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HomeMy WebLinkAbout21 - Design Report - Gran Cielo Ph 2 - Storm STORMWATER DESIGN REPORT FOR: GRAN CIELO PHASE 2 SUBDIVISION BOZEMAN, MT Prepared By: Madison Engineering 895 Technology Blvd Ste 203 Bozeman, MT 59718 (406) 586-0262 January 2021 Gran Cielo Phase 2 Subdivision Stormwater Design Report Page 1 of 3 GRAN CIELO PHASE 2 SUBDIVISION STORMWATER DESIGN REPORT A. Introduction This design report will give an overview of the stormwater management plan for the proposed Gran Cielo Phase 2 Subdivision in Bozeman, MT. Phase 1 infrastructure was completed in 2020, and Phase 2 expands on the existing infrastructure. The Phase 2 site is currently undeveloped and is vacant. Stormwater management within the subdivision will be accomplished with the combination of surface/gutter flow, pipe conveyance, and detention facilities. Monolithic curb and gutters and valley gutters will be utilized to transfer stormwater to the drain inlets which will be connected to the closed conveyance piping collection system. The stormwater detention ponds and flow control structures will control and meter the discharge of the increased flow to the 10-year pre-development flows and will help remove solids, silt, oils grease and other pollutants from the stormwater, with the first 0.5 inches of rainfall from a 24-hour storm event preceded by 48 hours of no measurable precipitation also captured. The collection system will be designed to convey the 25-year storm event. The following references were used in the preparation of this report: a. COB Design Standards and Specifications Policy, 2004. Addendum #7 b. COB Modifications to Montana Public Works Standard Specifications (MPWSS). Addendum #3 c. Bozeman Stormwater Master Plan - 1982 B. Site Information and Groundwater Monitoring The Phase 2 site lies within Southeast Bozeman and is an undeveloped pasture. Phase 1 improvements were completed in 2020. Groundwater monitoring was conducted between 2017 and 2018 at eight monitoring wells across the subdivision. Groundwater was observed in all of the wells, with depths ranging from 1.0 ft to 7.0 ft below the existing ground surface. C. Peak Flow (Runoff) Calculations The project area was divided into drainage areas as shown on Sheets SD1.0 (Phase 1) and SD1.1 (Phase 2), provided in the Appendix. These areas were used to determine the stormwater runoff flows, which in turn were used to determine the size of the storm drain pipes, gutter capacities, curb inlet sizes, and pond volumes. The Rational method was utilized to determine the 25-year peak flows in accordance with the City of Bozeman Design Standards. The Phase 2 flows were determined utilizing the runoff coefficients provided in Table I-1 of the Design Standards and a higher runoff coefficient for roadways. The peak flows and calculations for the Phase 1 and Phase 2 areas are included in the Appendix. D. Conveyance Structures Runoff from the basins generally flows overland into the proposed curb and gutter. The curb and gutter directs flows into curb inlets and stormwater piping. The piping conveys the flows into the detention ponds. All conveyance structures were sized to carry the 25-year storm event peak runoff flows. Gran Cielo Phase 2 Subdivision Stormwater Design Report Page 2 of 3 The proposed curb and gutter at a minimum slope of 0.5% has a capacity of about 3 cfs while flowing at a depth of 0.15 ft from the top of the curb per City Standards. Where runoffs flowing into curb exceed this amount, steeper slopes and curb inlets are provided. Calculations for the curb capacity are included in the Appendix. Curb inlets were strategically placed throughout the proposed streets to intercept runoffs. The curb inlets were sized to capture all of the runoff from the proposed development. The proposed curb inlets and stormwater piping are displayed on Sheet SD1.2 included in the Appendix. Curb inlet capacity calculations and a curb inlet summary are included in the Appendix. Stormwater piping was included in the design between curb inlets as well as into and out of the detention ponds. The stormwater piping is displayed on Sheet SD1.2 in the Appendix. All piping was sized to convey the 25-year peak runoffs utilizing Manning’s equation for circular channels. When sizing the stormwater infrastructure for the subdivision, a Manning’s roughness coefficient (n) of 0.013 for PVC pipe was not used per Table I-2 of the Bozeman DSSP. Based on the Handbook of PVC pipe, and the Civil Engineering Reference Manual, the recommended n value is 0.009 for design of PVC sewers (see Appendix). Piping capacity calculations and a summary are included in the Appendix. E. Stormwater Detention Ponds The stormwater design includes two new detention ponds for Phase 2. Phase 1 included construction of one detention pond on Bennett Ave, and numerous temporary retention ponds. The temporary retention ponds will be removed with Phase 2, and the new Phase 2 ponds will accommodate the runoff from some of the Phase 1 drainage areas. The detention ponds are designed to handle the 10-year, 2-hr storm event. All ponds have a 4:1 side slope and are 1.5 ft deep maximum with 6 in depth of freeboard. See Table 1 below for a summary of the detention pond volumes. Pond calculations are provided in the Appendix. DETENTION POND SUMMARY Pond ID Contributing Basins* 10-yr, 2-hr Post Development Peak Runoff (cfs) Required Volume (C.F.) Approx. Proposed Volume (C.F.) Existing 3, 4, 5, 14, 15 5.87 8,753 13,385 Apex 2, 12, 16, 17, 18 6.56 9,664 9,687 Bennet 6, 7, 8, 9, 13 7.72 12,105 12,220 * See Sheet SD1.0 & SD1.1 Storm Drainage Basins The Phase 1 report utilized the existing Meadow Creek Subdivision pond for detainment of Basin 11. Also, per the Phase 1 report, Basin 10 is detained by a temporary retention pond and will be addressed with a future extension of Graf Street to the west, outside of the scope of this project. The proposed project does not fully construct S 27th Ave to a collector standard with this development. S 27th Ave will be fully built out with the future property development on the East side of S 27th Ave adjacent to the Gran Cielo Subdivision, outside the scope of this project. Excerpts from the Phase 1 Stormwater Report are included in the Appendix. Gran Cielo Phase 2 Subdivision Stormwater Design Report Page 3 of 3 Basin 1 is the eastern half of S 27th Ave Arterial standard installed with this project, between Graf Street and Cielo Way. However, between Cielo Way and the existing dead end of S 17th Ave at Bennett Blvd, this project only installs the western half of S 27th Ave to a Local street standard. Future development adjacent to S 27th Ave on the East side will be required to widen S 27th Ave to a full Arterial standard. Therefore, Basin 1, which is the eastern half of S 27th installed with this project, is unique in that it will temporarily utilize the Apex pond for treatment and storage. When the widening of the remainder of S 27th Ave to a full Arterial occurs, the widening will require detention or retention storage to account for Basin 1 and the remaining eastern half of the S 27th Ave Arterial. F. Half-inch requirement The half-inch requirement per Bozeman DSSP II.A.4 was accounted for the impervious areas within the subdivision by elevating the weirs of the Detention Facilities. The elevate weir allows for storage and treatment of the first half-inch. The impervious areas within the subdivision that were included in the calculations include the roads and approximately 25% of the net developable lot areas. G. Off-Site Impacts It is not anticipated that property development downstream of the project will be adversely impacted. The proposed detention ponds reduce the runoffs to the pre-development flow rate. The ultimate destination of the runoff from this project is the southern ditch on Stucky Road. The runoffs are conveyed from the ponds via grass swales and irrigation ditches to the Stucky Road ditch. Appendices A. Stormwater Exhibits B. Runoff and Conveyance Calculations C. Detention Pond Calculations D. Groundwater Monitoring Information E. Manning’s n Documentation F. Excerpts from Phase 1 Stormwater Report G. Stormwater Maintenance Plan Appendix A: Stormwater Exhibits S. 27TH AVE S. 30TH AVE S. 31ST AVE S. 29TH AVE S. 28TH AVE CIELO WAYTIERRA LANES. 29TH AVE GRAF STREETBENNETT BLVDAPEX DRIVEBASIN 1 BASIN 3 BASIN 4 BASIN 6 BASIN 18 BASIN 15BASIN 11BASIN 10BASIN 2 BASIN 5 BASIN 7 BASIN 8 BASIN 9 BASIN 12BASIN 13 BASIN 14 BASIN 16 BASIN 17 CIELO WAYSHEETMADISON ENGINEERING895 TECHNOLOGY BLVD, SUITE 203BOZEMAN, MT 59718(406) 586-0262 (406) 586-5740 FAXOF GRAN CIELO EXHIBITGRAN CIELO SUBDIVISIONSTORM DRAINAGE BASINSBOZEMAN, MT1 inch = 0 SCALE 200' 400'100'200'SD1.0 S. 27TH AVE S. 29TH AVE BENNETT BLVDAPEX DRIVES. 30TH AVE S. 31ST AVE S. 28TH AVE CIELO WAYTIERRA LANES. 29TH AVE GRAF STREETCIELO WAYPHASE 1 DRAINAGE AREAS SEE SHEET SD1.0 S. 29TH AVE SHEETMADISON ENGINEERING895 TECHNOLOGY BLVD, SUITE 203BOZEMAN, MT 59718(406) 586-0262 (406) 586-5740 FAXOF GRAN CIELO EXHIBITGRAN CIELO PHASE 2 SUBDIVISIONSTORM DRAINAGE BASINSBOZEMAN, MT1 inch = 0 SCALE 200 feet 400'100'200'SD1.1 APEX DRIVES. 29TH AVE S. 29TH AVE BENNETT BLVDS. 30TH AVE S. 31ST AVE SHEETMADISON ENGINEERING895 TECHNOLOGY BLVD, SUITE 203BOZEMAN, MT 59718(406) 586-0262 (406) 586-5740 FAXOF GRAN CIELO EXHIBITGRAN CIELO PHASE 2 SUBDIVISIONSTORM DRAINAGE PIPING & INLETSBOZEMAN, MT1 inch = 0 SCALE 100' 200'50'100'SD1.2 S. 28TH AVE Appendix B: Runoff and Conveyance Calculations Basin Area (sf)C D (ft)S (%)TC (min)I (in/hr)Q25 (cfs) 18A 157075 0.50 633 1.00 25.88 1.34 2.41 18B 8381 0.73 277 0.50 11.65 2.23 0.31 18C 74509 0.50 395 1.00 20.44 1.55 1.33 18D 81187 0.50 397 1.00 20.49 1.55 1.45 18E 6700 0.73 220 2.00 6.54 3.22 0.36 18F 19156 0.73 640 2.00 11.15 2.29 0.74 18G 20161 0.73 666 0.50 18.06 1.68 0.57 13A 87616 0.50 433 1.00 21.40 1.51 1.52 13B 47628 0.50 387 1.00 20.23 1.56 0.8613C 36749 0.50 300 1.00 17.81 1.70 0.7213D 35378 0.50 300 1.00 17.81 1.70 0.69 13E 215352 0.50 788 0.75 31.78 1.17 2.90 13F 20092 0.73 666 0.50 18.06 1.68 0.57 Gran Cielo Phase 2 Post- Constructed 25-Year Peak Flow Summary Allowable Pavement Encroachment Given: T =9 feet (max per city)W =1.5 feet Ts =7.5 feet Sw =0.08 ft/ft Sx =0.03 ft/ft a =0.96 inches d =3.24 n =0.015 Sw/Sx =2.67 T/W =6 Capacity for Gutter equations: Where: Qs = Discharge within the Roadway above the depressed section (cfs) Qw = Discharge within the depressed (gutter) section (cfs) Cf = 0.56 for English units Sx = Pavement cross slope (ft/ft) Ts = Width of flow in the roadway above depressed section So = Gutter longitudinal slope (ft/ft)Sw = Gutter depression cross slope (ft/ft) T = Spread (ft/ft) W = Width of gutter depression (ft/ft) Capacity solutionMinimum 0.5% Gutter Capacity (Bennett & Apex)1% Gutter Capacity (All Other Streets) So =0.005 So =0.01 Qs =1.65 cfs Qs =2.33 cfs Eo =0.44 cfs Eo =0.44 cfs Q =2.96 cfs Q =4.19 cfs Basin 13A 13B 13C 13D 13E 13F 18A18B18C 1.52 Gran Cielo Subdivision - Phase 2Gutter Capacity Calculations 25 Yr Design Flow 2.410.31 0.86 0.72 0.69 2.90 0.57 1.33 SWQQQ QEQoW 0 S E1 QQ 2 1 O3 8 S3 5 XfS STSn CQ   1 8/3 XW XWo 11T/W /SS1 /SS1E             Page 1 of 2 18D18E18F 18G Summary 1.45 At the minimum project slope of 0.5%, the proposed curb and gutter has the capacity to convey the necessary flows with a freeboard of 0.15' below the top of curb per city standards. Streets with additional runoff from the Phase 1 areas are steeper than 1% and include curb inlets. 0.57 0.740.36 Page 2 of 2 Gran Cielo Phase 2 Subdivision Stormwater Inlet Capacity Summary Inlet Contributing Basin Inflow Q(25) (cfs) Inlet Type Inlet Capacity (cfs) Combo Inlet 1 18A 2.41 Single 2.51 Combo Inlet 2 18B 0.31 Sag 4.86 Combo Inlet 3 18G 0.57 Sag 4.86 Combo Inlet 4 18E 0.36 Single 2.51 Combo Inlet 5 18D 1.45 Single 2.51 Combo Inlet 6 None - this inlet is needed for connecting to an existing storm pipe NA Single NA Combo Inlet 7 13D 0.69 Single 2.51 Combo Inlet 8 13C 0.72 Single 2.51 Combo Inlet 9 13A, 8 4.26 Single 2.51 Curb Inlet 1 18F 0.74 Single 2.51 Curb Inlet 2 13F 0.57 Sag 4.86 Curb Inlet 3 13E 2.90 Sag 4.86 Curb Inlet 4 13B, 9 2.08 Single 2.51 Curb Inlet 5 7 1.08 Single 2.51 Curb Inlet 6 6 1.08 Single 2.51 Curb Inlet 7 5 2.09 Single 2.51 Double Curb Inlet 8 4 3.26 Double 5.02 Notes: Single inlets consist of a City Standard 24" x 36" inlet frame located on flowpaths without a sag in the curb Sag inlets consist of a City Standard 24" x 36" inlet frame located at a sag point in the flowpath See separate Inlet Capacity Calculations for additional information DA Q(25) (cfs) 4 3.26 5 2.09 6 1.84 7 1.08 8 2.74 9 1.22 18A 2.41 18B 0.31 18C 1.33 * this basin flows directly into the Pond 18D 1.45 18E 0.36 18F 0.74 18G 0.57 13A 1.52 13B 0.86 13C 0.72 13D 0.69 13E 2.90 13F 0.57 Gutter Section Appendix F Given: T =9.0 feet W =1.50 feet Ts =7.50 feet Sw =0.08 ft/ft Sx =0.03 ft/ft a =0.96 inches d =3.24 inches n =0.015 So =0.005 Where: Qs = Discharge within the Roadway above the depressed section (cfs) Qw = Discharge within the depressed (gutter) section (cfs) Capacity for Inlets on Grade Cf = 0.56 for English units (Standard 24x36 Curb inlet) Sx = Pavement cross slope (ft/ft) Ts = Width of flow in the roadway above depressed section So = Gutter longitudinal slope (ft/ft) Qw =2.96 cfs Sw = Gutter depression cross slope (ft/ft) Qs =1.65 cfs T = Spread (ft/ft) Cross-sectional area of flow W = Width of gutter depression (ft/ft) A =1.22 ft2 Gutter Velocity V =3.79 ft/sec Fraction of side flow intercepted Rs =0.18 Total flow capacity intercepted by the inlet Qint =2.51 cfs Qbypass =2.10 cfs Double Inlet Capacity =5.01 cfs *twice a single inlet capacity Gran Cielo Subdivision Inlet Capacity Calculations Page 1 of 1 Basins A, B & C East Jordan Iron Works Orifice Flow Calculations: From Manufacturer's Website Where: Q = Flow (cfs) A = Open area in grate (in^2) d = Depth of water over grate (in) C = Rating Coefficient C = 0.0108 *From Manufacturer A = 225 in^2 *From Shop Drawing Submittal d = 4 in *City Maximum Q =4.86 cfs Gran Cielo Phase 2 Orifice Type (Sag) Curb Inlet Capacity Calculations 𝑄=𝐶∗𝐴∗√𝑑 Gran Cielo Phase 2 Subdivision Stormwater Pipe Capacity Summary Pipe Contributing Basin Inflow Q(25) (cfs)Pipe Size Pipe Material Pipe Slope Pipe Capacity (cfs) A1 1, 2, 12, 16, 17 3.97 15" PVC 0.38% 6.2 A2 18A 2.41 15" PVC 0.50% 7.1 A3 1, 2, 12, 16, 17, 18A 6.38 18" RCP 0.38% 7.0 B1 Ex. Pond 2 2.77 15" PVC 1.05% 10.3 B2 Ex. Pond 2 2.77 15" PVC 1.05% 10.3 B3 18D 1.45 15" PVC 0.50% 7.1 B4 18D, Ex. Pond 2 4.22 15" PVC 2.14% 14.7 B5 18D, 18E, Ex. Pond 2 4.58 15" PVC 1.90% 13.8 C1 6 1.84 15" PVC 0.50% 7.1 C2 6, 7 2.92 15" PVC 0.68% 8.3 C3 13B, 9 2.08 15" PVC 0.50% 7.1 C4 6, 7, 8, 9, 13A, 13B 9.25 18" PVC 1.63% 20.8 C5 6, 7, 8, 9, 13A, 13B, 13C 9.97 18" PVC 0.50% 11.5 C6 6, 7, 8, 9, 13A, 13B, 13C, 13D 10.66 18" PVC 3.23% 29.3 D1 13F 0.57 15" RCP 0.50% 4.9 D2 13F, 13E 3.46 15" PVC 0.50% 7.1 E1 Irrigation 3.00 15" PVC 1.50% 12.3 E2 Bennet Pond Outflow 3.09 15" PVC 2.50% 15.9 E3 Irrigation, Bennet Pond Outflow 6.09 15" PVC 0.50% 7.1 F1 18C, 18D, 18E, Ex. Pond 2 5.91 18" PVC 2.00% 23.1 F2 1, 2, 12, 16, 17, 18A, 18B, 18C, 18D, 18E, Ex. Pond 2 12.60 21" RCP 0.60% 13.2 F3 18F 0.74 15" RCP 0.50% 4.9 F4 1, 2, 12, 16, 17, 18A, 18B, 18C, 18D, 18E, 18F, 18G, Ex. Pond 2 13.90 21" PVC 0.50% 17.4 F5 Apex Pond Outflow 1.48 21" PVC 0.50% 17.4 G1 4 3.26 15" PVC 0.50% 7.1 G2 4, 5 5.35 15" PVC 1.58% 12.6 DA Q(25) (cfs) 1 0.97 2 0.68 4 3.26 5 2.09 6 1.84 7 1.08 8 2.74 9 1.22 12 0.49 16 0.97 17 0.86 18A 2.41 18B 0.31 18C 1.33 18D 1.45 18E 0.36 18F 0.74 18G 0.57 13A 1.52 13B 0.86 13C 0.72 13D 0.69 13E 2.90 13F 0.57 Ex. Pond 2 2.77 * this is the design outflow of existing pond 2 Irrigation 3 * this is the estimated irrigation flow rate Bennet 3.09 * this is the Bennet Pond Design Outflow Apex 1.48 * This is the Apex Pond design outflow PIPE A1Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =15 Enter ValueDiameter,do (ft) =1.25 Units =1.486n =0.009 pvcSlope, S (ft/ft)0.0038 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.000.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.0 12.4 5950.3 1.2 0.020.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.1 53.9 25869.6 1.9 0.050.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.3 125.5 60231.7 2.4 0.090.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.5 226.1 108509.4 2.9 0.130.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.8 353.6 169733.8 3.3 0.170.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 1.1 505.5 242653.9 3.6 0.210.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 1.5 678.8 325808.1 4.0 0.240.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.9 869.9 417560.7 4.2 0.280.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 2.4 1075.3 516120.7 4.5 0.310.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 2.9 1290.7 619548.7 4.7 0.340.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 3.4 1512.0 725752.9 4.9 0.370.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 3.9 1734.3 832475.4 5.0 0.390.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 4.4 1952.6 937263.7 5.2 0.410.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 4.8 2161.3 1037419.0 5.2 0.430.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 5.2 2354.0 1129905.3 5.3 0.441.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 5.6 2523.3 1211176.7 5.3 0.441.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 5.9 2660.0 1276816.0 5.3 0.441.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 6.1 2751.3 1320626.7 5.3 0.431.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 6.2 2773.8 1331428.2 5.1 0.411.25 6.28 1.23 3.93 0.31 0.00 5.8 2582.3 1239516.3 4.7 0.34 Q = 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE A2, B3, C1, C3, D2, E3, G1 Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =15 Enter Value Diameter,do (ft) =1.25 Units =1.486 n =0.009 PVC Slope, S (ft/ft)0.005 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 14.2 6825.4 1.4 0.03 0.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.1 61.8 29674.5 2.2 0.07 0.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.3 143.9 69090.5 2.8 0.12 0.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.6 259.3 124468.8 3.3 0.17 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.9 405.6 194698.0 3.8 0.22 0.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 1.3 579.9 278343.1 4.2 0.27 0.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 1.7 778.6 373727.5 4.5 0.32 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 2.2 997.9 478974.9 4.9 0.37 0.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 2.7 1233.4 592031.1 5.1 0.41 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 3.3 1480.6 710671.1 5.4 0.45 0.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 3.9 1734.4 832495.6 5.6 0.48 0.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 4.4 1989.4 954914.8 5.8 0.52 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 5.0 2239.8 1075115.2 5.9 0.54 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 5.5 2479.2 1190001.2 6.0 0.56 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 6.0 2700.2 1296090.2 6.1 0.58 1.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 6.4 2894.4 1389314.9 6.1 0.58 1.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 6.8 3051.3 1464608.4 6.1 0.58 1.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 7.0 3156.0 1514862.7 6.0 0.57 1.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 7.1 3181.8 1527252.8 5.9 0.541.25 6.28 1.23 3.93 0.31 0.00 6.6 2962.1 1421822.7 5.4 0.45 Q = 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE A3Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =18 Enter ValueDiameter,do (ft) =1.5 Units =1.486n =0.013 RCPSlope, S (ft/ft)0.0038 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.000.08 0.90 0.03 0.68 0.05 0.65 0.05 0.01 0.0 14.0 6698.6 0.9 0.010.15 1.29 0.09 0.97 0.10 0.90 0.10 0.03 0.1 60.7 29123.2 1.5 0.030.23 1.59 0.17 1.19 0.14 1.07 0.16 0.07 0.3 141.3 67807.0 1.9 0.060.30 1.85 0.25 1.39 0.18 1.20 0.21 0.12 0.6 254.5 122156.5 2.3 0.080.38 2.09 0.35 1.57 0.22 1.30 0.27 0.18 0.9 398.1 191081.0 2.6 0.100.45 2.32 0.45 1.74 0.26 1.37 0.32 0.25 1.3 569.1 273172.2 2.8 0.130.53 2.53 0.55 1.90 0.29 1.43 0.39 0.34 1.7 764.1 366784.5 3.1 0.150.60 2.74 0.66 2.05 0.32 1.47 0.45 0.44 2.2 979.3 470076.7 3.3 0.170.68 2.94 0.77 2.21 0.35 1.49 0.52 0.55 2.7 1210.5 581032.5 3.5 0.190.75 3.14 0.88 2.36 0.38 1.50 0.59 0.68 3.2 1453.1 697468.5 3.7 0.210.83 3.34 1.00 2.51 0.40 1.49 0.67 0.81 3.8 1702.1 817029.8 3.8 0.230.90 3.54 1.11 2.66 0.42 1.47 0.75 0.96 4.4 1952.4 937174.7 3.9 0.240.98 3.75 1.22 2.81 0.43 1.43 0.85 1.12 4.9 2198.2 1055142.1 4.0 0.251.05 3.96 1.32 2.97 0.44 1.37 0.96 1.30 5.4 2433.1 1167893.8 4.1 0.261.13 4.19 1.42 3.14 0.45 1.30 1.09 1.49 5.9 2650.0 1272011.9 4.2 0.271.20 4.43 1.52 3.32 0.46 1.20 1.26 1.70 6.3 2840.6 1363504.7 4.2 0.271.28 4.69 1.60 3.52 0.45 1.07 1.49 1.96 6.7 2994.6 1437399.4 4.2 0.271.35 5.00 1.68 3.75 0.45 0.90 1.86 2.29 6.9 3097.3 1486720.1 4.1 0.261.43 5.38 1.73 4.04 0.43 0.65 2.65 2.82 7.0 3122.7 1498880.1 4.0 0.251.50 6.28 1.77 4.71 0.38 0.00 6.5 2907.1 1395408.6 3.7 0.21 Q = 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE B1, B2Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =15 Enter ValueDiameter,do (ft) =1.25 Units =1.486n =0.009 PVCSlope, S (ft/ft)0.0105 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.000.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.0 20.6 9891.0 2.0 0.060.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.2 89.6 43002.5 3.1 0.150.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.5 208.6 100121.7 4.0 0.250.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.8 375.8 180372.4 4.8 0.360.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 1.3 587.8 282144.2 5.5 0.460.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 1.9 840.3 403357.5 6.0 0.570.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 2.5 1128.3 541582.6 6.6 0.670.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 3.2 1446.0 694100.6 7.0 0.770.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 4.0 1787.4 857934.6 7.4 0.860.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 4.8 2145.5 1029860.2 7.8 0.940.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 5.6 2513.3 1206400.8 8.1 1.020.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 6.4 2882.9 1383803.0 8.4 1.080.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 7.2 3245.8 1557989.9 8.6 1.140.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 8.0 3592.7 1724475.6 8.7 1.180.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 8.7 3912.9 1878213.2 8.8 1.211.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 9.3 4194.4 2013308.6 8.9 1.221.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 9.9 4421.7 2122419.3 8.9 1.221.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 10.2 4573.4 2195244.6 8.8 1.191.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 10.3 4610.8 2213199.6 8.5 1.131.25 6.28 1.23 3.93 0.31 0.00 9.6 4292.5 2060416.9 7.8 0.94 Q = 0.0 2.0 4.0 6.0 8.0 10.0 12.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE B4Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =15 Enter ValueDiameter,do (ft) =1.25 Units =1.486n =0.009 PVCSlope, S (ft/ft)0.0214 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.000.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.1 29.4 14120.6 2.9 0.130.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.3 127.9 61391.1 4.5 0.310.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.7 297.8 142935.6 5.7 0.510.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 1.2 536.5 257503.1 6.8 0.730.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 1.9 839.2 402794.4 7.8 0.940.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 2.7 1199.7 575840.7 8.6 1.160.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 3.6 1610.8 773173.4 9.4 1.370.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 4.6 2064.4 990911.0 10.0 1.560.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 5.7 2551.7 1224803.4 10.6 1.750.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 6.8 3063.0 1470247.8 11.1 1.920.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 8.0 3588.1 1722280.4 11.6 2.080.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 9.2 4115.7 1975543.1 11.9 2.210.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 10.3 4633.8 2224215.6 12.2 2.320.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 11.4 5128.9 2461893.6 12.5 2.410.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 12.4 5586.2 2681372.3 12.6 2.471.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 13.3 5988.0 2874237.0 12.7 2.501.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 14.1 6312.5 3030005.5 12.7 2.491.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 14.5 6529.1 3133972.4 12.5 2.431.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 14.7 6582.5 3159605.3 12.2 2.301.25 6.28 1.23 3.93 0.31 0.00 13.7 6128.1 2941489.8 11.1 1.92 Q = 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE B5Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =15 Enter ValueDiameter,do (ft) =1.25 Units =1.486n =0.009 PVCSlope, S (ft/ft)0.019 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.000.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.1 27.7 13305.2 2.7 0.110.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.3 120.5 57846.3 4.2 0.270.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.6 280.6 134682.2 5.4 0.460.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 1.1 505.5 242634.4 6.4 0.650.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 1.8 790.7 379536.3 7.3 0.840.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 2.5 1130.4 542590.6 8.1 1.030.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 3.4 1517.8 728529.0 8.8 1.210.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 4.3 1945.2 933694.0 9.5 1.390.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 5.4 2404.3 1154081.1 10.0 1.550.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 6.4 2886.2 1385353.0 10.5 1.710.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 7.5 3380.9 1622832.8 10.9 1.840.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 8.6 3878.1 1861471.7 11.2 1.960.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 9.7 4366.2 2095785.3 11.5 2.060.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 10.8 4832.8 2319739.4 11.7 2.140.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 11.7 5263.6 2526545.0 11.9 2.191.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 12.6 5642.2 2708273.3 11.9 2.221.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 13.3 5948.0 2855047.4 11.9 2.211.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 13.7 6152.1 2953011.1 11.8 2.161.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 13.8 6202.4 2977163.9 11.5 2.051.25 6.28 1.23 3.93 0.31 0.00 12.9 5774.3 2771642.8 10.5 1.71 Q = 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE C2 Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =15 Enter Value Diameter,do (ft) =1.25 Units =1.486 n =0.009 PVC Slope, S (ft/ft)0.0068 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 16.6 7959.8 1.6 0.04 0.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.2 72.1 34606.1 2.5 0.10 0.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.4 167.9 80572.7 3.2 0.16 0.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.7 302.4 145154.3 3.9 0.23 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 1.1 473.0 227055.0 4.4 0.30 0.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 1.5 676.3 324601.1 4.9 0.37 0.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 2.0 908.0 435837.4 5.3 0.43 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 2.6 1163.7 558575.9 5.7 0.50 0.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 3.2 1438.4 690421.0 6.0 0.56 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 3.8 1726.6 828777.8 6.3 0.61 0.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 4.5 2022.6 970848.4 6.5 0.66 0.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 5.2 2320.0 1113612.5 6.7 0.70 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 5.8 2612.1 1253789.0 6.9 0.74 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 6.4 2891.2 1387767.9 7.0 0.77 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 7.0 3148.9 1511487.9 7.1 0.78 1.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 7.5 3375.4 1620205.7 7.1 0.79 1.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 7.9 3558.4 1708012.3 7.1 0.79 1.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 8.2 3680.5 1766618.3 7.0 0.77 1.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 8.3 3710.6 1781067.6 6.9 0.731.25 6.28 1.23 3.93 0.31 0.00 7.7 3454.4 1658116.0 6.3 0.61 Q = 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE C3Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =18 Enter ValueDiameter,do (ft) =1.5 Units =1.486n =0.009 PVCSlope, S (ft/ft)0.005 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.000.08 0.90 0.03 0.68 0.05 0.65 0.05 0.01 0.1 23.1 11098.9 1.6 0.040.15 1.29 0.09 0.97 0.10 0.90 0.10 0.03 0.2 100.5 48254.0 2.4 0.090.23 1.59 0.17 1.19 0.14 1.07 0.16 0.07 0.5 234.1 112348.8 3.1 0.150.30 1.85 0.25 1.39 0.18 1.20 0.21 0.12 0.9 421.7 202400.0 3.7 0.220.38 2.09 0.35 1.57 0.22 1.30 0.27 0.18 1.5 659.6 316600.4 4.3 0.280.45 2.32 0.45 1.74 0.26 1.37 0.32 0.25 2.1 943.0 452616.6 4.7 0.340.53 2.53 0.55 1.90 0.29 1.43 0.39 0.34 2.8 1266.1 607722.1 5.1 0.410.60 2.74 0.66 2.05 0.32 1.47 0.45 0.44 3.6 1622.6 778866.0 5.5 0.470.68 2.94 0.77 2.21 0.35 1.49 0.52 0.55 4.5 2005.6 962707.8 5.8 0.520.75 3.14 0.88 2.36 0.38 1.50 0.59 0.68 5.4 2407.6 1155629.5 6.1 0.570.83 3.34 1.00 2.51 0.40 1.49 0.67 0.81 6.3 2820.3 1353729.7 6.3 0.620.90 3.54 1.11 2.66 0.42 1.47 0.75 0.96 7.2 3235.0 1552796.8 6.5 0.660.98 3.75 1.22 2.81 0.43 1.43 0.85 1.12 8.1 3642.2 1748255.8 6.7 0.691.05 3.96 1.32 2.97 0.44 1.37 0.96 1.30 9.0 4031.4 1935073.1 6.8 0.721.13 4.19 1.42 3.14 0.45 1.30 1.09 1.49 9.8 4390.8 2107585.6 6.9 0.741.20 4.43 1.52 3.32 0.46 1.20 1.26 1.70 10.5 4706.6 2259179.2 6.9 0.741.28 4.69 1.60 3.52 0.45 1.07 1.49 1.96 11.1 4961.7 2381614.8 6.9 0.741.35 5.00 1.68 3.75 0.45 0.90 1.86 2.29 11.4 5131.9 2463333.8 6.8 0.721.43 5.38 1.73 4.04 0.43 0.65 2.65 2.82 11.5 5173.9 2483481.5 6.6 0.691.50 6.28 1.77 4.71 0.38 0.00 10.7 4816.8 2312040.6 6.1 0.57 Q = 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE C4 Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =18 Enter Value Diameter,do (ft) =1.5 Units =1.486 n =0.009 PVC Slope, S (ft/ft)0.0163 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.1 41.7 20039.6 2.8 0.12 0.15 1.29 0.09 0.97 0.10 0.90 0.10 0.03 0.4 181.5 87124.9 4.4 0.30 0.23 1.59 0.17 1.19 0.14 1.07 0.16 0.07 0.9 422.6 202851.0 5.7 0.50 0.30 1.85 0.25 1.39 0.18 1.20 0.21 0.12 1.7 761.3 365442.7 6.7 0.71 0.38 2.09 0.35 1.57 0.22 1.30 0.27 0.18 2.7 1190.9 571637.0 7.7 0.92 0.45 2.32 0.45 1.74 0.26 1.37 0.32 0.25 3.8 1702.5 817220.6 8.5 1.12 0.53 2.53 0.55 1.90 0.29 1.43 0.39 0.34 5.1 2286.0 1097270.8 9.2 1.33 0.60 2.74 0.66 2.05 0.32 1.47 0.45 0.44 6.5 2929.7 1406279.2 9.9 1.52 0.68 2.94 0.77 2.21 0.35 1.49 0.52 0.55 8.1 3621.3 1738214.2 10.5 1.70 0.75 3.14 0.88 2.36 0.38 1.50 0.59 0.68 9.7 4347.0 2086543.5 11.0 1.87 0.83 3.34 1.00 2.51 0.40 1.49 0.67 0.81 11.3 5092.1 2444222.6 11.4 2.02 0.90 3.54 1.11 2.66 0.42 1.47 0.75 0.96 13.0 5840.9 2803647.6 11.8 2.15 0.98 3.75 1.22 2.81 0.43 1.43 0.85 1.12 14.7 6576.2 3156558.1 12.1 2.25 1.05 3.96 1.32 2.97 0.44 1.37 0.96 1.30 16.2 7278.9 3493865.5 12.3 2.34 1.13 4.19 1.42 3.14 0.45 1.30 1.09 1.49 17.7 7927.8 3805344.9 12.4 2.40 1.20 4.43 1.52 3.32 0.46 1.20 1.26 1.70 18.9 8498.0 4079054.3 12.5 2.42 1.28 4.69 1.60 3.52 0.45 1.07 1.49 1.96 20.0 8958.6 4300117.5 12.5 2.41 1.35 5.00 1.68 3.75 0.45 0.90 1.86 2.29 20.6 9266.0 4447665.0 12.3 2.36 1.43 5.38 1.73 4.04 0.43 0.65 2.65 2.82 20.8 9341.8 4484042.6 12.0 2.241.50 6.28 1.77 4.71 0.38 0.00 19.4 8696.9 4174497.9 11.0 1.87 Q = 0.0 5.0 10.0 15.0 20.0 25.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE C5 Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =18 Enter Value Diameter,do (ft) =1.5 Units =1.486 n =0.009 PVC Slope, S (ft/ft)0.005 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.1 23.1 11098.9 1.6 0.04 0.15 1.29 0.09 0.97 0.10 0.90 0.10 0.03 0.2 100.5 48254.0 2.4 0.09 0.23 1.59 0.17 1.19 0.14 1.07 0.16 0.07 0.5 234.1 112348.8 3.1 0.15 0.30 1.85 0.25 1.39 0.18 1.20 0.21 0.12 0.9 421.7 202400.0 3.7 0.22 0.38 2.09 0.35 1.57 0.22 1.30 0.27 0.18 1.5 659.6 316600.4 4.3 0.28 0.45 2.32 0.45 1.74 0.26 1.37 0.32 0.25 2.1 943.0 452616.6 4.7 0.34 0.53 2.53 0.55 1.90 0.29 1.43 0.39 0.34 2.8 1266.1 607722.1 5.1 0.41 0.60 2.74 0.66 2.05 0.32 1.47 0.45 0.44 3.6 1622.6 778866.0 5.5 0.47 0.68 2.94 0.77 2.21 0.35 1.49 0.52 0.55 4.5 2005.6 962707.8 5.8 0.52 0.75 3.14 0.88 2.36 0.38 1.50 0.59 0.68 5.4 2407.6 1155629.5 6.1 0.57 0.83 3.34 1.00 2.51 0.40 1.49 0.67 0.81 6.3 2820.3 1353729.7 6.3 0.62 0.90 3.54 1.11 2.66 0.42 1.47 0.75 0.96 7.2 3235.0 1552796.8 6.5 0.66 0.98 3.75 1.22 2.81 0.43 1.43 0.85 1.12 8.1 3642.2 1748255.8 6.7 0.69 1.05 3.96 1.32 2.97 0.44 1.37 0.96 1.30 9.0 4031.4 1935073.1 6.8 0.72 1.13 4.19 1.42 3.14 0.45 1.30 1.09 1.49 9.8 4390.8 2107585.6 6.9 0.74 1.20 4.43 1.52 3.32 0.46 1.20 1.26 1.70 10.5 4706.6 2259179.2 6.9 0.74 1.28 4.69 1.60 3.52 0.45 1.07 1.49 1.96 11.1 4961.7 2381614.8 6.9 0.74 1.35 5.00 1.68 3.75 0.45 0.90 1.86 2.29 11.4 5131.9 2463333.8 6.8 0.72 1.43 5.38 1.73 4.04 0.43 0.65 2.65 2.82 11.5 5173.9 2483481.5 6.6 0.691.50 6.28 1.77 4.71 0.38 0.00 10.7 4816.8 2312040.6 6.1 0.57 Q = 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE C6 Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =18 Enter Value Diameter,do (ft) =1.5 Units =1.486 n =0.009 PVC Slope, S (ft/ft)0.0323 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.1 58.8 28209.6 4.0 0.24 0.15 1.29 0.09 0.97 0.10 0.90 0.10 0.03 0.6 255.5 122645.0 6.2 0.60 0.23 1.59 0.17 1.19 0.14 1.07 0.16 0.07 1.3 594.9 285551.7 8.0 0.99 0.30 1.85 0.25 1.39 0.18 1.20 0.21 0.12 2.4 1071.7 514430.6 9.5 1.40 0.38 2.09 0.35 1.57 0.22 1.30 0.27 0.18 3.7 1676.4 804688.5 10.8 1.82 0.45 2.32 0.45 1.74 0.26 1.37 0.32 0.25 5.3 2396.7 1150394.4 12.0 2.23 0.53 2.53 0.55 1.90 0.29 1.43 0.39 0.34 7.2 3218.0 1544618.7 13.0 2.63 0.60 2.74 0.66 2.05 0.32 1.47 0.45 0.44 9.2 4124.2 1979607.2 13.9 3.01 0.68 2.94 0.77 2.21 0.35 1.49 0.52 0.55 11.4 5097.6 2446869.2 14.7 3.37 0.75 3.14 0.88 2.36 0.38 1.50 0.59 0.68 13.6 6119.2 2937209.3 15.4 3.70 0.83 3.34 1.00 2.51 0.40 1.49 0.67 0.81 16.0 7168.1 3440711.2 16.0 3.99 0.90 3.54 1.11 2.66 0.42 1.47 0.75 0.96 18.3 8222.2 3946670.6 16.5 4.25 0.98 3.75 1.22 2.81 0.43 1.43 0.85 1.12 20.6 9257.2 4443459.7 17.0 4.47 1.05 3.96 1.32 2.97 0.44 1.37 0.96 1.30 22.8 10246.4 4918284.5 17.3 4.64 1.13 4.19 1.42 3.14 0.45 1.30 1.09 1.49 24.9 11159.9 5356751.3 17.5 4.75 1.20 4.43 1.52 3.32 0.46 1.20 1.26 1.70 26.7 11962.6 5742049.7 17.6 4.80 1.28 4.69 1.60 3.52 0.45 1.07 1.49 1.96 28.1 12610.9 6053238.4 17.6 4.78 1.35 5.00 1.68 3.75 0.45 0.90 1.86 2.29 29.1 13043.6 6260939.8 17.3 4.67 1.43 5.38 1.73 4.04 0.43 0.65 2.65 2.82 29.3 13150.3 6312148.3 16.9 4.431.50 6.28 1.77 4.71 0.38 0.00 27.3 12242.5 5876404.8 15.4 3.70 Q = 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE D1, F3Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =15 Enter ValueDiameter,do (ft) =1.25 Units =1.486n =0.013 RCPSlope, S (ft/ft)0.005 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.000.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.0 9.8 4725.3 1.0 0.010.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.1 42.8 20543.9 1.5 0.030.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.2 99.6 47831.9 1.9 0.060.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.4 179.5 86170.7 2.3 0.080.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.6 280.8 134790.9 2.6 0.110.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 0.9 401.5 192699.1 2.9 0.130.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 1.2 539.0 258734.4 3.1 0.150.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.5 690.8 331598.0 3.4 0.180.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 1.9 853.9 409867.7 3.6 0.200.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 2.3 1025.0 492003.1 3.7 0.220.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 2.7 1200.7 576343.1 3.9 0.230.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 3.1 1377.3 661094.9 4.0 0.250.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 3.5 1550.6 744310.5 4.1 0.260.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 3.8 1716.3 823847.0 4.2 0.270.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 4.2 1869.4 897293.2 4.2 0.281.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 4.5 2003.8 961833.4 4.2 0.281.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 4.7 2112.4 1013959.7 4.2 0.281.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 4.9 2184.9 1048751.1 4.2 0.271.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 4.9 2202.8 1057328.9 4.1 0.261.25 6.28 1.23 3.93 0.31 0.00 4.6 2050.7 984338.8 3.7 0.22 Q = 0.0 1.0 2.0 3.0 4.0 5.0 6.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE E1 Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =15 Enter ValueDiameter,do (ft) =1.25 Units =1.486n =0.009 PVCSlope, S (ft/ft)0.015 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.000.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.1 24.6 11822.0 2.4 0.090.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.2 107.1 51397.8 3.7 0.220.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.6 249.3 119668.3 4.8 0.360.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 1.0 449.1 215586.3 5.7 0.510.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 1.6 702.6 337226.9 6.5 0.660.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 2.2 1004.4 482104.4 7.2 0.810.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 3.0 1348.6 647315.0 7.9 0.960.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 3.9 1728.4 829608.9 8.4 1.100.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 4.8 2136.3 1025427.9 8.9 1.230.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 5.7 2564.4 1230918.4 9.3 1.350.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 6.7 3004.0 1441924.8 9.7 1.450.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 7.7 3445.8 1653961.0 10.0 1.550.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 8.6 3879.5 1862154.1 10.2 1.630.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 9.6 4294.0 2061142.5 10.4 1.690.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 10.4 4676.9 2244894.1 10.6 1.731.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 11.2 5013.3 2406364.0 10.6 1.751.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 11.8 5285.0 2536776.2 10.6 1.741.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 12.2 5466.3 2623819.2 10.5 1.701.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 12.3 5511.0 2645279.5 10.2 1.611.25 6.28 1.23 3.93 0.31 0.00 11.4 5130.6 2462669.2 9.3 1.35 Q = 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE E2 Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =15 Enter ValueDiameter,do (ft) =1.25 Units =1.486n =0.009 PVCSlope, S (ft/ft)0.025 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.000.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.1 31.8 15262.1 3.1 0.150.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.3 138.2 66354.2 4.8 0.360.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.7 321.9 154491.1 6.2 0.600.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 1.3 579.8 278320.7 7.4 0.850.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 2.0 907.0 435358.0 8.4 1.100.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 2.9 1296.7 622394.2 9.3 1.350.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 3.9 1741.0 835680.1 10.1 1.590.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 5.0 2231.3 1071020.5 10.8 1.830.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 6.1 2758.0 1323821.8 11.5 2.040.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 7.4 3310.6 1589108.9 12.0 2.240.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 8.6 3878.2 1861516.8 12.5 2.420.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 9.9 4448.4 2135254.4 12.9 2.580.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 11.2 5008.4 2404030.7 13.2 2.710.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 12.4 5543.6 2660923.6 13.5 2.810.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 13.5 6037.8 2898145.8 13.6 2.881.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 14.4 6472.1 3106602.6 13.7 2.921.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 15.2 6822.8 3274964.0 13.7 2.901.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 15.7 7057.0 3387336.0 13.5 2.841.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 15.9 7114.7 3415041.2 13.2 2.691.25 6.28 1.23 3.93 0.31 0.00 14.8 6623.5 3179292.3 12.0 2.25 Q = 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE F1Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =18 Enter ValueDiameter,do (ft) =1.5 Units =1.486n =0.009 PVCSlope, S (ft/ft)0.02 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.000.08 0.90 0.03 0.68 0.05 0.65 0.05 0.01 0.1 46.2 22197.8 3.1 0.150.15 1.29 0.09 0.97 0.10 0.90 0.10 0.03 0.4 201.1 96508.1 4.9 0.370.23 1.59 0.17 1.19 0.14 1.07 0.16 0.07 1.0 468.1 224697.6 6.3 0.610.30 1.85 0.25 1.39 0.18 1.20 0.21 0.12 1.9 843.3 404800.0 7.5 0.870.38 2.09 0.35 1.57 0.22 1.30 0.27 0.18 2.9 1319.2 633200.9 8.5 1.120.45 2.32 0.45 1.74 0.26 1.37 0.32 0.25 4.2 1885.9 905233.2 9.4 1.380.53 2.53 0.55 1.90 0.29 1.43 0.39 0.34 5.6 2532.2 1215444.2 10.2 1.630.60 2.74 0.66 2.05 0.32 1.47 0.45 0.44 7.2 3245.3 1557732.1 11.0 1.860.68 2.94 0.77 2.21 0.35 1.49 0.52 0.55 8.9 4011.3 1925415.7 11.6 2.090.75 3.14 0.88 2.36 0.38 1.50 0.59 0.68 10.7 4815.1 2311259.1 12.1 2.290.83 3.34 1.00 2.51 0.40 1.49 0.67 0.81 12.6 5640.5 2707459.4 12.6 2.470.90 3.54 1.11 2.66 0.42 1.47 0.75 0.96 14.4 6470.0 3105593.5 13.0 2.630.98 3.75 1.22 2.81 0.43 1.43 0.85 1.12 16.2 7284.4 3496511.7 13.3 2.771.05 3.96 1.32 2.97 0.44 1.37 0.96 1.30 18.0 8062.8 3870146.3 13.6 2.871.13 4.19 1.42 3.14 0.45 1.30 1.09 1.49 19.6 8781.6 4215171.2 13.8 2.941.20 4.43 1.52 3.32 0.46 1.20 1.26 1.70 21.0 9413.2 4518358.4 13.8 2.971.28 4.69 1.60 3.52 0.45 1.07 1.49 1.96 22.1 9923.4 4763229.6 13.8 2.961.35 5.00 1.68 3.75 0.45 0.90 1.86 2.29 22.9 10263.9 4926667.6 13.7 2.891.43 5.38 1.73 4.04 0.43 0.65 2.65 2.82 23.1 10347.8 4966963.0 13.3 2.751.50 6.28 1.77 4.71 0.38 0.00 21.5 9633.5 4624081.1 12.1 2.29 Q = 0.0 5.0 10.0 15.0 20.0 25.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE F2 Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =21 Enter ValueDiameter,do (ft) =1.75 Units =1.486n =0.013 RCPSlope, S (ft/ft)0.006 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.000.09 0.90 0.04 0.79 0.06 0.76 0.06 0.01 0.1 26.5 12696.8 1.3 0.030.18 1.29 0.13 1.13 0.11 1.05 0.12 0.04 0.3 115.0 55201.2 2.0 0.070.26 1.59 0.23 1.39 0.16 1.25 0.18 0.10 0.6 267.8 128523.6 2.6 0.110.35 1.85 0.34 1.62 0.21 1.40 0.24 0.17 1.1 482.4 231539.5 3.1 0.150.44 2.09 0.47 1.83 0.26 1.52 0.31 0.26 1.7 754.5 362181.3 3.6 0.200.53 2.32 0.61 2.03 0.30 1.60 0.38 0.37 2.4 1078.7 517779.7 4.0 0.240.61 2.53 0.75 2.22 0.34 1.67 0.45 0.50 3.2 1448.4 695215.7 4.3 0.290.70 2.74 0.90 2.40 0.37 1.71 0.52 0.65 4.1 1856.2 890999.2 4.6 0.330.79 2.94 1.05 2.57 0.41 1.74 0.60 0.82 5.1 2294.4 1101308.7 4.9 0.370.88 3.14 1.20 2.75 0.44 1.75 0.69 1.00 6.1 2754.2 1322005.3 5.1 0.400.96 3.34 1.36 2.92 0.46 1.74 0.78 1.20 7.2 3226.3 1548625.9 5.3 0.441.05 3.54 1.51 3.10 0.49 1.71 0.88 1.41 8.2 3700.7 1776352.6 5.5 0.461.14 3.75 1.66 3.28 0.50 1.67 0.99 1.65 9.3 4166.6 1999951.9 5.6 0.491.23 3.96 1.80 3.47 0.52 1.60 1.12 1.90 10.3 4611.8 2213665.2 5.7 0.511.31 4.19 1.94 3.67 0.53 1.52 1.28 2.19 11.2 5022.9 2411014.2 5.8 0.521.40 4.43 2.06 3.88 0.53 1.40 1.47 2.50 12.0 5384.2 2584432.8 5.8 0.531.49 4.69 2.18 4.11 0.53 1.25 1.74 2.88 12.6 5676.0 2724495.4 5.8 0.521.58 5.00 2.28 4.37 0.52 1.05 2.17 3.36 13.1 5870.8 2817979.4 5.7 0.511.66 5.38 2.36 4.71 0.50 0.76 3.09 4.15 13.2 5918.8 2841027.8 5.6 0.481.75 6.28 2.41 5.50 0.44 0.00 12.3 5510.2 2644904.5 5.1 0.40 Q = 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 0.00 0.50 1.00 1.50 2.00 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE F4, F5 Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =21 Enter ValueDiameter,do (ft) =1.75 Units =1.486n =0.009 RCPSlope, S (ft/ft)0.005 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.000.09 0.90 0.04 0.79 0.06 0.76 0.06 0.01 0.1 34.9 16741.9 1.7 0.050.18 1.29 0.13 1.13 0.11 1.05 0.12 0.04 0.3 151.6 72787.8 2.7 0.110.26 1.59 0.23 1.39 0.16 1.25 0.18 0.10 0.8 353.1 169470.1 3.5 0.190.35 1.85 0.34 1.62 0.21 1.40 0.24 0.17 1.4 636.1 305306.0 4.1 0.270.44 2.09 0.47 1.83 0.26 1.52 0.31 0.26 2.2 994.9 477569.2 4.7 0.350.53 2.32 0.61 2.03 0.30 1.60 0.38 0.37 3.2 1422.4 682739.9 5.2 0.420.61 2.53 0.75 2.22 0.34 1.67 0.45 0.50 4.3 1909.8 916705.4 5.7 0.500.70 2.74 0.90 2.40 0.37 1.71 0.52 0.65 5.5 2447.6 1174863.8 6.1 0.570.79 2.94 1.05 2.57 0.41 1.74 0.60 0.82 6.7 3025.4 1452176.1 6.4 0.640.88 3.14 1.20 2.75 0.44 1.75 0.69 1.00 8.1 3631.6 1743184.7 6.7 0.700.96 3.34 1.36 2.92 0.46 1.74 0.78 1.20 9.5 4254.2 2042004.7 7.0 0.761.05 3.54 1.51 3.10 0.49 1.71 0.88 1.41 10.9 4879.8 2342283.1 7.2 0.811.14 3.75 1.66 3.28 0.50 1.67 0.99 1.65 12.2 5494.0 2637119.2 7.4 0.851.23 3.96 1.80 3.47 0.52 1.60 1.12 1.90 13.5 6081.1 2918919.8 7.5 0.881.31 4.19 1.94 3.67 0.53 1.52 1.28 2.19 14.8 6623.2 3179142.5 7.6 0.901.40 4.43 2.06 3.88 0.53 1.40 1.47 2.50 15.8 7099.6 3407810.7 7.7 0.911.49 4.69 2.18 4.11 0.53 1.25 1.74 2.88 16.7 7484.4 3592496.0 7.7 0.911.58 5.00 2.28 4.37 0.52 1.05 2.17 3.36 17.2 7741.2 3715763.3 7.6 0.891.66 5.38 2.36 4.71 0.50 0.76 3.09 4.15 17.4 7804.5 3746154.7 7.4 0.841.75 6.28 2.41 5.50 0.44 0.00 16.2 7265.7 3487548.2 6.7 0.70 Q = 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 0.00 0.50 1.00 1.50 2.00 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA PIPE G2 Gran Cielo Subdivision PH2 CIRCULAR CHANNEL Manning's Eqn.1.486 A R2/3 S1/2 n Diameter,do (in) =15 Enter Value Diameter,do (ft) =1.25 Units =1.486 n =0.009 PVC Slope, S (ft/ft)0.0158 Depth, y (ft) Theta (rad) Area, A (ft2) Wetted Perimeter, P (ft) Hydraulic Radius, R (ft) Top Width, T (ft) Hydraulic Depth, D (ft) Section Factor, Z (ft5/2) Q (cfs) Q (gpm) Q (gpd - 8 hour day) V (ft/s) Energy, E = V2/2g (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 0.1 25.3 12133.2 2.5 0.09 0.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.2 109.9 52750.6 3.8 0.23 0.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.6 255.9 122818.0 4.9 0.38 0.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 1.0 461.0 221260.6 5.9 0.54 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 1.6 721.0 346102.8 6.7 0.70 0.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 2.3 1030.8 494793.6 7.4 0.85 0.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 3.1 1384.1 664352.5 8.1 1.01 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 4.0 1773.8 851444.5 8.6 1.15 0.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 4.9 2192.5 1052417.5 9.1 1.29 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 5.9 2631.9 1263316.6 9.6 1.42 0.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 6.9 3083.1 1479876.6 9.9 1.53 0.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 7.9 3536.4 1697493.7 10.2 1.63 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 8.9 3981.6 1911166.6 10.5 1.71 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 9.8 4407.1 2115392.4 10.7 1.78 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 10.7 4800.0 2303980.4 10.8 1.82 1.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 11.5 5145.2 2469700.2 10.9 1.84 1.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 12.1 5424.1 2603544.9 10.9 1.84 1.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 12.5 5610.2 2692878.9 10.7 1.79 1.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 12.6 5656.1 2714904.0 10.5 1.701.25 6.28 1.23 3.93 0.31 0.00 11.7 5265.6 2527487.4 9.6 1.42 Q = 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth (ft) Q (CFS) V (ft/s) E (ft)ydoT THETA Appendix C: Detention Pond Calculations Gran Cielo Phase 2 SubdivisionBennet Pond Calculations Calculation of Required Volume for Storm Detention Pond (Reference: Bozeman Stormwater Master Plan - 1982) Design Rainfall Freq.10 year (see page III - 5 of master plan)IDF coefficient a 0.64IDF coefficient bIDF coefficient n 0.65 Pre-development Calculations Post-development CalculationsCArea (AC)C Areas (ft2):open space 958,320 0.20 Areas (AC):Basin 6 3.65 0.38Basin 7 1.46 0.56Basin 8 4.15 0.49Basin 9 1.63 0.48Basin 13 10.17 0.46 Total:958,320 Total:21.06 total area:22.00 acres total area:21.06 acrescomposite C:0.20 composite C:0.46Overland tc Overland tcaverage slope:1.66 percent average slope:1.7 percent travel distance:1345 feet travel distance:1868 feettc:52 minutes tc:43 minutes Channel tc Channel tcchannel tc:minutes channel tc:minutes Total tc:52 minutes Total tc:43 minutes intensity at tc (fig 23):0.70 in/hr intensity at tc (fig 23):0.79 in/hr pre-devel peak runoff:3.09 cfs post-devel peak runoff:7.72 cfs Storm Duration Intensity Future Runoff Runoff Release Required(minutes)(in/hr)Rate (cfs)Volume (cf)Volume (cf)Storage (cf)25 1.13 11.01 16520 4628 11891 27 1.08 10.48 16971 4999 11972291.03 10.00 17400 5369 12032 31 0.98 9.58 17811 5739 12072330.94 9.19 18205 6109 12096350.91 8.85 18584 6480 12105370.88 8.54 18949 6850 12099390.85 8.25 19301 7220 12081 41 0.82 7.98 19642 7590 12052430.79 7.74 19972 7961 12012 45 0.77 7.52 20293 8331 11962470.75 7.31 20604 8701 11903490.73 7.11 20907 9071 11835510.71 6.93 21202 9442 11760530.69 6.76 21489 9812 11677550.68 6.60 21769 10182 11587570.66 6.45 22043 10552 11491 required detention storage (ft3) =12,105 Detention Pond Calculations:0.5 Inch Stormwater in Roadways Calculations:C design depth of pond 1.50 feet Areas (ft2):asphalt 209,337 0.90max side slope 4.00 horizontal to 1.00 vertical Includes roadways length/width ratio 3.00 A =4.81 acres min. particle removed 40 microns (1 micron = 1 x 10-6 meters)I = 0.021 in/hr (0.5" in 24 hrs)settling velocity of particle 0.0069 feet/second C =0.90Q = 0.09 cfsmin. pond to settle particle 1119 square feet Volume = 7,785 cfbottom weir h =1.00 ftpond dimentions assuming vertical side slopes (actual pond footprint will be larger)width 52 length 156 Volume held between contours:Cumulative Contour Area (ft2)Delta V (ft3)Volume (ft3) 4949.75 7,0704950.25 7,770 3,710 3,710 4950.75 8,502 4,068 7,7784951.25 9,266 4,442 12,220 Design storage at 1.5' depth (ft3) =12,220 Flow Structure Calculations - Bennet Pond (Reference: City of Bozeman, Design Standards and Specifications Policy, March 2004, II.D.2, page 24) Note: see Figure A-2 in above reference. Rectangular weir - Q=3.33LH3/2 Determine Outlet Slot Width needed: Pre-development flow rate = 3.09 cfs Vertical Slot Height = 6 inches Req'd Outlet Slot Width = 2.62 feet or 31 14/32 of an inch Determine Outlet Flow: Outlet Slot Width = 31.45 inches Stage above pond btm. ft stage above weir (ft)Q (cfs)Q (gpm) 1.00 0.00 0.000 01.10 0.10 0.276 124 1.20 0.20 0.781 350 1.30 0.30 1.434 644 1.40 0.40 2.208 991 1.50 0.50 3.086 1385 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 0.00 0.10 0.20 0.30 0.40 0.50 0.60Discharge (cfs)Stage (ft) Flow through outletStage vs. Discharge Gran Cielo Phase 2 SubdivisionApex Pond Calculations Calculation of Required Volume for Storm Detention Pond (Reference: Bozeman Stormwater Master Plan - 1982) Design Rainfall Freq.10 year (see page III - 5 of master plan)IDF coefficient a 0.64IDF coefficient bIDF coefficient n 0.65 Pre-development Calculations Post-development CalculationsC C Areas (ft2):open space 396,614 0.20 Areas (ac):Basin 2 0.55 0.67Basin 12 0.41 0.67Basin 16 0.83 0.67Basin 17 0.72 0.67Basin 18 8.98 0.54 Total:398,138 Total:11.49 total area:9.14 acres total area:11.49 acrescomposite C:0.20 composite C:0.57 Overland tc Overland tcaverage slope:1.25 percent average slope:1.25 percenttravel distance:700 feet travel distance:1042 feet tc:41 minutes tc:30 minutes Channel tc Channel tcchannel tc:minutes channel tc:minutes Total tc:41 minutes Total tc:30 minutes intensity at tc (fig 23):0.81 in/hr intensity at tc (fig 23):1.01 in/hr pre-devel peak runoff:1.48 cfs post-devel peak runoff:6.56 cfs Storm Duration Intensity Future Runoff Runoff Release Required(minutes)(in/hr)Rate (cfs)Volume (cf)Volume (cf)Storage (cf)34 0.93 6.03 12300 3027 9272360.89 5.81 12548 3205 9343 38 0.86 5.61 12788 3384 9404400.83 5.42 13020 3562 9458 42 0.81 5.26 13244 3740 9504440.78 5.10 13461 3918 9544460.76 4.95 13672 4096 9577 48 0.74 4.82 13878 4274 9604500.72 4.69 14077 4452 9625 52 0.70 4.57 14272 4630 9642540.69 4.46 14462 4808 9653 56 0.67 4.36 14647 4986 9661580.65 4.26 14828 5164 9664600.64 4.17 15005 5342 9662620.63 4.08 15178 5520 9658640.61 4.00 15348 5699 9649660.60 3.92 15514 5877 9637 required detention storage (ft3) =9,664 Detention Pond Calculations:0.5 Inch Stormwater in Roadways Calculations: C design depth of pond 1.50 feet Areas (ft2):asphalt 162,589 0.90max side slope 4.00 horizontal to 1.00 verticallength/width ratio 3.00 A =3.73 acres min. particle removed 40 microns (1 micron = 1 x 10-6 meters)I = 0.021 in/hr (0.5" in 24 hrs) settling velocity of particle 0.0069 feet/second C =0.90Q = 0.07 cfsmin. pond to settle particle 950 square feet Volume = 6,047 cfbottom weir h =0.99 ftpond dimentions assuming vertical side slopes (actual pond footprint will be larger)width 46length139 Volume held between contours:Cumulative Contour Area (ft2)Delta V (ft3)Volume (ft3)4941.50 5,449 4942.0 6,104 2,888 2,8884942.5 6,791 3,224 6,112 4943.0 7,507 3,575 9,687 Design storage at 1.5' depth (ft3) =9,687 Flow Structure Calculations - Apex Pond (Reference: City of Bozeman, Design Standards and Specifications Policy, March 2004, II.D.2, page 24) Note: see Figure A-2 in above reference. Rectangular weir - Q=3.33LH3/2 Determine Outlet Slot Width needed: Pre-development flow rate = 1.48 cfsVertical Slot Height = 6.12 inchesReq'd Outlet Slot Width = 1.22 feet or 14 22/32 of an inch Determine Outlet Flow: Outlet Slot Width = 14.68 inchesstage above pond btm. Ft stage above weir (ft)Q (cfs)Q (gpm) 0.99 0 0.000 0 1 0.01 0.004 2 1.1 0.11 0.149 671.2 0.21 0.392 1761.3 0.31 0.703 316 1.4 0.41 1.070 480 1.5 0.51 1.484 666 -0.20 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 0 0.1 0.2 0.3 0.4 0.5 0.6Discharge (cfs)Stage (ft) Flow through outletStage vs. Discharge Appendix D: Groundwater Monitoring Information Gran Cielo Subdivision Groundwater Depth Summary Table Well 8/8/2017 8/25/2017 9/8/2017 10/2/2017 10/16/2017 10/30/2017 11/29/2017 12/29/2017 2/12/2018 4/11/2018 5/7/2018 5/14/2018 5/21/2018 5/29/2018 6/6/2018 6/11/2018 6/18/2018 6/27/2018 7/2/2018 7/13/2018 8/15/2018 #2 4.70 4.75 5.07 4.37 4.60 5.14 4.31 5.20 4.87 2.18 3.29 3.64 4.12 4.27 4.33 4.71 4.99 4.66 DNF DNF 5.57 #3 4.41 4.19 4.49 3.60 3.40 4.21 3.27 4.14 3.72 1.45 2.70 2.96 3.42 3.52 3.57 3.96 4.17 3.32 3.50 3.58 4.31 #5 2.27 2.60 2.82 1.66 2.07 2.65 2.02 2.58 2.18 3.98 1.87 1.98 2.24 2.22 2.28 2.52 2.56 2.15 2.22 2.43 2.54 #6 3.82 3.46 3.84 2.71 2.84 3.09 2.21 2.98 2.50 1.22 2.20 2.32 2.72 2.64 2.76 3.12 3.17 2.70 2.72 3.25 3.79 #8 1.50 3.61 3.39 3.07 3.69 4.49 3.97 4.63 4.29 1.70 2.92 3.27 3.57 3.74 4.11 4.14 4.02 3.29 3.47 3.50 3.18 #10 2.60 4.29 4.44 4.34 4.92 5.67 5.56 DNF DNF 2.51 3.36 3.85 4.10 4.38 4.47 4.88 4.92 4.86 3.55 3.55 4.89 #13 3.66 3.70 4.03 3.89 3.85 4.32 3.97 4.66 4.71 0.54 1.65 1.83 2.79 3.09 3.22 3.64 3.30 3.18 DNF DNF DNF #15 4.57 5.04 5.28 5.35 5.55 6.05 6.17 6.68 6.80 1.88 2.94 3.69 4.32 4.74 4.99 5.25 5.33 4.24 4.29 4.00 4.65 DNF Did Not Find Appendix E: Manning’s N Documentation Appendix F: Excerpts from Phase 1 Stormwater Report Appendix G: Stormwater Maintenance Plan G:\MADISON ENGINEERING\PROJECTS\2017\17-130 Canvasback\Reports\Stormwater Management\Phase 2\STORMWATER MAINTENANCE PLAN.doc STORMWATER MAINTENANCE PLAN Gran Cielo Subdivision Phase 2 Home Owner’s Association responsibility for routine inspection and maintenance 1. Keep the curb & gutter, inlets, pipes, outlets and swales of the facility free of leaves, rocks, sediment buildup, and other debris. 2. The storm water detention basins are to be mowed regularly. During the summer, approximately once every two weeks, the grass is to be mowed and the cuttings are to be promptly removed and disposed of. Unless visibly tainted, dispose of lawn clippings in the same manner as yard waste. Otherwise, bag and take to a sanitary landfill. 3. Remove sediment within the ponds by hand with a flat bottom shovel during the summer months whenever sediment covers vegetation. Have the grass cut short in that particular location so that the bed can be made as level as possible. 4. Re-sod damaged or maintained areas immediately, or use grass plugs from the adjacent up-slope area. 5. Inspect the facilities periodically, especially after heavy rains (preferably monthly and after each storm that delivers 0.5 inches of rainfall). 6. Inspect curb inlets, storm drain manholes, and flow control outlet structures semi- annually. Remove sediment within sumps and clean outlets when soil and vegetation buildup interfere with flow introduction. 7. Home Owner’s Association to maintain and fund Operation and Maintenance of stormwater facilities. _______________________________ Home Owner’s Association