Loading...
Drainage ReportDRAINAGE REPORT FOR BRIDGEWOOD SUBDIVISION PREPARED FOR: BCS D EVELOPMENT C o . 4090 S TATE HWY 6 SOUTH C OLLEGE S TATION, TX 77845 979-690-1222 April 2014 Revised June 2014 MBESI No. 10530014 McCLU R E & B RO WNE ENG I NEERI NG/SUR VEY I NG, I NC. 1008 Woodcreek Dr .. Suite 103 · College Station. T x. 77845 · (979) 693-3838 Engineer Reg. No. F-458 Survey Reg. No. 101033-00 Bridgewood Subdivision Stormwater Management Technical Design Summary Report MEES! No. I 053-0014 PART 1 -Executive Summarv Report Section l -Contact Information Proj ect Designer: McClure and Browne Engineering and Surveying, Inc. 1008 Woodcreek Drive, Suite 103 College Station, TX 77845 979-693-3838 Project Developer: BCS Development Co. College Station, TX 77845 (979)690-1222 Submittal Date: April 2014 -Original June 20 14 -Revised Section 2 -General Information and Project Location The Bridgewood Subdivision is a master planned community to be constructed in south Coll ege Station. The total area of the development is approximately 61 acres with a tota l of 120 planned lots. The plan is based on the currently approved Preliminary Plan for this development. Section 3 -Project Locati on The Bridgewood Subdivision is located in south Coll ege Station near the intersection of Barron Road and William D. Fitch Pkwy. The entire site is located withi n the city limits of College Station. The site is within th e Spring Creek Drainage Basin. No portion of the site is shown be within the 100-year floodplain per FEMA Firm Map #48041C0325E dated May 16, 2012. Section 4 -Hydraulic Characteristics The project site is mostly trees and underbrush with the heaviest concentrations along the creek. Spring Creek runs through the middle of the site and the entire development drains to it. There is an existing TxDOT drainage easement for th e Hwy 40 bridge that extend s into this property. Section 5 -Stormwater Management Stormwater will be conveyed by curb and gutter to recessed inlets within the streets. The stormwater w ill be di scharged directly into the existing creek or one of the proposed detention ponds. Proper end treatments and riprap stabilization will be used to prevent erosion. Stormwater Management Technical Design Summary Report Bridgewood Subdivision The detention ponds will be designed as retention type ponds with a constant water level. The upper pond is much larger and provides the bulk of the detention storage. The connection between the two ponds wi ll be designed as a 'water fall' feature that will have a constant stream of water. The channel will be concrete lined with river rock grouted into the concrete. Pond #1 Water Surface Elevation = 307.0 Top of Berm = 312 .0 Spillway= 20' Trapezoidal Concrete Max Storage Volume= 9.9 ac-ft 100-year Volume = 8.3 ac-ft -- Pond #2 Water Surface Elevation= 305.0 Top of Berm= 312.0 Spi llway= 20' Trapezoid Concrete Max Storage Volume = 1.2 ac-ft 100-yearVolume = 0.7 ac-ft -- Detention Pond Analysis Pond #1 Pond #2 Storm Q (cfs) W.S. Ve locity Q (cfs) w.s. Velocity Event Elevation Exiting (fps) Elevation Exitin g (fps) 2-year 152.6 308.8 3.12 152.6 306.6 3.6 5-year 257.3 309.6 3.24 257.2 307.3 3.83 l 0-year 352 310.2 3.28 351.9 307.8 4.03 25-year 422.1 310.7 3.35 422 308.2 4.02 50-year 486.1 311 3.38 486.1 308.5 4.08 l 00-year 558.8 311.4 3.4 558.8 308.8 4.18 Study Point A Analysis Storm Event Ex. Point A (cfs) Prop. Point A (cfs) 2-year 186.3 171.6 5-year 325 . l 291.1 10-year 447.l 397.1 25-year 538 475.5 50-year 621.3 546.4 100-year 721.9 633.2 Section 6 -Coordination and Permitting: No coordination or permitting is required for this development beyond the City of Co ll ege Station. Storm water Management Technical Design Summary Report Bridgewood Subdivision 2 Secti on 7 -Reference Report Exhib it A Exh ibit B Exhib it C-1 Exh ibit C-2 Exh ibit C-3 Exhibit C-4 Exhibit C-5 Exh ibit D-1 Exhibit E-1 Exhibit E-2 Exhibit F Technical Des ign Summary Report Drainage Area Map (HEC-HMS) Drainage Area Map (Storm Drain) Rational Formu la Dra inage Area Calculations Inlet Computations Pipe Size Calculat ions l 0-year Hydrau lic Grade Line Calculations 100-year Hydraulic Grade Line Calcul ations Drainage Area Parameters Retenti on Pond #1 Design Calcul ations Retenti on Pond #2 Design Calculations HEC-HMS Results Storm water Management Technical Design Summary Report Bridgewood Subdivision 3 2-Y ear Results Project: 2014 Detention 2 Simulation Run: 2 Year Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute Time: 08Apr2014, 15: 15:28 Basin Model : Bridgewood Meteorologic Model: 2 Year Control Specifications: Control 1 Show Elements: [All Elements ... j Volume Units: 'Q'I IN C) AC-FT Sorting: [Hydrologic ... J Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (t-112) (CFS) (IN) Ex Culvert 1 0.2469 118.0 30Jan2007, 13: 10 2.17 Existing Bypass 1 0.0700 54.3 30Jan2007, 12:28 2.05 Ex Culvert 2 0.0578 48.3 30Jan2007, 12:32 2.37 Existing Pond Area 0.0300 26.8 30Jan2007, 12:22 2.15 Ex Pt A 0.4047 192.9 30Jan2007, 12:38 2.18 Prop Culvert 1 0.2469 118.0 30Jan2007, 13: 10 2.17 Culvert 1 Routing 0.2469 117.7 30Jan2007, 13: 12 2.17 Prop Culvert 2 0.0578 48.3 30Jan2007, 12:32 2.37 Culvert 2 Routing 0.0578 42.6 30Jan2007, 12:42 2.34 Proposed Pond Area 0.0300 44.2 30Jan2007, 12:20 3.83 Wet Pond 1 0.3347 152.6 30Jan2007, 13: 10 2.34 Wet Pond 2 0.3347 152.6 30Jan2007, 13: 12 2.34 Prop Bypass 1 0.0700 103.4 30Jan2007, 12: 18 3.62 Prop Pt A 0.4047 174.9 30Jan2007, 12:36 2.56 5-Year Results Project: 2014 Detention 2 Simulation Run: 5 Year Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute Time: 08Apr20 14, 15:15:38 Basin Model: Bridgewood Meteorologic Model: 5 Year Control Specifications: Control 1 Show Elements: [All Elements ,... J Volume Units: ~'IN (_)AC-FT Sorting: [Hydrologic ... ] Hydrologic Drainage Area Peak Discharge Time of Peak Element {t-112) (CFS) Ex Culvert 1 0.2469 197.3 30Jan2007, 13:08 Existing Bypass 1 0.0700 92.4 30Jan2007, 12:28 Ex Culvert 2 0.0578 78.6 30Jan2007, 12:30 Existing Pond Area 0.0300 45.0 30Jan2007, 12:22 Ex Pt A 0.4047 325.1 30Jan2007, 12:36 Prop Culvert 1 0.2469 197.3 30Jan2007, 13:08 Culvert 1 Routing 0.2469 197.2 30Jan2007, 13: 10 Prop Culvert 2 0.0578 78.6 30Jan2007, 12:30 Culvert 2 Routing 0.0578 71.9 30Jan2007, 12:40 Proposed Pond Area 0.0300 63.2 30Jan2007, 12:20 Wet Pond 1 0.3347 257.3 30Jan2007, 13:06 Wet Pond 2 0.3347 257.2 30Jan2007, 13:06 Prop Bypass 1 0.0700 149.9 30Jan2007, 12: 18 Prop Pt A 0.4047 291.4 30Jan2007, 12:56 Stormwater Management Technical Design Summary Report Bridgewood Subdivision Volume (IN) 3.59 3.45 3.82 3.56 3.60 3.59 3.59 3.82 3.79 5.48 3.78 3.78 5.26 4.04 10-Y ear Results Project: 2014Detention 2 Simulation Run: 10 Year Start of Run: 30Jan2007, 00:00 End of Run: 3Uan2007, 00:30 Compute lime: 08Apr2014, 15:15:14 Basin Model: Bridgewood Meteorologic Model: 10 Year Control Specifications: Control 1 Show Elements: [All Elements .... J Volume Units: @ IN O AC-FT Sorting: [ Hydrologic .... ] Hydrologic Drainage Area Peak Discharge Trrne of Peak Volume Element (MI2) (CFS) (IN) Ex Culvert 1 0.2469 270.3 30Jan2007, 13:08 4.92 Existing Bypass 1 0.0700 127.5 30Jan2007, 12:28 4.76 Ex Culvert 2 0.0578 106.3 30Jan2007, 12:30 5.18 Existing Pond Area 0.0300 61.7 30Jan2007, 12:22 4.89 Ex Pt A 0.4047 447.1 30Jan2007, 12:36 4.92 Prop Culvert 1 0.2469 270.3 30Jan2007, 13:08 4.92 Culvert 1 Routing 0.2469 270.2 30Jan2007, 13:08 4.91 Prop Culvert 2 0.0578 106.3 30Jan2007, 12:30 5.18 Culvert 2 Routing 0.0578 97.8 30Jan2007, 12:40 5.14 Proposed Pond Area 0.0300 79.9 30Jan2007, 12:20 6.96 Wet Pond 1 0.3347 352.0 30Jan2007, 13:04 5.12 Wet Pond 2 0.3347 351.9 30Jan2007, 13:06 5.12 Prop Bypass 1 0.0700 190.9 30Jan2007, 12: 18 6.72 Prop Pt A 0.4047 397.1 30Jan2007, 12:54 5.40 25-Year Results Project: 2014Detention 2 Simulation Run: 25 Year Start of Run: 30Jan2007, 00:00 End of Run: 3Uan2007, 00:30 Compute Time: 08Apr20 14, 15: 15:21 Basin Model: Bridgewood Meteorologic Model: 25 Year Control Specifications: Control 1 Show Elements: [AB Elements .... ; Volume Units: ~I IN () AC-FT Sorting: [Hydrologic ... J Hydrologic Drainage Area Peak Discharge Trrne of Peak Element (MI2) (CFS) Ex Culvert 1 0.2469 324.6 30Jan2007, 13:06 Existing Bypass 1 0.0700 153.6 30Jan2007, 12:28 Ex Culvert 2 0.0578 126.8 30Jan2007, 12:30 Existing Pond Area 0.0300 74.2 30Jan2007, 12:22 Ex Pt A 0.4047 538.0 30Jan2007, 12:36 Prop Culvert 1 0.2469 324.6 30Jan2007, 13:06 Culvert 1 Routing 0.2469 324.6 30Jan2007, 13:08 Prop Culvert 2 0.0578 126.8 30Jan2007, 12:30 Culvert 2 Routing 0.0578 116.9 30Jan2007, 12:38 Proposed Pond Area 0.0300 92.1 30Jan2007, 12:20 WetPond 1 0.3347 422.1 30Jan2007, 13:04 Wet Pond 2 0.3347 422.0 30Jan2007, 13:04 Prop Bypass 1 0.0700 221.0 30Jan2007, 12: 18 Prop Pt A 0.4047 475.5 30Jan2007, 12:52 Storm water Management Technical Design Summary Report Bridgewood Subdivision Volume (IN) 5.91 5.76 6.20 5.89 5.93 5.91 5.91 6.20 6.16 8.04 6.12 6.12 7.80 6.41 50-Year Results Project: 2014 Detention 2 Simulation Run: SO Year Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute Tune: 08Apr2014, 15:15:32 Basin Model: Bridgewood Meteorologic Model: SO Year Control Specifications: Control 1 Show Elements: I All Elements ... j Volume Units: @ IN O AC-FT Sorting: [Hydrologic ... ] Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) Ex Culvert 1 0.2469 374.4 30Jan2007, 13:06 6.84 Existing Bypass 1 0.0700 177.5 30Jan2007, 12:26 6.68 Ex Culvert 2 0.0578 145.5 30Jan2007, 12:30 7.13 Existing Pond Area 0.0300 85.5 30Jan2007, 12:22 6.81 Ex Pt A 0.4047 621.3 30Jan2007, 12:36 6.85 Prop Culvert 1 0.2469 374.4 30Jan2007, 13:06 6.84 Culvert 1 Routing 0.2469 374.3 30Jan2007, 13:08 6.84 Prop Culvert 2 0.0578 145.5 30Jan2007, 12:30 7.13 Culvert 2 Routing 0.0578 134.3 30Jan2007, 12:38 7.09 Proposed Pond Area 0.0300 103.2 30Jan2007, 12:20 9.03 Wet Pond 1 0.3347 486.1 30Jan2007, 13:04 7.05 Wet Pond 2 0.3347 486.1 30Jan2007, 13:04 7.05 Prop Bypass 1 0.0700 248.2 30Jan2007, 12: 18 8.78 Prop Pt A 0.4047 546.4 30Jan2007, 12:52 7.35 100-Year Results Project: 2014 Detention 2 Simulation Run: 100 Year Start of Run : 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute Time: 08Apr2014, 15:31:44 Basin Model: Bridgewood Meteorologic Model: 100 Year Control Specifications: Control 1 Show Elements: I All 8ements ... I Volume Units: @ IN O AC-FT Sorting: [ Hydrologic .. ] Hydrologic Drainage Area Peak Discharge Time of Peak Element (MI2) (CFS)_ Ex Culvert 1 0.2469 (434.4.) 30Jan2007, 13:06 Existing Bypass 1 0.0700 "'"206.4 30Jan2007, 12:26 Ex Culvert 2 0.0578 167.9 30Jan2007, 12:30 Existing Pond Area 0.0300 99.2 30Jan2007, 12:22 Ex Pt A 0.4047 721.9 30Jan2007, 12:34 Prop Culvert 1 0.2469 434.4 30Jan2007, 13:06 Culvert 1 Routing 0.2469 423.7 30Jan2007, 13: 16 Prop Culvert 2 0.0578 167.9 30Jan2007, 12:30 Culvert 2 Routing 0.0578 155.2 30Jan2007, 12:38 Proposed Pond Area 0.0300 116.5 30Jan2007, 12:20 Wet Pond 1 0.3347 558.8 30Jan2007, 12:58 Wet Pond 2 0.3347 558.8 30Jan2007, 13:00 Prop Bypass 1 0.0700 280.8 30Jan2007, 12: 18 Prop Pt A 0.4047 633.2 30Jan2007, 12:52 Storm water Management Technical Design Summary Report Bridgewood Subd iv ision Volume (IN) 7.96 7.80 8.27 7.94 7.97 7.96 7.96 8.27 8.23 10.22 8.18 8.18 9.97 8.49 Pond #1 Results 2-Yea r Results Project: 2014 Detention 2 Simulation Run: 2 Year Reservoir: Wet Pond 1 Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute Time: 09Apr2014, 09:27:39 Basin Model: Bridgewood Meteorologic Model: 2 Year Control Specifications: Control 1 Volume Units: @ IN Q AC-FT Computed Results Peak Inflow : 157.6 (CFS) Peak Outflow : 152.6 (CFS) Total Inflow : 2.35 (IN) Total Outflow : 2.34 (IN) Date/lime of Peak Inflow : 30Jan2007, 12:56 Date/lime of Peak Outflow : 30Jan2007, 13: 10 Peak Storage: 2.9 (AC-FT) Peak Sevation : 308.8 (FT) 5-Y ear Results Project: 2014Detention 2 Simulation Run: 5 Year Reservoir: Wet Pond 1 Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute Time: 09Apr2014, 09:26:43 Basin Model: Bridgewood Meteorologic Model: 5 Year Control Specifications: Control 1 Volume Units: 10'1 IN !J AC-FT Computed Results Peak Inflow : 264. 7 (CFS) Peak Outflow : 257.3 (CFS) Total Inflow : 3. 79 (IN) Total Outflow : 3. 78 (IN) Date/lime of Peak Inflow : 30Jan2007, 12:54 Date/Time of Peak Outflow : 30Jan 200 7, 13:06 Peak Storage : 4.4 (AC-FT) Peak Sevation: 309.6 (FT) 10-Year Results Project: 2014Detention 2 Simulation Run: 10 Year Reservoir: Wet Pond 1 Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute Time: 09Apr2014, 09:25:31 Basin Model: Bridgewood Meteorologic Model: 10 Year Control Spedfications:Control 1 Volume Units: @ IN Q AC-FT Computed Results Peak Inflow : 360.6 (CFS) Peak Outflow : 352.0 (CFS) Total inflow : 5.14(IN) Total Outflow : 5.12 (IN) Date/lime of Peak Inflow : 30Jan2007, 12:54 Date/lime of Peak Outflow : 30Jan2007, 13:04 Peak Storage : 5. 7 (AC-FT) Peak8evation: 310.2(FT) Storm wa ter Management Techni cal Design Summary Report Bridgewood Subd ivision Pond #1 Results 25-Year Res ults Project: 2014 Detention 2 Simulation Run: 25 Year Reservoir: Wet Pond 1 Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 ComputeT11ne: 09Apr2014, 09:24:39 Basin Model: Bridgewood Meteorologic Model: 25 Year Control Specifications: Control 1 Volume Units: @ IN O AC-FT Computed Results Peak Inflow : 431.9 (CFS) Peak Outflow : 422.1 (CFS) Total Inflow : 6.15 (IN) Total Outflow : 6.12 (IN) Date/Time of Peak Inflow: 30Jan2007, 12:54 Date/Time of Peak Outflow : 30Jan2007, 13:04 Peak Storage : 6.6 {AC-FT) Peak Elevation : 310. 7 (FT) 50-Y ear Results Project: 2014 Detention 2 Simulation Run: SO Year Reservoir: Wet Pond 1 Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute Time: 09Apr2014, 09:23:42 Basin Model: Bridgewood Meteorologic Model: SO Year Control Specifications: Control 1 Volume Units: ·~·IN •=.1 AC-FT Computed Results Peak Inflow : 497.1 {CFS) Peak Outflow : 486. 1 {CFS) Total Inflow : 7.08 (IN) Total Outflow : 7.05 (IN) Date/Time of Peak Inflow : 30Jan2007, 12:52 Date/Time of Peak Outflow : 30Jan2007, 13:04 Peak Storage : 7.4 {AC-FT) Peak Elevation : 311.0 (FT) 100-Yea r Res ults Project: 2014 Detention 2 Simulation Run: 100 Year Reservoir: Wet Pond 1 Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute Tme: 08Apr2014, 15:31:44 Basin Model: Bridgewood Meteorologic Model: 100 Year Control Specifications: Control 1 Volume Units: @ IN 0 AC-FT Computed Results Peak Inflow : 575. 7 (CFS) Peak Outflow : 558.8 {CFS) Total Inflow : 8. 21 {IN) Total Outflow : 8.18 {IN) Date/Time of Peak Inflow : 30Jan2007, 12: 52 Date/Time of Peak Outflow : 30Jan2007, 12:58 Peak Storage : 8.3 (AC-FT) Peak Elevation : 311.4 (FT) Stormwater Management Technical Design Summary Report Bridgewood Subdivision Pond #2 Results 2-Y ea r Results Project: 2014Detention 2 Simulation Run: 2 Year Reservoir: Wet Pond 2 Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute lime: 09Apr2014, 09:27:39 Basin Model: Bridgewood Meteorologic Model: 2 Year Control Specifications: Control 1 Volume Units: @ IN O AC-FT Computed Results Peak Inflow : 152.6 (CFS) Peak Outflow : 152.6 (CFS) Total Inflow : 2.34 (IN) Total Outflow : 2.34 (IN) Datefnme of Peak Inflow : 30Jan2007, 13: 10 Date/Time of Peak Outflow : 30Jan2007, 13: 12 PeakStorage: 0.2(AC-FT) Peak Sevation : 306.6 (FT) 5-Year Results Project: 2014 Detention 2 Simulation Run: 5 Year Reservoir: Wet Pond 2 Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute lime: 09Apr20l4, 09 :26:43 Basin Model: Bridgewood Meteorologic Model: 5 Year ControlSpecifications:Control 1 Volume Units: '~' IN 1) AC-FT Computed Results Peak Inflow : 257.3 (CFS) Peak Outflow : 257. 2 (CFS) Total Inflow : 3. 78 (IN) Total Outflow : 3. 78 (IN) Date/Time of Peak Inflow : 30Jan2007, 13:06 Date/Time of Peak Outflow : 30Jan2007, 13:06 Peak Storage : 0.4 (AC-FT) Peak Sevation : 307. 3 (FT) 10-Year Results Project: 2014Detention 2 Simulation Run: 10 Year Reservoir: Wet Pond 2 Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute lime: 09Apr2014, 09:25:31 Basin Model: Bridgewood Meteorologic Model: 10 Year Control Specifications: Control 1 Volume Units: @ IN O AC-FT Computed Results Peak Inflow : 352.0 (CFS) Peak Outflow : 351. 9 (CFS) Total Inflow : 5.12 (IN) Total Outflow : 5.12 (IN) Date/Time of Peak Inflow : 30Jan2007, 13:04 Date/Time of Peak Outflow : 30Jan2007, 13:06 Peak Storage: 0.5 (AC-FT) Peak Sevation: 307.8 (FT) Stormwater Management Technical Design Summary Report Bridgewood Subdivis ion Pond #2 Results 25-Y ear Results Project: 2014 Detention 2 Simulation Run: 25 Year Reservoir: Wet Pond 2 Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute Time: 09Apr2014, 09:24:39 Basin Model: Bridgewood Meteorologic Model: 25 Year Control Specifications: Control 1 Volume Units: @ IN fJ AC-FT Computed Results Peak Inflow : 422. 1 (CFS) Peak Outflow : 422.0 (CFS) Total Inflow : 6.12 (IN) Total Outflow : 6.12 (IN) Dateffime of Peak Inflow : 30Jan2007, 13:04 Dateffime of Peak Outflow : 30Jan2007, 13:04 Peak Storage: 0.6 (AC-FT) Peak Elevation : 308. 2 (FT) 50-Year Results Project: 2014 Detention 2 Simulation Run: SO Year Reservoir: Wet Pond 2 Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute Time: 09Apr2014, 09:23:42 Basin Model: Bridgewood Meteorologic Model: SO Year Con trol Specifications: Control 1 Volume Units: '~' IN , =\ AC-FT Computed Results Peak Inflow : 486. 1 (CFS) Peak Outflow : 486.1 (CFS) Total Inflow : 7.05 (IN) Total Outflow : 7.05 (IN) Dateffime of Peak Inflow : 30Jan2007, 13:04 Dateffime of Peak Outflow : 30Jan2007, 13:04 Peak Storage : 0. 7 (AC-FT) Peak Elevation : 308. 5 (FT) 100-Year Res ults Project: 2014Detention 2 Simulation Run: 100 Year Reservoir: Wet Pond 2 Start of Run: 30Jan2007, 00:00 End of Run: 31Jan2007, 00:30 Compute Time: 09Apr2014, 09:22:29 Basin Model: Bridgewood Meteorologic Model: 100 Year Control Specifications: Control 1 Volume Units: @ IN Q AC-FT Computed Results Peak Inflow : 558.8 (CFS) Peak Outflow : 558.8 (CFS) Total Inflow : 8.18 (IN) Total Outflow : 8.18 (IN) Dateffime of Peak Inflow : 30Jan2007, 12:58 Dateffime of Peak Outflow : 30Jan2007, 13:00 Peak Storage : 0. 7 (AC-FT) Peak Elevation : 308.8 (FT) Stormwater Management Technical Design Summ ary Report Bridgewood Subdi vision 2-Year Hydrograph Pond #1 Reservoir "Wet Pond 1" Results for Run "2 Year" 3.0 309.00 2.5 f'.=' LL 2.0 0 ~ 1.5 "' Cl ~ 1.0 0 ID 0.5 t:' ' .. ~·,~ ........ --.. --.:..::..,.__--.:-_.------~- 309.63 ~ -309.27 307.90 307.53 307.17 j'\ ) t '·,\ ~} ------~------·---------,,' "---... __ 0.0 306.BO 160 311 .50 140 31 O.BB 120 310.25 100 309.62 $ BO LL s 309.00 5: 60 -'<:;;_ 309.39 0 --~ L;:: 40 ----307.75 ~------ 20 ----------307.12 o -+-~~--.-~~===r~====;:::::::::::_~~~~~~~~~~~~~~--.--L 306.50 00:00 03:00 06:00 09:00 1 2:00 1 5:00 1 B:OO 21 :OD I 30Jan2007 Legend (Compute Time: 09Jun2014, 13:24:24) - - - - - -Run:2 YEAR Element:VllET POND 1 Result: storage - -Run:2 YEAR Element:VllET POND 1 Result:Pool Elevation --Run:2 YEAR Element:VIJET POND 1 Result:Outflow - - -Run:2 YEAR Element:VIJET POND 1 Result: Combined Inflow - - -Run: 50 YEAR Element:VllET POND 1 Result: stage 5-Year Hydrograph Pond #1 Reservoir "Wet Pond 1" Results for Run "5 Year" 4.5 4.0 f'.=' 3.5 LL 3.0 u ~ 2.5 "' 2.0 Cl ~ 1.5 0 ID 1.0 ---------0.5 ~ 0.0 300 250 200 00 150 LL s 5: 100 0 L;:: 50 ----- 0 I I 00:00 03:00 I 06:00 I 09:00 :; J + I 12:00 I 30Jan2007 Legend (Compute Tune: 09JLl'12014, 13:24:32) --- ---Run: 5 YEAR Element:VllET POND 1 Result: storage - - -Run:5 YEAR Element:VllET POND 1 Result: Pool Elevation --Run:5 Year Element:VllET POND 1 Result:Outllow - - -Run:5 YEAR Element:VllET POND 1 Result: Combined Inflow - - -Run:5 Year Element:VllET POND 1 Result: stage I 15:00 -----·- ----=- ___ I 19:00 --......... __ _ I 21 :00 00:00 I 310.00 309.61 309.22 308.93 308.44 308.06 307.67 307.29 306.99 306.50 310.00 309.42 30B.B3 309.25 307.67 307.08 I 306.50 00:00 I f'.=' !to, > "' w f'.=' !to, "' Cl "' ID f'.=' !to, > "' w f'.=' !to, "' Cl "' ID 6 5 !=' u.. 4 u $ 3 Q) Cl "' 0 2 00 0 400 350 300 250 Ci) u.. 200 8 S: 150 0 u: 100 50 10-Year Hydrograph Pond #1 ReseNoir "Wet Pond 1" Results for Run "1 O Year" ,..., t ~-L __ ------------~-­"·-·- ----~ 310.50 309.83 309.17 308.50 307.83 307.17 306.50 310.50 310.00 309.50 309.00 308.50 308.00 307.50 307.00 o j_~--.-~~,.-===::::;::::'.~=---._~~~~-=====::====:::;::l 306.50 00:00 03:00 06:00 09:00 1 2:00 1 5:00 18:00 21 :00 I 30Jan2007 Legend (Compute Tme: 09Jun2014, 13:24:37) - -- ---Run: 1 0 YEAR Element:\11/ET POND 1 Result Storage - -Run: 1 O YEAR Element:\11/ET POND 1 Result Pool Elevation --Run:10 YEAR Element:\11/ET POND 1 Result:Outflow - - -Run: 1 O YEAR Element\11/ET POND 1 Result Combined Inflow - - -Run: 1 0 YEAR Element:\11/ET POND 1 Result Stage 25-Year Hydrograph Pond #1 7 6 !=' 5 u.. u $ Q) 3 Ol ~ 0 2 00 ReseNoir 'Wet Pond 1" Results for Run "25 Year" ,:.. f \ I ~:-~ '..- .1; \.~ _.,,..../,.: · .. ,=--~--~~-----. 00:00 I 450 ~-----------------------------~ 400 - 350 300 Ci) 250 8 200 - ~ 150 u: 100 50 ------~- 0 00:00 I 03:00 06:00 09:00 12:00 15:00 30Jan2007 Legend (CofTllute Tme: 09bl2014, 13:24:42) ------Run:25 YEAR Element\11/ET POND 1 Result: Storage - - -Run:25 YEAR Element\11/ET POND 1 Result: Pool Elevation --Run:25 YEAR Elementl/llET POND 1 Result:Outflow - --Run: 25 YEAR Element I/I/ET POND 1 Result Combined Inflow - - -Run:25 YEAR Elementl/llET POND 1 Result:Slage 18:00 21 :OD 00:00 I 31 1.00 310.36 309.71 309.07 308.43 307.79 307.14 311 .00 310.50 310.00 309.50 309.00 308.50 308.00 307.50 307.00 306.50 !=' !to. > Q) w !=' !to. Q) Cl "' 00 !=' ~ > Q) w !=' ~ Q) "' "' 00 f=' u_ 0 ~ Q) Cl "' 0 1i:i 4 3 2 50-Year Hydrograph Pond #1 Reservoir 'Wet Pond 1" Results for Run '50 Year" ! \ f I 600..,---------------------------------. 500 400 1i) ~ 300 ~ 200 u: 100 0~,----,,-----.,-,~~~~,:--I I 00:00 03:00 06:00 09:00 12:00 15:00 I 30Jan2007 Legend (Compute Tme: 09.JU'l2014, 13:24:'18) ------R1.n50 YEAR Bement:WCT POND 1 Result:Storage R1.11: 50 YEAR Element:WCT POND 1 Resul: Pool Be vat Ion --Run: SO YEAR Bement:WCT POND 1 Result:Outflow - - -Run: SO YEAR Element:WCT POND 1 Resul:Combined Inflow Run: SO YEAR Bement:WCT POND 1 Resul:Slage I 18:00 I 21 :00 100-Y ear Hydro graph Pond # 1 Reservoir 'Wet Pond 1' Results for Run '1 DD Year• 9 8 r7,. f=' 7 ,, "' u_ 6 0 ', \ ~ 5 \ \, Q) Cl 4 7 • .... "' ,. " 3 ,L; . 0 "' __.,._ 1i:i 2 _..-. .,____ ----~-------------~---:.-:-____ 0 ...... - 600 500 400 1i) u_ 300 8 ~ 200 0 --u: -------100 __ .,......~~ I 00:00 I 0 I I I I I I ,---I 00:00 03:00 06:00 09:00 12:00 I 30Jan2007 Legend (Compute Tme: 09.JU'l2014, 11:02:28) ------Run:100 YEAR 8ement:V\£T POND 1 Resul:Storage Run:100 YEAR Bement:V\£T POND 1 Resul:Pool Elevation --R1.11:100 YEAR BemereV\£T POND 1 Resul:Outflow - - -Run:100 YEAR Element:V\£T POND 1 Resul:Coimined nflow - - -Run:100 YEAR Bement:V\£T POND 1 Resul:Stage 15:00 1800 21 :00 00:00 I 311.50 310.25 f=' 309.00 It;. > Q) iii 307.75 306.50 311 .50 310.67 309.83 309.00 f=' "=-Q) 308.17 Cl 2! CJ) 307.33 306.50 310.94 309.83 f=' "=-> 308.72 Q) iii 307.61 306.50 311 .50 310.67 309.83 309.00 f=' "=-Q) 308.17 Cl "' 1i:i 307.33 306.50 2-Y ear Hydro graph Pond #2 Reservoir 'Wet Pond 2" Results for Run '2 Year• 0.20 ~ "-0 0.15 $ Q) ~ 0.10 a o; 0.05 0.00 160 140 120 100 & "-80 8 3: 60 0 u: 40 20 0 ,-. +· 1! 00:00 03:00 06:00 09:00 12:00 15:00 I 30Jan2007 L"'Jond (Compute T~: 09.An2014, 13:24:24) ----- -Run:2 YEAR Elemert:VYET POND 2 Result:storoge - -Run:2 YEAR Elementv.ET POND 2 Result:Pool Elevation --Run:2 YEAR Element:VYET POND 2 Result:OUlflow -- -Run: 2 YEAR Element:IM:T POND 2 Result: Combined Inflow 18:00 21 :00 5-Year Hydrograph Pond #2 Reservoir 'Wet Pond 1' Results ror Run '5 Year" 4.5 4.0 , 3.5 ~ "-3.0 J 0 i $ 2.5 Q) "' 2.0 -)j ~ 1.5 0 o; 1.0 + .., ____ ,. ___ - 0.5 0.0 300 r< 250 I I 200 r ~ 150 I I 8 I ~ 100 I T / u: I 50 ~ I. /. -0 I I I I I 00:00 03:00 06:00 09:00 12:00 I 30Jan2007 L"9ond (ComputeT~: 09.An2014, 13:24:32) ------Run:S YEAR Element:..-..el POND 1 Result storage Run:S YEAR Elemenl:IM:T POND 1 Result:Pool Elevation --Run:S Year Element:VYET POND 1 Result:Out11ow - - -Run:S YEAR Element:..-..el POND 1 Result:Combiied nflow - - -Run:S Year Element:..-..el POND 1 Result stage \ \ -~ ., ..... --...:- ·-:...>o.-----... _____ ........ .... ------------ I I I 15:00 18:00 21 :00 00:00 I I 00:00 I 306.30 305.92 ~ ~ 305.55 w 305.18 310.00 309.61 309.22 308.83 ~ 308.44 it;. > 308.06 Q) 307.67 w 307.28 306.89 306.50 310.00 309.42 308.83 ~ 308.25 it;. ., "' 307.67 "' o; 307.08 306.50 a.5 p a.4 u.. 0 a.3 :5. "' "' a.2 "' 0 1i5 a.1 10-Y ear Hydro graph Pond #2 Reservoir "Wet Pond 2" Results for Run "1 o Year• ------------t---~ .. 1: /I f'• ' \ J ' ' ~ i ', \ ~ ·--- ··-------------.... a.a~~~~~~~~~~~~-------------------~ 4aa.,.-----------------------------~ Ci) 35a 3aa 25a 8 2aa ~ 15a (;:: 1 aa 5a a-1-~~.....-~~_,.,~~=;::::::~~~~~~~~~~~ ........ ~-=::::;::::i aa:aa a3:aa a6:aa a9:aa 1 2:aa 15:aa 10aa 21:aa I 3aJan2aa7 Legend (Compute Tune: 09Loi2014, 13:24:37) - -----Run: 1 0 YEAR Element: WET POND 2 Result Storage - -Run: 1 0 YEAR Element: WET POND 2 Result Pool Elevation --Run:10 YEAR Element:WET POND 2 ResultOutflow - - -Run:10 YEAR Element:WET POND 2 Result Combined Inflow 25-Year Hydrograph Pond #2 a.5 p u.. a.4 0 :5. a.3 "' "' ~ a.2 0 1i5 a.1 Reservoir "Wet Pond 2" Results for Run '25 Year' .-. ,.,., f ~ l , ,, ~.~ .. ' -----------.. aaaa I 45a.--------------------------------, 4aa 35a 3aa Ci) 25a 8 2aa ~ 15a (;:: 1 aa 5a a -1-~~-.-~~-r~===::;:::::.~~~~~~~~~~~~~~-=:;::J aa:aa a3:aa a6:aa a9:aa 1 2:aa 15:aa I 3aJan2aa7 Legend (Compute Tune: 09m2014, 13:24:42) ---- --Run:25 YEAR Element:WET POND 2 ResultSlorage Run: 25 YEAR Element:WET POND 2 Result Pool Elevation --Run:25 YEAR Element:WET POND 2 Result: Outflow ---Run:25 YEAR 8ement:WET POND 2 ResultCombined Inflow 18:aa 21 :aa aa:aa I 3a9.aa 3a7.3a 3a6.6a 3a5.9a 3a5.2a 3a4.5a 3a7.93 3a7.17 p it;. > "' Ui (; 3a6.5a il'; 305.83 w 3a5.17 50-Year Hydrograph Pond #2 Reservoir 'Wet Pond 2" Results for Run '50 Year" 0.7 308.50 0.6 !=' 0.5 u.. u 0.4 $ Ol 0.3 en ~ +-- .~/·· }• \1 'J~ \ \ ~ ""\-.j - .\ '~ .. 307.93 307.36 306.79 306.21 0 0.2 1ii · .. :b...--. ___ _ 305.64 .--"' 0.1 ~ .. -.. 305.07 0.0 ~-------~~=------------------~304.50 500 450 400 350 ~ 300 (J) ti 250 i' 200 ~ 150 100 50 0 00:00 03:00 06:00 09:00 12:00 1 5:00 I 30Jan2007 L~end (Compu~ Tun~: 09>..n2014, 13:24:48) • • -• • -Run: 50 YEAR Elemenl:\lllET POND 2 Result: Storage Run: 50 YEAR Elemenl:\lllET POND 2 Result: Pool Elevation --Run:50 YEAR Element:\lllET POND 2 Result: Outflow - --Run:50 YEAR Element:\lllET POND 2 Result: Combined Inflow 18:00 21 :00 100-Year Hydrograph Pond #2 Reservoir 'Wet Pond 2" Results for Run "1 DD Year'' 0.8 0.7 .~'-.' "' !=' 0.6 u.. u 0.5 ~ ~ $ 0.4 Ol en ~ 0.3 \. tI ' / -0 1ii 0.2 -: ·. ~ 0.1 ----.. -------0.0 600 500 400 en ~ 300 ~ 200 Li: 100 0 00:00 03:00 06:00 09:00 1 2:00 15:00 18:00 21:00 I 30Jan2007 L~ (ConllU~ T.,,.,: 09>..n2014, 11:02:28) • • • • • -Run: 1 00 YEAR Elemenl:\lllET PONO 2 Result: Storage - -Run:100 YEAR Element\lllET PONO 2 Result:Pool Elevation --Run: 1 00 YEAR Element\lllET PONO 2 Result: outflow - - -Run: 1 00 YEAR Element\lllET PONO 2 Result: Combined Inflow 00:00 I 309.00 308.44 307.88 307.31 306.75 306.19 305.62 305.06 304.50 00:00 I !=' b > Ol w !=' b > Ol w SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY The Cities of Bryan and College Station both require storm drainage design to follow these Unified Stormwater Design Guidelines. Paragraph C2 of Section Ill (Administration) requires submittal of a drainage report in support of the drainage plan (stormwater management plan) proposed in connection with land development projects, both site projects and subdivisions. That report may be submitted as a traditional prose report, complete with applicable maps, graphs, tables and drawings, or it may take the form of a "Technical Design Summary". The format and content for such a summary report shall be in substantial conformance with the description in this Appendix to those Guidelines. In either format the report must answer the questions (affirmative or negative) and provide, at minimum, the information prescribed in the "Technical Design Summary" in this Appendix. The Stormwater Management Technical Design Summary Report shall include several parts as listed below. The information called for in each part must be provided as applicable. In addition to the requirements for the Executive Summary, this Appendix includes several pages detailing the requirements for a Technical Design Summary Report as forms to be completed. These are provided so that they may be copied and completed or scanned and digitized. In addition , electronic versions of the report forms may be obtained from the City. Requirements for the means (medium) of submittal are the same as for a conventional report as detailed in Section 111 of these Guidelines. Note: Part 1 -Executive Summary must accompany any drainage report required to be provided in connection with any land development project, regardless of the format chosen for said re port. Note: Parts 2 through 6 are to be provided via the forms provided in this Appendix. Brief statements should be included in the forms as requested, but additional information should be attached as necessary. Part 1 -Executive Summary Report Part 2 -Project Administration Part 3 -Project Characteristics Part 4 -Drainage Concept and Design Parameters Part 5 -Plans and Specifications Part 6 -Conclusions and Attestation STORMWATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT Part 1 -Executive Summary This is to be a brief prose report that must address each of the seven areas listed below. Ideally it will include one or more paragraphs about each item. 1. Name, address, and contact information of the engineer submitting the report, and of the land owner and developer (or applicant if not the owner or developer). The date of submittal should also be included. 2. Identification of the size and general nature of the proposed project, including any proposed project phases. This paragraph should also include reference to applications that are in process with either City: plat(s), site plans, zoning requests, STORMWATER DESIGN GU IDELINES Effective February 2007 Page 1of26 APPENDIX. D TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY or clearing/grad ing permits, as well as reference to any application numbers or codes assigned by the City to such request. 3. The location of the project should be described . This should identify the Named Regulatory Watershed(s) in which it is located, how the entire project area is situated therein, whether the property straddles a watershed or basin divide, the approximate acreage in each basin , and whether its position in the Watershed dictates use of detention design. The approximate proportion of the property in the city limits and within the ET J is to be identified , including whether the property straddles city jurisdictional lines. If any portion of the property is in floodplains as described in Flood Insurance Rate Maps published by FEMA that should be disclosed. 4. The hydrologic characteristics of the property are to be described in broad terms: existing land cover; how and where stormwater drains to and from neighboring properties; ponds or wetland areas that tend to detain or store stormwater; existing creeks, channels, and swales crossing or serving the property; all existing drainage easements (or ROW) on the property, or on neighboring properties if they service runoff to or from the property. 5. The general plan for managing stormwater in the entire project area must be outlined to include the approximate size, and extent of use, of any of the following features: storm drains coupled with streets; detention I retention facilities; bu ried conveyance conduit independent of streets; swales or channels; bridges or culverts; outfalls to principal watercourses or their tributaries ; and treatment(s) of existing watercourses. Al so, any plans for reclaiming land within floodplain areas must be outlined . 6. Coordination and permitting of stormwater matters must be addressed. This is to include any specialized coordination that has occurred or is planned with other entities (local, state, or federal). This may include agencies such as Brazos County government, the Brazos River Authority, the Texas A&M University System, the Texas Department of Transportation , the Texas Commission for Environmental Quality, the US Army Corps of Engineers, the US Environmental Protection Agency, et al. Mention must be made of any permits, agreements, or understandings that pertain to the project. 7. Reference is to be made to the full drainage report (or the Technical Design Summary Report) which the executive summary represents. The principal elements of the main report (and its length), including any maps, drawings or construction documents, should be itemized. An example statement might be: "One __ -page drainage report dated one set of construction drawings (_sheets) dated ____ , and a ___ -page specifications document dated ____ comprise the drainage report for this project." STORMWATER DESIGN GUIDELI NES Effective February 2007 Page 2 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Start (Page 2.1) Engineering and Design Professionals Information Engineering Firm Name and Address: Ju risdiction McClure & Browne Engineering/Surveying, Inc. City: Bryan 1008 Woodcreek Drive, Suite 103 x College Station College Station, Texas 77845 Date of Submittal: (979)693-3838 Lead Engineer's Name and Contact lnfo.(phone, e-mail, fax): Other: Jeffery L. Robertson, P.E. Supporting Engineering I Consulting Firm(s): Other contacts: Developer I Owner I Applicant Information Developer I Applicant Name and Address: Phone and e-mail: BCS Development Company (979)690-1222 4090 State Hwy. 6 South College Station, TX 77845 Property Owner(s) if not Developer I Applicant (& address): Phone and e-mail: BCS Development Company Project Identification Development Name: Bridgewood Subdivision Is subject property a site project, a single-phase subdivision, or part of a multi-phase subdivision? Multi-phase Subdivision If multi-phase, subject property is phase 1 of 4 Legal description of subject property (phase) or Project Area: (see Section 11, Paragraph B-3a) Siena Subdivision 60.9 Acres out of Robert Stevenson Survey, A-54 College Station, Brazos County, Texas If subject property (phase) is second or later phase of a project, describe general status of all earlier phases. For most recent earlier phase Include submittal and review dates. Project is a master planned development with multiple phases. There will be a CSISD School built on the property along with 120 residential lots. General Location of Project Area, or subject property (p hase): Project site is located along William D. Fitch Pkwy (State Hwy 40) and w.s. Phillips Pkwy south of the intersection of William D. Fitch Pkwy. and Barron Road. In City Limits? Bryan: acres. College Station: 60.9 acres. STORMWATER DESIGN GU IDELINES Effective February 2007 Extraterritorial Jurisdiction (acreage): Bryan: College Station: Acreage Outside ET J: Page 3 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Continued (page 2.2) Project Identification (continued) Roadways abutting or within Project Area or Abutting tracts, platted land, or built subject property: develof,ments: State Hwy 40 w.s. Phillips Pkwy Agnes aker Living Trust (Un-Developed) Robert Carroll (Un-Developed) Castlegate Subdivision (developed) Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s): Spring Creek Plat Information For Project or Subject Property (or Phase) Preliminary Plat File#: 13-900264 Final Plat File #: Date: Name: Bridgewood Subdi vision Status and Vol/Pg: Pending Approval If two plats, second name: File#: Status: Date: Zoning Information For Project or Subject Property (or Phase) Zoning Type: PDD Existing or Proposed? Existing Case Code: l3-900238 Case Date Status: Zoning Type: Existing or Proposed? Case Code: Case Date Status: Stormwater Management Planning For Project or Subject Property (or Phase) Planning Conference(s) & Date(s): Participants: Preliminary Report Required? Submittal Date Review Date Review Comments Addressed? Yes --No --In Writing? When? Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHN ICAL DESIGN SUMMARY Part 2 -Project Administration I Continued (page 2.3) Coordination For Project or Subject Property (or Phase) Note: For any Coordination of stormwater matters indicated below, attach documentation describing and substantiating any agreements, understandings, contracts, or approvals. Coordination Dept. Contact: Date: Subject: With Other Departments of Jurisdiction City (Bryan or College Station) Coordination With Summarize need(s) & actions taken (include contacts & dates): Non-jurisdiction City Needed? Yes No x ---- Coordination with Summarize need(s) & actions taken (include contacts & dates): Brazos County Needed? Yes No x -- -- Coordination with Summarize need{s) & actions taken (include contacts & dates): TxDOT Needed? Yes No x ---- Coordination with Summarize need(s) & actions taken (include contacts & dates): TAMUS Needed? Yes No x ---- Permits For Project or Subject Property (or Phase) As to stormwater management, are pe rmits required for the proposed work from any of the entities listed below? If so, summarize status of efforts toward that objective in spaces below. Entity Perm itted or Approved? US Army Crops of Engineers No x Yes --- US Environmental Protection Agency No x Yes --- Texas Commission on Environmental Quality No Yes x ---- Brazos River Authority No x Yes --- STORMWATER DESIGN GU IDELINES Effective February 2007 Status of Actions (include dates) A Stormwater Pollution Prevention Plan must be impl emented prior to the start of construction accordi ng to TPDES General Permit No. TXRlSOOOO. Page 5 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -ProQert)!'. Characteristics I Start (Page 3.1) Nature and Scope of Proposed Work Existing: Land proposed for development currently used, including extent of impervious cover? Existing undeveloped land (wooded pasture with trees and under brush) . Existing impervious cover is limited to existing gravel roads. Site __ Redevelopment of one platted lot, or two or more adjoining platted lots. Development __ Building on a single platted lot of undeveloped land. Project __ Building on two or more platted adjoining lots of undeveloped land. (select all __ Building on a single lot, or adjoining lots, where proposed plat will not form applicable) a new street (but may include ROW dedication to existing streets). __ Other (explain): Subdivision _x_ Construction of streets and utilities to serve one or more platted lots. Development __ Construction of streets and utilities to serve one or more proposed lots on Project lands represented by pending plats. Site projects: building use(s), approximate floor space, impervious cover ratio. Describe Subdivisions: number of lots by general type of use, linear feet of streets and Nature and drainage easements or ROW. Size of This subdivision includes 120 lots (50 'xl30'). The development ProQosed consists of approximately 8,350 LF of streets. Project Is any work planned on land that is not platted If yes, explain: or on land for which platting is not pending? x No Yes ---- FEMA Floodplains Is any part of subject property abutting a Named Regulatory Watercourse I No_x_ Yes __ (Section 11, Paragraph B 1) or a tributary thereof? Is any part of subject property in floodplain INo_x Yes Rate Map 48041C0325E area of a FEMA-regulated watercourse? -- Encroachment(s) Encroachment purpose(s): __ Building site(s) __ Road crossing(s) into Floodplain areas planned? __ Utility crossing(s) __ Other (explain): No x -- Yes -- If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro(2ert~ Characteristics I Continued (Page 3.2) Hydrologic Attributes of Subject Property (or Phase) Has an earlier hydrologic analysis been done for larger area including subject property? Yes Reference the study (&date) here, and attach copy if not already in City files. -- Is the stormwater management plan for the property in substantial conformance with the earlier study? Yes No If not, explain how it differs. No If subject property is not part of multi-phase project, describe stormwater management x plan for the property in Part 4. --If property is part of multi-phase project, provide overview of stormwater management plan for Project Area here. In Part 4 describe how plan for subject property will comply therewith. Do existing topographic features on subject property store or detain runoff? _x_ No --Yes Describe them (include approximate size, volume, outfall, model, etc). Any known drainage or flooding problems in areas near subject property? x No Yes ----Identify: Based on location of study property in a watershed, is Type 1 Detention (flood control) needed? (see Table B-1 in Appendix B) _x_ Detention is required . Need must be evaluated. __ Detention not required. -- What decision has been reached? By whom? Dranainage Design Guidelines If the need for How was determination made? Type 1 Detention must be evaluated: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 7 of 26 require Detention. APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro(2ert~ Characteristics I Continued (Page 3.3) Hydrologic Attributes of Subject Property (or Phase) (continued) Does subject property straddle a Watershed or Basin divide? x No Yes If yes, ----describe splits below. In Part 4 describe design concept for handling this. Watershed or Basin Larqer acreaqe Lesser acreaqe Above-Project Areas(Section 11, Paragraph 83-a) Does Project Area (project or phase) receive runoff from upland areas? __ No x Yes -- Size(s) of area(s) in acres: 1) 159 ac 2) 37 ac 3) 4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recog nizable concentrated section(s), small creek (non-regulatory), regulatory Watercourse or tri butary); Flow determination: Outline hydrologic methods and assumptions: Does storm runoff drain from public easements or ROW onto or across subject property? --No --Yes If yes, describe facilities in easement or ROW: Are changes in runoff characteristics subject to change in future? Explain Conveyance Pathways (Section 11, Paragraph C2) Must runoff from study property drain across lower properties before reaching a Regulatory Watercourse or tributary? x No Yes Describe length and characteristics of each conveyance pathway(s). Include own ership of property(ies). STORMWATER DESIGN GUIDELINES Effective February 2007 Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro~ert~ Characteristics I Continued (Page 3.4) Hydrologic Attributes of Subject Property (or Phase) (continued) Conveyance Pathways (continued) Do drainage If yes , for what part of length? % Created by? __ plat, or easements exist for any __ instrument. If instrument(s), describe their provisions. part of pathway(s)? x No -- Yes -- Where runoff must cross lower properties, describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Consent aquired?) Pathway Areas Describe any built or improved drainage facilities existing near the property (culverts, bridges, lined channels, buried conduit, swales, detention ponds, etc). Nearby Drainage Do any of these have hydro logic or hydraulic influence on proposed stormwater Facilities design? --No --Yes If yes , explain : STORMWATER DESIGN GUIDELINES Effective February 2007 Page 9 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Start (Page 4.1) Stormwater Management Concept Discharge(s) From Upland Area(s) If runoff is to be received from upland areas, what design drainage features will be used to accommodate it and insure it is not blocked by future development? Describe for each area, flow section, or discharge point. Culverts have been designed on W.S. Phillips Pkwy to allow the water pass under the roadway and continue on in the existing tributaries and creek . Discharge(s) To Lower Property(ies) (Section 11, Paragraph E1 ) Does project include drainage features (existing or future) proposed to become public via platting? x No Yes Separate Instrument? x No Yes ---- Per Guidelines reference above, how will Establishing Easements (Scenario 1) runoff be discharged to neighboring -- property(ies)? --Pre-development Release (Scenario 2) Combination of the two Scenarios -- Scenario 1: If easements are proposed, describe where needed, and provide status of actions on each. (Attached Exhibit# ) Scenario 2: Provide general description of how release(s) will be managed to pre-development conditions (detention, sheet flow, partially concentrated , etc.). (Attached Exhibit# ) Combination: If combination is proposed, explain how discharge will differ from pre- development conditions at the property line for each area (or point) of release. If Scenario 2, or Combination are to be used, has proposed design been coordinated with owner(s) of receiving property(ies)? documentation. STORMWATER DESIGN GUIDELINES Effective February 2007 No Page 10 of 26 --Yes Explain and provide APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SE CTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.2) Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project Identify gaining Basins or Watersheds and acres shifting: Will project result in shifting runoff between Basins or between What design and mitigation is used to compensate for increased runoff Watersheds? from ga ining basin or watershed? x No -- Yes -- How will runoff from Project 1. __ With fa ci lity(ies) involving other development projects. Area be mitigated to pre-2. __ Establishing features to serve overall Project Area. development conditions? Select any or all of 1, 2, 3. _x_ On phase (or site) project basis within Project Area. and/or 3, and explain below. 1. Shared facility (type & location of facility; design drainage area served ; relationship to size of Project Area): (Attached Exhi bit # ) 2. For Overall Project Area (type & location of facilities): (Attached Exhibit# ) 3. By phase (or site) project: Describe planned mitigatio n measures for phases (or sites) in subsequent questions of this Part. Are aquatic echosystems proposed? __ No --Yes In which phase(s) or project(s)? C'-· "O Q) CJ) c Q) c >-Are other Best Management Practices for reducing stormwater po llutants proposed? _!]1 a.. No Yes Summarize type of BMP and extent of use: CJ) -- --c Ol ·u; Q) 0 ~ C1l xi If design of any runoff-handling facilities deviate from provisions of B-CS Tech nical "(3 Q) Specifications, check type facility(ies) and explain in later questions. a. (J) Detention elements Conduit elements Channel features Q) ------~ Swales Ditches Inlets __ Valley gutters __ Outfalls ------ --Culvert features __ Bridges Other STORMWATER DESIGN GUIDELINES Effective Febru ary 2007 Page 11 of 26 APPENDIX. D: TE CH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.3) Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project (continued) Will Project Area include bridge(s) or culvert(s)? __ No _x_ Yes Identify type and general size and In which phase(s). WS Phillips Pkwy Culvert #1 -3 Bbl. 5'x3' Box Culvert WS Phillips Pkwy Culvert #2 -5'x3' Box Culvert If detention/retention serves (will serve) overall Project Area . describe how it relates to subject phase or site project (physical location, conveyance pathway(s). construction sequence): Detention Ponds will be built with the first phase and will serve the entire development including the CSISD School Site . Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area. is design in substantial conformance with earlier analysis and report for larger area? __ Yes No, then summarize the difference(s): Identify whether each of the types of drainage features listed below are included, extent of use, and general characteristics. Typical shape? I Surfaces? C'-· 1:l (!) en Steepest side slopes: Usual front slopes: Usual back slopes: en ::::i (!) en >- (!) I .c Flow line slopes: least Typical distance from travelway: ~ 1:l (Attached Exhibit # ) (!) 0 typical greatest 32 en z 1:l xi C1l e Are longitudinal culvert ends in compliance with B-CS Standard Specifications? (!) Yes No, then explain: .._ <( en At intersections or otherwise, do valley gutters cross arterial or collector streets? .0 (!) x No Yes If yes explain: :s C'-· >--- u 1:l I .c (!) x -en ·-::::i ~ .._ Are valley gutters proposed to cross any street away from an intersection? en (!) cu~ 0 x No Yes Explain: (number of locations?) ~ 01z ----u; 1:l I (!) c .._ C1l <( STORMWATER DESIGN GUIDELINES Effective February 2007 Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.4) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) C'-· -0 Q) <n en :::i Q) E >-~x i <fl c Gutter line slopes: Least 0 .60% Usual Varies Greatest 3 .84% Are inlets recessed on arterial and collector streets? _x_ Yes identify where and why. __ No lf "no'', Will inlets capture 10-year design stormflow to prevent flooding of intersections (arterial with arterial or collector)? _x_ Yes __ No If no, explain where and why not. Will inlet size and placement prevent exceeding allowable water spread for 10-year design storm throughout site (or phase)? _x_ Yes __ No If no, explain. Sag curves: Are inlets placed at low points? __ x _ Yes __ No Are inlets and conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches? _x_ Yes __ No Explain "no" answers. Will 100-yr stormflow be contained in combination of ROW and buried conduit on whole length of all streets? _x_ Yes __ No If no, describe where and why. Do designs for curb, gutter, and in lets comply with 8-CS Technical Specifications? x Yes __ No If not, describe difference(s) and attach justification. Are any 12-inch laterals used? used. _X_No __ Yes Identify length(s) and where Pipe runs between system I Typical 150 access points (feet): ----- Are junction boxes used at each bend? _x __ Yes and why. Longest __ 3_6_5 __ No If not, explain where ·-0 12 1 !----------------------.------------~ u; Are downstream soffits at or below upstream soffits? Least amount that hydraulic .!:!:. Yes _x _ No __ If not, explain where and why: grade line is below gutter line (system-wide): STORMWATER DESIGN GUIDELINES Effective February 2007 Page 13 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.5) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) en Describe watercourse(s), or system (s) receiving system discharge(s) below (lJ (include design discharge velocity, and angle between converging flow lines). (.) c 1) Watercourse (or system), velocity, and angle? C'Cl u:; Connection to WS Phillips Culverts, 90 degrees in side of box c Velocity 7.3 fps ~ ~o -g E 2) Watercourse (or system), velocity, and angle? :J ..__ Headwall connection to Spring Creek from Phase 2 c 0 ·--Angle = 90 degrees c . o.2 Velocity= 6.8 fps ~.£:: E (lJ ~ (lJ E 3) Watercourse (or system), velocity, and angle? -C'Cl C'Cl ~If) -Headwall connection to Spring Creek from Phase 2 If) (lJ ::; Angle = 90 degrees c :!2 0 ·-> Velocity= 7.2 fps ~ e "O Cl. E-For each outfall above, what measures are taken to prevent erosion or scour of ..__ (lJ 0 (lJ receiving and all faci lities at juncture? -.c (f) If) (lJ 1) Rock Rip Ra p at disc harge i nto tributary. "§ C'Cl Cl. 2) (lJ If) c 3) 0 Are swale(s) situated along property lines between properties? --No --Yes Number of instances: For each instance answer th e following questions . Surface treatments (including low-flow flumes if any): C'-· If) a:; ~If) -(lJ Flow line slopes (minimum and maximum): ~ >-~ I -g 0 rnz Outfall characteristics for each (velocity, convergent angle, & end treatment). :J j xi If) (lJ .;-c Will 1 OD-year design storm runoff be contained within easement(s) or platted drainage ROW in all instances? --Yes --No If "no" explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TE CHNICAL DESIGN SUMMARY Pa rt 4 -Drainage ConceQt and Design Parameters J Continued (Page 4.6) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Are road side ditches used? --No __ Yes If so , provide the following: en a.> Is 25-year fl ow contained with 6 inches of freeboard throughout? __ Yes No .c -- ~ Are top of banks separated from road shoulders 2 feet or more? __ Yes No --0 Are all ditch secti ons trapezoidal and at least 1.5 feet deep? Yes No a.> ----1::::1 For any "no" answers provide location(s) and explain: en 1::::1 rn 0 Cl'. If conduit is beneath a swale, provide the following information (each instance). Instance 1 Describe general location, approximate length: en a.> >-Is 100-year design flow contained in conduit/swale combination? --Yes --No I ~ If "no" explain: c Space for 1 00-year storm flow? ROW Easement Width 0 rn z (Ii Swale Surface type, minimum Conduit Type and size, minimum and maximum xj ~ and maximum slopes: slopes, design storm : 0 :;:: ('· '6 ~ 1::::1 Inlets Describe how cond uit is loaded (from streets/storm drains, inlets by type): a.> rn c >-c rn c .c rn u ..... c .E a.> c Access Describe how maintenance access is provided (to swale, into conduit): c.. 0 0 ~ 0 E ::::i .9'1 .E c c ·-Instance 2 Describe general location, approximate length: a.> 1::::1 E a.> rn en en ::::i en a.> c 1::::1 Is 100-year design flow contained in conduit/swale combination? Yes No ·:; ----0 If "no" explain : ~ 0 ..... c c.. :.a a:; E a.> Space for 100-year storm flow? ROW Easement Width 0 .c u en Swale Surface type , minimum Conduit Type and size, minimum and maximum ~ a.> ::::i ~ and maximum slopes: slopes, design storm: 1::::1 c rn 0 c.. u a.> Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): :91 en c rn ~ :;: en a.> Access Describe how maintenance access is provided (to swale, into conduit): ~ STORMWATER DESIGN GUIDELINES Effective February 2007 Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4. 7) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) If "yes" provide the following information for each instance: Instance 1 Describe general location, approximate length, surfacing: c C1l E Q_ x 0 w ~ :t:: ui Is 100-year design flow contained in swale? Yes No Is swale wholly 0 Q) ----c rl within drainage ROW? Yes No Explain "no" answers: 2 ---- (].) .::: (].) Access Describe how maintenance access is provide: u (].) ,_ 0 -z ::i 1 x I Instance 2 Describe general location, approximate length, surfacing: (].) ·;::: C'-· ::i rJl .0 c 3 Q) 0 E £ Q) rJl Is 100-year design flow contained in swale? Yes No Is swale wholly "§ C1l ----Q) within drainage ROW? __ Yes No Explain "no" answers: rJl ,_ ~ 0 -- C1l s s: rJl 0 ~ n:: Access Describe how maintenance access is provided: .52 .0 ::i a.. Instance 3, 4, etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. "New" channels: Will any area(s) of concentrated flow be channelized (deepened, widened, or straightened) or otherwise altered? --No --Yes If only slightly shaped, see "Swales" in this Part. If creating side banks, provide information below. C'-· "O c Will design replicate natural channel? Yes No If "no", for each instance (].) rJl .!!! ----- 0 a.. describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year a.. x design flow, and amount of freeboard: 0 w ,_ a.. Instance 1: rJl rJl c (].) (].) >- E I (].) > Instance 2: e a.. E 0 z Qi xi c Instance 3: c C1l .c u STORMWATER DESIGN GUIDELINES Effective February 2007 Page 16 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.8) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Existing channels (small creeks}: Are these used? --No --Yes If "yes" provide the information below. Will small creeks and their floodplains remain undisturbed? __ Yes --No How many disturbance instances? Identify each planned location: For each location, describe length and general type of proposed improvement (including floodplain changes): For each location, describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year design flow. 'O Q) ::::i c::: ~ Watercourses (and tributaries}: Aside from fringe changes, are Regulatory 0 Watercourses proposed to be altered? __ No Yes Explain below. ~ --If) c Submit full report describing proposed changes to Regulatory Watercourses. Address Q) existing and proposed section size and shape, surfaces, alignment, flow line changes, E Q) length affected, and capacity, and provide full documentation of analysis procedures > e and data. Is full report submitted? Yes No If "no" explain: D.. -- E (ii c::: c::: ca All Proposed Channel Work: For all proposed channel work, provide information ..c: u requested in next three boxes. If design is to replicate natural channel, identify location and length here, and describe design in Special Design section of this Part of Report. Will 100-year flow be contained with one foot of freeboard? --Yes --No If not, identify location and explain: Are ROW I easements sized to contain channel and required maintenance space? --Yes --No If not, identify location(s) and explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 17 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.9) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) How many facilities for subject property project? 2 For each provide info. below. For each dry-type facilitiy: Facility 1 Facility 2 Acres served & design volume+ 10% 214 ac 0.0.9ac-ft 214 ac l.3ac-ft 100-yr volume: free flow & plugged 18.3acft 1!3.3acft 0 .7acft 0 .7acft Design discharge (1 0 yr & 25 yr) 352 cf s 422 cf s 352 cf s 422 cf s Spillway crest at 100-yr WSE? _x_yes --no _x_yes --no Berms 6 inches above plugged WSE? _x_yes --no _x __ yes --no Explain any "no" answers: Cf) ClJ >- x i For each facility what is 25-yr design Q, and design of outlet structure? Facility 1: 422 cf s Structure is a trapezoidal spillway channel 0 z Facility 2: 422 cf s Structure is a trapezoidal spill way channel I Do outlets and spillways discharge into a public facility in easement or ROW? Facility 1: __ Yes x No Facility 2: Yes x No ------C'-· If "no" explain : -0 ClJ Pond Discharges into Common Area and is c onveyed Cf) to 0 c._ an existing drainage easement. e 0... For each, what is velocity of 25-yr design discharge at outlet? & at spillway? Cf) ClJ Facility 1: 3 .3 fps & 3.3 fps Facility 2: 4.1 fps & 4.1 fps :E "(3 Are energy dissipation measures used? No x Yes Describe type and rn ----LL location : r:::: Concrete lined channel with river rock grouted in place for 0 ~ both pond discharge channels. ClJ a; 0 ClJ For each, is spillway surface treatment other than concrete? Yes or no, and describe : L. <( Facility 1: No Facility 2: No For each, what measures are taken to prevent erosion or scour at receiving facility? Facility 1: Concrete is carried to end of spillway and rock rip-rap Facility 2: is used at the receiving point from discharge of Pond 2. If berms are used give heights, slopes and surface treatments of sides. Facility 1: 5 • , 4:1 , Grass Facility 2: 5 I' 4:1, Grass STORMWATER DESIGN GUIDELINES Effective February 2007 Page 18 of 26 APPENDIX. D TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.10) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) CJ) Q) :;:; Do structures comply with B-CS Specifications? Yes or no, and explain if "no": Facility 1; Yes ~£' ~ Q) u.. ::::i Facility 2: Ye s c c:.;:; 0 c :.;:; 0 c u Q) ~ a:J For additional facilities provide all same information on a separate sheet. 0 Are parking areas to be used for detention? _x_ No __ Yes What is maximum depth due to required design storm? Roadside Ditches: Will culverts serve access driveways at roadside ditches? __ No __ Yes If "yes", provide information in next two boxes. Will 25-yr. flow pass without flowing over driveway in all cases? __ Yes Without causing flowing or standing water on public roadway? __ Yes Designs & materials comply with B-CS Technical Specifications? __ Yes Explain any "no" answers: __ No C'-· CJ) OJ c '(ii CJ) 0 ti CJ) Q) Q) Cii >-·~ I Cii "'C 0 ~ :1 2 (ij ~ :::J u Q) -< No __ No Are culverts parallel to public roadway alignment? __ Yes __ No Explain: Creeks at Private Drives: Do private driveways, drives, or streets cross drainage ways that serve Above-Project areas or are in public easements/ ROW? __ No __ Yes If "yes" provide information below. How many instances? __ _ Describe location and provide information below. Location 1: Location 2: Location 3: For each location enter value for: 2 3 Design year passing without toping travelway? Water depth on travelway at 25-year flow? Water depth on travelway at 100-year flow? For more instances describe location and same information on separate sheet. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 19 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.11) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Named Regulatort Watercourses {&Tributaries): Are culverts proposed on these facilities? x No __ Yes, then provide full report documenting assumptions, criteria, analysis, computer programs, and study findings that support proposed design(s). Is report provided? __ Yes --No If "no", explain: ~ Arterial or Major Collector Streets: Will culverts serve these types of roadways? w (!) No Yes How many instances? For each identify the .r: (f) ---- (!) location and provide the information below. (f) Cil Instance 1: ws Phillips Cu l vert #1 Sta. 55+5 0 (!) ..... >-~ xi ~ Instance 2: ws Phillips Cul ver t #2 Sta . 46+30 Instance 3: c: 0 o~ Yes or No for the 100-year design flow: 1 2 3 z E I~ Headwater WSE 1 foot below lowest curb top? Yes Yes Spread of headwater within ROW or easement? Yes Yes E C'· Cll Is velocity limited per conditions (Table C-11 )? Yes Yes (f) (f) gi "O Explain any "no" answer(s): ·-c: ~ Cll 0 c: ..... 0 u:..;::::; >-Cll Cll u 3: ..Q "O (!) Cll .0 Minor Collector or Local Streets: Will culverts serve these types of streets? 0 ·-..... ..... u u No x Yes How many instances? 1 for each identify the ·-(f) -(!) -----§ "O location and provide the information below: a. (!) -a. Instance 1: Culvert at Brewster Drive and Wi l liam D. Fitch Pkwy . Cll z.. "O >-Instance 2: (]) c: ~ Cll -Instance 3: (f) 0 t (f) (]) (]) 2 u For each instance enter value, or "yes" I "no" for: 1 2 3 ::s c: u Cll Design yr. headwater WSE 1 ft. below curb top? (]) Ul Yes ..... c: <( ·-100-yr. max. depth at street crown 2 feet or less? Yes ~ 0 Product of velocity (fps) & depth at crown (ft) = ? 0.0 E ..... g Is velocity limited per conditions (Table C-11 )? Yes Limit of down stream analysis (feet)? 100 ' Explain any "no" answers: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.12) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) All Proposed Culverts: For all proposed culvert facilities (except driveway/roadside ditch intersects) provide information requested in next eight boxes. Do culverts and travelways intersect at 90 degrees? x Yes No If not, ----identify location(s) and intersect angle(s), and justify the design(s): Does drainage way alignment change within or near limits of culvert and surfaced approaches thereto? _x_ No --Yes If "yes" identify location(s), describe change(s), and justification: Are flumes or conduit to discharge into culvert barrel(s)? __ No _x_ Yes If yes, identify location(s) and provide justification: WS Phillips Culvert #1 -Storm Drain pipe in side of box to limit erosicn 'O Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? x No Yes If "yes" identify location(s), describe outfall design treatment(s): <ll ----:i c ~ 0 .s. en ~ ..::: Is scour/erosion protection provided to ensure long term stability of culvert structural :i components, and surfacing at culvert ends? x Yes No If "no" Identify u ----locations and provide justification(s): Will 100-yr flow and spread of backwater be fully contained in street ROW, and/or drainage easements/ ROW? _x_ Yes --No if not, why not? Do appreciable hydraulic effects of any culvert extend downstream or upstream to neighboring land(s) not encompassed in subject property? x No Yes If ----"yes" describe location (s) and mitigation measures: Are all culvert designs and materials in compliance with B-CS Tech. Specifications? x Yes No If not, explain in Special Design Section of this Part. ---- STORMWATER DES IGN GUIDELINES Effective February 2007 Page 21 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.13) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Is a bridge included in plans for subject property project? --No --Yes If "yes" provide the following information. Name(s) and functional classification of the roadway(s)? What drainage way(s) is to be crossed? ~ Q) Ol "O ·;:: (l'.) A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical, hydrologic, and hydraulic factors) must accompany this summary report. Is the report provided? --Yes --No If "no" explain: Is a Stormwater Provide a general description of planned techniques: £ Pollution Prevention Silt fence and inlet filtration will serve as the co Plan (SW3P) main protection against stormwater pollution. The :::J a established for Contractor shall use any other means 03 necessar y Cil project construction? throughout construction. s No x Yes -- -- Special Designs -Non-Traditional Methods Are any non-traditional methods (aquatic echosystems, wetland-type detention, natural stream replication , BMPs for water quality, etc.) proposed for any aspect of subject property project? x No Yes If "yes" list general type and location below. ---- Provide full report about the proposed special design(s) including rationale for use and expected benefits. Report must substantiate that stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional design solution(s). Is report provided? STORMWATER DESIGN GUIDELINES Effective February 2007 Yes ---- Page 22 of 26 No If "no" explain: APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.14) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs -Deviation From B-CS Technical Specifications If any design(s) or material(s) of traditional runoff-handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain by specific detail element. Detention elements __ Drain system elements Channel features ---- Culvert features Swales Ditches Inlets Outfalls ---------- __ Valley gutters __ Bridges (explain in bridge report) In table below briefly identify specific element, justification for deviation(s). Specific Detail Element Justification for Deviation (attach additional sheets if needed) 1) 2) 3) 4) 5) Have elements been coordinated with the City Engineer or her/his designee? For each item above provide "yes" or "no", action date, and staff name: 1) 2) 3) 4) 5) Design Parameters Hydrology x Yes No Is a map(s) showing all Design Drainage Areas provided? ---- Briefly summarize the range of applications made of the Rational Formula: For the Rational Formula we assumed that a residential area has a runoff coefficient of 0.55. What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? 4.92 acres STORMWATER DESIGN GUIDELINES Effective February 2007 Location (or identifier): DA 23 Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.15) Design Parameters (continued) Hydrology (continued) In making determinations for time of concentration, was segment analysis used? x No Yes In approximately what percent of Design Drainage Areas? % As to intensity-duration-frequency and rain depth criteria for determining runoff flows, were any criteria other than those provided in these Guidelines used? _x_ No --Yes If "yes" identify type of data, source(s), and where applied: For each of the stormwater management features listed below identify the storm return frequencies (year) analyzed (or checked), and that used as the basis for design. Feature Analysis Year(s) Design Year Storm drain system for arterial and collector streets 10 , 25, 100 10 Storm drain system for local streets 10 , 25, 100 10 Open channels Swale/buried conduit combination in lieu of channel Swales Roadside ditches and cu lverts serving them Detention facilities: spillway crest and its outfall 2,5,10,25 ,50,100 2,5,10,25,5( Detention facilities: outlet and conveyance stru cture(s) 2,5 ,10,25,50,100 2,5,10,25,5( Detention facilities: volume when outlet plugged 100 100 Culverts serving private drives or streets Culverts servi ng public roadways 2 ,5 ,10 ,25,50 ,100 2,5,10,25,~ Bridges: provide in bridge report. Hydraulics What is the range of design flow velocities as outli ned below? Design flow velocities; Highest (feet per second) Lowest (feet per second) Streets and Storm Drain Systems Roughness coefficients used: For conduit type(s) RCP 0.014 STORMWATER DES IGN GU IDELINES Effective February 2007 Gutters Conduit Culverts Swales Channels Provide the summary information outlined below: For street gutters: HDPE 0.014 Page 24 of 26 0.014 Coefficients: APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 ,100 ,100 0 ,100 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.16) Design Parameters (continued) Hydraulics (continued) Street and Storm Drain Systems (continued) For the following , are assumptions other than allowable per Guidelines? Inlet coefficients? x No Yes Head and friction losses x No Yes -------- Explain any "yes" answer: In conduit is velocity generally increased in the downstream direction? x Yes No ---- Are elevation drops provided at inlets, manholes, and junction boxes? x Yes No ---- Explain any "no" answers: Are hydraulic grade lines calculated and shown for design storm? Yes x No ---- For 100-year flow conditions? x Yes No Explain any "no" answers: ----Hydraulic grade lines are calculated but not shown. What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify each location and explain: Both storm sewer designs assumed the pipes were full for tailwater conditions . Open Channels If a HEC analysis is utilized , does it follow Sec Vl.F.5.a? __ Yes __ No Outside of straight sections, is flow regime within limits of sub-critical flow? __ Yes __ No If "no" list locations and explain: Culverts If plan sheets do not provide the following for each cu lvert, describe it here. For each design discharge, will operation be outlet (barrel) control or inlet control? Entrance, friction and exit losses: Bridges Provide all in bri dge report STORMWATER DESIGN GUIDELINES Effective February 2007 Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Conti nued (Page 4.17) Design Parameters (continued) Computer Software What computer software has been used in the analysis and assessment of stormwater management needs and/or the development of facility designs proposed for subject property project? List them below, being sure to identify the software name and version , the date of the version, any applicable patches and the publisher Microsoft Excel Spr eadsheet for inlet, pipe, and cul vert sizing HEC-HMS Software for Pond De sign Part 5 -Plans and Specifications Requirements for submittal of construction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section 111, Paragraph C3. Part 6 -Conclusions and Attestation Conclusions Add any concluding information here: The Bridgewood Subdivisi on, will have no adve rse i mpact to downstream propert ies and conforms t o the overall subd ivision report . Attestation Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Design Summary Drainage Report by signing and sealing below. "This report (plan) for the drainage design of the development named in Part B was prepared by me (or under my supervision) in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for,,the .P'.C!P_osed drain?[!_e improve ents have ';f:Jen issued or fall under applicable general perm. its." __ ,...,.,,,, ' / (Affix Seal) · ,:-'\~'\_ .......... t.:r \} I r 'ft . ;~ --'C. o Fr ,, ~ ~ ~-'fl--_ 71111 f * ;.···· + '•<(~" \ f I I'*: J-?t( ·.*.} Licej 1 gd fessl'i al Engineer , .... ~ ............... '.._'._._ ... :.:' .. 1 II ~JEFFERY L. RC_·;:::if'SOi,/ State ~fTexas PE No. '11J15 I ',;·~:·~ .... ·9·4·7·4--5 ····:,.:; .. j ~ r 'P,,..., • •• l.tn,... -<' /.;...""> ;# STORMWATER DESIGN GUIDELINES Effective February 2007 Page 26 of 26 APPENDIX. D TECH. DESIGN SUMMARY As Revised Febru ary 2009 EXHIBIT C-1 Rational Formula Drainage Area Calculations Bridgewood Subdivision l ct I S: S: . i ~ [il 'I g g s: s: I i ct ct 0.. ;i. u.. u.. 0 0 UJ ~ g j::: !z ct ~ ~ ~ ~ >-I (!) ct UJ ! z UJ (.) ct:i:: ct o::::i:: 0::: !::: u I ~ _, > I ~ ::;; _, -'f-_, wf-w u f-t=. ~ ~ ~~' (jj ~ ~ ffi~ ffi:J ~~ ~:J g c.i UJ 0 "' I 0 I 0 I g o::: o zo::: I UJ ct o >w >ct =>w =>ct UJ n; CJ) N "' a' ~ "' N a! "' a ~ c f-::Jct! 0::: 0.. f-0..J Ou. C!l..J C!lu.. > (.) ::i !:::! 0 !!! 0 :!: ! 0 !:::! 0 I!!! I 0 :!: 0 NO. IAC. I 0.4i 0.551 0.91 itt. ltt. ltt. ltt. !ftls lmin lmin /In/Hr lets lln/Hr !ets /In/Hr lets lln/Hr lets !In/Hr iets !In/Hr lets -~~!v~-rt~ ..... ~:?! ·--~~gL_ ___ 3_~!L.~:..q~ ____ !_.9_~J .... 1.,q .... 1,0 ... ~_6.0 ... 1._~!.J~ 0.8 .. ~g .. ~---·6_.3_~ __ 12.4 .. ..!!.L. '.?:.1. __ 8,~ .. !L~ .... 9.9 ... !.~,~ __ 1_1_.! .. ~'.:~ ... '.1:.6 .. 2.2.-~ ···s.h· ··· ;:~~ ·· g:g~i-----;:~~1-g,~~ ---~ .. ~~! ~~~:~ ··· ~~ · 1~i:~ -1-:~i--~ ~ ~:~ ~~:~ ::;; ~:~ ~}-· 1 ~:~ ~:~ ·· ·&~ ··· ~} iU ·--~ ~ ~i ·1~:§ ---H:~ 1{~ 6.02 2.59 0.00 2.59; 0.00 1.42! 382.0 4.0 314.0 3.0: 1.0 11.5 11.5 5.93 8.4 7.21 10.3 8.1 11.6 9.3 13.2 10.5 15.0 11.0~ =:~~f.J:~~: =:=:~:%! ·::::f-~~ ~:=:tf !j::·~f6-=Htr=:~il :::·t~ : .. ::~f ~~ --t~l:::t~ -=1·!{ ::}~~~::=t~t =:·:tl :·=t~j:::·::U ::~tl :::tl :::t~ .: .. i_~i::=~*~ :::·:~t! ~-}:~: :··:t~ 11 1.37 0.00 1.371 0.00 0.75: 170.0 1.5 230.0 3.01 1.1 6.0 10.0 6.33 4.8 7.7. 5.8 8.6 6.5 9.9 7.4 11.11 8.4 11.6 8.8 12 1.70 0.00 1.70. 0.00 0.94; 200.0 2.0 150.0 1.0: 0.9 6.3 10.0 6.33 5.9 7.7: 7.2 8.6 8.1 9.9 9.2 11.1! 10.4 11.6 10.9 -13-·-1---o-.6~9-+-~o-.o-o+--o-.6-9·l-o.o-o'--O.-Jt3T ao.o 1.0 220~0~-1~4 ---3~5-10]1--5~3·--2~4--Dt 2.9 a.6 3.3 9~9 3.7 11.11---42-11-.6r--,f4 1.01 0.00 0.00 0.00; 0.00 0.00 I 1.0 1.0 1.0 1.0 i 10.4 0.0 10.0 6.33 0.0 7.7; 0.0 8.6 0.0 9.9 0.0 11. 1 0.0 11.6 0.0 1.02 o.54 ooo, o.54: o.oo __ o.3o~.o 1.0 305:Q~...QL_~,__3.2~0 6.33 1.9 n: 2,:!_ ~~~ ~~!!+ 11.1 3.3 11.6-~ 1.03a 1.07 0.00 1.071 0.00 0.59 i 260.0 3.0 1.0 1.0; 0.8 5.71 10.0 6.33 3.7 7.71 4.5 8.6 5. 1 9.9 5.8: 11. 11 6.6 11.6 6.8 , ________ ----r--------------1------------·-t·-------------------· --:--·------------~---------·----·---1-------·--· --··--·--··-·+-·---·----1---·-··--------------·----:-r-----1---··--·----~·---1.03b 1.70 0.00 1.70, 0.00 0.94. 120.0 2.0 205.0 3.01 1.5 3.6 10.0 6.33 5.9 7.7; 7.2 8.6 8.1 9.9 9.21 11.1 10.4 11.6 10.9 1..04a 0.52 0.00 0.52! 0.00 0.291 38.0 1.0 542.0 5~ 5.3 10.0 6.33 1.8 ~ 2.2 8.6 2.5 9.9 2.8 11.1 3.2 11.6 3.3. 1.04b 0.18 0.00 0.181 0.00 0.10: 56.0 1.0 168.0 2.0• 1.6 2.3 10.0 6.33 0.6 7.7: 0.8 8.6 0.9 9.9 1.01 11.1 1.1 11.6 1.2 17 1.12 o.oo 1.121 o.oo o.621245.o 3.o 50.o 1.01 o.9 5.5 10.0 6.33 3.9 7.7: 4.7 8.6 5.3 9.9 6.11 11.1 6.9 11.6 7.2 _____ 1_~_. __ 1 ___ -~-.8-~ .... 9~~2{ ... ___ q.~~L Q!!9 .. _ _2,4_!! i-· -~-~,g ... ~ .. o .... ~3~.~ . __ 3_,_~: ... !:? .... ~.6 . ![°6_y3_3 .. -~' 1 ... .!:?.j ... --~_.8_ .... 8-.. ~ ..... ~ .. 2. ____ 9,~-----~-~L. .. '.1_.! .. ___ 5,5_ ... !1_._6_ . --~'! .__1_9_L o.96 0.001 o.961 o.oo o.53· 157.o ~___257,Q~L1.2 5.8 10.0 6.33 3.3 _ _22.J 4.1 8.6 4.6 9.9 5.#~j-5.9 11.6 6.1 20 1.07 0.001 1.071 0.00 0.59 211.0 2.0 245.0 6.0i 1.2 6.4 10.0 6.33 3.7 72] 4.5 8.6 5.1 9.9 ili1.1 6.6 11.6 6.8 2.01 1.74 0.00 1.741 0.00 0.96 192.0 2.0 260.0 3.0! 1.2 6.5 10.0 6.33 6.1 7.71 7.4 8.6 8.3 9.9 -~1.1 10.7 11.6 11.1 1···32~? ... ··· H~ ·---~:~~t··· .. 1:6b~--6'66 ·--~~~i. · ~j-~~6 ·--}~ --~~~-Jf{; · i~:~ -i~}--:~~j ·· 1H ···-H!---·1~:6 ·---~"~ -··1·N ·---~J---1~:~1-·}-~ .. 1-· -&~ ___ !H --,-~:~I 24 o.90 0.001 o.901 o.oo o.5o 168.0 1.5 192.0 2.0 I 1.0 5.8 1 o.o 6.33 3. 1 7.7: 3.8 8.6 4.3 9.9 4.91 11. 11• 5.5 11.6 5.~J 25 0.80 0.00 0.80i 0.00 0.441 91.0 1.0 217.0 2.0i 1.3 4.0 10.0 6.33 2.8 7.7l 3.4 8.6 3.8 9.9 4.3. 11.1. 4.9 11.6 5.1 ---~6§··· ···· H6 ····H6~----··H61--ri"66·-~-?~H ····i"ri ·---~~~:ri ··1-6:-til···H···H ··iH ·-Hj ····H ··{fr··{:~-···H1····-N ····H····H1·-+H1·····H··+H ····i'~ 2.03 0.00 o.oo: o.oo: 0.00 0.00 I 1.0 1.0 1.0 1.0 ! 10.4 0.0 10.0 6.33 0.0 7.7: 0.0 8.6 0.0 9.9 0.0 I 11. 1 0.0 11.6 0.0 28A _ 1.09 0001 109·~......Q.:.60(.___~~~!! __ _1_"1 _ _1_73.q __ __2_Jli _!._.Q --~'8. ... ~9.Jl.~,~---~--7.7• 4.6 8.6 5_?_,__9.9 5.9 11.1; • ........§...I._!:1.:.6_, __ _7.0 ... ~8!3-... __ 15_1 .. 0~~~4 ____ 1.511.q.,oo ____ ~,8-~j 282.0 30 79.o 1.q:_o9 7.o 10,0 __ ?.33 5.3 7:!.i. 6.4 8._6 __ J2 9~ _8_?. __ 11.1j __ 9.3 ___ !1_6 9.7 29A 0.33 0.001 0.33: 0.00 0.18! 50.0 1.0 150.0 1.0; 1.4 2.4 10.0 6.33 1.1 7.7: 1.4 8.6 1.6 9.9 1.8 11.1 2.0 11.6 2.1 298 0.44 0.00 0.44~0 0.24• 25.0~ ____272,Q,_]0; 2.0 2.5 10.0 6.33 1.5 7.7: 1.9 8.6~ 9.9 2.4 11.1 2.7 11.6~ 30A 0.50 0.00 0.501 0.00 0.28 ! 216.0 2.0 149.0 1.5; 0.9 6.5 10.0 6.33 1.7 7.7: 2. 1 8.6 2.4 9.9 2.7; 11. 1 ! 3. 1 11.6 3.2 i----~~! ..... ---~~~~ ---.. ~-~~ ·---~:~~r~:~~ ---~·:·~-~r .. 2~~:~ ··---~-~ ·----~~~-~ ·-T~r·~-~ ----~:~ --~I~ --~;~ ----~:~ ·---;·:;:--· .. -~~; ···-·::~-.-····;:~ ----!:! ____ f~r-~·~:t····-~:~ ·--~-~-! ..... ~ .. ~ -··:ffEf---·--11.92 ·· ·a.oo ··-··a.92r· a:aii · ·-a-.s·; ·· ·112.·o ··· 1:0 · 325.o · ··3·a1·-· fs 4.6 io:o .. ··5:33 ·· ":l 2 · ·· ·1.i!"· ·is ·--·s.-~1-· ···4-,i ···9:!i ··--5_·a1 ·-·ff1 ·· ··5:5 ···ffs · -5.9 6/30/2014 10530014-dra -Revised2.xls Exhibit C-1 EXHIBIT C-2 INLET COMPUTATIONS Bridgewood Subdivision DESCRJPTION ..: ...;i .... Qi -0 Q. O" ~ Qi a: ...;i u .... Qi "O ;.. Qi 0 "O ·;;;: c 0 .... .... 0:: Q. u ..j Cl 1 na i 5.0 0.0 5.0 38 i 1.02 I 5.0 Recessed Low Point Inlet 2.33 2.14 5 0 ..c: .... c. Qi Cl "O Qi "O c 0 Q. 6.03 6.02 J 12.3 0.0 J 12.3 38 J 2.52 6 12.3 Recessedlnleton Grade 0.62 1990 15 3.1----1---:---:---.1 --~,~~-j--?;1~-'--[--'{j--~}f -}6J -m·-H*·-6~i j ~-~l ~~ecceesssseeH~1!1t~~i;~~~;}:1 · ~.~~ 2 :) 6i '} 5 ~ ·---[----f---- 10 I 12.0 : 4.5 0.0 : 4.5 27: 1.61 I 0 4.5 • Recessed Low Point Inlet 2.33 1.93 5 0 : : ---------·--·t-·------·---·-t .. ---------·-----------+--··--------·--------j..------------··--------··---· ----··-----+--------------··------·-·----------·-----··----··---------··---··----· -------··------· ·------·-------------------· ··-------·+--··-.. ·-----j.··-··----- --~; I 112oQ~--H--~5'-~-+-H--Hr-+H---H -~+1--~:~::::~ c~~~~;:~H;;~~~----tH-H~ -i-----5 ··-------+----+--- 13 I 1.0 i 3.3 0.0 ; 3.3 27 i 1.17 13 3.3 I RecessedLowPointlnlet 2.33 140 5 0 i 1.01 na J 0.0 0.0 0.0 27! 0.00 ..J_J!!J_ Junction Box 0 1.02 l.03a : 2.6 0.0 2.6 38 : 0.92 I 2.6 I Recessed Low Point Inlet 2.33 I. I 0 5 0 1.03 na 8.1 0.0 8.1 38 J 2.88 1 03 8.1 i Recessed Low Point Inlet 2.33 346 5 0 ' -·-_;....--.1 _JiJ4 ~20.0 l_.QJ. ___ 0_9 __ '._.0L. __ }_8-L.!!:.~'--· ~Q~ _Qc9-_l----~~s.s.~9_1:-.!l~~-~9_i!!_!_~1~!-~! _____ 2-}3-__ Q:lL ··---~----_.Q ______ . __ L ______ l__··--···· 17 19.0 l 5.3 0.0 I 5.3 27: 1.90 17 5.3 1 Recessed Low Point Inlet 2.33 2.28 5 0 l ! 18 19.o i 4.2 o o i 4.2 ·~·-2::,tJ.51--·18 421---Recesse~i"Lo;-i»;;;;~1i;;1;;1--2~33-)~ ---5·--o r---r-- 1 I I I . -I I --~-~-----~~~-·~--±L __ QcQ.~.i:~ --~?~-~}. __ .J . .9-_.'.!:~+---~~~~~~~~--L:ow 1'-.~~1lU~1J~! ___ ?..:~} ~~ __ } _____ Q __ -·-·--·~-·-·-·--·; __ _ 20 30A : 5.1 0.0 : 5.l 27 j 1.81 20 5.1 , RecessedLowPomtlnlet 2.33 2.18 5 0 : : 2.01 2.0 8.3 0.0 : 8.3 38 : 2.95 J _._8-1-L Recessed Low Point Inlet 2.33 3.54 5 0 , _ __;_ __ _.:.... _ _, 2.02 2.0 : 6.3 o"Jlf 6.3 38 : 2.26 2 6.3 i Recessed Low Point Inlet 2.33 2.71 5 0 : -~----~-~--l_ 14.J_~_o:.2..J .. ~~2. _2 7-L.5 2.'.'_ ~~-J.!7-t. __ _E_rp.e£>~~-0~1E..l.~!~~------_____________ _Q_ __ _?_ __il}j.9-_L __ _l_Q ___ ?_4_ __ + _ _?_:J__j__:t_} ____ O.cU_ .~C~----~?L_!c~~--_?4_ _:!}_~--·--~~~~~~~.d_!-:_()~'.'..!~()~~~!!JJ~! ... -_?}}_ L~} ___ _5 ___ ----°-----____ J _____ J ____ _ }g4-l--~~;--+-H----5C6+-H----Hi---Hi--_?~--H+---~~~:~~~~-t~~~~}~~ J;~:; ----+H-H~ --}------~ -~~ ----+ ----+ --~~: ·-·-·-·-·-·-·-~·-····-·-·-·-·-··,-·---·--····-· ·-·-··-·-·-·-·,-.. -·--·-·--·-·-·-···-·-·-·---·-··-·---·-··--· ·-·-·---·-·-·--·-·-·---·-·-·-·-·-·-·-·-·-··-·-·-·-·-·-··--·------·-·-·--·-· ·-··-·-·-·-· ···--·-·-·-----·-· ·-----·-·----,-·-·---·,-·--2. 05 ' na : 5.7 0.0 : 5.7 38: 2.04 2.1 5.7 Recessed Low Point Inlet 2.33 244 5 0 : : ·-·-·-·-··-·-·-+-··-·-·-·-·-·-··1-·-·-·-·-··-·-· ·-·-··-·-·-·-·1-.. ··-·-·-·-·--·-·-·-·1·-·-·-·-·-·-··-·-·--·-··-·-· --·-····--· ·-·-.. ··-·--·-·-.. ··-·-·-·-·· .. --·.-·-·-··-·-·-·-·-·-··-·--·-·-··-·-·-·--·-·-·-·-·-,_ .. ____ ·-·-·-·-·---·-·-·-·-· --·-· '"-·-·-·-·1--··---·1-.. ··-·-·-· 2.03 na , 0.0 0.0 ; 0.0 27; 0.00 2 0.0 Junction Box 0 , ; 28 na : 7.2 0.0 : 7.2 21: 2.56 '287:2~ Recessed Low Point Inlet 2.33 3.07 5 0 29 na : 2.1 0.0 : 2.1 21: 0.75 29 2.1 Recessed Low Point Inlet 2.33 0.90 5 0 _ _l __ __J __ 30_,__;;;--:-53-'-o~o--:-5:3--27:--~88 ___ ·30 -5 3-·······Re-;;e~;~a-L.~-;; Poi;;-;·J;;J~(--·-2.33 Ti6 -5 ----o --: : 31 na : 44 0.0 : 44 27; 1.56 31 4.4 I Recessed Low Point Inlet 2.33 1.87 5 0 -:- 7/1/2014 10530014-dra -Revised2.xls Exhibit C-2 EXHIBIT C-3 PIPE SIZE CALCULATIONS Bridgewood Subdivision IT I : ! ' I ! T : , : i I : I I I I : I I ' ' l I~ : l l ! ! I ·-: ~ ! .. I I ! ! , 1· ~ : b"n 1 .. I 1 1 f e Q ! •r;; l ~ ~ QJ I ! l • i -<!'. ... "C : ~ "' I ·-0 0.. I ! ~ ! 0 ; E-u 0 I ~ 'Q ~. i:.. ~ 0 I I i .... E i "O z l ~ ....,_ ..... I ""'"""I \Jf.J I .... ·-J ~ i ...:i ...:i rfJ ; i 1l c:; t ;; c: c;s I I E-E-I ,:; :i: :i: E-' Z -<!'. I c: I ._, ' .... '-' i:,. 0 -I ' c.? -' -E-..i ! -I bJl I "C : ~ .. 0 i ·.: ~ I ..i . ! ~ ! ~' .-. c.? ...J i f-·-00: ::: ! • ::: I ::: c.; • ...J l Z 00: l:::!J """' -Z l 0 0 c.; ~ I C: ~ i :.0 ~ 0 t ~ ·;;::: ti ~ ..i ! f;i;l 1 .:: ! c.; ~ 1-"l _::___j _ _E-E-f:__..,.. Q l-2_~~~--~-f-~-~----~-----'=------~--1::-~ I > _! ...J I __t:_+ ___ E-___ :t # i # Ac. min 1·0cfs :cfs I# :cfs % % I" ~ ' min :min ' ' 503 l 502 1.4L __ 1-9.:9_ 10J ____ ~?3: 16.4t_1J __ ~4 _ __g6o 227 24 5~2i 315i 1.01LJJ_,Q1_L_, 6.02 : out 2.81 11.51 10: 23.2: 23.211 ! 23.2 0.37 1.19 301 4.7. 364, 1.29! 12.79 601b ! out i 1.31 11.31~-_1 __ 0.5! _ _J.!Ol 1: 14.0 0.441 _.Q~ 241 4.5i 74i 0.28i 11.62 10 I 11 0.5! 10.01 10 I 4.5: 6.0: 1 ! 6.0 0.38! ' 181 3.4: 301 0.151 10.15 11 ! 1 01 1.31 1011 10 I 11 Oi 14.6! 1 14.6 0.48 24 4.6! 346! 1.24! 11.391 12 ! 13 0.9 10.01 10 I 8.1: 10.711 10.7 1.20 18 61: 30: 0.08: 10.08 13 ! 1 02 1.3 10.11 10 ! 11.3: 15.0I 1 15.0 0.51 24 481 401 0.14l 10.22 -·101--T 1.02 1.3 --ff4f101---·:;-o:4T 13.9! 1 1·3.9-0:43·--a~34i 241 44T314i 1:19T-12.58 ----1 02 ! 1.03b 2.9 12.61 10 I 22.6: 22.6: 1 22.6 0.35,__ 1.72 301 4.6: 2101 0.76f-13.34~---' I I -I • ---·· ·! ---; ; ' 1.03b i 1.04b 4.41 13.3! 10 I 33.6: 33.6! 1 33.6 0.77 0.931 301 6.8i 421 0.10i 13.44 1.04b ! 20 i 481 13.4! 10 ! 36.4! 36.4! 1 ! 36.41 091! 1 ool 301 7.4! 32! o.o7! 13.51 J?__J_ 18 : o.6 ____ !.9.:_o: 10 _21: 7.1 1 i 7.1 o.52 18 i:.9..[J·or--0.121 10.12 18 i 19 : 1.1 10.1: 10 ! 9.5: 12.611 i 12.6 1.671 181 71j 35i 0.081 10.21 ---lb---+--11Qs_~---Hf·---i-HH}-F--~t~F----~~--~-{-F--~~--~ -=-1~~t-----~---F=-~4f--Hh~~~--t~~+--i~~! ·----1 2.01 : 2.02 : 1.0 10.ol 10 I 8.3: 11.011: 11.0 1.26 1.00 181 62: 221 o.591 10.59 2.02 : 2.03 : 1.71 10.6! 1 o I 14.2: 18.9! 1 ; 18.91 0.81 I 0.84! 241 6.0! 201 ! o.56! 11.15 23 : 24 : 2.31 185! 10 ! 14.7! 19.5! 1 ! -19.5T-o.86I--I 241 6.2f325T o.87! 19.37 24 : 25 2.8t-_ 19.4j 16+:=iii[=]f.21-fI~.:..?.f_2f 5 63F----+· __!§ Jl.J.l 30j O.O~ __ !.§l~--25 ! 2.03 : 3.2, 19.4: 10 i 20.2: 20.2: 1 f 20.2 0.28 30 41 i 40, 0 16: 19.57 • 2.04 ! 2.03 : 1.01 ___ 10.11 1 o 1 _a_£_Ji2j_1__~ ___ 1n1 -~ aj-fl ~ __ _Q.51r~24r--3~71---5ar--0.26j__~.Q~--2.05 : 2.04 : 0.7f 1 o.o: 10 I 5 7: 7.6: 1 : 7.6T 0.60 0.47 18 4.3l 38: 0.151 10.15 2.03 1 298 : 5.91 196! 10 I 371; 37.1! 1 i 3711 o.36! o.481 361 531 661 0.211 19.78 288 : 298 i 1.41 100110 I 123: 16.4! 1: 16.41 2811 ! 181 93! 30! o.05! 10.08 --13~·-··f····}i~·--F-~t:~ ~~=-;~-!j:-~~-1··-··~·:!-~1-··~-!~·!i··~·--~ i~:~ ·==-!:~~===~·-----:11---l!f ~l~j-··--~:~~t··--~~~~~-------•includes 33% Flow Increase for pipe sizes <27" dia. ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) 7/1/2014 10530014-dra -Revised2.xls Exhibit C-3 Inlets From I 318 20 EXHIBIT C-4 HYDRAULIC GRADE LINE -10Yr. Storm Bridgewood Subdivision I J Normal Normal ! I I I FL FL I Begin Pipe I Depth Starting Depth I Velocity Velocity I Ending Top Della I a l Main To Upper Lower I WS Elev 0 10 Dia Length Sf Pipe S Lower WS Elev Upper Hf In Out Hj WS Elev Inlet Check [ Delta Full Inlet In Out 307 306 ' 308.00 101.03 48 100 0.571% 1.000% 308.50 308.50 309.50 0.57 12.10 11.66 0.08 309.58 314 OK 4.4196 133.7 20 318 313 309 309.58 53.07 36 240 0.732% 1.667% 310.73 310.73 314.73 1.76 10.61 12.10 0.26 314.99 319 OK 4.0131 80.2 19 >--20-314 --313 --314.99 13.99 24·-35 o.749'/, 2.857% ~313.85 -314.99 314.85 0.26 7.35 10.61 0.46--31S.7o --319 -OK 3.2958--35-:-6 - -1B -1 9- 18 19 317 316.5 315.70 9.50 18 35 1.605% 1.429% 317.51 317.51 -318.01 0.56 6.82 7.35 I 0.06 318.13 321 OK 2.8673 11.7 17 17 18 317.5 317 318.13 5.32 18 30 0.504% 1.667% 317.68 318.13 318.18 0.15 0.00 6.82 0.36 318.64 321 OK 2.3552 12.6 0 1.04b 20 320.72 320.39 314.99 36.36 30 32 0.910% 1.000% 322.27 322.27 322.60 0.29 8.47 8.84 0.05 __ 322.64 325.37 OK 2.7262 38.2 1.03b ----;-:Q3i)" 1.04b 321.21 320.82 322.64 33.56 30 42 0.775% 0.929% 322.63 322.64 323.02 I 0.33°-~9.91 8.47 0.20 323.23 325.37 OK 2.1429 36.B 1.02 1.02"" 1.03b-324.95 321.31 323.23 22.57 30 -210 ~351% 1:720%-~322.50-32'in-326.14 0.74 7.40 9.91 0.34 326.47 329.9 OK 3.4259 >--so.1-13- --;J" 1.02 325.5 325 326.47 11.31 24 40 0.490% 1.250% 325.95 326.47 326.45 0.20 7.54 7.40 0.02 ---32s:eg ~31-~· OK I 4.3138 23.5 --t--1y- 12 13 326 325.5 326.69 B.07 18 30 1.160% 1.667% 326.36 326.69 326.86 0.35 o.oo 7.54 0.44 ---327.4B-~-31 OK 3.5241 12.6 O 1.01 1.02 326.51 325.44 326.4'7-1oA2 -"24° 314 0.416% 0.341% 326.79 326.79 '"327.86 1.31 t-4.38 4.38 O~ 328.10J32.15 OK 4.0529-~2.3------,:01 - ff -..=i~ -327->--326-32B.1ii 10.95 -24 -346 o.459o/; o.289% 327.55-32s.10 32855 -159 B3B 4o9 t 0.42 -_33.Q:-i.Q.--332 --OK--1.8976 t-11.:f --10 -1 o-11 -328 --327 ---330-:-10--4.51 Ts --30 o-:-362'/, 3.333% ,_327.53 -330.10 328 53 o 11 o oo a 38 _ o 55 330 76 332 -OK 1.2432 -17.9 - -o f--------t--------- -308 318 308 307.5 I 310.50 I 7.63 18-----so--'-11i350;;-1000% 30848-31050 _]_0B-98_L:="o5L:-f~~= 609::J: 0 17_-=~J~-~ OK 3.8117 9.8 298 298 309·-30925--308Tsj3T1'":19-+ 48.52 36 329 ,__Ii 612% -o 152%TI11 7~-_31"'j~2!.2~__3_.Q!___ 5 75 3 90 1 o 14 313 90 326 OK 12.0975--24.2--,__2!!.~ 288 298 309.5 309.25 313.90 12.33 18 30 2708% 0833% I 31075 31390 31100 081 4.26 5.75 0.12 314.B:i-326__ OK 11.1698 8.9 I 2.05 2.03 298 306.33 306 313.90 37.15 36 66 0.359% 0.500% 308.0'i---m-:go-3 os.36 0.24 6.35 6.94 0.06 314.20 315.68 OK I 1.4793 43.9 25 2.04 2.03 310.97 "'1:1036_.i._314_:20 8.78 24 58 o~ 0.534% 311.76 314.20 312.07 0.17 5.05 5.05 0.00 --'"314:37 315.72--~ "1.34Bo-15.4 2.04 -2.o·s 2.o4 311:64 311.46 i 314.37 -5.7o "18-38 -o-:-518'1o - -0.474% 312.47 -314.37 312.65 0.22 6.35 --4.26--0.11---31'4.1~ 315.72 -OK Q.9561--67 - -25 25 2.03 311 310.77 314.20 20.21 30 40 0.281% 0.575% 312.27 314.20 312.50 0.11 4.45 6.35 0.16 314.47 324 OK 9.5276 29.0 24 6.01b Out 309.38 309.01 -6.02 ---o-;JI -314.18 -368.76 5:0} 6.02 321.41 314.78 311.56 :iT1.5s 315.59 10.53 23.17 12.30 24 74 -30 1--3 64- 24 315 v 0.425% --o.3foafo" 0.580% 0.500% _[ 310_:_21_ 311 .56 1 .190~10.07 311 .56 2.270% 1 315.63 315.63 310.58 0.31 315-:-49--1-:35 322.26 1.83 0.00 9.39 0.00 7.59 0.45 -8.68 ----0.10 9.39 0.68 312.32 315.59 322.94 313.61 3 18.89 326.72 OK 1.2882 14.9 -OK --3.2975 f-41.7 OK I 3.7756 31 .7 o 6.03 o 7/1/2014 10530014-dra -Revised2.xls Exhibit C-4 Inlets FL FL Bea in Pipe From To Upper Lov.ier WS Elev 0100 Dia Length 318 ~ut 307 306 308.00 148.57 48 100 20 318 313 -309 311.39 77.39 36 240 --1!_ ,_20 314 313 315.55 20.30 24 35 18 19 317 316.5 316.73 13.78 18 35 17 18 317.5 317 319.19 7.n 18 30 1.04b 20 320.72 320.39 315.55 53.01 30 32 1.03b 1.04b 321.21 320.82 323.57 48.92 30 42 1.02 1.03b 324.95 321.31 324.62 32.87 30 210 13 1.02 325.5 325 326.80 16.41 24 40 12 13 326 325.5 327.22 11.71 18 30 1.01 1.02 326.51 _3~44 326.80 15.16 24 314 11 1.01 327 326 330.36 15.89 24 346 10 t-11 326 327 332.00 6.54 18 30 308 318 308 307.5 310.50 11.06 18 so 298 308 309.25 308.75 311.78 71.28 36 329 288 298 309.5 309.25 316.27 17.89 18 30 2.03 298 306.33 306 316.27 54.57 36 66 2.04 2.03 310.97 310.66 315.68 12.74 24 58 2.05 2.04-311.64 311.46 315.72 6.27 18 38 _±5_ 2.03 311 _31~ -315.68 29.68 30 40 24 25 311.25 311.1 316.12 25.63 18 30 _2L ~ 313 311.25 319.72 21.53 24 325 2.02 2.03 313.01 311.31 315.68 20.67 24 201 -2.0.l '2-02. 315.72 313.51 317.32 11.99 18 221 6.01b Out 309.38 309.01 312.40 15.31 24 74 6.02 6.01b 314.18 308.76 313.29 33.69 30 364 '6.03 6.02 321.41 314.78 -316.23 17.84 24 315 EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm Bridgewood Subdivision Normal Normal Deoth Start1na Deoth Velocitv Velocrtv Endina Too SI Pipe S Lower WSElev Upper Hf In Out Hj WS Head Inlet 1.24% 1.00% 310.00 310.00 311.00 1.24 12.88 12.10 0.15 311.39 314 1.56% 1.67% 311.33 31--,--:J9 315.33 3.74 11.68 t-12.88 0.23 315.55 319 1.58% 2.86% 314.10 315.55 315.10 0.55 7.52 11.68 0.62 316.73 319 3.38% 1.43% 318.00 318.00 318.50 1.18 7.48 7.52 0.00 319.19 321 1.06% 1.67% 317.83 319.19 318.33 0.32 0.00 7.48 0.43 319.94 321 1.93% 1.03'.4 322.89 322.89 323.22 0.62 8.53 8.99 0.06 323.57 325.37 1.65% 0.93% 323.32 323.57 323.71 0.69 10.88 8.53 0.36 324.62 325.37 0.74% 1.73% 322.75 324.62 326.39 1.56 8.07 10.66 0.41 326.60 329.9 1.03% 1.25% 326.20 326.80 326.70 0.41 8.09 8.07 0.00 327.22 331 2.44% 1.67% 326.59 327.22 327.09 0.73 0.00 8.09 0.51 328.46 331 0.88% 0.34% 327.44 327.44 328.51 2.76 0.00 4.45 0.15 330.36 332.15 0.97% 0.29% 326.00 330.36 329.00 3.35 9.27 4.10 0.54 334.24 332 0.76% 3.33% 327.60 332.00 328.60 0.23 0.00 9.27 0.67 332.90 332 2.18% 1.00% 309.00 310.50 309.50 1.09 3.90 6.29 0.19 311.78 315 1.32% 0.15% 311.75 311.78 312.25 4.35 5.75 3.90 0.14 316.27 326 5.70% 0.83% 310.75 316.27 311.00 1.71 4.33 5.75 0.11 318.09 326 0.77% 0.50"1. 309.00 316.27 309.33 0.51 6.71 7.06 0.04 316.81 315.68 0.62% 0.53% 312.01 _115.68_ 312.32 0.36 5.46 5.46 0.00 316.04 315.72 1.22% 0.47% 312.96 315.72 313.14 0.46 6.71 4.33 0.20 316.39 315.72 0.61% 0.58% 312.83 315.66 313.06 0.24 4.45 6.71 0.20 316.12 324 11.69% 0.50% 312.60 316.12 312.75 3.51 5.60 4.45 0.09 319.72 324 1.78% 0.54% 313.25 319.72 315.00 5.77 0.00 5.60 0.24 325.73 316.1 1.64"1. 0.85% 313.06 315.68 314.76 3.29 6.29 7.01 0.07 319.04 317.32 2.56% 1.00% 315.01 317.32 317.22 565 0.00 6.29 0.31 323.28 319.86 I 0.90% 0.50% 310.66 312.40 311.03 0.66 0.00 5.39 0.23 313.29 313.61 0.78% 1.19% 310.45 313.29 315.87 2.85 10.06 9.42 0.10 316.23 318.89 1.22% 2.10% 315.88 316.23 322.51 3.84 0.00 10.06 0.79 323.30 326.72 Endina Delta a WS Elev Check Delta Surface 311.39 OK 2.61 0.00 315.55-OK 3.45 0.00 316.73 OK 2.27 0.00 319.19 OK 1.81 0.00 319.94 ~ OK 1.06 0.00 323.57 OK 1.80 0.00 324.62 OK 0.75 0.00 326.80 OK 3.10 0.00 327.22 OK 3.78 0.00 328.46 OK 2.54 0.00 330.36 OK 1.79 0.00 332.00 Surcharae -2.24 6.88 332.00 Surcharge --0.90 3.15 311.78 OK 3.22 0.00 316.27 OK 9.73 0.00 318.09 OK 7.91 0.00 315.68 Surcharae -1.13 6.80 315.72 Surcha!S_e --0.32 1.78 315.72 Surcharae --0.67 2.78 316.12_ OK 7.88 0.00 319.72 OK 4.28 0.00 316.10 Surchar_9e -9.63 2.40 317.32 Surcharoe -1.n 2.25 319~ Su~!_ _-3.42 1.85 313.29 rsur~ge :"\0.32 0.85 316.23 OK 2.66 0.00 323.30 OK 3.42 0.00 Street ROW Width Capacity 27 60.54 --v--75.09 27 75.09 27 75.09 27 75.09 38 77.55 38 77.55 38 77.55 27 75.09 27 75.09 27 754.63 27 75.09 27 75.09 27 60.54 27 75.09 27 75.09 27 75.09 38 77.55 36 779.35 36 77.55 27 75.09 27 75.09 38 77.55 38 77.55 -- 38 62.52 3H 77.55 36 77.55 Main Inlet In 20 19 18 17 0 1.03b 1.02 13 12 0 0 -10 0 298 288 2.05 25 2.04 25 24 n-- 0 2.01 0 0 6.03 0 7/112014 10530014-dra -Rev1sed2.)(ls Exhibit C-5 Culvert #2 Culvert Desiqn Criteria Culvert Description Box Culvert No. Width I Heiaht Pioes n 5.oo I 3.00 1 0.014 I I Cu vert Ana1vsis Ca cu ations Total Flow per Critical Normal Design Flow Pipe Depth(ft.) Depth Storm (els) (els) de (ft_) 5 79.00 79.00 1.90 1.71 10 107.00 107.00 2.20 2.13 25 126.00 126.00 2.50 2.40 50 146.00 146.00 2.80 2.68 100 168.00 168.00 3.10 2.99 Elhi = Hwi + Eli ho= TW or (de+ D)/2 (Whichever is Grealer) Invert Outlet Elev. (Eli) Elev. (ELo) (ft.\ (ft.) 321.50 320.91 EXHIBIT C-6 BOX CULVERT ANALYSIS BRIDGEWOOD SUBDIVISION Culvert Top Length Slope of (ft.) (ft/ft) Road 100.00 0.0074 328.00 ke I 0.50 I HEADWATER CALCULATIONS Outfall c Slope (ft/ft) 0.0040 INLET CONTROL OUTLET CONTROL HWi/D HWi ELhi 1.13 3.38 324.88 1.47 4.42 325.92 1.74 5.21 326.71 2.06 6.18 327.68 2.47 7.41 328.91 H = 11+ke+((29"(n'2)"L)/R'1.33)]'((v"2)/2g) ELho = Ela+ H +ho TW de fdc + D\12 ho 2.02 1.90 2.45 2.45 2.33 2.20 2.60 2.60 2.52 2.50 2.75 2.75 2.69 2.80 2.90 2.90 2.87 3.10 3.05 3.05 ~Top of Road / ELho ~~ =~ hannel Des1qn c · ntena LI. Side Rt. Side Bottom Slope Slope Width (?:1) f?:1l (ft.) 4.00 4.00 6.00 Control HW H ELho Elev. 0.91 324.27 324.88 1.67 325.18 325.23 2.32 325.98 325.88 3.12 326.93 326.15 4.13 328.09 326.85 - - - --"-ELo n 0.040 Type Outlet of Velocity Freeboard Control (fps) (ft.) Inlet 5.27 3.12 Inlet 7.13 2.77 Inlet 8.40 2.12 Inlet 9.73 1.85 Inlet 11 .20 1.15 7/1/2014 10530014 box culvert 2 rev.xis Exhibit C-6 PROPOSED CULVERT #1 ROUTING Emergency Spillway Length of Spillway Normal Water Surface 315.00 20.00 Pond Stage (ft.) 313.25 313.50 313.75 314.00 314.25 314.50 314.75 315.00 315.50 315.50 315.50 315.50 315.50 315.50 Pipe Q Mannings Orifice (cfs) (els) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 _o.oa__o,go_ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Design Q (els) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ---2.,.QQ_ 0.00 0.00 0.00 0.00 0.00 0.00 EXHIBIT C-7 PROPOSED CULVERT #1 ROUTING Riser Elev. Riser Width (ft.) Riser Weir Length (ft.) Riser Grate Area (sq. ft.) Barrel Invert Barrel Width (fl.) Barrel Height (ft.) Number of Barrels Riser 1 Q Orifice Weir (cfs) (els) 0.00 0.00 361.12 26.25 510.71 74.25 625.48 136.40 722.25 210.00 807.50 293.48 884.57~ _955.44 6.16 1083.37 708.75 1083.37 708.75 1083.37 708.75 1083.37 708.75 1083.37 708.75 1083.37 708.75 Riser No. 1 v Design Q (cfs) 0.00 26.25 74.25 625.48 722.25 807.50 884.57 955.44 1083.37 1083.37 1083.37 1083.37 1083.37 1083.37 313.25 ~dth 2.48 30.00 Length 2.48 5.00 I Number of Grates Wide 150.00 1.00 308.93 5.00 3.00 3.00 Orifice (els) 0.00 0.00 0.00 0.00 0.00 ,._0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Number of Grates Long 4.00 Grate Open Area 4.125 Riser 2 Q Weir Design Q (CfS) (els) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Stage/Storage and Stage/Discharge 000.00 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ 700.00 600.00 -500.00 "' ~ 400.00 0 300.00 200.00 100.00 0.00 +--~~=F===-~1--~~-+-~~--t~~~+-~~-+~~~1--~~-+-~~--+~~~+-~~-+~~~1--~~-1 313.25 313.50 313.75 314.00 314.25 314.50 314.75 315.00 315.50 315.50 315.50 315.50 315.50 Water Surface Elevation (ft) Barrel Q Orifice Weir (cfs) (cfs) 363.86 404.05 379.64 ~ 394.80 9 409.39 513.72 ~ 552.18 2 591.56 450.35 631.83 463.20 672.97 487.88 757.81 487.88 757.81 487.88 757.81 487.88 757.81 487.88 757.81 487.88 757.81 Spillway Q Weir (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.21 21.21 21.21 21.21 21.21 21.21 Discharge 0 (cfs) 0.00 26.25 74.25 514.00 552.00 591.00 632.00 673.00 758.00 758.00 758.00 758.00 758.00 758.00 54450.00 99316.80 EXHIBIT C-7 6/30/2014 10530014 -Culvert #1 .xls Plan 1 Plan 2 Plan I Plan 2 Plan 1 Plan 2 Plan I Plan 2 Plan I Plan 2 General <( ~ # Pond-Ex Pond-Prop Bypass I-Ex Bypass I-Prop Bypass2-Ex Bypass2-Prop Culvert I -Ex Culvert I -Prop Culvert 2 -Ex Culvert 2-Prop 0 >-U-1 0~ 0.. C/) 0 :i C/) -...J 0 ;z: f-~ > U-1 15 U-1 <( 0:: <( oe ~~ ~~ 3: C/) s~ ACRES ACRES ACRES 20.00 0.00 0 00 000 0.00 0.00 45.00 000 000 12.00 6.00 0.00 88.01 2.89 0.00 87 01 2.89 0.00 159.00 0.00 000 154.00 5.00 0.00 35.00 2.00 0 00 34.50 2.50 000 t~ ~ f:: VJ -15 !z § >-;z: f-U-1 0 U-1 -;;; 8 :r: 9 0 ;z: VJ 0 VJ ~~~ ::2 ~ ACRES ACRES 0.00 0.00 20.00 0.00 0.00 0.00 27.00 0 00 0.00 0 00 LOO 0.00 000 0.00 0.00 000 0 00 0 00 0.00 000 Exhibit D Drainage Area Parameters ...J <!'. ...J VJ 0 <!'. 02 VJ 0:: ~~ f-VJ <( <( :i lJ..l ~ ~ :i 0 ~ Cll u ACRES ACRES ACRES MILES 0.00 0.00 20.00 0.03 13 0.00 0.00 20.00 0.D3 I 3 0.00 0.00 45.00 0.0703 0 00 0.00 45.00 0.0703 0 00 000 90.90 0 1420 0.00 0.00 90.90 0.1420 0.00 0.00 159.00 0.2484 0.00 000 15900 0.2484 0 00 0.00 37.00 0.0578 0 00 0.00 37.00 0.0578 Existing Cond. PLAN I ~ :l ~ 0 f-U-1 -~ 0 0:: 0.. §3 " 0 0. >-~ ...J .§ :r: C/) u LENGTH DROP FT/FT # % 1842 31 0.017 75 0 1842 31 0017 1665 32 0.019 75 0 1665 32 0.019 3703 64 0.017 76 3 3703 64 0.017 4309 54 0.013 75 0 4309 54 0.013 2086 42 0.020 76 5 2086 42 0.020 Full Development PLAN 2 ~ :l ~ 0 ~ 0 §3 " 0 0. <( .§ <( ...J u ...J HOURS # % HOURS 0.46 040 0.78 1.06 045 87 52 0.3 1 85 45 0.29 76 4 0.78 76 3 1.04 77 7 045 Exhibit D Drainage Area Parameters 10530014 lag culverts and pond.xis EXHIBIT E-1 PROPOSED DETENTION FACILITY #1 ROUTING PROPOSED DETENTION FACILITY #1 STRUCTURE Pipe Invert Invert Out Pipe Diameter (ft) Pipe Area (sq. ft.) Length of Pipe Pipe Slope (ft/ft) Emergency Spillway Length of Spillway Side Slopes Normal Water Surface 307.00 306.75 0.00 0.00 104.84 0.0024 0.0140 307.00 20.00 4:1 Pond Stage lft.) 307.00 307.25 307.50 308.00 309.00 310.00 311.00 312.00 312.00 312.00 312.00 312.00 312.00 312.00 PipeO Mannings Orifice Design Q lcfs) lcfsl lcfsl 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Riser Elev. Riser Width (ft.) Riser Weir Length (ft.) Riser Grate Area (sq. ft.) Barrel Invert Barrel Width (ft.) Barrel Height (ft.) Number of Barrels Riser1 Q Orifice Weir lefsl lefs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Riser No. 1 Design Q lcfsl 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Stage/Storage and Stage/Discharge 306.00 0.00 0.00 0.00 299.89 0.00 0.00 0.00 Orifice lefsl 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Type AO Grate Width 2.48 Length 2.48 Number of Grates Wide 1.00 Number of Grates Long 4.00 Grate Open Area 4.125 Riser 2 0 Weir Design Q lefsl lefsl 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 800.00 ---------------------------------~ 12.000 -~ 10.000 -(els) 600.00 6.000 8.000 <i ~ Riser No. 2 Riser Elev. 313.00 Riser Width (ft.) 0.00 Riser Weir Length (ft.) 0.00 Riser Grate Area (sq. ft.) 0.00 Barrel Q Orifice lefsl 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Spillway a Weir Weir Discharge a lelsl leis) lcfsl 0.00 0.00 0.00 0.00 7.50 7.50 0.00 21.21 21.21 0.00 60.00 60.00 0.00 169.71 169.71 0.00 311.77 311.77 0.00 480.00 480.00 0.00 670.82 670.82 0.00 670.82 670.82 0.00 670.82 670.82 0.00 670.82 670.82 0.00 670.82 670.82 0.00 670.82 670.82 0.00 670.82 670.82 Compoded Fill_/ or UAdi.tutbed Cotth ~ !~~:~~ 0 300.00 200.00 ~ -Incremental Vol. 4.000 100.00 2.000 0 > Type AD Grate Width 2.48 Length 2.48 Number of Grates Wide 1.00 Number of Grates Long 4.00 Grate Open Area 4.125 !Surface Arei Surface Are Isa. ft.) lAcre) 68900.00 1.582 70600.00 1.621 72300.00 1.660 75700.00 1.738 82600.00 1.896 89700.00 2.059 96900.00 2.225 104200.00 2.392 104200.00 2.392 104200.00 2.392 104200.00 2.392 104200.00 2.392 104200.00 2.392 104200.00 2.392 Spll woy • 307.0 Volume Incremental lAcre-Ft VollAe.-ftl 0.00000 0.000 0.40030 0400 0.41006 0.810 0.84933 1.660 1.81646 3.476 1.97717 5.453 2.14134 7.595 2.30780 9.902 0.00000 9.902 0.00000 9.902 0.00000 9.902 0.00000 9.902 0.00000 9.902 0.00000 9.902 o.oo -1----..... ==F~:+::::::-+---+----+--+---+-----<r---+---+---+---4 o.ooo PONO /1 SPILLWAY CROSS S£CTlON 307.00 307.25 307.50 308.00 309.00 310.00 311.00 312.00 312.00 312.00 312.00 312.00 312.00 Water Surface Elevation (ft) EXHIBIT D-3 6/912014 10530014 -2014 Det-Struct.xls EXHIBIT E-2 PROPOSED DETENTION FACILITY #2 ROUTING PROPOSED DETENTION FACILITY #2 STRUCTURE Pipe Invert Invert Out Pipe Diameter (ft) Pipe Area (sq. ft.) Length of Pipe Pipe Slope (It/ft) Emergency Spillway Length of Spillway Nounal Water Surface 305.00 304.75 0.00 0.00 104.64 0.0024 0.0140 305.00 20.00 Pond Stage lft.\ 305.00 305.25 305.50 306.00 307.00 308.00 309.00 310.00 310.00 310.00 310.00 310.00 310.00 310.00 Mannings (els\ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pipe a Orifice Design Q (efs\ (els\ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Riser Elev. Riser Width (It.) Riser Weir Length (ft.) Riser Grate Area (sq. ft.) Barrel Invert Barrel Width (ft.) Barrel Height (ft.) Number of Barrels Riser1 0 Orifice Weir rels\ tels\ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Riser No. 1 Design Q (els\ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Stage/Storage and Stage/Discharge 306.00 0.00 0.00 0.00 299.89 0.00 0.00 0.00 Orifice (els\ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Type AD Grate Width 2.48 Length 2.48 Number of Grates Wide 1.00 Number of Grates Long 4.00 Grate Open Area 4.125 Riser 2 Q Weir Design Q (elsl (els\ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 800.00 1.400 700.00 1.200 ~~ ·~~ iii 500.00 0 800 ~ -(els) Riser No. 2 Riser Elev. 313.00 Riser Width (ft.) 0.00 Riser Weir Length (ft.) 0.00 Riser Grate Area (sq. ft.) 0.00 BarrelQ Spillway Q Orifice Weir Weir Discharge Q (els\ tels\ tels\ fcfs\ 0.00 0.00 0.00 0.00 0.00 0.00 7.50 7.50 0.00 0.00 21.21 21.21 0.00 0.00 60.00 60.00 0.00 0.00 169.71 169.71 0.00 0.00 311.77 311.77 0.00 0.00 480.00 480.00 0.00 0.00 670.82 670.62 0.00 0.00 670.82 670.82 0.00 0.00 670.62 670.62 0.00 0.00 670.82 670.82 0.00 0.00 670.62 670.82 0.00 0.00 670.82 670.62 0.00 0.00 670.62 670.62 Type AD Grate Width 2.46 Length 2.48 Number of Grates Wide 1.00 Number of Grates Long 4.00 Grate Open Area 4.125 Surface Are· ISurlace A1e-Isa. ft.\ (Acre) 6220.00 0.143 6560.00 0.151 6902.00 0.158 7565.00 0.174 9068.00 0.208 10667.00 0.245 12383.00 0.284 14216.00 0.326 14216.00 0.326 14216.00 0.326 14216.00 0.326 14216.00 0.326 14216.00 0.326 14216.00 0.326 ,. __ Volume !Acre-Ft 0.00000 0.03667 0.03863 0.06311 0.19090 0.22628 0.26433 0.30507 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 I .,_ ...... --=--,./"\WI' !~o~ . ~ 0 300.00 0.600 § -Incremental Vol. 200.00 0.400 g 100.00 0.200 POND ,2 .Sl"M.Llll4Y CROSS S£CT10N 0.00 0.000 305.00 305.25 305.50 306.00 307.00 308.00 309.00 310.00 310.00 310.00 310.00 310.00 310.00 Water Surface Elevation (ft) Incremental Vol(Ae.-ftl 0.000 0.037 0.075 0.158 0.349 0.576 0.840 1.145 1.145 1.145 1.145 1.145 1.145 1.145 ~o EXHIBIT E-2 6/9/2014 10530014 -2014 Oet-Struct 2.xls Peach Creek Tributary Peach Creek S Tributary 16 + 1000 E""3 0 MAP SCALE 1" = 2000' 0 2000 4000 E""3 0 600 PANEL 0325E FIRM FLOOD INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND I CORPORA TED A REAS PANEL 325 OF 475 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) ~ l<QMMllliID BRAZOS COUNTY COLLEGE STATION CITY OF 4811!i5 480083 0325 0325 Notice to User: The Map Number shown below should be used when placing map orders: the Community Number shown above should be used on insurance applications for the subject community. MAP NUMBER 48041C0325E MAP REVISED MAY 16, 2012 Federal Emergency Management Agency FEET !ME 1200 This is an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On-Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product Information about National Flood Insurance Program 1\ood maps check the FEMA Flood Map Store at www.msc.fema.gov