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Drainage Report
Drainage Report—Executive Summary Greens Prairie Center Phase 2A—Lots 1R& 15R Caprock Crossing Public Way Extension College Station,Texas ENGINEER Schultz Engineering,LLC P.O.Box 11995 College Station,Texas 77842 Phone: (979)764—3900 OWNER/DEVELOPER Brazos Texas Land Development,LLC CIO Caprock Texas P.O.Box 54 Wellborn,Texas 77881 GENERAL DESCRIPTION AND LOCATION This project consists of the development on Greens Prairie Center Phase 2A Lots 1R, 15R&Common Area 5,Block 5 in College Station,Texas. This GC zoned project will include the construction of a public way extension,private storm sewer extension and modifications to the existing detention pond. This project is at the intersection of Greens Prairie Road West and Public Way out to SH 40 in the Caprock Crossing Development. Drainage Basin Area: 20.17 acres Existing Land Use: GC Proposed Land Use: GC Number of Lots:4 Drainage Basin: Alum Creek Watershed FEMA FIRM: #48041C0325E,Dated May 16,2012 Floodplain:None of the development lies within the floodplain. HYDROLOGIC CHARACTERISTICS The pre-development condition of the land is pasture with some portions wooded. Exhibit A shows the pre- development topography and the runoff flow direction along with the proposed public way improvements. The existing flow patterns show that a majority of the property drains southeast toward Old Arrington Road,eventually crossing under Old Arrington Road through an existing culvert and being conveyed to a tributary of Alum Creek. GENERAL STORMWATER PLAN The drainage plan for this development will involve the connection to an existing private storm sewer system and installation of a private storm sewer system to an existing detention pond. The private storm sewer system will be installed parallel to the Public Way. The private storm sewer system will include curb inlets and storm sewer pipes. The existing pond on the south end of Lot 1R,Block 5 of Greens Prairie Center Phase 2A will be used for temporary detention of the increases in storm water runoff due to the full development of the area contributing to the existing pond as shown in Exhibit B. A permanent detention pond will be designed and constructed in the future in conjunction with the development of lots downstream of the existing pond within this drainage basin. This report and modifications take into account full buildout of Greens Prairie Center Lots 14R& 15R. Page 1 of 6 Drainage Report—Executive Summary Greens Prairie Center Phase 2A—Lots 1R& 15R Caprock Crossing Public Way Extension College Station,Texas COORDINATION& STORMWATER PERMITTING The project will require a Notice of Intent be prepared&submitted to comply with the Texas Commission for Environmental Quality storm water permitting for the construction site. No other permits are anticipated for this project. PIPE & INLET DESIGN General Information: Stormwater runoff from the development of Caprock Crossing will be collected by a private storm sewer system. The runoff will ultimately discharge into a tributary of Alum Creek.The location of the drainage areas for evaluation of the gutter depth check,inlet sizing,pipe evaluation and channel sizing are shown on Exhibit C. Public Way Design: Standard Cross-Section(3%cross-slope,25'B-B Public Way) Standard curb and gutter for all Public Ways Concrete Pavement Standard curb inlets(10' in length) 71,Methodology: TR 55 TT Minimum: 10 Minutes Design Storm Event: 10 year design storm & 100 year analysis for Public Ways & private storm sewer system Pipe Materials: Corrugated HDPE Storm Sewer Pipe with smooth interior Manning's n Values: 0.012 for pipes 0.018 for gutters Runoff Coefficients: 0.80 for developed commercial lots&public access easement Design Constraints: Max.water depth in gutter: 6"or 0.5' for the 10 year design storm Min.pipe flow velocity: 2.5 fps Max.pipe flow velocity: 15 fps 100-yr storm runoff maintained within the Public Access Easement Design Software: Excel Spreadsheets,Hydraflow Express Extension for AutoCAD Civil 3D 2013, Hydraflow Storm Sewers Extension for AutoCAD Civil 3D 2013. The software was used to compute pipe capacities, flow rates and velocities, compute hydraulic grade line elevations, headwater elevations, gutter depth, inlet sizing&channel sizing. The 25% reduction in pipe size for pipes less than 24" in diameter was not utilized in the design of this private storm sewer system. Design Results: The data presented in the Appendices indicates the gutter depth,inlet sizing and pipe sizes in accordance with the requirements of the City of College Station. Refer to Appendix A for Pipe&Inlet Design Calculations. Page 2 of 6 Drainage Report—Executive Summary Greens Prairie Center Phase 2A—Lots 1R& 15R Caprock Crossing Public Way Extension College Station,Texas DRAINAGE DESIGN General Information: Stormwater runoff from the development will be collected and routed through the existing detention pond. Modifications will be made to the existing detention pond outfall to mitigate increases in storm water runoff. A portion of the drainage basin will remain undeveloped and will not be routed through the existing detention pond.The existing detention pond will reduce the combined peak runoff(detention pond outflow combined with Drainage Area 202)from the developed site to a rate equal to or less than the existing storm water runoff flow. Detention Facility Analysis T� Methodology: TR 55 TT Minimum: 10 minutes Design Storm Events: 2-year, 10-year,25-year,50-year and 100-year detention facility 10-year design& 100-year analysis for public storm sewer system Pond Discharge Pipe &Public Storm Sewer Materials: Class III RCP,Profile Gasket in accordance with ASTM C443,ASTM C76 Manning's n Value: 0.012 Runoff Coefficients: 0.35 for existing&undeveloped conditions,0.75 for developed lot areas Design Constraints: Post-Development peak runoff less than or equal to existing storm water runoff from the site. Rational Equation: The rational equation is utilized to determine peak storm water runoff rates for the Detention Facility design. Q=CIA Q=Flow(cfs) A=Area(acres) C=Runoff Coefficient I=Rainfall Intensity(in/hr) Design Software: Excel spreadsheets,AutoCAD Hydraflow Express,AutoCAD Hydraflow Hydrographs Extension The software was used to compute the pond storage and discharge data and the pre and post-development peak runoffs and the routing of the flow through the detention facility. Design Results: The data presented in the Appendices and in the following tables indicates the detention pond sizing and discharges are in accordance with the requirements of the design guidelines. Refer to Appendix B&C for design calculations for the Detention Pond. Page 3 of 6 Drainage Report—Executive Summary Greens Prairie Center Phase 2A—Lots 1R& 15R Caprock Crossing Public Way Extension College Station,Texas Applicable Exhibits: Exhibit A—Pre-development Drainage Area Map Exhibit B—Post-development Drainage Area Map Exhibit C—Pipe&Inlet Drainage Area Map Appendix A— Drainage Area Summary—Inlets&Pipes Storm Sewer Pipes—Design Analysis Storm Sewer Inlets in Sump—Design Analysis Depth of Flow in Gutter Appendix B—Drainage Area Summary—Detention Facilities Appendix C—Detention Facility Data and Hydrographs Design Analysis: The post-development drainage areas are shown on Exhibit B. The design data and descriptions of the existing detention pond outlet structure,discharge pipe and overflow spillway are found in Appendix C. A portion of site downstream of the pond will bypass the detention pond and discharge directly to existing Old Arrington Road Culvert. The combination of area bypassing the existing detention pond and the existing detention pond outflow will be less than or equal to the pre-developed condition. The existing pond currently retains water and the proposed pond modifications will not change the retention of water in the bottom of the existing pond. The design storage capacity of the detention facility was increased by 10%in the event that sediment does build up in the pond. The peak flow out of the detention facility was determined by a Storage Routing Analysis based on the Continuity Equation as follows: (I1+I2)+((2s1/dt)- 01)=((2s2/dt)=O2). The time interval,dt,used was 1 minute. The calculations and results of the Storage Routing Analysis were used to generate hydrograph peak flows and graphs for the pre and post development conditions. A summary of the pre and post development runoff information from the site is shown in Table 2. The modifications to the existing detention pond will include the installation of a 15"outflow pipe to control the discharge out of the pond. A trapezoidal overflow spill way will be constructed for emergency flow if the outfall pipe becomes clogged. Page 4 of 6 Drainage Report-Executive Summary Greens Prairie Center Phase 2A-Lots 1R& 15R Caprock Crossing Public Way Extension College Station,Texas TABLE 1-Pre-&Post-Development Runoff Input Information Tc Area# Area (Acres) C (Min.) Pre 101 20.17 0.35 39 Post 201 7.61 0.75 16 Post 202 12.56 0.35 32 TABLE 2-Pre-&Post-Development Runoff Comparison-Detention Analysis Q2 Q10 Q25 Q50 Q100 Location cfs cfs cfs cfs cfs Pre-Development 20.61 29.69 34.19 38.98 40.78 (Area 101) Post Development with Detention Post-Development 28.64 39.77 45.54 51.61 53.85 (Area 201) Post-Development 14.61 20.88 24.01 27.34 28.56 (Area 202) Detention Facility Outfall 3.20 5.01 5.77 6.45 6.68 (Area 201 Routed Through Facility) Combined Outflow 17.59 25.20 29.11 33.15 34.62 (Compare to Area 101) Decrease in Peak Flow 3.02 4.49 5.08 5.83 6.16 As shown in Table 2,the post-development peak outflow from the project site is less than the allowable peak outflow for each design storm event. Additionally, Tables 3 presents the maximum water surface and the amount of freeboard for the Existing Detention Pond. The peak flow out of the existing detention pond and the maximum water surface was determined by the Storage Routing Analysis. Page 5 of 6 Drainage Report—Executive Summary Greens Prairie Center Phase 2A—Lots 1R& 15R Caprock Crossing Public Way Extension College Station,Texas TABLE 3—Summary of Detention Facility Maximum Water Surface Levels Storm Event Peak Flow out of Water Surface Freeboard Facility,(cfs) Elevation,ft. ft. 2-year 3.20 301.25 3.75 10-year 5.01 301.69 3.31 25-year 5.77 301.91 3.09 50-year 6.45 302.14 2.86 100-year 6.68 302.22 2.78 100-year plugged 7.22 302.52 2.48 An overflow spillway will be constructed with the pond modifications. If the pond outfall pipe clogs,the water will discharge over the spillway. CONCLUSION The private storm sewer system and detention pond will function within the requirements and restrictions of the BCS Drainage Design Guidelines. CERTIFICATION "This report for the drainage design of the Caprock Crossing Public Way Extension was prepared by me in accordance with the 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 proposed drainage improvements have been issued." 0_ OF 74.106 • Deven L.Doyen,P.E. .+ DLVEN L. DOYEN • 109855 q/�/tS • •lb rib .f •it�s�'f b f IRM # 12327 SCHULIZ ENGINEERING, LLC Page 6 of 6 EXHIBIT A Pre-Development Drainage Area Map EXHIBIT B Post-Development Drainage Area Map EXHIBIT C Pipes & Inlets Drainage Area Map APPENDIX A Drainage Area Summary—Inlets & Pipes Storm Sewer Pipes—Design Analysis Storm Sewer Inlets in Sump—Design Analysis Depth of Flow in Gutter APPENDIX A Caprock Crossing Public Way Extension Drainage Area Summary- Inlets &Pipes 10 year storm 100 year storm Area# Area,A C 110 Q10 1100 Q100 (acres) (min) (in/hr) (cfs) (in/hr) (cfs) 301 1.35 0.800 12.0 7.984 8.62 10.778 11.64 302A 0.35 0.800 10.0 8.635 2.42 11.639 3.26 302B 0.60 0.800 10.0 8.635 4.14 11.639 5.59 303A 0.61 0.800 10.0 8.635 4.21 _ 11.639 5.68 303B 0.21 0.800 10.0 8.635 1.45 11.639 1.96 The Rational Method: Q=CIA I=b/(tc+d)e tc= L/(V*60) Q= Flow(cfs) tc=Time of concentration(min) L = Length (ft A=Area(acres) V=Velocity(ft/sec) C= Runoff Coeff. I = Rainfall Intensity(in/hr) Brazos County: 10 year storm 100 year storm b= 80 b= 96 d= 8.5 d= 8.0 e= 0.763 e= 0.730 Appendix A Caprock Crossing Public Way Extension Storm Sewer Pipes-Design Analysis —11 I 1 Pipe Pipe Size Length Slope Contributing Q,o V„ D. Q,pp V,,, D,,, No. - Drainage Areas Contributing Pipes — —— — — (in) (ft) (%) (cfs) (fps) (ft) (cfs) (fps) (ft) 304 18 134.5 0.5 8.62 5.07 1.38 11.64 6.59 1.5 305 24 29.2 0.5 P304 15.18 6.21 1.45 20.49 6.52 2 306 24 231.1 0.5 P305 20.84 6.63 2 28.13 8.95 2 307 24 71.5 2.06 P306 20.84 11.59 1.11 28.13 12.36 1.36 APPENDIX A Caprock Crossing Public Way Extension Storm Sewer Inlets in Sump - Design Analysis Inlet Length Q10 D10 D10 Q100 D100 D100* No. ft. cfs ft. in. cfs ft. in. 1303 10 3.87 0.274 3.29 5.21 0.334 4.01 1304 10 5.66 0.353 4.24 7.64 0.431 5.17 *Public Access Easement elevation varies in height above gutter line, 100 yr flow will be contained within the roadway. Assume 10% clogging for design I [ § § C4 | . 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Wco gi O 0 0 Q a]:� ltm O L LA nn ,31j • LN Q noOU G Gw i o — _ m at 87 Ha >V 1 d C CO . N APPENDIX B Drainage Area Summary—Detention Facilities ! CO r m ® r 42 isi \/ [ a o ± / \ 2 / \ ® r Q aa z = i i i / 1 _ _ J = > , f \ a / \ { \ j J \ N a CV = ■ ) \ , a © w ■ 2 ) a \ \ ( / { \ \ ^" \J \ w m ) } r N r N E ) ) 1 \ f = II i \ \ - 2 \ N 0 _ N ! a \ / N _ r _ ! 0 k 2 \ \ \ & i i II a o _ " X 0 N 0, r £ E 0 - k \ - r ) ) ) 0 \ , 2 t + c. 0 \ \ \ C0 / ) \ ) N / c = _ / .0 \ 2 § a f 0 N# ( b N\w N _) a -e % ƒ / 0 04 ) )0 / / f C \ ) \ ] ! \ / V . 0 ) j \ ■ o I. ® N ~ 0 13 - d J / a cki ) ) ; § ± = ) % [ 10)] \ u § \ ) I ) j a k d II CY / / \ 3 APPENDIX C Detention Pond Summary Detention Pond Area-Capacity Data Elevation—Discharge Data Storage Routing Analysis Parameters Detention Pond Inflow& Outflow Hydrographs 2 Year Pond Inflow& Outflow Hydrographs 10 Year Pond Inflow & Outflow Hydrographs 25 Year Pond Inflow & Outflow Hydrographs 50 Year Pond Inflow& Outflow Hydrographs 100 Year Pond Inflow & Outflow Hydrographs Pre-Development Vs. Post-Development Hydrographs 2 Year Pre & Post-Development Hydrographs 10 Year Pre & Post-Development Hydrographs 25 Year Pre & Post-Development Hydrographs 50 Year Pre & Post-Development Hydrographs 100 Year Pre& Post-Development Hydrographs Detention Pond Appendix C Detention Pond Summary Detention Facility Design Storm Inflow Outflow W.S. Elevation (yr) (cfs) (cfs) (ft) 2 28.64 3.20 301.25 10 39.77 5.01 301.69 25 45.54 5.77 301.91 50 51.61 6.45 302.14 100 53.85 6.68 302.22 100 Plugged 53.85 7.22 302.52 Top of Pond Berm=305.00',Top of Overflow Spillway 302.50' Detention Pond Appendix C Detention Pond Area-Capacity Data Detention Facility Storage Elevation Depth Volume Cumulative 90% Cumulative Volume Volume (ft) (ft) (ft3) (ft3) (ft3) 300.00 0.00 0 0 0 301.00 1.00 31,217 31,217 28,379 302.00 2.00 34,492 65,709 59,735 303.00 3.00 37,314 103,023 93,657 304.00 4.00 40,119 143,142 130,129 305.00 5.00 42,998 186,140 169,218 Appendix C Detention Pond Elevation-Discharge Data Depth-Discharge Data Overflow Pond 15" Pipe Spillway Total Design Elevation Depth Flow Flow Flow (ft) (ft) (cfs) (cfs) (cfs) 300.0 0.0 0.00 0.00 0.00 301.0 1.0 2.73 0.00 2.73 302.0 2.0 6.05 0.00 6.05 303.0 3.0 8.55 23.55 32.10 304.0 4.0 10.47 122.35 132.82 305.0 5.0 12.09 263.26 275.35 Notes: 1. The pond outfall is a 15" Storm Sewer Pipe. 2. The overflow spillway is a trapezoidal weir 302.5'(20'crest length) Detention Pond Plugged Condition Depth-Discharge Data Overflow Pond 15" Pipe Spillway Total Design Elevation Depth Flow Flow Flow (ft) (ft) (cfs) (cfs) (cfs) 300.0 0.0 0 0.00 0.00 301.0 1.0 0 0.00 0.00 302.0 2.0 0 0.00 0.00 303.0 3.0 0 23.55 23.55 304.0 4.0 0 122.35 122.35 305.0 5.0 0 263.26 263.26 Notes: 1. The pond outfall is a 15" Storm Sewer Pipe. 2. The overflow spillway is a trapezoidal weir 302.5'(20'crest length) Appendix C Detention Pond Storage Routing Analysis Parameters t=60s Detention Facility Elevation Depth Discharge Storage 2 s/t 2 s/t+O (ft) (ft) (0,cfs) (s,cf) 300.00 0.0 0.00 0.0 0.0 0.00 301.00 1.0 2.73 31216.9 1040.6 1043.29 302.00 2.0 6.05 65708.5 2190.3 2196.33 303.00 3.0 32.10 103022.7 3434.1 3466.19 304.00 4.0 132.82 143141.9 4771.4 4904.22 305.00 5.0 275.35 186139.8 6204.7 _ 6480.01 The outfall pipe is a 15"pipe. The overflow spillway is a trapezoidal weir at elev=302.5'(20'crest length) Detention Pond Inflow&Outflow Hydrographs Appendix C 213& w4w,.�„+�*4 Q., a44?t iat®yam: iPd i i�V i0 1:821 Q(cfs) S Q(cfs) S Q(cfs) I Q(cfs) • Q(cfs) Q(cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.79 0.00 2.49 0.00 2.85 0.00 3.23 0.00 3.37 0.00 * F t ks a 3.58 00 4.97 0.01 5.69 0.01 6.45 0.01 6.73 0.01 „ 5.37 007.46 008.54 009.68 0010.10 0.02 -4,,x 7.16 0.02 9.94 0.02 11.39 0.02 12.90 0.03 13.46 0.03 8.95 0.02 12.43 0.03 14.23 0.04 16.13 0.04 16.83 0.04 ,1:5-",;;;'-,1': iy . 5- 10.74 0.03 14.92 0.05 17.08 0.06 19.35 0.N 20.19 0.09 12.53 0.05 17.40 0.N 19.92 I 22.58 I 23.56 0.16 14.32 0.08 19.89 I 22.77 0 25.81 I 26.92 0.25 Fs , 16.11 • 22.37 • 25.62 0 29.03 0 • 30.29 0.39 8 a Q 17.90 0 24.86 S 28.46 0 32.26 0 33.65 0.59 ,::*rd 19.69 0 • 27.34 0 31.31 0.61 35.48 0 • 37.02 0.82 21.48 S 29.83 0.65 34.16 0.83 38.71 1.03 40.39 1.10 23.27 0 32.32 0.87 37.00 1.08 41.93 1.31 43.75 1.40 iy 25.06 0.63 34.80 1.11 39.85 1.36 45.16 1.63 47.12 1.73 26.85 0.80 37.29 1.36 42.69 1.65 48.39 1.96 50.48 2.07 Ala 1.00 .08#1/2',',, 1.64 , # 2.30 sw, 2.42 27.74 1.20 38.53 1.91 44.12 2.27 50.00 2.61 52.16 2.72 26.85 1.39 37.29 2.17 42.69 2.54 48.39 2.85 50.48 2.94 !:::-TO*Mc?c 25.95 1.57 36.05 2.41 41.27 46.77 3.01 48.80 3.06 i,,,11:1;1/ 25.06 1.75 34.80 2.61 39.85 2.93 45.16 3.12 47.12 3.23 ,, c ,i<fK 24.16 1.92 33.56 2.78 38.43 3.03 43.55 3.30 45.43 3.55 7;i4;42'1 23.27 2.08 32.32 2.91 37.00 3.13 41.93 3.67 43.75 3.94 22.37 2.22 31.07 3.00 35.58 3.28 40.32 4.01 42.07 4.27 24 f;,, ; 21.48 2.36 29.83 3.07 34.16 3.54 38.71 4.31 40.39 4.56 f 4.$ 20.58 2.48 28.59 3.17 32.73 3.83 37.10 4.57 38.70 4.82 r 19.69 2.59 27.34 3.27 31.31 4.07 35.48 4.81 37.02 5.06 18.79 2.69 26.10 3.46 29.89 4.30 33.87 5.02 35.34 5.26 17.90 2.77 24.86 3.67 28.46 4.49 32.26 5.21 33.65 5.46 hal 17.00 2.83 23.62 3.87 27.04 4.67 30.64 5.39 31.97 5.63 lij<,i 16.11 2.89 22.37 4.03 25.62 4.83 29.03 5.54 30.29 5.78 e 15.21 2.95 21.13 4.18 24.19 4.97 27.42 5.68 28.61 5.92 AnitiLkil 14.32 2.98 19.89 4.32 22.77 5.10 25.81 5.81 26.92 6.05 13.42 3.01 18.64 4.44 21.35 5.21 24.19 5.92 25.24 6.16 12.53 3.03 17.40 4.54 19.92 5.32 22.58 6.03 23.56 6.25 114015Pq 11.63 3.05 16.16 4.64 18.50 5.41 20.97 6.11 21.88 6.34 10.74 3.07 14.92 4.72 17.08 5.49 19.35 6.19 20.19 6.41 .10;01,14 r 9.84 3.09 13.67 4.79 15.65 5.55 17.74 6.25 18.51 6.48 8.95 3.12 12.43 4.85 14.23 5.61 16.13 6.31 16.83 6.53 4,314.4 8.05 3.14 11.19 4.90 12.81 5.66 14.52 6.35 15.14 6.58 7.16 3.16 9.94 4.94 11.39 5.70 12.90 6.39 13.46 6.62 r ; 6.26 3.18 8.70 4.97 9.96 5.73 11.29 6.42 11.78 6.65 c 4 w 4, 5.37 3.19 7.46 4.99 8.54 5.76 9.68 6.44 10.10 6.67 F..,' 4.47 3.20 6.21 5.00 7.12 5.77 8.06 6.45 8.41 6.68 3.58 5.69 6.45 �'":>F 4.97 �_,,; �" , �'a , 6.73 y. r.', k it 2.68 3.20 3.73 5.00 4.27 5.77 4.84 6.45 5.05 6.68 1.79 3.20 2.49 4.99 2.85 5.75 3.23 6.44 3.37 6.67 47 z 0.89 3.19 1.24 4.97 1.42 5.73 1.61 6.42 1.68 6.65 11144:04 0.00 3.18 0.00 4.94 0.00 5.70 0.00 6.39 0.00 6.62 0.00 3.16 0.00 4.90 0.00 5.67 0.00 6.36 0.00 6.59 �r3 0.00 3.15 0.00 4.87 0.00 5.63 0.00 6.33 0.00 6.55 i 0.00 3.13 0.00 4.83 0.00 5.59 0.00 6.29 0.00 6.52 0.00 3.12 0.00 4.80 0.00 5.56 0.00 6.26 0.00 6.49 0.00 3.11 0.00 4.76 0.00 5.52 0.00 6.23 0.00 6.46 0.00 3.09 0.00 4.73 0.00 5.49 0.00 6.19 0.00 6.42 h ? 0.00 3.08 0.00 4.69 0.00 5.46 0.00 6.16 0.00 6.39 . 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