and Urban Drainage design criteria. All final computations will be available for reference when the project is complete. Please let us know if you have any additional concerns with the drainage intent for this project that we should anticipate incorporating. As always, we appreciate your assistance and please do not hesitate to call if you have any questions/comments/concerns. Sincerely, JVA, INCORPORATED By: ____________________________________ Jason T. Claeys, PE, LEED AP Project Manager Attachments: Preliminary % impervious calculations Historic runoff calculations (UD_Detention.xls) Developed runoff and detention volume calculations (UD_Detention.xls) Water Quality Volume Calculation Proposed Pond Stage Storage Calculations. South Parking Lot Basin Boundary (4.81 Acres) Permeable Pavers (typ) Porous Landscape Detention Water Quality/ Detention Ponds Existing Irrigation Ditch Existing Drainage Swale > > > > > > > > > > > > > > > > > Hydrologic Soil Group—Larimer County Area, Colorado (FRCC South Parking Lot Expansion) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/2/2013 Page 1 of 4 4485330 4485360 4485390 4485420 4485450 4485480 4485510 4485330 4485360 4485390 4485420 4485450 4485480 4485510 491840 491870 491900 491930 491960 491990 492020 492050 492080 492110 492140 491840 491870 491900 491930 491960 491990 492020 492050 492080 492110 492140 40° 31' 13'' N 105° 5' 47'' W 40° 31' 13'' N 105° 5' 33'' W 40° 31' 6'' N 105° 5' 47'' W 40° 31' 6'' N 105° 5' 33'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,480 if printed on A landscape (11" x 8.5") sheet. Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 4 Altvan-Satanta loams, 3 to 9 percent slopes B 2.7 45.1% 56 Kim-Thedalund loams, 3 to 15 percent slopes B 0.8 12.9% 74 Nunn clay loam, 1 to 3 percent slopes C 0.1 1.4% 76 Nunn clay loam, wet, 1 to 3 percent slopes C 2.4 40.6% Totals for Area of Interest 5.9 100.0% 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. Hydrologic Soil Group—Larimer County Area, Colorado FRCC South Parking Lot Expansion Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/2/2013 Page 3 of 4 FRCC South Parking Lot Expansion COMPOSITE C AND IMPERVIOUS AREA CALCULATION Project Number: 1990c Design Engineer: JTC Date: 11/2/2013 DESIGN CRITERIA: Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, June 2001 City of Fort Collins BASINS: Composite C values obtained from Table RO-11 in the City of Fort Collins Storm Drainage Criteria Manual Ammendments Hydrologic Soil Group (HSG) Type C C2 C10 C100 % Impervious 2-year & 5-year 100-year Sub-basin Atotal Atotal Apaved Aroof Apasture/grass Apavers/Gravel Agreenbelt Percent Designation (acres) (sq. ft) (acres) (acres) (acres) (acres) (acres) C2 C10 C100 Impervious South Parking 4.81 209,598 2.87 0.00 1.63 0.32 0.00 0.68 0.68 0.74 62.21% Permeable Pavers 0.50 0.50 0.63 40.0% COMPOSITE Lawns (Heavy, 2-7%) Historic Flow Analysis 0.25 0.25 0.31 2.0% C VALUE Paved Areas Lawns (Heavey 2-7%) 0.95 0.25 Roofs 0.95 0.25 0.95 0.95 0.31 1.00 100.0% 0.0% 1.00 90.0% Return Period Frequency Adjustment Factor (Cf ) 1.00 1.25 1990c Rational - South Parking Lot-CoFC Runoff Coef.xlsx - COMPOSITE C Page 1 of 1 JVA, Inc. Project: Basin ID: Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness Ia = 2.00 percent Catchment Drainage Imperviousness Ia = 2.00 percent Catchment Drainage Area A = 4.810 acres Catchment Drainage Area A = 4.810 acres Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D Return Period for Detention Control T = 2 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 10 minutes Time of Concentration of Watershed Tc = 10 minutes Allowable Unit Release Rate q = 0.13 cfs/acre Allowable Unit Release Rate q = 0.13 cfs/acre One-hour Precipitation P1 = 0.82 inches One-hour Precipitation P1 = 2.86 inches Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Coefficient One C1 = 28.50 Coefficient One C1 = 28.50 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three C3 = 0.787 Coefficient Three C3 = 0.787 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.06 Runoff Coefficient C = 0.51 Inflow Peak Runoff Qp-in = 0.64 cfs Inflow Peak Runoff Qp-in = 18.94 cfs Allowable Peak Outflow Rate Qp-out = 0.64 cfs Allowable Peak Outflow Rate Qp-out = 0.64 cfs Mod. FAA Minor Storage Volume = 48 cubic feet Mod. FAA Major Storage Volume = 33,585 cubic feet Mod. FAA Minor Storage Volume = 0.001 acre-ft Mod. FAA Major Storage Volume = 0.771 acre-ft 5 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet (input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 5 2.78 0.006 1.00 0.64 0.004 0.001 5 9.68 0.164 1.00 0.64 0.004 0.159 10 2.21 0.009 1.00 0.64 0.009 0.000 10 7.72 0.261 1.00 0.64 0.009 0.252 15 1.86 0.011 0.83 0.53 0.011 0.000 15 6.48 0.328 0.83 0.53 0.011 0.317 20 1.61 0.013 0.75 0.48 0.013 0.000 20 5.61 0.379 0.75 0.48 0.013 0.366 25 1.43 0.014 0.70 0.45 0.015 -0.001 25 4.97 0.420 0.70 0.45 0.015 0.405 30 1.28 0.015 0.67 0.43 0.018 -0.002 30 4.48 0.454 0.67 0.43 0.018 0.436 35 1.17 0.016 0.64 0.41 0.020 -0.004 35 4.08 0.483 0.64 0.41 0.020 0.463 40 1.08 0.017 0.63 0.40 0.022 -0.005 40 3.76 0.508 0.63 0.40 0.022 0.486 45 1.00 0.018 0.61 0.39 0.024 -0.006 45 3.48 0.530 0.61 0.39 0.024 0.506 50 0.93 0.019 0.60 0.38 0.026 -0.008 50 3.25 0.550 0.60 0.38 0.026 0.523 55 0.88 0.019 0.59 0.38 0.029 -0.010 55 3.06 0.568 0.59 0.38 0.029 0.539 60 0.83 0.020 0.58 0.37 0.031 -0.011 60 2.88 0.584 0.58 0.37 0.031 0.554 65 0.78 0.020 0.58 0.37 0.033 -0.013 65 2.73 0.600 0.58 0.37 0.033 0.567 70 0.74 0.021 0.57 0.37 0.035 -0.015 70 2.60 0.614 0.57 0.37 0.035 0.579 75 0.71 0.021 0.57 0.36 0.037 -0.016 75 2.47 0.627 0.57 0.36 0.037 0.590 80 0.68 0.022 0.56 0.36 0.040 -0.018 80 2.37 0.639 0.56 0.36 0.040 0.600 85 0.65 0.022 0.56 0.36 0.042 -0.020 85 2.27 0.651 0.56 0.36 0.042 0.609 90 0.62 0.022 0.56 0.36 0.044 -0.022 90 2.18 0.662 0.56 0.36 0.044 0.618 95 0.60 0.023 0.55 0.35 0.046 -0.024 95 2.10 0.673 0.55 0.35 0.046 0.626 100 0.58 0.023 0.55 0.35 0.049 -0.025 100 2.02 0.683 0.55 0.35 0.049 0.634 105 0.56 0.023 0.55 0.35 0.051 -0.027 105 1.95 0.692 0.55 0.35 0.051 0.641 110 0.54 0.024 0.55 0.35 0.053 -0.029 110 1.89 0.701 0.55 0.35 0.053 0.648 115 0.52 0.024 0.54 0.35 0.055 -0.031 115 1.83 0.710 0.54 0.35 0.055 0.655 120 0.51 0.024 0.54 0.35 0.057 -0.033 120 1.77 0.718 0.54 0.35 0.057 0.661 125 0.49 0.024 0.54 0.35 0.060 -0.035 125 1.72 0.726 0.54 0.35 0.060 0.667 130 0.48 0.025 0.54 0.34 0.062 -0.037 130 1.67 0.734 0.54 0.34 0.062 0.672 135 0.47 0.025 0.54 0.34 0.064 -0.039 135 1.63 0.741 0.54 0.34 0.064 0.678 140 0.45 0.025 0.54 0.34 0.066 -0.041 140 1.58 0.749 0.54 0.34 0.066 0.683 145 0.44 0.025 0.53 0.34 0.068 -0.043 145 1.54 0.756 0.53 0.34 0.068 0.687 150 0.43 0.026 0.53 0.34 0.071 -0.045 150 1.50 0.762 0.53 0.34 0.071 0.692 155 0.42 0.026 0.53 0.34 0.073 -0.047 155 1.47 0.769 0.53 0.34 0.073 0.696 160 0.41 0.026 0.53 0.34 0.075 -0.049 160 1.43 0.775 0.53 0.34 0.075 0.700 165 0.40 0.026 0.53 0.34 0.077 -0.051 165 1.40 0.782 0.53 0.34 0.077 0.704 170 0.39 0.027 0.53 0.34 0.079 -0.053 170 1.37 0.788 0.53 0.34 0.079 0.708 175 0.38 0.027 0.53 0.34 0.082 -0.055 175 1.34 0.794 0.53 0.34 0.082 0.712 Project: Basin ID: Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness Ia = 62.21 percent Catchment Drainage Imperviousness Ia = 62.21 percent Catchment Drainage Area A = 4.810 acres Catchment Drainage Area A = 4.810 acres Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D Return Period for Detention Control T = 2 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 10 minutes Time of Concentration of Watershed Tc = 10 minutes Allowable Unit Release Rate q = 0.13 cfs/acre Allowable Unit Release Rate q = 0.13 cfs/acre One-hour Precipitation P1 = 0.82 inches One-hour Precipitation P1 = 2.86 inches Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Coefficient One C1 = 28.50 Coefficient One C1 = 28.50 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three C3 = 0.787 Coefficient Three C3 = 0.787 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.42 Runoff Coefficient C = 0.64 Inflow Peak Runoff Qp-in = 4.47 cfs Inflow Peak Runoff Qp-in = 23.77 cfs Allowable Peak Outflow Rate Qp-out = 0.64 cfs Allowable Peak Outflow Rate Qp-out = 0.64 cfs Mod. FAA Minor Storage Volume = 4,909 cubic feet Mod. FAA Major Storage Volume = 43,688 cubic feet Mod. FAA Minor Storage Volume = 0.113 acre-ft Mod. FAA Major Storage Volume = 1.003 acre-ft 5 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet (input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 5 2.78 0.039 1.00 0.64 0.004 0.034 5 9.68 0.205 1.00 0.64 0.004 0.201 10 2.21 0.062 1.00 0.64 0.009 0.053 10 7.72 0.327 1.00 0.64 0.009 0.319 15 1.86 0.078 0.83 0.53 0.011 0.067 15 6.48 0.412 0.83 0.53 0.011 0.401 20 1.61 0.090 0.75 0.48 0.013 0.076 20 5.61 0.476 0.75 0.48 0.013 0.463 25 1.43 0.099 0.70 0.45 0.015 0.084 25 4.97 0.527 0.70 0.45 0.015 0.512 30 1.28 0.107 0.67 0.43 0.018 0.090 30 4.48 0.569 0.67 0.43 0.018 0.552 35 1.17 0.114 0.64 0.41 0.020 0.094 35 4.08 0.606 0.64 0.41 0.020 0.586 40 1.08 0.120 0.63 0.40 0.022 0.098 40 3.76 0.637 0.63 0.40 0.022 0.615 45 1.00 0.125 0.61 0.39 0.024 0.101 45 3.48 0.665 0.61 0.39 0.024 0.641 50 0.93 0.130 0.60 0.38 0.026 0.103 50 3.25 0.690 0.60 0.38 0.026 0.663 55 0.88 0.134 0.59 0.38 0.029 0.105 55 3.06 0.713 0.59 0.38 0.029 0.684 60 0.83 0.138 0.58 0.37 0.031 0.107 60 2.88 0.733 0.58 0.37 0.031 0.702 65 0.78 0.142 0.58 0.37 0.033 0.109 65 2.73 0.752 0.58 0.37 0.033 0.719 70 0.74 0.145 0.57 0.37 0.035 0.110 70 2.60 0.770 0.57 0.37 0.035 0.735 75 0.71 0.148 0.57 0.36 0.037 0.111 75 2.47 0.787 0.57 0.36 0.037 0.749 80 0.68 0.151 0.56 0.36 0.040 0.111 80 2.37 0.802 0.56 0.36 0.040 0.763 85 0.65 0.154 0.56 0.36 0.042 0.112 85 2.27 0.817 0.56 0.36 0.042 0.775 90 0.62 0.156 0.56 0.36 0.044 0.112 90 2.18 0.831 0.56 0.36 0.044 0.787 95 0.60 0.159 0.55 0.35 0.046 0.113 95 2.10 0.844 0.55 0.35 0.046 0.798 100 0.58 0.161 0.55 0.35 0.049 0.113 100 2.02 0.857 0.55 0.35 0.049 0.808 105 0.56 0.163 0.55 0.35 0.051 0.113 105 1.95 0.868 0.55 0.35 0.051 0.818 110 0.54 0.166 0.55 0.35 0.053 0.113 110 1.89 0.880 0.55 0.35 0.053 0.827 115 0.52 0.168 0.54 0.35 0.055 0.112 115 1.83 0.891 0.54 0.35 0.055 0.836 120 0.51 0.170 0.54 0.35 0.057 0.112 120 1.77 0.901 0.54 0.35 0.057 0.844 125 0.49 0.171 0.54 0.35 0.060 0.112 125 1.72 0.911 0.54 0.35 0.060 0.852 130 0.48 0.173 0.54 0.34 0.062 0.112 130 1.67 0.921 0.54 0.34 0.062 0.859 135 0.47 0.175 0.54 0.34 0.064 0.111 135 1.63 0.930 0.54 0.34 0.064 0.867 140 0.45 0.177 0.54 0.34 0.066 0.111 140 1.58 0.940 0.54 0.34 0.066 0.873 145 0.44 0.178 0.53 0.34 0.068 0.110 145 1.54 0.948 0.53 0.34 0.068 0.880 150 0.43 0.180 0.53 0.34 0.071 0.109 150 1.50 0.957 0.53 0.34 0.071 0.886 155 0.42 0.182 0.53 0.34 0.073 0.109 155 1.47 0.965 0.53 0.34 0.073 0.892 160 0.41 0.183 0.53 0.34 0.075 0.108 160 1.43 0.973 0.53 0.34 0.075 0.898 165 0.40 0.185 0.53 0.34 0.077 0.107 165 1.40 0.981 0.53 0.34 0.077 0.904 170 0.39 0.186 0.53 0.34 0.079 0.107 170 1.37 0.988 0.53 0.34 0.079 0.909 175 0.38 0.187 0.53 0.34 0.082 0.106 175 1.34 0.996 0.53 0.34 0.082 0.914 FRCC South Parking Lot Expansion Water Quality Pond and Outlet Sizing (Per USDCM) Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV): Tributary Area, A 4.5 acres Composite. Imperviousness, I 62.2% WQCV (watershed inches) 0.244 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV 0.110 acre-feet Including 20% for Sedimentation WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3): Design Water Quality Depth, DWQ 2.72 ft Determine K40 K40 = 0.013DWQ 2 + 0.22DWQ - 0.10 0.596 Maximum Area per Row, a a = WQCV / K40 0.184 square inches Number of Rows, nr 8 rows Number of Columns, nc (See Table 6a-1 for Max.) 1 columns Choose Hole Diameter 3/8 inches Use USDCM Volume 3, Figure 5 0.375 inches Total Area per Row, Ao 0.11 square inches Total Outlet Area, A 0.88 square inches Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 Circular Perforation Sizing J.Claeys JVA, Inc. 1990c November 2, 2013 * * 1 . 2 12 Area WQCV Volume       = Total Outlet Area, Aot 0.88 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch (Not Used) Number of Rows, nr 4 rows Choose Rectangular Hole Width (w/ 2" Height) 0 inches Use USDCM Volume 3, Figure 5 0.000 inches Total Outlet Area, Aot 0.00 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch Rectangular Perforation Sizing FRCC South Parking Lot Expansion Water Quality Pond and Outlet Sizing (Per USDCM) Design Engineer: Design Firm: Project Number: Date: J.Claeys JVA, Inc. 1990c November 2, 2013 WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3) Required Open Area, At At =0.5*[77(e -0.124D )]*Aot 32 square inches Min. Distance between Columns, Sc 2 inches Width of Trash Rack and Concrete Opening per Column 6 inches This is widened to 6" to incorporate 100-yr Orifice Use USDCM Volume 3, Table 6a-1 Total Width, Wconc 6 inches Height of Trash Rack Screen, Htr 32 11/16 inches Check - Larger than Required Type of Screen S.S. #93 VEE Wire (US Filter) Screen Opening Slot Dimension 0.139" (US Filter) Support Rod Type (See Table 6a-2) Spacing of Support Rod (O.C.) 3/4 inches O.C. Total Screen Thickness (See Table 6a-2) 0.31 inches Carbon Steel Frame Type (See Table 6a-2) (Not Used) Required Open Area, At (including 50% clogging) At =0.5*[77(e -0.124D )]*Aot 0 square inches Width of Trash Rack Opening, Wopening 1 inches Use USDCM Volume 3, Table 6b-1 Rectangular Perforation Trash Rack Sizing #156 VEE 3/8in x 1.0in flat bar Circular Perforation Trash Rack Sizing Use USDCM Volume 3, Table 6b-1 Width of Concrete Opening, Wconc 12 inches Min Height of Trash Rack Screen, Htr (including 2' 4" below lowest openings) 28.00 inches Type of Screen Kelmp KRP Series Aluminum Bar Gate (or Equal) Screen Opening Slot Dimension 3/16" Bars on 1-3/16" Centers Minimum Bearing Bar Size (See Table 6b-2) 1-1/4 in x 3/16 in 1990c PondCalcs.xls - WQCV & Outlet Structure Page 2 of 2 JVA, Inc. FRCC South Parking Lot Expansion Critical Pond Elevations Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 Stage Storage Volume (pond volume calculated using the prismoidal formula): Premeable Paver Storage Volume Total Paver Area (ft2) Paver Drainage Course Depth (ft) Allowed Paver Detention (%) Paver Detention Volume (ft3) Paver Detention Volume (acre-ft) 13837.5 1.5 40% 8302.5 0.19 Pond StageStorage CONTOUR (FT) West Pond AREA (FT2) East Pond AREA (FT2) West/East Pond AREA (ACRE) VOLUME (ACRE-FT) DEPTH (FT) CUMULATIVE VOLUME (ACRE-FT) 5066.20 0.000 0.000 0.00 0.000 5067.0 16.92 0.000 0.000 0.80 0.000 5068.0 563.23 2362.25 0.067 0.024 1.80 0.024 5069.0 1436.78 4358.99 0.133 0.098 2.80 0.123 5070.0 2678.47 6594.09 0.213 0.171 3.80 0.294 5071.0 4248.74 9047.85 0.305 0.258 4.80 0.552 5072.0 6183.81 11659.67 0.410 0.356 5.80 0.908 J.Claeys JVA, Inc. 1990c November 2, 2013 ( ) 3 AAAADepth 1 2 1 2 V + + = 1990c PondCalcs.xls - Pond Stage Storage Page 1 of 1 JVA, Inc. 5072.0 6183.81 11659.67 0.410 0.356 5.80 0.908 0.11 5068.92 ft 0.81 Acre-Ft Interpolates to an Elev. of 5071.73 ft Acre-Ft Interpolates to an Elev. of Required Water Quality Capture Volume = Required 100-yr Detention Volume (including WQCV) = 1990c PondCalcs.xls - Pond Stage Storage Page 1 of 1 JVA, Inc. 1990c PondCalcs.xls - WQCV & Outlet Structure Page 1 of 2 JVA, Inc. 180 0.38 0.189 0.53 0.34 0.084 0.105 180 1.31 1.003 0.53 0.34 0.084 0.919 185 0.37 0.190 0.53 0.34 0.086 0.104 185 1.29 1.010 0.53 0.34 0.086 0.924 190 0.36 0.191 0.53 0.34 0.088 0.103 190 1.26 1.017 0.53 0.34 0.088 0.929 195 0.35 0.193 0.53 0.34 0.090 0.102 195 1.24 1.024 0.53 0.34 0.090 0.933 200 0.35 0.194 0.53 0.34 0.093 0.101 200 1.21 1.030 0.53 0.34 0.093 0.937 205 0.34 0.195 0.52 0.34 0.095 0.100 205 1.19 1.036 0.52 0.34 0.095 0.942 210 0.34 0.196 0.52 0.34 0.097 0.099 210 1.17 1.043 0.52 0.34 0.097 0.946 215 0.33 0.197 0.52 0.33 0.099 0.098 215 1.15 1.049 0.52 0.33 0.099 0.950 220 0.32 0.198 0.52 0.33 0.101 0.097 220 1.13 1.055 0.52 0.33 0.101 0.953 225 0.32 0.200 0.52 0.33 0.104 0.096 225 1.11 1.061 0.52 0.33 0.104 0.957 230 0.31 0.201 0.52 0.33 0.106 0.095 230 1.09 1.066 0.52 0.33 0.106 0.961 235 0.31 0.202 0.52 0.33 0.108 0.094 235 1.08 1.072 0.52 0.33 0.108 0.964 240 0.30 0.203 0.52 0.33 0.110 0.093 240 1.06 1.078 0.52 0.33 0.110 0.967 245 0.30 0.204 0.52 0.33 0.112 0.091 245 1.04 1.083 0.52 0.33 0.112 0.971 250 0.29 0.205 0.52 0.33 0.115 0.090 250 1.03 1.088 0.52 0.33 0.115 0.974 255 0.29 0.206 0.52 0.33 0.117 0.089 255 1.01 1.094 0.52 0.33 0.117 0.977 260 0.29 0.207 0.52 0.33 0.119 0.088 260 1.00 1.099 0.52 0.33 0.119 0.980 265 0.28 0.208 0.52 0.33 0.121 0.086 265 0.98 1.104 0.52 0.33 0.121 0.983 270 0.28 0.209 0.52 0.33 0.123 0.085 270 0.97 1.109 0.52 0.33 0.123 0.985 275 0.27 0.210 0.52 0.33 0.126 0.084 275 0.96 1.114 0.52 0.33 0.126 0.988 280 0.27 0.210 0.52 0.33 0.128 0.083 280 0.94 1.119 0.52 0.33 0.128 0.991 285 0.27 0.211 0.52 0.33 0.130 0.081 285 0.93 1.123 0.52 0.33 0.130 0.993 290 0.26 0.212 0.52 0.33 0.132 0.080 290 0.92 1.128 0.52 0.33 0.132 0.996 295 0.26 0.213 0.52 0.33 0.134 0.079 295 0.91 1.133 0.52 0.33 0.134 0.998 300 0.26 0.214 0.52 0.33 0.137 0.077 300 0.89 1.137 0.52 0.33 0.137 1.001 305 0.25 0.215 0.52 0.33 0.139 0.076 305 0.88 1.142 0.52 0.33 0.139 1.003 Mod. FAA Minor Storage Volume (cubic ft.) = 4,909 Mod. FAA Major Storage Volume (cubic ft.) = 43,688 Mod. FAA Minor Storage Volume (acre-ft.) = 0.1127 Mod. FAA Major Storage Volume (acre-ft.) = 1.0029 Determination of MAJOR Detention Volume Using Modified FAA Method (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.33, Released August 2013 Determination of MINOR Detention Volume Using Modified FAA Method DETENTION VOLUME BY THE MODIFIED FAA METHOD FRCC South Parking Lot 100-yr Developed Detained to 2-yr Historic FRCC South Parking Lot - UD-Detention_v2.33.xls, Modified FAA 11/2/2013, 1:10 PM Require Detention Storage w/ 2-yr Historic Release Rate 180 0.38 0.027 0.53 0.34 0.084 -0.057 180 1.31 0.799 0.53 0.34 0.084 0.715 185 0.37 0.027 0.53 0.34 0.086 -0.059 185 1.29 0.805 0.53 0.34 0.086 0.719 190 0.36 0.027 0.53 0.34 0.088 -0.061 190 1.26 0.810 0.53 0.34 0.088 0.722 195 0.35 0.028 0.53 0.34 0.090 -0.063 195 1.24 0.816 0.53 0.34 0.090 0.725 200 0.35 0.028 0.53 0.34 0.093 -0.065 200 1.21 0.821 0.53 0.34 0.093 0.728 205 0.34 0.028 0.52 0.34 0.095 -0.067 205 1.19 0.826 0.52 0.34 0.095 0.731 210 0.34 0.028 0.52 0.34 0.097 -0.069 210 1.17 0.831 0.52 0.34 0.097 0.734 215 0.33 0.028 0.52 0.33 0.099 -0.071 215 1.15 0.836 0.52 0.33 0.099 0.737 220 0.32 0.028 0.52 0.33 0.101 -0.073 220 1.13 0.841 0.52 0.33 0.101 0.739 225 0.32 0.029 0.52 0.33 0.104 -0.075 225 1.11 0.845 0.52 0.33 0.104 0.742 230 0.31 0.029 0.52 0.33 0.106 -0.077 230 1.09 0.850 0.52 0.33 0.106 0.744 235 0.31 0.029 0.52 0.33 0.108 -0.079 235 1.08 0.854 0.52 0.33 0.108 0.746 240 0.30 0.029 0.52 0.33 0.110 -0.081 240 1.06 0.859 0.52 0.33 0.110 0.749 245 0.30 0.029 0.52 0.33 0.112 -0.083 245 1.04 0.863 0.52 0.33 0.112 0.751 250 0.29 0.029 0.52 0.33 0.115 -0.085 250 1.03 0.867 0.52 0.33 0.115 0.753 255 0.29 0.029 0.52 0.33 0.117 -0.087 255 1.01 0.872 0.52 0.33 0.117 0.755 260 0.29 0.030 0.52 0.33 0.119 -0.090 260 1.00 0.876 0.52 0.33 0.119 0.757 265 0.28 0.030 0.52 0.33 0.121 -0.092 265 0.98 0.880 0.52 0.33 0.121 0.758 270 0.28 0.030 0.52 0.33 0.123 -0.094 270 0.97 0.884 0.52 0.33 0.123 0.760 275 0.27 0.030 0.52 0.33 0.126 -0.096 275 0.96 0.888 0.52 0.33 0.126 0.762 280 0.27 0.030 0.52 0.33 0.128 -0.098 280 0.94 0.891 0.52 0.33 0.128 0.764 285 0.27 0.030 0.52 0.33 0.130 -0.100 285 0.93 0.895 0.52 0.33 0.130 0.765 290 0.26 0.030 0.52 0.33 0.132 -0.102 290 0.92 0.899 0.52 0.33 0.132 0.767 295 0.26 0.030 0.52 0.33 0.134 -0.104 295 0.91 0.903 0.52 0.33 0.134 0.768 300 0.26 0.031 0.52 0.33 0.137 -0.106 300 0.89 0.906 0.52 0.33 0.137 0.770 305 0.25 0.031 0.52 0.33 0.139 -0.108 305 0.88 0.910 0.52 0.33 0.139 0.771 Mod. FAA Minor Storage Volume (cubic ft.) = 48 Mod. FAA Major Storage Volume (cubic ft.) = 33,585 Mod. FAA Minor Storage Volume (acre-ft.) = 0.0011 Mod. FAA Major Storage Volume (acre-ft.) = 0.7710 Determination of MAJOR Detention Volume Using Modified FAA Method (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.33, Released August 2013 Determination of MINOR Detention Volume Using Modified FAA Method DETENTION VOLUME BY THE MODIFIED FAA METHOD FRCC South Parking Lot 2-yr Historic Runoff Rate FRCC South Parking Lot - UD-Detention_v2.33.xls, Modified FAA 11/2/2013, 1:11 PM 2-yr Historic Release Rate (0.13 cfs/acre) C3 Adjusted to fit CoFC IDF Curve