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HomeMy WebLinkAbout18 - Design Report - Glen Lake Subdivision - Stormwater STORMWATER DESIGN REPORT FOR: GLEN LAKE SUBDIVISION BOZEMAN, MT Prepared By: M MADISON ENGINEERING Madison Engineering 895 Technology Blvd Ste 203 Bozeman, MT 59718 (406) 586-0262 MARCH 2O18 -UPDATED MAY 2018- STORMWATER DESIGN REPORT FOR: GLEN LAKE SUBDIVISION BOZEMAN, MT Madison Engineering 895 Technology Blvd Ste 203 Bozeman, MT 59718 (406) 586-0262 MARCH 2O18 -UPDATED MAY 2018- GLEN LAKE SUBDIVISION STORMWATER DESIGN REPORT A. Introduction This design report will give an overview of the proposed stormwater system for the Glen Lake Subdivision located in Bozeman on the northwest corner of Griffin and Manley in Section 31, Township 1 South, Range 6 East, Lot IA. The extension will require stormwater structures, curb inlets, storm piping. Curb inlets are proposed to capture stormwater runoff and transport it to proposed storm drain infrastructure and an infiltration basin, which will allow the runoff to infiltrate into the native gravels below. The city is requiring Glen Lake Subdivision to capture runoff from 1/2 of Manley Road south of the pond, Manley Road will no longer drain to borrow ditches after Glen Lake Subdivision is completed. Although we are required to capture the runoff from only half of(West) Manley Road, we have designed the pond to capture all (both East and West) of Manley Road from the pond south to Griffin. The following references were used in the preparation of this report: a. COB Design Standards and Specifications Policy, 2017. Addendum#6 b. COB Modifications to Montana Public Works Standard Specifications (MPWSS) c. Circular DEQ 8,Montana Standards for Subdivision Storm Drainage,2002 Edition d. Bozeman Stormwater Facilities Plan - 2008 B. Existing Stormwater Facilities The existing property sits vacant and has not been utilized. Proposed curb inlets, drain piping, detention pond and existing ditch have all been carefully considered to facilitate the Glen Lake Subdivision stormwater needs. C. Peak Flow (Runoff) Calculations The project area was divided into six (6) drainage areas as shown on attached sheet KBASINS provided in Appendix G. These areas were used to determine the stormwater runoff flows at 10-yr, 25yr, and 100-yr storm events. The 25-year storm event was used to determine the size of the storm drain pipes, gutter capacities, and curb inlet sizes. The 10-year storm event was used to size the infiltration basin. The peak flow calculations are provided in Appendix B. D. Storm Drain Piping Storm drain piping from the curb inlets along Brewery Drive were sized to carry the 25-year storm event peak runoff flow. Although Brewery Drive is crowned and therefore runoff flows to both curbs, Brewery Drive was delineated as one basin for ease of calculations. The stormwater from Basin B.1 and half(1/z) of Brewery Drive will flow into Curb Inlet (CI) 1 at the northern intersection of Brewery Drive and Manley Road and discharge via 15" storm drain piping into Cl2. Cl2 captures runoff from Basin A and half(1/2) of Brewery drive in addition to the flow from CI1 and its respective basins, and flows through a storm pipe into a storm structure which also gathers runoff from the east and west side of the future improved Manley Rd. From the storm structure, all of the runoff flows into the infiltration basin A pipe is proposed to stub into future Manley Road so the pond can capture the runoff from the north of the subdivision, south to Griffin Glen Lake Subdivision Stormwater Design Report Page 1 of 2 Rd. The invert and size of this stubbed pipe will be coordinated with the Manley Rd improvements design. All storm drains were sized using Manning's Equation for circular channels to determine the pipes capacity to flow stormwater at specified grades. See attached storm drain piping schedule in Appendix A and calculations in Appendix C. E. Stormwater Retention Pond The stormwater from all of the basins flow into the retention basin at the northern-most lot of the subdivision, which has been dedicated for stormwater. The basin is sized to accommodate 10-year 2-hour storm runoff flows, which equates to a required 17,364 cu ft of retention storage. The proposed pond can store 19,275 cu ft, with a freeboard of 1.60 ft, providing excess storage if need be. The retention basin is deeper than allowed by the City of Bozeman standards, and therefore a 6' chain link fence surrounding the deep pond is proposed. The retention pond sizing calculations can be found in Appendix E. F. Gutter Flow and Curb Inlets Curb inlets are proposed in the gutter line at intersections as required. A 25-year storm event was used to calculate the runoff flows. Based on these values,the curb inlet capacities are more than adequate for carrying the 25-year storm event. The gutter-flow capacity is also above the designed runoff values to avoid overflow encroachment of greater than 10 feet into the drive lane. Curb inlets are standard 24"06" inlets. Gutter flow and curb inlet calculations are provided in Appendix D. Appendices A. Storm Drain Piping Schedule B. Peak Flow(runoff) Calculations C. Storm Drain Piping Calculations D. Gutter Flow and Curb Inlet Calculations E. Detention Basin Sizing Calculations F. Pre and Post Storm Drainage Basins Glen Lake Subdivision Stormwater Design Report Page 2 of 2 Appendix B: Peak Flow (runoffi Calculations Glen Lake Subdivision Peak Flow Calculations (cfs) Peak Flow Summary(cfs) Area Design Rainfall Freq. (Acre) C 100 Yr 25 Yr 10 Yr Basin A 1.98 0.65 2.97 1.84 1.37 Basin B.1 1.06 0.65 1.97 1.21 0.90 Basin B 2 1.06 0.65 1.97 1.21 0.90 Brewery Dr 1.05 0.88 4.98 2.99 180 Manley Rd 2.57 0.88 11.46 6.89 4.14 Basin Pond 039 0.20 0.15 0.11 0.09 Storm Information Design Rainfall Freq. 100 25 10 OF coefficient a 1.01 0.78 0.64 OF coefficient b 0.00 0.00 0.00 OF coefficient n 0.67 0.64 0.65 Adjustment Factor Cf: 1.25 1.1 1 Peak Q Values Basin A Total Area: 1.980 acres Composite C: 0.65 Average slope: 1.16 percent Travel Distance 1162.00 feet Design Rainfall Freq. 100 25 10 C*Cf 0.81 0.72 0.65 (Shall not exceed 1.00) Total tc: 1744 23.36 27.30 minutes intensity at tc 2.31 1.43 1.07 in/hr peak runoff: 2.97 1.84 1.37 cfs Basin B.1 Total Area: 1.060 acres C: 0.65 Average slope: 1.08 percent Travel Distance 586.00 feet Design Rainfall Freq. 100 25 10 C*Cf 0.81 0.72 0.65 (Shall not exceed 1.00) Total tc: 12.68 1699 19.85 minutes intensity at tc 2.86 1.75 1.31 in/hr peak runoff: 1.97 1.21 0.90 cfs Basin B.2 Total Area: 1.060 acres C: 0.65 Average slope: 1.08 percent Travel Distance 586.00 feet Design Rainfall Freq. 100 25 10 C*Cf 0.81 0.72 0.65 (Shall not exceed 1.00) Total tc: 1268 16.99 19.85 minutes intensity at tc 2.86 1.75 1.31 in/hr peak runoff: 1.97 1.21 0.90 cfs Brewery Dr Total Area: 1.050 acres C: 0.88 Average slope: 1.15 percent Travel Distance 762.00 feet Design Rainfall Freq. 100 25 10 Page 1 of 1 Glen Lake Subdivision Peak Flow Calculations (cfs) C*Cf 1.00 0.97 0.88 (Shall not exceed 1.00) Total t,: 4.93 6.50 10.84 minutes intensity at t, 5.39 3.23 1.95 in/hr peak runoff: 4.98 2.99 1.80 cfs Manley Rd Total Area: 2.570 acres C: 0.88 Average slope: 1.83 percent Travel Distance 1250.00 feet Design Rainfall Freq. 100 25 10 C*Cf 1.00 0.97 0.88 (Shall not exceed 1.00) Total t,: 5.41 7.14 11.89 minutes intensity at t, 5.07 3.05 1.83 in/hr peak runoff: 11.46 6.89 4.14 Basin Pond Total Area: 0.390 acres C: 0.20 Average slope: 0.25 percent Travel Distance 90.00 feet Design Rainfall Freq. 100 25 10 C*Cf 0.25 0.22 0.20 (Shall not exceed 1.00) Total tc: 23.94 24.78 25.34 minutes intensity at tc 1.87 1.37 1.12 in/hr peak runoff: 0.15 0.11 0.09 cfs Page 2 of 1 Appendix A: ►Storm Drain Piping Schedule Glen Lake Subdivision Pipe Schedule Length Max Actual Pipe ID Size Slope lftl Capacity Contributing Basins Demand cfs cfs 1 15" 0.30% 31 3.50 Basin B.1 + 1/2 Brewery Dr 2.71 2 21" 0.26% 89 8.10 Basins A& B.1, Brewery Dr 6.04 3 21" 0.30% 28 8.70 Manley Rd and Basin B.2 8.10 4 24" 0.50% 32 14.30 All Basins- Basin Pond 14.14 Cuvlert Intersection S 15" 0.20% 64 2.9 1/2 of 1/3 Manley Rd 1.14 Cuvlert Intersection N 15" 0.20% 64 4.7 1/2 Manley Rd + Basin B.2 4.67 Appendix C: Storm Drain Piping Calculations SP1 Glen Lake Subdivision CIRCULAR CHANNEL - T - Manning's Eqn. Q= 1.486 A Rya sV2 n 0 Diameter,do(in)= 15 4-Enter Value Diameter,do(ft)= 1.25 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.003 'Wetted ydrau)c Hydraulic bOC110A Energy, Area,A Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V2/2g Depth,y(ft) Theta(rad) (ft) (ft) (ft) T(ft) (ft) (fel) Q(cfs) Q(gpm) hour day) 'V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0,0 0.0 0.00 0.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.0 7.6 3660.2 0.7 0.01 0.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.1 33.2 15913-2 1.2 0.02 0.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.2 772 37050-4 1.5 0.03 0.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.3 139.1 66747.5 1.8 0.05 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.5 217.5 104408.6 2.0 0.06 0.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 0.7 3110 149264.1 2.2 0.08 0.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 0.9 417.5 200414.8 2.4 0.09 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.2 5351 256854.7 2.6 0.11 0.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 1.5 6614 317482,1 2.8 0.12 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 1.8 794.0 381103.9 2.9 0.13 0.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 2.1 9301 446433.5 3.0 0.14 0.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 2.4 10668 512081.9 3.1 0.15 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 2.7 1201.1 576540.4 3.2 0.16 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 3.0 13295 638149.1 3.2 0.16 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 3.2 1448.0 695040.3 3.3 0.17 1.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 3.6 1552.2 745032.9 3.3 0.17 1.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 3.6 16363 785409.8 3.3 0.17 1.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 3.8 1692.4 812359.1 3.2 0.16 1.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 3.8 1706.3 819003.4 3.2 0.15 1.25 6.28 1.23 3.93 0.31 0.00 3.5 1588.5 762465.6 2.9 0.13 4.5 - 4.0 - - 3.5 3.0 _ / i .Q(QFS) 12.5 i V(Ns) �E(fl) 2.0 I 1.5 1.0 i 0.5 00 000 0.20 0.40 060 0.80 1.00 1.20 1.40 Depth(ft) SP2 Glen Lake Subdivision CIRCULAR CHANNEL - T- Manning's Eqn. Q=1.486 A Rm S"2 r n Diameter do(In)= 21 411-Enter Value $ / Dlameter,do(ft)= 1.75 THETA Units= 1.480 n- 0.013 Slope,S(MR) 0.0026 Welled Hydraulic Hydraulic arur, Area,A Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 V2129 Depth,y(it) Theta(red) (W) (ft) (ft) T(n) (ft) (it") Q(cfa) Q(gpm) hour day) V(ftls) 01) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.00 0.09 0.90 0.04 0.79 0.06 0.76 0.06 0.01 0.0 17.4 8358.1 0.9 0.01 0.18 1.29 0.13 1.13 0.11 1.05 0.12 0.04 0.2 75.7 36337.9 1.3 0.03 0.26 1.59 0.23 1.39 0.16 1.25 0.18 OAO 0.4 176.3 84604.6 1.7 0.05 0.36 1.85 0.34 1.62 0.21 1.40 0.24 0.17 0.7 317.5 152417.9 2.1 0.07 0.44 2.09 0.47 1.83 0.26 1.52 0.31 0.26 1.1 496.7 238416.9 2.4 0.09 0.53 2.32 0.01 2.03 0.30 1.60 0.38 0.37 1.6 710.1 340844.3 2.6 0.11 0.61 2.53 0.75 2.22 0.34 1.67 0.45 0.50 2.1 953.4 457647.0 2.8 0.12 0.70 2.74 0.90 2.40 0.37 1.71 0.52 0.65 2.7 1221.9 586527.5 3.0 0.14 0.79 2.94 1.05 2.57 0.41 1.74 0.60 0.02 3A 1510.4 724970.1 3.2 0.16 0.88 3.14 1.20 2.75 0." 1.75 0.69 1.00 4.0 1813.0 870250.4 3.4 0.18 0.96 3.34 1.36 2.92 0.46 1.74 0.78 1.20 4.7 2123.8 1019430.4 3.6 0.19 1.05 3.54 1.51 3.10 0.49 1.71 0.88 1.41 6A 2436.1 1169338.4 3.6 0.20 1.14 3.75 1.66 3.28 0.50 1.67 0.99 1.65 6.1 2742.8 131.6529.5 3.7 0.21 1.23 3.96 1.80 3.47 0.52 1.60 1.12 1.90 6.0 3035.9 1457212.8 3.6 0.22 1.31 4.19 1.94 3.67 0.53 1.52 1.28 2.19 7.4 3306.5 1587123.9 3.8 0.23 1.40 4.43 2.06 3.88 0.53 1.40 1.47 2.50 7.9 3544.3 1701281.9 3.8 0.23 1.49 4.69 2.18 4.11 0.53 1.25 1.74 2.88 8.3 3736.4 1793482.4 3.0 0.23 1.58 5.00 2.20 4.37 0.52 1.05 2.17 3.36 8.6 3864.6 1855021.2 3.8 0.22 1.66 5.38 2.36 4.71 0.50 0.76 3.09 4.15 8.7 3896.2 1870193.5 3.7 0.21 1.75 6.28 2.41 5.50 0." 0.00 8.1 3627.3 1741089.3 3.4 0.18 10.0 9.0 - 6.0 - 7.0 i� 6.0 i w(vl 5.0 E(1( I - 4.0 3.0 2.0 � 1.0 0.0 - 0.00 0.50 1.00 1.50 2.00 - Depth(ft) SP3 Glen Lake Subdivision CIRCULAR CHANNEL Manning's Eqn. Q= 1.486 A RZ)'S')x n Diameter,do(in)= 21 A-Enter Value Diameter,do(ft)= 1.75 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.003 Wetted Hydraulic Hydraulic a ion n Area,A Perimeter,P Radius,R Top Width, Depth,D Factor,2 Q(gpd-8 =V212g Depth,y(ft) Theta(rad) (ft) (ft) (ft) T(ft) (ft) (ft612) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.00 0.09 0.90 0.04 0.79 0.06 0.76 0.06 0.01 0.0 187 89780 0;9 0.01 0.18 1.29 0.13 1.13 0.11 1.05 0.12 0.04 0.2 81.3 39033.1 1.4 0.03 0.26 1.59 0.23 1.39 0.16 1.25 0.18 0.10 0.4 189.3 908799 1.9 0.05 0.35 1.85 0.34 1.62 0.21 1.40 0.24 0.17 0.8 341.1 163723.1 2.2 0.08 0.44 2.09 0.47 1.83 0.26 1.52 0.31 0.26 1.2 533.5 256100.9 2.5 0.10 0.53 2.32 0.61 2.03 0.30 1.60 0.38 0.37 1.7 7628 3661256 2.8 0.12 0.61 2.53 0.75 2.22 0.34 1.67 0.45 0.50 2.3 1024.1 491591.7 3.0 0.14 0.70 2.74 0.90 2.40 0.37 1.71 0.52 0.65 2.9 1312.6 630031.6 3.3 0.16 0.79 2.94 1.05 2.57 0.41 1.74 0.60 0.82 3.6 16224 778742.8 3.4 0.18 0.88 3.14 1.20 2.75 0.44 1.75 0.69 1.00 4.3 19475 934798.9 3.6 0.20 0.96 3.34 1.36 2.92 0.46 1.74 0.76 1.20 5.1 2281.3 1095043.9 3.8 0.22 1.05 3.54 1.51 3.10 0.49 1.71 0.88 1.41 5.8 26168 1256071.0 3.9 0.23 1.14 3.75 1.66 3.28 0.50 1.67 0.99 1.65 6.6 2946.2 1414179.5 4.0 0.24 1.23 3.96 1.80 3.47 0.52 1.60 1.12 1.90 7.3 32610 1565297.7 4.0 0.25 1.31 4.19 1.94 3.67 0.53 1.52 1.28 2.19 7.9 35518 1704844.5 4.1 0.26 1.40 4.43 2.06 3.88 0.53 1.40 1.47 2.50 8.5 3807.2 1827469.9 4.1 0.26 1.49 4.69 2.18 4.11 0.53 1.26 1.74 2.88 8.9 40136 1926509.1 4.1 0.26 1.58 5.00 2.28 4.37 0.52 1.05 2.17 3.36 9.2 4151.3 1992612.4 4.1 0.26 1.66 5.38 2.36 4.71 0.50 0.76 3.09 4.15 9.3 41852 2008910.0 4.0 0.24 1.75 6.28 2.41 5.50 0.44 0.00 8.7 38963 1870229.9 3.6 0.20 10.0 90 80 70 / 6.0 •0(CFS) -v(vs) 5.0 �E(fl) 4.0 rI 3.0 r�f 2.0 / 1.0 0.0 0.00 0.50 1.00 1.50 2.00 Depth(ft) SP4 Glen Lake Subdivision CIRCULAR CHANNEL Manning's Eqn. Q=1.486 A Ry'S114 n o Diameter,do(in)= 24 ♦-Enter Value v >, Diameter,do(ft)= 2 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.004 Wetted Hydraulic Hydraulic Energy,E Area,A Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =VZ12g Depth,y(ft) Theta(rad) (ft2) (ft) (ft) T(ft) (ft) (fe") Q(cfs) Q(gpm) hour day) 'V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0-0 0.0 0.0 0.00 0.10 0.90 0.06 0.90 0.07 0.87 0.07 0.02 0.1 308 14801 1 1.2 0.02 0.20 1.29 0.16 1.29 0.13 1.20 0.14 0.06 0.3 134.1 64349.9 1.8 0.05 0.30 1.59 0.30 1.59 0.19 1.43 0.21 0.13 0.7 312.1 149824.4 2.4 0.09 0.40 1.85 0.45 1.85 0.24 1.60 0.28 0.24 1.3 5623 269913.5 2.8 0.12 0.50 2.09 0.61 2.09 0.29 1.73 0.35 0.37 2.0 879.6 4222072 3.2 0.16 0.60 2.32 0.79 2.32 0.34 1.83 0.43 0.52 2.8 1257.5 6035936 3.5 0.19 0.70 2.53 0.98 2.53 0.39 1.91 0.51 0.70 3.8 16884 810436.8 3.8 0.23 0.80 2.74 1.17 2.74 0.43 1.96 0.60 0.91 4.8 2163.9 10386683 4.1 0.26 0.90 2.94 1.37 2.94 0.47 1.99 0.69 1.14 6.0 2674.7 12838332 4.3 0.29 1.00 3.14 1.57 3.14 0.50 2.00 0.79 1.39 7.2 3210.6 1541106.9 4.6 0.32 1.10 3.34 1.77 3.34 0.53 1.99 0.89 1.67 8.4 3761.0 18052862 4.7 0.35 1.20 3.54 1.97 3.54 0.56 1.96 1.00 1.97 9.6 4314.1 2070755.1 4.9 0.37 1.30 3.75 2.16 3.75 0.58 1.91 1.13 2.30 10.8 48571 2331412.4 5.0 0.39 1.40 3.96 2.35 3.96 0.59 1.83 1.28 2.66 12.0 5376.1 2580545A 5.1 0.40 1.50 4.19 2.63 4.19 0.60 1.73 1.46 3.05 13.0 5855.4 2810601.9 5.2 0.41 1.60 4.43 2.69 4.43 0.61 1.60 1.68 3.50 14.0 6276.6 3012761.8 5.2 0.42 1.70 4.69 2.85 4.69 0.61 1.43 1.99 4.02 14.7 6616.7 3176037.6 5.2 0.42 1.80 5.00 2.98 5.00 0.60 1.20 2.48 4.69 15.2 6843.8 3285015.2 5.1 0.41 1.90 5.38 3.08 5.38 0.57 0.87 3.54 5.80 15.4 6899.8 3311883.5 5.0 0.39 2.00 6.28 3.14 6.28 0.50 0.00 14.3 64234 3083255.8 4.6 0.32 18.0 16.0 14.0 i 12.0 / / / Q(CFS) 10.0 / �V(Ns) / -E(A) 8.0 / 6.0 % 4.0 2.0 0.0 -- 0 00 050 1 00 1.50 200 2.50 Depth(ft) Culvert S Glen Lake Subdivision CIRCULAR CHANNEL Manning's Eqn. Q= 1.486 A R')'S')Z n Diameter,do(in)= 15 A-Enter Value $ > Diameter,do(ft)= 1.25 ,\ THETA _) Units= 1.486 n= 0.013 Slope,S(ftlft) 0.002 vVettea Hyarauhc Hydraulic b6cuon Area,A Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V212g Depth,y(ft) Theta(red) (ft') (ft) (ft) T(ft) (ft) (fe 2) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.00 0.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.0 6.2 2988,5 0.6 0.01 0.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.1 27.1 12993.1 0.9 0.01 0.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.1 63.0 302515 1.2 0.02 0.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.3 113.5 544991 1.4 0.03 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.4 177.6 85249.3 1.6 0.04 0.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 0.6 2539 121873.6 1.8 0.05 0.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 0.8 340.9 163638,0 2.0 0.06 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.0 4369 209721.0 2.1 0.07 0.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 1.2 5400 259223.1 2.2 0.08 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 1.4 648.3 311170.1 2.4 0.09 0.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 1.7 7594 364511.4 2.4 0.09 0.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 1.9 8711 4181131 2.5 0.10 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 2.2 980.7 4707433 2.6 0.10 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 2.4 10855 521046.6 2.6 0.11 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 2.6 1182.3 567498.1 2.7 0.11 1.00 4.43 1.05 2.77 0.30 1.00 1.05 1.08 2.8 12673 608316.9 2.7 0.11 1.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 3.0 1336.0 6412844 2.7 0.11 1.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 3.1 1381.9 663288.4 2.6 0.11 1.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 3.1 13932 668713.5 2.6 0.10 1.25 6.28 1.23 3.93 0.31 0.00 2.9 1297.0 6225505 2.4 0.09 3.5 - 3.0 i 2.5 / i ---.0(CFS) 2.0 woe _V(W.) / f' _etn) 1.5 - or i f 1.0 "i 0.0 0.00 020 0.40 0.60 0.80 1.00 1 20 1.40 Depth(ft) Culvert N Glen Lake Subdivision CIRCULAR CHANNEL - T - Manning's Eqn. Q= 1.486 A R2"S112 n b Diameter,do(in)= 18 4-Enter Value > Diameter,do(ft)= 1.5 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.002 Wetted Hydraulic Hydraulic tnergy, Area,A Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V212g Depth,y(ft) Theta(rad) (ft) (ft) (ft) T(ft) (ft) (ft613) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.00 0.08 0.90 0.03 0.68 0.05 0.65 0.05 0.01 0.0 10.1 4859.7 0.7 0.01 0.15 1.29 0.09 0.97 0.10 0.90 0.10 0.03 0.1 44-0 21128.2 1.1 0.02 0.23 1.59 0.17 1.19 0.14 1.07 0.16 0.07 0.2 102.5 491924 1.4 0.03 0.30 1.85 0.25 1.39 0.18 1.20 0.21 0.12 0.4 184-6 88621.6 1.6 0.04 0.38 2.09 0.35 1.57 0.22 1.30 0.27 0.18 0.6 288.8 1386247 1.9 0.05 0.45 2.32 0.45 1.74 0.26 1.37 0.32 0.25 0.9 412.9 198179.9 2.1 0.07 0.53 2.53 0.55 1.90 0.29 1.43 0.39 0.34 1.2 554-4 266093.4 2.2 0.08 0.60 2.74 0.66 2.05 0.32 1.47 0.45 0.44 1.6 710.5 341029.5 2.4 0.09 0.68 2.94 0.77 2.21 0.35 1.49 0.52 0.55 2.0 878.2 421525.3 2.5 0.10 0.75 3.14 0.88 2.36 0.38 1.50 0.59 0.68 2.3 10542 505996.8 2.7 0.11 0.83 3.34 1.00 2.51 0.40 1.49 0.67 0.81 2.8 1234.9 5927357 2.8 0:12 0.90 3.54 1.11 2.66 0.42 1.47 0.75 0.96 3.2 14165 679898.0 2.9 0.13 0.98 3.75 1.22 2.81 0.43 1.43 0.85 1.12 3.6 15948 765480.5 2.9 0.13 1.05 3.96 1.32 2.97 0.44 1.37 0.96 1.30 3.9 1765.2 847279.2 3.0 0.14 1.13 4.19 1.42 3.14 0.45 1.30 1.09 1.49 4.3 19225 922814.4 3.0 0.14 1.20 4.43 1.52 3.32 0.46 1.20 1.26 1.70 4.6 2060.8 989190,3 3.0 0.14 1.28 4.69 1.60 3.52 0.45 1.07 1.49 1.96 4.8 21725 1042799.2 3.0 0.14 1.35 5.00 1.68 3.75 0.45 0.90 1.86 2.29 6.0 2247.0 1078580.1 3.0 0.14 1.43 5.38 1.73 4.04 0.43 0.65 2.65 2.82 5.0 2265.4 1087401.9 2.9 0.13 1.50 6.28 1.77 4.71 0.38 0.00 4.7 21090 1012335.8 2.7 0.11 6.0 5.0 i J 4.0 s / / Q(CFS) I BEM 2.0 I / I - I 1.0 / 0.0 T 0.00 020 0.40 060 0.80 1.00 1 20 1.40 1.60 Depth(ft) Appendix D: Gutter Flow and Curb Inlet Calculations Brewery Drive Gutter Capacity Calculations Allowable Pavement Encroachment Given: T= 9 feet(max per city) W= 1.5 feet T Ts = 7.5 feet Sw= 0.08 ft/ft W Ts Sx= 0.03 ft/ft a= 0.96 inches Q. d = 3.24 inches Q. S. n = 0.015 d So= 0.0115 S. Sw/Sx= 2.67 a T/W= 6 Capacity for Gutter equations: Q=QW +QS Where: QW _E.Q Qs= Discharge within the Roadway above the depressed section (cfs) QS Qw= Discharge within the depressed Q= 1—Eo (gutter)section (cfs) Cf= 0.56 for English units QS —Cf SX5TS8Soz Sx= Pavement cross slope(ft/ft) n Ts= Width of flow in the roadway above depressed section So= Gutter longitudinal slope(ft/ft) SW/S" Sw= Gutter depression cross slope(ft/ft) Eo = 1+ a� T= Spread (ft/ft) ( + S"'/S`(T/W)-1 _1 W= Width of gutter depression (ft/ft) Capacity solution So= 0.0115 Qs= 2.50 cfs Eo= 0.44 cfs Q = 4.50 cfs Gutter flow capability Design Flow Q26 = 1.50 cfs (1/2 Brewery Drive Flow(2.99 cfs)) Q25>Q, Design ok Page 1 of 1 Glen Lake Subdivision Inlet Capacity Calculations ON GRADE Gutter Section Given. T= 9 feet T W= 1.5 feet Ts= 7.5 feet w ro Sw= 0.08 ft/ft Sx= 0.03 ft/ft o. a= 0.96 inches 0. s. d = 3.24 inches ° n = 0.015 So= 0.01 S. From Gutter Capacity Qw= 1.99 cfs Qs= 2.50 cfs Capacity for Inlets on Grade Standard 2436 Curb inlet Cross-sectional area of flow A= 1.22 ft2 Gutter Velocity V= 3.70 ft/sec Fraction of side flow intercepted Rs= 0.192 Total flow capacity interce led by the inlet Clint= 2.46 cfs Qbybass= 2.03 cfs Design Q for Curb Inlets Q25= 1.50 cfs (1/2 Brewery Drive Flow(2.99 cfs)) Inlet Design Ok Page 1 of 1 Appendix E: Retention Basin Sizing Calculations Glen Lake Subdivision STORMWATER RETENTION CALCULATIONS Pond ID 1 Accepts flow from basins Glen Lake Subdivision Design Rainfall Freq.f_ .year IDF coefficient a 0.64 IDF coefficient b IDF coefficient n 0.65 Pre-development Calculations Post-development Calculations C C Areas(ft): open space B1 277,223 0.20 Areas(ft): Brewery(roadway) 45,582 0.88 open space B2 38,368 0.20 Manley(roadway) 111.787 0.88 roadway 37,246 0.90 Basin A(light industrial) 86,047 0.65 Total: 352,837 Basin B.1 (light industrial) 46,290 0.65 Basin Pond(open space) 17,050 0.20 Basin B.2(light industrial) 48,082 0.65 Total: 354,838 total area: 8.10 acres total area:1 8.1 acres composite C: 0.27 composite C: 073 Overland t. Overland tc average slope: 1 31 percent average slope: 1.31 percent travel distance: 1.008 feet travel distance:, 1,250 feet t�: 45 minutes t�: 22 minutes Total t,: 45 minutes Total tc: 22 minutes intensity at t.(fig 23): 0.94 in/hr intensity at I.(fig 23): 1.22 in/hr pre-level peak runoff: 2.09 cfspost-level peak runoff: 7.24 cfs Storm Duration Intensity Future Runoff Runoff Release Required (minutes) (in/hr) Rate(cfs) Volume(cf) Volume(cf) Storage(cf) 22 1.22 7.24 9700 2795 8911 24 1.15 6.85 9995 3045 9027 26 1.09 6.50 10275 3295 9125 28 1.04 6.20 10542 3545 9207 30 1.00 5.93 10797 3796 9274 32 0.96 5.69 11041 4046 9327 34 0.92 5.47 11275 4296 9369 36 089 5.28 11501 4546 9400 38 0.86 5.09 11719 4797 9422 40 0.83 4.93 11929 5047 9434 42 0.80 4.78 12133 5297 9438 44 0.78 4.64 12330 5547 9435 46 0.76 4 50 12522 5798 9425 48 0.74 4.38 12709 6048 9408 50 0.72 4.27 12891 6298 9385 52 0.70 4.16 130.68 6548 9356 54 0.68 4.06 13240 6799 9322 required DETENTION storage(W)= 9,438 Retention Pond Calculations: Q=CIA C= 0.73 (post-development) 1= 0.41 in/hr(10-yr,2-hr storm) A= 8.1 acres Q= 2.41 cfs required RETENTION storage(ft) 17,364 ft' Page 1 Retention Pond Appendix F: Storm Drainage Basins Sheets PRE. & POST.BASINS , 6 DRAWN BY:JLS REVIEWED BY:CGS PROJECT ENGINEER:CGB / / 1 / / I DESIGNED BY: CGS / w 0 MANLEY ROAD E3 � \\ ���'� ,' � cn 37,246 SF (0.86 AC) 114 ZA � -- s 0, y z ��� 0 J PD 3 U W PRE DEVELOPMENT $ I—i H STOPUM DRAINAGE BASINS SCALE Q HORZ.SCALE: 1' 40' I!-I.- 1ur- s SHEET 3 PRE.BASINS GI.F.N LAKE SUN STO,RIA DRAINAGE BASINS PROJECT: 17-133 DATE: 0E.02.18 o� g to z � a � o z � BASIN POND �/ Z / unn / woo r was.t \ / DRAWN BY:JLS BY:CGB REVIEWED PROJECT ENGINEER:CGB DESIGNED BY: CGB X/ / 00 NblN SCALE ,� 1 NKIi- err«i SHEET POST.BASINS M,EN LA Kr.,ur POST DEVELOPMENT STORM DRAINAGE BASINS STORM DRAINAGE BASINS PROJECT: 17-133 HORZ SCALE: 1'= 40' DATE: 02.0218