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Home My WebLink About30 DP Indian Lakes 04-09Drainage Report FOR INDIAN LAKES, PHASES ff & V Location Map NTS FEBRUARY, 2004 Prepared By: McClure Engineering, Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 (979) 693-3838 Drainage Report FOR INIJIAN LAKES, PHASES II & V Location Map NTS FEBRUARY, 2004 Prepared By : McClure Engineering, Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 (979) 693-3838 CERTIFICATION I, Kent M. Laza, Registered Professional Engineer No. 65923, State of Texas, certify that the drainage report, for the INDIAN LAKES, PHASES II & V, were prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. DRA!NAGE REPORT TABLE OF CONTENTS INDIAN LAKES SUBDIVISION, PHASES IT & V INTRODUCTION 1 GENERAL LOCATION AND DESCRIPTION 1 FLOOD HAZARD INFORMATION 1 PRIMARY DRAINAGE SYSTEM DESCRIPTION 1 DRAINAGE DESIGN CRITERIA 1 DETENTION DESIGN 3 CONCLUSION 4 EXHIBITS FEMA FLOOD INSURANCE RATE MAP EXCERPT A DRAINAGE AREA MAP -PROPOSED CONDITIONS B RATIONAL FORMULAS DRAINAGE AREA CALCULATIONS C-1 CUL VERT FLOW CALCULATIONS C-2 CUL VERT ANALYSIS: CUL VERT 1 D-1 CUL VERT ANALYSIS: CUL VERT 2 D-2 CUL VERT ANALYSIS: CUL VERT 5 D-3 CUL VERT ANALYSIS: CUL VERT 6 D-4 CUL VERT ANALYSIS: CUL VERT 7 D-5 CUL VERT ANALYSIS: CUL VERT 8 D-6 CUL VERT ANALYSIS: CUL VERT 9 D-7 CUL VERT ANALYSIS: CUL VERT 10 D-8 DRAINAGE REPORT II INDIAN LAKES SUBDIVISION, PHASES II & V STORM DRAINAGE REPORT INDIAN LAKES SUBDIVISION, PHASES II & V INTRODUCTION: This storm drainage report is intended to analyze the drainage infrastructure proposed for the development of the Indian Lakes Subdivision, Phase 2. The existing and proposed conditions are included to show how the design will achieve the desired drainage objectives of Brazos County and the City of College Station. GENERAL LOCATION AND DESCRIPTION: Indian Lakes Subdivision is located in the southern portion of the extra territorial jurisdiction of College Station in Brazos County. The site is bounded by property owned by Bewley Trust to the North and Indian Lakes Subdivision, Phase 1, to the South and West. Property to the East is owned by Smiling Mallard Development, LTD. and is planned as future phases of the Indian Lakes Subdivision. FLOOD HAZARD INFORMATION: No portion of the site is shown to be within the 100-year floodplain on the FEMA Flood Insurance Rate Maps (FIRM) for Brazos County, Texas and Incorporated Areas, Map Number 48041C0215C, effective July 2, 1992. As such, this site is not currently regulated under the National Flood Insurance Program. An excerpt from the FIRM panel is shown in Exhibit A. PRIMARY DRAINAGE SYSTEM DESCRIPTION: Exhibit B is a drainage area map that shows contours and proposed drainage areas for the site. The proposed street will have a 24' wide paved surface with ditches. Storm water from the site will be captured in the ditches along the roads and conveyed to the natural streams on the site. Corrugated metal pipe culverts will be used at the street crossings. DRAINAGE DESIGN CRITERIA: Since this project falls within the ETJ of College Station, the drainage system for Indian Lakes was designed using the criteria in College Station's Drainage Policy and Design Standards. The design storm is a 10-year rainfall event for ditch line culverts and a 25-year rainfall event for all stream crossing drainage STORM DRAINAGE REPORT PAGEl INDIAN LAKES SUBDIVISION, PHAS E II & V structures. Flow calculations for the structures are based on the Rational Method (Exhibit C-1). Pipe sizes were determined by analyzing culvert capacity under inlet and outlet control. All proposed culverts meet requirements for freeboard and road overtopping. Exhibit C-2 describes the peak runoff calculations for the post-development conditions of the culverts shown in Exhibit B. A summary of these results is shown below: Flowrates (cfs) from Culverts In Indian Lakes Subdivision, Phase Two Culvert 5 year 10 year 25 year 50 year 100 year 20.8 23.5 26.9 30.5 34.3 2 19.7 22.1 25.3 28.5 32.1 5 6 .4 7.2 8 .2 9.3 10 .5 6 121.4 138.1 158.5 I 180.1 203 .8 I 7 30.1 33.9 38 .7 f 43 .8 49.3 8 2.5 2 .8 3.2 3.6 4.1 9 13.3 14.9 17 .0 19.3 21.7 10 8 .6 9 .6 11.0 12 .4 13 .9 These runoff rates were used to design the roadway crossings shown in Exhibits D-1 through D-8. The resulting culvert sizes are as follows: Culvert Sizes Culvert Culvert Size 2-24" Corrugated Metal Pipes 2 2-24" Corrugated Metal Pipes 5 18 " Corrugated Metal Pipe 6 3-48" Corrugated Metal Pipes 7 2-27" Corrugated Metal Pipes 8 18 " Corrugated Metal Pipe 9 27" Corrugated Metal Pipe 10 24" Corrugated Metal Pipe STORM DRAINAGE REPORT PAGE 2 INDIAN LAKES SUBDIVISION, PHASE II & V DETENTION DESIGN: Detention for Phase 2 of Indian Lakes Subdivision is provided by Lake Arapaho, which was constructed with Phase 1 of the subdivision. The lake and its accompanying outlet works were designed to capture and store runoff from the 390-acre drainage basin above the dam. The table that follows is an excerpt from the Engineering Report for Lake Arapaho prepared by East Texas Engineers, Inc. in September 2002 . The Peak Inflow figures are based on post-development runoff rates. It shows that all rainfall events have been analyzed during the design of the lake and provisions made to store and release water at a significantly reduced rate. Flood Event I Peak Inflow p eak Outflow I Max. Lake Level (cfs) (cfs) (feet msl) PMF 7794 3113 I 264.9 i 48.1% PMF 3750 958 I 262.2 100-yr 1536 201 I 260 .0 50-yr 1305 153 I 259 .7 i 25-yr 1100 114 I 259.4 10-yr 877 113 I 259.0 i 5-yr 660 94 258 .6 2-yr 429 57 258.3 Note that for the standard design storms (2-yr through 100-yr) the peak outflows are approximately 10-15% of the peak inflow. No pre-development runoff rates were computed with the analysis of the lake , but the report indicates that a SCS Curve number of 82 was assumed for these post-development computations. The large, rural estate lots that are planned with this development have a very small percentage of impervious cover associated with them, so the SCS Curve number for the pre-development condition would have been only slightly less than the post-development number. This implies that only small increases in runoff rates would be expected between the pre-and post-development scenarios. The high capacity for storage that the lake offers will easily offset any small increases in runoff rates due to the development surrounding it. STORM DRAINAGE REPORT PAGE 3 INDIAN LAKES SUBDIVISION, PHASE II & V :: CONCLUSION: Indian Lakes Subdivision, Phase 2 is a rural subdivision for single family residences on lots that are approximately 1 acre in size or larger. The small change in impervious area from the development ofthis subdivision is small and has minimal effects on the existing drainage system. Proposed improvements at the street crossings are designed using guidelines in the City of College Station's Drainage Policy and Design Standards. Exhibits D-1 through D-8 shows that all drainage structures in the Indian Lakes Subdivision, Phase 2 are capable of passing the design rainfall event with one foot of free board. STORM DRAINAGE REPORT PAGE4 INDIAN LAKES SUBDIVISION, PHASE II & V \.· ~ r------ -· Flood I EXHIBIT A nsurance Rate t.1 Brazos Count op Excerpt and I y, Te xas ncorporated Ar eas Map Numbers: 48041 C0215C N.T.S. Effective Dot . e . July 2, 1992 <C 3': w 0 0 Di: w ..J ..J <C <C Q. :$ IL. w w 0 ... 0 (.!) Di: ..J ... z <C z <C w z w 0 :3 !!= <C > w ::E z ..J 0 ..J ~ ~ w <C c;; w <C Di: (.!) cw > ... Wz 0 z Di: w <C 0 >w 0 ... :::> <C Di: Q. ... 0 ..J NO. AC. 0.4 0.55 0.9 ft. 1.0 7.58 7.18 0.00 0.40 3.23 620.0 2.0 5.59 4.94 0.00 0.65 2.56 350.0 3.0 2.14 1.90 0.00 0.24 0.98 160.0 4.0 0.44 0.20 0.00 0.24 0.30 8.0 5.0 1.64 1.28 0.00 0.36 0.84 8.0 6.0 41.67 40.97 0.00 0.70 17.02 1100.0 7.0 9.89 9.31 0.00 0.58 4.25 400.0 8.0 0.63 0.48 0.00 0.15 0.33 8.0 9.0 3.25 2.94 0.00 0.31 1.46 8.0 10.0 2.42 2.13 0.00 0.29 1.11 250.0 11.0 1.75 1.63 0.00 0.12 0.76 500.0 12.0 0.57 0.37 0.00 0.20 0.33 1200.0 13.0 1.57 1.25 0.00 0.32 0.79 500.0 14.0 0.62 0.46 0.00 0.16 0.33 500.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Indian Lakes Phase II & V ~ 3': 3': ..J IL. 0 0 0 ..J ..J z IL. IL. ~ :3 Di: J: Di: 0 u u w ... w ... ... Di: ..J ~ (.!) ~ ..J 0 .!:i w ..J :::> z :::> ..J ..J w > <C ~ I'll en N It) 0 IL. (.!) ~ (.!) ~ 0 :::> N a It) a ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 10.0 500.0 9.0 1.3 14.7 14.7 5.26 17.0 6.5 20.8 6.0 300.0 8.0 1.4 7.9 10.0 6.33 16.2 7.7 19.7 2.0 600.0 9.0 1.7 7.5 10.0 6.33 6.2 7.7 7.5 2.0 600.0 9.0 2.4 4.2 10.0 6.33 1.9 7.7 2.3 2.0 750.0 15.0 2.8 4.5 10.0 6.33 5.3 7.7 6.4 25.0 1000.0 13.0 1.4 24.6 24.6 3.92 66.7 4.9 82.9 5.0 700.0 19.0 1.5 12.0 12.0 5.81 24.7 7.1 30.1 2.0 200.0 1.2 1.6 2.2 10.0 6.33 2.1 7.7 2.5 2.0 600.0 4.0 1.6 6.2 10.0 6.33 9.2 7.7 11.2 5.0 150.0 0.9 1.1 5.8 10.0 6.33 7.0 7.7 8.6 15.0 600.0 10.0 1.7 10.7 10.7 6.13 4.7 7.5 5.7 25.0 150.0 5.0 1.1 20.3 20.3 4.39 1.4 5.4 1.8 15.0 600.0 10.0 1.7 10.7 10.7 6.13 4.8 7.5 5.9 15.0 600.0 10.0 1.7 10.7 10.7 6.13 2.0 7.5 2.4 0 It) 0 .... It) N .... a N a In/Hr cfs In/Hr cfs 7.3 23.5 8.3 26.9 8.6 22.1 9.9 25.3 8.6 8.4 9.9 9.6 8.6 2.6 9.9 2.9 8.6 7.2 9.9 8.2 5.5 94.3 6.4 108.3 8.0 33.9 9.1 38.7 8.6 2.8 9.9 3.2 8.6 12.6 9.9 14.3 8.6 9.6 9.9 11.0 8.4 6.4 9.6 7.3 6.2 2.0 7.1 2.3 8.4 6.6 9.6 7.6 8.4 2.8 9.6 3.1 0 !!? In/Hr 9.4 11.1 11.1 11.1 11.1 7.2 10.3 11.1 11.1 11.1 10.8 8.0 10.8 10.8 0 0 0 0 It) 0 .... a !: a cfs In/Hr cfs 30.5 10.6 34.3 28.5 12.5 32.1 10.9 12.5 12.2 3.3 12.5 3.7 9.3 12.5 10.5 123.0 8.2 139.2 43.8 11.6 49.3 3.6 12.5 4.1 16.2 12.5 18.2 12.4 12.5 13.9 8.2 12.2 9.3 2.6 9.1 3.0 8.5 12.2 9.6 3.6 12.2 4.0 2/18/2004 0406-dra.xls Exhibit C-1 t t Q.I .c ~ e = = uz # 1 2 5 6 7 8 9 10 ~ ~ < ~ ~ = .... ~ . ""' Q ~z # 1 2 5 6 7 8 9 10 ~ ~ = ·; ""' ~ ~ Q.I Q ""' E-<< # 6 6 6 HW6 HW7 9 HW9 11 < u ~ 0 E-< Ac. 3.2 2.6 0.8 24.9 4.2 0.3 1.8 1.1 E ~ . ~ "' (j I Q.I E-< ~ min I yr 14.71 10 10.0I 10 10.0I 10 24.61 25 12.0I 10 10.0I 10 10.81 10 10.0I 10 E .g VJ ""' ~ ~ I in cfs 20.8 19.7 6.4 121.4 30.1 2.5 13.3 8.6 E Q -VJ ""' ~ Q.I ~ = ..... cfs 23.5 22.1 7.2 138.1 33.9 2.8 14.9 9.6 EXHIBIT C-2 Culvert Flow Calculations Indian Lakes Phase II & V E Q ri5 ""' ~ Q.I > I in N cfs 26.9 25.3 8.2 158.5 38.7 3.2 17.0 11.0 E Q ri5 ""' ~ Q.I ~ = in cfs 30.5 28.5 9.3 180.1 43.8 3.6 19.3 12.4 ""' ~ Q.I > e g~ ..... VJ cfs 34.3 32.1 10.5 203.8 49.3 4.1 21.7 13.9 ~ fi:: .~ "' Q.I ~ "' Q.I Q, ~ .... Q 0 z cfs I # 23.51 2 22.11 2 7.21 1 158.51 3 33.91 2 2.81 1 14.91 1 9.61 1 Q.I Q, ~ ""' Q.I ~ ~ Q fi:: cfs 11.8 11.1 7.2 52.8 16.9 2.8 14.9 9.6 = ... Q ... '£ 8. .... Q ""' -~ VJ O/o 0.92 0.81 1.60 0.46 1.01 0.24 0.78 0.61 ~ -VJ " 24 24 18 48 27 18 27 24 ~ ~ fps 3.7 3.5 4.1 4.2 4.3 1.6 3.7 3.1 ~ z ~ ....:i 74 62 58 50 84 75 75 75 Q.I e E= Q:j ~ ""' E-< min 0.33 0.29 0.23 0.20 0.33 0.78 0.33 0.41 "O = ~ @ (j E---min 14.98 10.29 10.23 24.79 12.34 10.78 11.12 10.41 =~ E-< {.!) ~-~~ I I I 2/18/2004 0406-dra.xls Exhibit C-2 EXHIBIT 0-1 CULVERT ANALYSIS INDIAN LAKES PHASES II & V -X-: Top of Road Elho Elhi~ --~ tHWi ~.;---------~ H J--~----M Eli Proposed Culvert~ - - - --'---_ CULVERT #1 Ela C I rt 0 I Crlt rt u ve es1an e a Culvert Descript ion Circula r Pipe No. Dual 24" CMP Dia . (ft .l Pipes 2 .00 2 Culvert Analvala Calculations Total Flow pe r Cr itica l Design Flow Pipe Depth(ft .) Storm (cfs l (cfsl de 5 20 .80 10 .40 1.15 10 23 .50 11 .75 1.25 25 26 .90 13 .45 1.30 50 30 .50 15 .25 1.40 100 34 .30 17 .15 1.50 Elhi = Hwi + Eli ho = TW or (de+ 0 )12 (W hichever is Greater) n 0.024 Normal Depth (ft.) 1.26 1.38 1.54 2 .00 2 .00 Invert Outlet Culvert Elev. (Eli) Elev. (Elo) Length (ft.) (ft .) (ft.) 294.43 293.42 74.07 INLET CONTROL HW i/D HWi Elhi 0.87 1.75 296 .18 0.95 1.89 296 .32 1.04 2.07 296 .50 1.13 2 .26 296 .69 1.23 2 .45 296 .88 H = (1+ke+((29 "(n'2)"L)/R'1 .33)]'((v"2)/2 g) Elho = Elo + H + ho Outfall Channel Deslan Criteria Top Lt. Side Rt. Side Bottom Slope of Slope Slope Slope Width (ft/ft) Road ke I (ft/ft) (?:1) (?:1) {ft,) 0 .0136 297 .50 0.50 I 0.0100 4 .00 4 .00 0.00 HEADWATER CALCULATIONS Control OUTLET CONTROL HW TW de (de+ Dl/2 ho H EL ho Elev. 0 .86 1.15 1.58 1.58 0.79 295.78 296 .18 0 .90 1.25 1.63 1.63 1.00 296.05 296 .32 0 .94 1.30 1.65 1.65 1.31 296 .38 296 .50 0 .99 1.40 1.70 1.70 1.69 296 .8 1 296 .81 1.04 1.50 1.75 1.75 2 .14 297 .31 297 .31 n 0 .024 Type of Control Inlet Inlet Inlet Outlet Outlet Outlet Ve loc ity Free board (fps ) (ft.) 4 .97 1.32 5 .09 1.18 5.18 1.00 6.49 0 .69 6 .79 0 .19 2/18 /2004 0406-cul-p-0 1.xls Exh ibit D-1 CULVERT #2 Culvert Deslan Criteria Culvert Description Circular Pipe No . Dua l 24 " CMP Dia . (f!.l Pioes n 2.00 2 0 .024 C I rtA I I C I I ti u ve na1vs s a cu a ons Total Flow per Critical Normal Design Flow Pipe Depth(ft.) Depth Storm (cfsl (cfsl de (ft .) 5 19.70 9.85 1.15 1.37 10 22 .10 11 .05 1.20 1.51 25 25 .30 12 .65 1.30 1.75 50 28 .50 14 .25 1.35 2.00 100 32 .10 16 .05 1.45 2.00 Elhi = Hwi + Eli ho= TW or (de+ D)/2 (Whiche..er is Grea te r) EXHIBIT 0-2 CULVERT ANALYSIS INDIAN LAKES PHASES II & V ELhl~ t HW; 2:-+ D---= =p~~~/ EL!' H -J--t. - -TW Eli Proposed Culv:-rt :_;:::.r - - ---'- Invert Outlet Culvert Elev. (Eli) Elev. (ELo) Length (ft.) (ft .) (ft.) 281 .48 280 .88 62 .00 INLET CONTROL HWi/D HWi ELhi 0 .85 1.69 283 .17 0 .91 1.82 283 .30 1.00 1.99 283 .47 1.08 2.18 283 .64 1.17 2.34 283.82 H = [1 +ke+((29.(n'2)'L)IR'1 .33)j•((v"2)/2g) Elho = Elo + H + ho Outfall Channel Deslan Criteria Top Lt. Side Rt. Side Bottom Slope of Slope Slope Slope Width (ft/ft) Road ke I (ft/ft) (?:1) (?:1l (ft .) 0.0097 284.72 0 .50 I 0.0060 4 .00 4.00 0.00 HEADWATER CALCULATIONS Control OUTLET CONTROL HW TW de (de+ Dl/2 ho H ELho Elev. 0 .93 1.15 1.58 1.58 0.63 283 .08 283 .17 0.97 1.20 1.60 1.60 0 .79 283 .27 283.30 1.02 1.30 1.65 1.65 1.03 283 .56 283 .56 1.06 1.35 1.68 1.68 1.31 283 .87 283 .87 1.1 2 1.45 1.73 1.7 3 1.66 284.27 284.27 n 0 .024 Type of Control Inlet In let Outlet Outlet Outlet ELo Outlet Velocity Freeboard (fps) (ft .) 4 .28 1.55 4 .35 1.42 5.85 1.16 6.32 0.85 6 .58 0 .45 2/18/2004 0406-cul-p-02 .xls Exhibit D-2 CULVERT #5 C I D I Cit r1 u vert es1an r e a Culvert Descripti on Circu lar Pipe No . 18" CMP Dia. (ft.) Pioes n 2.00 1 0 .024 Cl AllClll u vert na1vs s a cu at ons Total Flow per Critica l Normal Des ign Flow Pipe Depth (ft .) Depth Storm (cf s) (cfs ) de (ft.) 5 6.40 6.40 0.80 0.93 10 7.20 7.20 0.90 1.00 25 8 .20 8 .20 1.00 1.08 50 9 .30 9 .30 1.05 1.17 100 10.50 10 .50 1.20 1.26 Elhi = Hw i +Eli ho= TW or (de+ 0 )12 (Whichewr is Greater) EXHIBIT D-3 CULVERT ANALYSIS INDIAN LAKES PHASES II & V ELhi ~ _..;:: Top of Road ~ELho t HW i -:;::::= 'f: ;-- - - - - - --~ H ~-----~--TW Eli _Jf Proposed ~lv:i ~ - - - --'-_ in vert Outlet Culvert Elev. (Eli) Elev . (ELo ) Length (ft,) (ft .) (ft,) 283 .99 282 .97 73 .50 INLET CONTROL HWi/D HWi EL hi 0 .66 1.32 285 .31 0 .70 1.39 285.38 0 .75 1.50 285 .49 0 .8 1 1.63 285 .62 0.88 1.76 285 .75 H = [1 +ke+((29"(n'2)"L)/R'1 .33)]"((v"2)12g) Elho = Elo + H + ho Outfall Channel Desian Criteria Top Lt. Side Rt. Side Bo tt om Slope of Slope Slope Slope W idth (fl/ft) Road ke I (fl/ft) (?:1) (?:1) (ft .) 0 .0139 286.49 0.50 I 0 .0300 4 .00 4.00 0 .00 HEADWATER CALCULATIONS Con tro l OUTLET CONTROL HW TW de (de+ D)/2 ho H ELho Elev. 0 .58 0 .80 1.40 1.40 0.30 284 .67 285 .31 0.60 0 .90 1.45 1.45 0 .37 284 .79 285 .38 0 .63 1.00 1.50 1.50 0 .49 284 .9 6 285 .49 0.67 1.05 1.53 1.53 0 .62 285 .12 285 .62 0.71 1.20 1.60 1.60 0.80 285.37 285 .75 n 0 .024 Type of Control Inlet Inlet In let inl et inlet ELo Ou tl et Ve loc ity Freeboard (fos l (ft.) 4.4 7 1.18 4 .60 1.11 4 .75 1.00 4 .89 0 .87 5.02 0.74 2/18/2004 0406-c ul-p-05.xis Exhi bit D-3 CULVERT #6 Culvert Design Criteria Culvert Des c ri pti on Circu lar Pipe No . Tri ple 48 " CMP Dia. (ft.) Pipes n 4.00 3 0.024 Cl u vert A I CI I I nalvs s a cu at ons Total Flow per Critical No rmal Des ign Flow Pipe Depth (ft .) Depth Storm lcfs\ lcfsl de (ft.\ 5 121 .50 40 .50 1.93 2.55 10 138 .20 46.07 2.03 2 .80 25 158 .60 52 .87 2 .20 3 .15 50 180 .20 60 .07 2.35 4 .00 100 203 .90 67 .97 2.51 4 .00 Elhi = Hwi + Eli ho= lW or (de + 0 )/2 (Whichever is Greater) EXHIBIT D-4 CULVERT ANALYSIS INDIAN LAKES PHASES II & V ELhi ~ .¥:: Top of Road EL ho t HW i 2C ~ (; - - - - - - -_""":'::,. ~ Invert Out let Cu lvert Elev. (Eli) Elev . (Elo) Length (ft.) (ft .) (ft .) 276 .25 275 .77 96 .50 INLET CONTROL HWi/D HWi EL hi 0.70 2.79 279 .04 0 .75 3 .0 1 279.26 0 .82 3 .28 279 .53 0 .89 3 .56 279 .81 0 .96 3 .86 280 .11 H = [1 +ke+((29'(n'2)"l)IR'1 .33)]•((v"2)/2g) Elho = Elo + H + ho J--L------~~ Eli Proposed Cu lvert :_;::;:.-- - - --'---_ ELo 0 f I Ch I D I C I rl ut a I anne es1an rte a Top Lt . Side Rt. Side Bottom Slope of Slope Slop e Slope W idth n (ft/ft) Road ke I {ft/ft} 1?:1} (?:1} (ft .) 0 .0050 281.0 1 0.50 I 0 .0 100 4.00 4.00 0 .00 0 .024 HEADWATER CALCULATIONS Contro l Type Outlet OUTLET CONTROL TW de I de+ D\/2 ho H 1.43 1.93 2.97 2.97 0 .50 1.50 2.03 3.02 3 .02 0 .65 1.59 2 .20 3.10 3 .10 0 .86 1.66 2.35 3 .18 3 .18 1.11 1.74 2 .51 3.26 3 .26 1.42 HW of ELho Elev . Contro l 279 .24 279.24 Outlet 279.44 279.44 Out let 279 .73 279 .73 Outlet 280 .05 280 ,05 Ou t let 280 .44 280 .44 O utlet Veloc ity Free board (fos l (ft .} 6 .75 1.77 7.20 1.57 7.4 7 1.28 7.83 0.96 8 .19 0.57 2/1 8/2004 0406-cul-p-06 .xls Exh ibit D-4 CULVERT #7 Culvert Deslan Criteria Cu lvert Descript ion Circula r Pipe No . Dua l 27" CMP Dia. (fl .l Pioes n 2 .25 2 0.024 C I A I I C I I ti u vert na1vs s a cu a ons Total Flow per Critica l Normal Des ign Flow Pipe Depth (fl.) Depth Storm lcfsl lcfsl de lfl.l 5 30 .10 15.05 1.33 2 .25 10 33 .90 16 .95 1.40 2.25 25 38 .70 19 .35 1.50 2.25 50 43 .80 21 .90 1.63 2.25 100 49 .30 24 .65 1.73 2 .25 Elhi = Hwi + Eli ho = TW o r (de+ DY2 (Whichever is Greater) EXHIBIT D-5 CULVERT ANALYSIS INDIAN LAKES PHASES II & V Elhl ~ -='*':= Top of Road Elho !NW ' :::=:f'o--------~~ Invert Out let Cu lvert Elev. (ELI ) Elev. (Elo) length (fl .) (fl .) lfl.l 282.57 282.09 73 .50 INLET CONTROL HW i/D HW i Elhi 0.92 2.07 284 .64 1.00 2 .24 284.81 1.09 2.45 285 .02 1.19 2.67 285 .24 1.54 3.46 286 .03 H = [1+ke+((29'(n'2)"l )/R'1 .33 )]'((v"2Y2 g) Elho = Elo + H + ho ~--~---~~ ELI Proposed Culv:i ~ - - - --'-- Ela Outfall Channel Des l an Criteria Top Lt. Side Rt. Side Bottom Slope of Slope Slope Slope W idth n lfl/ftl Road ke I lft/fll 1?:1) 1?:1) (fl.) 0 .0065 286 .49 0.50 I 0 .0300 4 .00 4 .00 0.00 0 .024 HEADWATER CALCULATIONS Control Type Out let OUTLET CONTROL TW de I de+ Dl/2 ho H Elho 0 .80 1.33 1.79 1.79 0.92 284 .80 0 .84 1.40 1.83 1.83 1.17 285.08 0 .89 1.50 1.88 1.88 1.52 285 .49 0 .92 1.63 1.94 1.94 1.95 285 .98 0 .96 1.73 1.99 1.99 2 .47 286 .55 HW of Elev. Control 284 .80 Outlet 285 .08 Outlet 285.49 Outlet 285 .98 Outlet 286 .55 Outlet Velocity Freeboard l fos l (fl.) 6 .15 1.69 6.52 1.4 1 6 .87 1.00 7.10 0.51 7.51 -0 .06 2/1 8/2004 0406-c ul-p-07.xls Exh ibit D-5 CULVERT #8 Culvert Design Criteria Culvert Descript ion Circular Pipe No. 18 "CMP Dia. (ft .) Pipes n 1.50 1 0.024 Culvert Analysis Calculations Total Flow per Critica l Normal Design Flow Pipe Depth(ft .) Depth Storm (cfs) (cfs) de (ft .) 5 2.50 2 .50 0.65 0.84 10 2 .80 2.80 0.65 0 .90 25 3 .20 3.20 0.65 0 .99 50 3 .60 3.60 0 .80 1.08 100 4 .10 4 .10 0.80 1.21 Elhi = Hw i + Eli ho= TW or (de+ 0 )12 (Whichewr is Grea ter) EXHIBIT D-6 CULVERT ANALYSIS INDIAN LAKES PHASES II & V Elh i ~ .....-::= TopofRoad ~Elho ! HW i 7-' 'f: ;-- - - - - - --~ H ~--~-----m Eli Proposed Culvert =-.;::;xr-- - - --'--_ Invert Outlet Culvert Elev. (Eli) Elev. (Elo) Length (ft .) (ft .) (ft .) 303.30 302 .95 65 .50 INLET CONTROL HWi/D HW i Elhi 0.58 0 .86 304 .16 0.61 0 .92 304 .22 0.66 0.99 304 .29 0 .72 1.08 304.38 0 .77 1.15 304 .45 H = 11+ke +((29*(n•2)'L)IR'1.33 )]*((v"2)12g) Elho = Elo + H + ho Outfall Channel Design Criteria Top Lt. Side Rt. Side Bottom Slope of Slope Slope Slope W idth (ft/ft) Road ke I (ft/ft) (?:1) (?:1) (ft.) 0 .0053 305 .97 0.50 I 0.0100 4 .00 4.00 0 .00 HEADWATER CALCULATIONS Contro l OUTLET CONTROL HW TW de (de+ Dl/2 ho H Elho Elev. 0 .50 0 .65 1.08 1.08 0 .17 304 .20 304 .20 0 .52 0 .65 1.08 1.08 0.22 304 .24 304 .24 0 .55 0.65 1.08 1.08 0 .28 304 .31 304 .31 0 .58 0 .80 1.15 1.15 0 .36 304 .46 304 .46 0 .61 0 .80 1.15 1.15 0.46 304.56 304 .56 n 0 .024 Type of Control Outlet Outlet Outlet Outlet Outlet Elo Ou tl et Veloc ity Freeboard (fps) (ft .) 3.41 1.77 3 .82 1.73 4 .36 1.66 3 .76 1.51 4 .28 1.41 2/18 /2004 0406-cul-p-OB .xls Exh ibit D-6 CULVERT #9 Culvert Design Criteria Culvert Descript ion Circu lar Pipe No . 27 " CMP D ia. (ft .) Pipes n 2.25 1 0.022 Culvert Analysis Calculations Total Flow per Cri t ical Normal Design Flow Pipe Depth(ft .) Depth Storm lcfsl lcfsl de lft.l 5 13 .30 13 .30 1.25 1.55 10 14.90 14 .90 1.33 1.69 25 17.00 17.00 1.40 1.95 50 19 .30 19.30 1.50 2 .25 100 21 .70 21.70 1.63 2.25 El hi = Hwi + Eli ho = TW or (de+ 0 )12 (W hichever is Grea ter) EXHIBIT 0-7 CULVERT ANALYSIS INDIAN LAKES PHASES II & V ELh i ~ _.;;= Top of Road ELho tHW i Y.:-~;;--------~~ Invert Outlet Culvert Elev. (Eli) Elev . (ELo ) Length (ft.) (ft .) (ft .) 296 .36 297 .88 63 .25 INLET CONTROL HWi /D HWi ELhi 0.85 1.91 300 .29 0.91 2.06 300.44 1.00 2 .25 300 .63 1.09 2 .45 300 .83 1.16 2.65 30 1.03 H = [1 +ke+((29"(n'2)"L)/R'1 .33))"((v"2)/2g ) Elho = Elo + H + ho ~-----t.__ ~~ Eli J Proposed ~lv;rt :_.::::..-- - - --'--_ ELo 0 tf II Ch ID I C It rl u a anne &SIQn r e a Top Lt. Side Rt. Side Bottom Slope of Slope Slope Slope W idth n (ft/ft) Road ke I (ft/ft) 1?:1l (?:1) (ft .) 0 .0079 301 .67 0.50 I 0 .0100 4 .00 4.00 0.00 0 .024 HEADWATER CALCULATIONS Contro l Type Ou tl et OUTLET CONTROL TW de Ide+ Dl/2 ho H ELho 0.95 1.25 1.75 1.75 0.59 300 .22 0 .96 1.33 1.79 1.79 0.74 300 .41 1.03 1.40 1.83 1.83 0.97 300 .67 1.06 1.50 1.86 1.66 1.25 301 .00 1.14 1.63 1.94 1.94 1.58 301.40 HW of Elev. Contro l 300 .29 In let 300.44 Inlet 300 .67 Out let 301.00 Ou tl et 301 .40 Outlet Ve loc ity Freeboard (fps) (ft .) 4 .57 1.38 4 .64 1.23 6 .54 1.00 6 .85 0 .67 7.03 0 .27 2/18/2004 0406-cu l-p-09 .xls Exh ibit D-7 CULVERT #10 Cu lvert Descript ion 24 " CMP Culvert Desi n Criteria Circular Pipe Dia. ft . 2 00 No . Pi es Culvert Analysis Calculations Total Flow per Crit ical Design Flow Pipe Depth (ft .) Storm (cfsl (cfsl de 5 8.60 8.60 1.05 10 9.60 9.60 1.15 25 1 1.00 11 .00 1.20 50 12 .40 12 .40 1.25 100 13.90 13 .90 1.35 Elhi = Hwi + Eli ho = TW or (de + D)/2 (W hichever is Greater) n 0 024 Normal Depth (ft.) 1.61 2 .00 2.00 2.00 2 .00 EXHIBIT D-8 CULVERT ANALYSIS INDIAN LAKES PHASES II & V ~ TopofRoad ELho Elh i ~ ---~ t HW i -;;::-f: ;-- - - - - - --~ H J--~---~ Eli Proposed Culv:-rt -:_;:::.r - - - --'-_ invert Elev. (Eli) ft . 298 27 Outlet Elev. (ELo ) ft. 297 96 Culvert Length ft . 6110 INLET CONTROL HWi/D HW i ELh i 0 .78 1.56 299 .83 0 .84 1.67 299 .94 0 .91 1.82 300 .09 0.98 1.97 300 .24 1.06 2 .13 300.40 H = [1+ke+((29.(n'2)"l)/R'1 .33)].((v"2)/2g) Elho = Elo + H + ho Slope ft/ft 0 0051 Top of Road 301 65 ke 0 50 I HEADWATER CALCULATIONS Outfall Channel Deal n Criteria Slope ft/ft 0 0100 Lt. Side Rt. Side Bottom Slope Slope W idth ?:1 ?:1 ft . 400 400 000 Control OUTLET CONTROL HW TW de (de+ Dl/2 ho H ELho Elev. 0.80 1.05 1.53 1.53 0.47 299 .96 299 .96 0 .83 1.1 5 1.58 1.58 0 .59 300 .13 300 .13 0.88 1.20 1.60 1.60 0 .77 300 .33 300.33 0 .92 1.25 1.63 1.63 0 .98 300 .57 300 .57 0.96 1.35 1.68 1.68 1.24 300 .87 300.87 ELo n 0 024 Type Outlet of Veloc ity Free board Contro l lfosl (ft.) Outlet 5 .15 1.69 Outlet 5.14 1.52 Outlet 5 .59 1.32 Outlet 6 .00 1.08 Outlet 6 .16 0.78 2/18/2004 0406-cul-p-1 O.xls Exh ibit D-8 l Drainage Report FOB /NO/AN~ PHASES D & V Location Map NTS FEBRUARY, 2004 Prepared By: McClure Engineering. Inc. 1 008 Woodcreek Drive, Suite 103 College Station, Texas 77845 (979) 693-3838 Drainage Report FOB /NO/AN LAKES, PHASES II & V Location Map N1S FEBRUARY, 2004 Prepared By : McClure Engineering, Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 (979) 693-3838 CERTIFICATION I, Kent M . Laza, Registered Professional Engineer No. 65923, State of Texas, certify that the drainage report, for the INDIAN LAKES, PHASES II & V, were prepared by me in accordance owners thereof. DRA!NAGE REPORT TABLE OF CONTENTS INDIAN LAKES SUBDIVISION, PHASES II & V INTRODUCTION 1 GENERAL LOCATION AND DESCRIPTION 1 FLOOD HAZARD INFORMATION 1 PRIMARY DRAINAGE SYSTEM DESCRIPTION 1 DRAINAGE DESIGN CRITERIA 1 DETENTION DESIGN 3 CONCLUSION 4 EXHIBITS FEMA FLOOD INSURANCE RATE MAP EXCERPT A DRAINAGE AREA MAP -PROPOSED CONDITIONS B RATIONAL FORMULAS DRAINAGE AREA CALCULATIONS C-1 CUL VERT FLOW CALCULATIONS C-2 CUL VERT ANALYSIS: CUL VERT 1 D-1 CUL VERT ANALYSIS: CUL VERT 2 D-2 CUL VERT ANALYSIS: CUL VERT 5 D-3 CUL VERT ANALYSIS: CUL VERT 6 D-4 CUL VERT ANALYSIS: CUL VERT 7 D-5 CULVERT ANALYSIS: CULVERT 8 D-6 CULVERT ANALYSIS: CULVERT9 D-7 CUL VERT ANALYSIS: CUL VERT 10 D-8 DRAINAGE REPORT ii INDIAN LAKES SUBDIVISION, PHASES II & V STORM DRAINAGE REPORT INDIAN LAKES SUBDIVISION, PHASES II & V INTRODUCTION: This storm drainage report is intended to analyze the drainage infrastructure proposed for the development of the Indian Lakes Subdivision, Phase 2. The existing and proposed conditions are included to show how the design will achieve the desired drainage objectives of Brazos County and the City of College Station. GENERAL LOCATION AND DESCRIPTION: Indian Lakes Subdivision is located in the southern portion of the extra territorial jurisdiction of College Station in Brazos County. The site is bounded by property owned by Bewley Trust to t he North and Indian Lakes Subdivision, Phase 1, to the South and West. Property to the East is owned by Smiling Mallard Development, LTD. and is planned as future phases of the Indian Lakes Subdivision. FLOOD HAZARD INFORMATION: No portion of the site is shown to be within the 100-year floodplain on the FEMA Flood Insurance Rate Maps (FIRM) for Brazos County, Texas and Incorporated Areas, Map Number 48041C0215C, effective July 2, 1992 . As such, this site is not currently regulated under the National Flood Insurance Program. An excerpt from the FIRM panel is shown in Exhibit A. PRIMARY DRAINAGE SYSTEM DESCRIPTION: Exhibit B is a drainage area map that shows contours and proposed drainage areas for the site. The proposed street will have a 24' wide paved surface with ditches. Storm water from the site will be captured in the ditches along the roads and conveyed to the natural streams on the site. Corrugated metal pipe culverts will be used at the street crossings . DRAINAGE DESIGN CRITERIA: Since this project falls within the ETJ of College Station, the drainage system for Indian Lakes was designed using the criteria in College Station's Drainage Policy and Design Standards. The design storm is a 10-year rainfall event for ditch line culverts and a 25-year rainfall event for all stream crossing drainage STORM DRAINAGE REPORT . PAGEl INDIAN LAKES SUBDIVISION, PHASE II & V structures. Flow calculations for the structures are based on the Rational Method (Exhibit C-1 ). Pipe sizes were determined by analyzing culvert capacity under inlet and outlet control. All proposed culverts meet requirements for freeboard and road overtopping. Exhibit C-2 describes the peak runoff calculations for the post-development conditions of the culverts shown in Exhibit B. A summary of these results is shown below: Flowrates (cfs) from Culverts In Indian Lakes Subdivision, Phase Two Culvert 5 year 10 year 25 year 50 year 100 year I 1 I 20.8 23 .5 26 .9 ! 30.5 34.3 2 19 .7 22.l 25 .3 28.5 32.l ,.......___. 5 6.4 7.2 8 .2 9.3 10.5 ! 6 121.4 138.l 158 .5 i 180.l 203.8 I I 7 30.l 33.9 38.7 I 43.8 49.3 8 2 .5 2 .8 3 .2 I 3 .6 4 .1 I I 9 13.3 14.9 17.0 19.3 21.7 ! 10 8.6 9.6 11.0 12.4 13 .9 These runoff rates were used to design the roadway crossings shown in Exhibits D-1 through D-8. The resulting culvert sizes are as follows: Culvert Sizes Culvert Culvert Size I 1 2-24" Corrugated Metal Pipes I 2 2-24" Corrugated Metal Pipes i 5 18" Corrugated Metal Pipe 6 3-48" Corrugated Metal Pipes 7 2-27" Corrugated Metal Pipes I 8 18" Corrugated Metal Pipe i i 9 27" Corrugated Metal Pipe I IO 24" Corrugated Metal Pipe STORM DRAINAGE REPORT PAGE2 INDIAN LAKES SUBDIVISION, PHASE II & V DETENTION DESIGN: Detention for Phase 2 of Indian Lakes Subdivision is provided by Lake Arapaho , which was constructed with Phase 1 of the subdivision. The lake and its accompanying outlet works were designed to capture and store runoff from the 390-acre drainage basin above the dam. The table that follows is an excerpt from the Engine ering Report for Lake Arapaho prepared by East Texas Engineers, Inc. in September 2002. The Peak Inflow figures are based on post-development runoff rates. It shows that all rainfall events have been analyzed during the design of the lake and provisions made to store and release water at a significantly reduced rate. \ Flood Event I Peak Inflow Peak Outflow I Max. Lake Level I (cfs) (cfs) i {feet msl) I PMF I 7794 3113 I 264 .9 I i 48 .1% PMF 3750 I 958 I 262 .2 I ! I I 100-yr 1536 201 I 260 .0 50-yr 1305 I 153 259 .7 I 25 -yr 1100 114 259.4 10-yr 877 i 113 259 .0 I I I I I 5-yr 660 94 258.6 2-yr 429 57 258.3 Note that for the standard design storms (2-yr through 100-yr) the peak outflows are approximately 10-15% of the peak inflow. No pre-development runoff rates were computed with the analysis of the lake , but the report indicates that a SCS Curve number of 82 was assumed for these post-development computations. The large, rural estate lots that are planned with this development have a very small percentage of impervious cover associated with them, so the SCS Curve number for the pre-development condition would have been only slightly less than the post-development number. This implies that only small increases in runoff rates would be expected between the pre-and post-development scenarios. The high capacity for storage that the lake offers will easily offset any small increases in runoff rates due to the development surrounding it. STORM DRAINAGE REPORT PAGE3 INDIAN LAKES SUBDIVISION, PHASE II & V CONCLUSION: Indian Lakes Subdivision, Phase 2 is a rural subdivision for single family residences on lots that are approximately 1 acre in size or larger. The small change in impervious area from the development ofthis subdivision is small and has minimal effects on the existing drainage system. Proposed improvements at the street crossings are designed using guidelines in the City of College Station's Drainage Policy and Design Standards. Exhibits D-1 through D-8 shows that all drainage structures in the Indian Lakes Subdivision, Phase 2 are capable of passing the design rainfall event with one foot of freeboard. STORM DRAINAGE REPORT PAGE4 INDIAN LAKES SUBDIVISION, PHASE II & V Flood I EXHIBIT A -• nsuronce Rote M Brazos Count op Excerpt and 1 y, Texas ncorporoted Ar eos Mop Numbers: 48041 C0215C N.T.S. Effective Dot . e . July 2 , 1992 < 3:: w 0 0 a: w .J .J < < Q. < LL w w 0 i= I-0 (!) a: .J z < z < w z w (.) ~~ < w .J > :IE .J z j5 We( 0 w j5 a: (!) ~ Ci) ow > wz 0 ~~ w < 0 >w 0 I-a: Q. I-0 .J NO. AC. 0.4 0.55 0.9 ft. 1.0 7.58 7.18 0.00 0.40 3.23 620.0 2.0 5.59 4.94 0.00 0.65 2.56 350.0 3.0 2.14 1.90 0.00 0.24 0.98 160.0 4.0 0.44 0.20 0.00 0.24 0.30 8.0 5.0 1.64 1.28 0.00 0.36 0.84 8.0 6.0 41.67 40.97 0.00 0.70 17.02 1100.0 7.0 9.89 9.31 0.00 0.58 4.25 400.0 8.0 0.63 0.48 0.00 0.15 0.33 8.0 9.0 3.25 2.94 0.00 0.31 1.46 8.0 10.0 2.42 2.13 0.00 0.29 1.11 250.0 11.0 1.75 1.63 0.00 0.12 0.76 500.0 12.0 0.57 0.37 0.00 0.20 0.33 1200.0 13.0 1.57 1.25 0.00 0.32 0.79 500.0 14.0 0.62 0.46 0.00 0.16 0.33 500.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Indian Lakes Phase II & V 3:: 0 3:: 3:: .J LL 0 0 0 .J .J z LL LL ~ ~ . a: :I: a: 0 u w I-w I-u a: .J ~ (!) ~ .J 0 I-u w .J :::> z :::> .J .J IV w >< ~ I/) N .,, 0 LL (!) ~ (!) ~ (.) :::> N a .,, a ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 10.0 500.0 9.0 1.3 14.7 14.7 5.26 17.0 6.5 20.8 6.0 300.0 8.0 1.4 7.9 10.0 6.33 16.2 7.7 19.7 2.0 600.0 9.0 1.7 7.5 10.0 6.33 6.2 7.7 7.5 2.0 600.0 9.0 2.4 4.2 10.0 6.33 1.9 7.7 2.3 2.0 750.0 15.0 2.8 4.5 10.0 6.33 5.3 7.7 6.4 25.0 1000.0 13.0 1.4 24.6 24.6 3.92 66.7 4.9 82.9 5.0 700.0 19.0 1.5 12.0 12.0 5.81 24.7 7.1 30.1 2.0 200.0 1.2 1.6 2.2 10.0 6.33 2.1 7.7 2.5 2.0 600.0 4.0 1.6 6.2 10.0 6.33 9.2 7.7 11.2 5.0 150.0 0.9 1.1 5.8 10.0 6.33 7.0 7.7 8.6 15.0 600.0 10.0 1.7 10.7 10.7 6.13 4.7 7.5 5.7 25.0 150.0 5.0 1.1 20.3 20.3 4.39 1.4 5.4 1.8 15.0 600.0 10.0 1.7 10.7 10.7 6.13 4.8 7.5 5.9 15.0 600.0 10.0 1.7 10.7 10.7 6.13 2.0 7.5 2.4 0 .,, 0 .... .,, N .... a N a In/Hr cfs In/Hr cfs 7.3 23.5 8.3 26.9 8.6 22.1 9.9 25.3 8.6 8.4 9.9 9.6 8.6 2.6 9.9 2.9 8.6 7.2 9.9 8.2 5.5 94.3 6.4 108.3 8.0 33.9 9.1 38.7 8.6 2.8 9.9 3.2 8.6 12.6 9.9 14.3 8.6 9.6 9.9 11.0 8.4 6.4 9.6 7.3 6.2 2.0 7.1 2.3 8.4 6.6 9.6 7.6 8.4 2.8 9.6 3.1 0 .,, In/Hr 9.4 11.1 11.1 11.1 11.1 7.2 10.3 11.1 11.1 11.1 10.8 8.0 10.8 10.8 0 0 0 0 .,, 0 .... a ::: a cfs In/Hr cfs 30.5 10.6 34.3 28.5 12.5 32.1 10.9 12.5 12.2 3.3 12.5 3.7 9.3 12.5 10.5 123.0 8.2 139.2 43.8 11.6 49.3 3.6 12.5 4.1 16.2 12.5 18.2 12.4 12.5 13.9 8.2 12.2 9.3 2.6 9.1 3.0 8.5 12.2 9.6 3.6 12.2 4.0 2/18/2004 0406-dra.xls Exhibit C-1 t: t ~ .c ~ e = = uz # 1 2 5 6 7 8 9 10 ell ~ < ~ en ell = .... ell • -0 ~z # 2 5 6 7 8 9 10 ~ ell = ·; -~ell 0 ~ Emo < # 6 6 6 HW6 HW7 9 HW9 11 < u ~ ~ 0 Emo Ac. 3.2 2.6 0.8 24.9 4.2 0.3 1.8 1.1 e 0 .... 00 = .~ .,, Cj I ~ Emo ~ min I yr 14.71 10 10.0I 10 10.0I 10 24.61 25 12.0I 10 10.0I 10 10.81 10 10.0I 10 e 0 ~ -ell ~ >i I I() cfs 20.8 19.7 6.4 121.4 30.1 2.5 13.3 8.6 e 0 .... 00 -ell > 0 ..-4 cfs 23.5 22.1 7.2 138.1 33.9 2.8 14.9 9.6 EXHIBIT C-2 Culvert Flow Calculations Indian Lakes Phase II & V e 0 ~ -ell > .;. M cfs 26.9 25.3 8.2 158.5 38.7 3.2 17.0 11.0 e 0 ~ ; ~ >i 0 I() cfs 30.5 28.5 9.3 180.1 43.8 3.6 19.3 12.4 -ell ~ > e 8 .s ..-4 00 cfs 34.3 32.1 10.5 203.8 49.3 4.1 21.7 13.9 ~ fi:: Qi -~ ~ .,, ~ Q. l:C ... 0 c z cfs I # 23.51 2 22.11 2 7.21 1 158.51 3 33.91 2 2.81 1 14.91 1 9.61 1 ~ Q. l:C -~ ~ ~ 0 ~ cfs 11.8 11.1 7.2 52.8 16.9 2.8 14.9 9.6 = ... 0 ... ·~ & .... 0 --~00 % 0.92 0.81 1.60 0.46 1.01 0.24 0.78 0.61 ~ 00 ~ ~ " fps 24 3.7 24 3.5 18 4.1 48 4.2 27 4.3 18 1.6 27 3.7 24 3.1 = t; z ~ ~ 74 62 58 50 84 75 75 75 ~ e E= ~ -Emo min 0.33 0.29 0.23 0.20 0.33 0.78 0.33 0.41 "O = ~ @) Cj E--min 14.98 10.29 10.23 24.79 12.34 10.78 11.12 10.41 =~ Emo ~ ~-~ b3 ' I' 2/18/2004 0406-dra.xls Exhibit C-2 CULVERT #1 Culvert Design Criteria Cu lvert Descripti on Circu lar Pipe No . Dual 24 " CMP Dia. (ft .) Pipes n 2.00 2 0.024 Culvert Analysis Calculations Tota l Flow per Criti cal Normal Des ign Flow Pipe Depth (ft .) Depth Sto rm (cfs ) (cfs) de (ft .) 5 20.80 10.40 1.1 5 1.26 10 23 .50 11.75 1.25 1.38 25 26 .90 13.45 1.30 1.54 50 30 .50 15.25 1.40 2.00 100 34 .30 17 .15 1.50 2 .00 Elhi = Hwi + Eli ho = TW or (de + 0)12 (Whichever is Grea ter) EXHIBIT D-1 CULVERT ANALYSIS INDIAN LAKES PHASES II & V ELh l ~ ~ Top of Road ELho t HW ; ?.:"J" 0 - - - - - - --~ ~ J--~---~~ Eli Proposed Culv;rt :_;::.r - - - --'-_ ELo Outfall Channel Desi n Criteri a Invert Outlet Culvert Top Lt. Side Rt. Side Bottom Elev. (Eli) Elev. (ELo ) Length Slope of Slope Slope Slope W idth n (ft .) (ft .) (ft .) (ft/ft ) Road ke I ft/ft ?:1 ?:1 ft . 294.43 293 .42 74 .07 0 .0136 297 .50 0 .50 I 0.0100 4 .00 4.00 0.00 0 .024 HEADWATER CALCULATIONS Cont rol Type Out let INLET CONTROL HW i/D HWi ELh i 0.87 1.75 296 .18 0.95 1.89 296 .32 1.04 2.07 296.50 1.13 2.26 296 .69 1.23 2 .45 296.88 H = [1+ke+((29•(n'2)"L)IR'1 .33)]'((v"2)12g) Elho = Elo + H + ho TW 0 .86 0 .90 0.94 0 .99 1.04 OUTLET CONTROL de <de+ Dl/2 ho H 1.15 1.58 1.58 0 .79 1.25 1.63 1.63 1.00 1.30 1.65 1.65 1.31 1.40 1.70 1.70 1.69 1.50 1.75 1.75 2.14 HW of ELho Elev. Control 295 .78 296 .18 Inlet 296 .05 296 .32 Inlet 296 .38 296 .50 Inlet 296 .8 1 296 .8 1 Outlet 297 .3 1 297 .3 1 Outlet Ve loc ity Freeboard (fos l (ft.) 4.9 7 1.32 5.09 1.18 5 .18 1.00 6 .49 0 .69 6 .7 9 0.19 2/18/2004 0406-cu l-p-01.xl s Exh ibit D-1 CULVERT #2 Culvert Design Criteria Culvert Description Circular Pipe No . Dual 24 " CMP Dia . (ft.) Pi pes n 2.00 2 0 .024 Culvert Analysis Calculations Total Flow per Critical Normal Design Flow Pipe Depth(ft .) Depth Storm (cfs) (cfs) de (ft .) 5 19.70 9.85 1.15 1.37 10 22 .10 11 .05 1.20 1.51 25 25 .30 12 .65 1.30 1.75 50 28 .50 14 .25 1.35 2.00 100 32.10 16 .05 1.45 2.00 ELh i = Hwi + Eli ho= TW or (de+ 0 )/2 (Whichewr is Grea ter) EXHIBIT D-2 CULVERT ANALYSIS INDIAN LAKES PHASES II & V ELhi ~ ......--:= Top of Road ELho lHWi L.:"~;---------~~ Invert Outlet Culvert Elev. (Eli) Elev. (Elo) Length (ft.) (ft .) (ft.) 281 .48 280.88 62 .00 INLET CONTROL HWi/D HWi ELhi 0.85 1.69 283 .17 0 .91 1.82 283 .30 1.00 1.99 283.47 1.08 2 .16 283.64 1.17 2.34 283 .82 H = [1 +ke+((29*(n'2 )*L )/R'1 .33)]"((v"2)/2g) ELho = ELo + H + ho ~--~------~~ Eli Proposed Culvert ~ - - - --'--_ ELo Outfall Channel Deslan Criteria Top Lt. Side Rt. Side Bottom Slope of Slope Slope Slope Width n (ft/ft) Road ke I (ft/ft) (?:1) (?:1) (ft .) 0.0097 284 .72 0 .50 I 0 .0060 4.00 4.00 0.00 0.024 HEADWATER CALCULATIONS Control Type Outlet OUTLET CONTROL TW de (de+ Dl/2 ho H EL ho 0 .93 1.15 1.58 1.58 0.63 283 .08 0.97 1.20 1.60 1.60 0 .79 283 .27 1.02 1.30 1.65 1.65 1.03 283.56 1.06 1.35 1.68 1.68 1.31 283.87 1.12 1.45 1.73 1.73 1.66 284.27 HW of Elev. Control 283 .17 Inlet 283 .30 Inlet 283 .56 Outlet 283.87 Outlet 284 .27 Outlet Velocity Freeboard (fps\ (ft .) 4 .28 1.55 4 .35 1.42 5.85 1.16 6 .32 0 .85 6.58 0.45 2/18/2004 0406-cul-p-02 .xis Exhibit D-2 CULVERT #5 Culvert Deslan Criteria Cu lvert Descri pti on Circular Pipe No. 18 "CMP I Dia. (ft.) Pioes n 2.00 1 0 .024 C I rt A I I C I I ti u ve na1vs s a cu a ons Total Flow per Critical Normal Design Flow Pipe Depth(ft .) Depth Storm lcfsl lefsl de {ft,) 5 6 .40 6 .40 0.80 0.93 10 7.20 7.20 0.90 1.00 25 8 .20 8 .20 1.00 1.08 50 9 .30 9.30 1.05 1.17 100 10 .50 10.50 1.20 1.26 Elhi = Hw i + Eli ho = TW or (de + D)/2 (W hichever is Greater) EXHIBIT 0-3 CULVERT ANALYSIS INDIAN LAKES PHASES II & V ELhi ~ _.-:= Top of Road ELho l HWI :<CJ",;" - - - - - - --~ ~ Invert Outlet Culvert Elev. (Eli) Elev. (ELo ) Length {ft,) (fl.) (ft.) 283 .99 282.97 73 .50 INLET CONTROL HW i/D HW i ELh i 0 .66 1.32 285 .31 0.70 1.39 285 .38 0.75 1.50 285 .49 0 .81 1.63 285 .62 0 .88 1.76 285 .75 H = [1 +ke+((29.(n"2).L)IR'1 .33)].((v"2)/2g) Elho = Elo + H + ho ~--~---~~ Eli Proposed Cu lv: :.;:::....-- - - --'--_ ELo 0 f II Ch I D I C I I ut a anne es1an r ter a Top Lt. Side Rt. Side Bottom Slope of Slope Slope Slope Width n (ft/ft) Road ke I (ft/ft) 1?:1l 1?:1) (ft.) 0 .0139 286 .49 0.50 I 0.0300 4 .00 4 .00 0.00 0 .024 HEADWATER CALCULATIONS Control Type Outlet OUTLET CONTROL TW de (de+ D)/2 ho H ELho 0 .58 0 .80 1.-40 1.40 0 .30 284.67 0.60 0.90 1.45 1.45 0.37 284.79 0.63 1.00 1.50 1.50 0 .49 284.96 0.67 1.05 1.53 1.53 0 .62 285 .12 0.71 1.20 1.60 1.60 0 .80 285 .37 HW of Elev. Control 285 .3 1 Inlet 285 .38 Inlet 285 .49 In let 285.62 Inlet 285 .75 In let Velocity Free board (fps) (ft.) 4.47 1.18 4 .60 1.1 1 4.75 1.00 4 .89 0 .87 5 .02 0 .74 2/18/2004 0406-cul-p-05 .xls Exhibit D-3 CULVERT #6 Culvert Design Criteria Culvert Des cri pt ion Circu lar Pipe No . Tri ple 48 " CMP Dia . (ft .) Pipes n 4 .00 3 0 .024 Cl u vert A I CI I I nalvs s a cu at ons Total Flow pe r Critica l Normal Des ign Flow Pipe Depth(ft.) Depth Storm l cfsl lefsl de (ft .) 5 121 .50 40 .50 1.93 2.55 10 138 .20 46.07 2.03 2.80 25 158 .60 52 .87 2.20 3.15 50 180 .20 60 .07 2.35 4.00 100 203.90 67.97 2.51 4 .00 Elhi = Hwi + Eli ho= TW or (de+ 0)/2 (Whichever is Greater) EXHIBIT D-4 CULVERT ANALYSIS INDIAN LAKES PHASES II & V _r---TopofRoad ELho ELh i ~ -~ ! HW 1 ~I>;---------~ H __!'------~-TW Eli Proposed Culvert - - --'---_ 0 tf II Ch u a Invert Outlet Cu lvert Top Elev. (ELI) Elev. (ELo ) Length Slope of Slope (ft .) (ft .) (ft.) (ft/ft) Road ke I (ft/ft) 276.25 275 .77 96.50 0 .0050 281.01 0.50 I 0 .0100 HEADWATER CALCULATIONS INLET CONTROL HWi/D HWi ELh i 0 .70 2 .79 279.04 0 .75 3.01 279 .26 0.82 3.28 279 .53 0 .89 3.56 279 .81 0 .96 3.86 280 .11 H = (1 +ke+((2s•(n•2)•L)IR•1 .33)].((v"2)12g) Elho = Elo + H + ho TW 1.43 1.50 1.59 1.66 1.74 OUTLET CONTROL de (de+ Dl/2 ho 1.93 2.97 2.97 2.03 3.02 3.02 2 .20 3.10 3.10 2 .35 3.18 3.18 2 .5 1 3.26 3.26 anne ID I C It rt es1an r e a Lt. Side Rt. Side Bottom Slope Slope W idth (?:1) 1?:1) (ft .) 4 .00 4 .00 0.00 Contro l HW H ELho Elev. 0 .50 279 .24 279 .24 0 .65 279 .44 279.44 0 .86 279 .73 279 .73 1.11 280.05 280 .05 1.42 280.44 280 .44 n 0 .024 Type of Control Ou tl et Outlet Ou tl et Outlet Outlet Elo Outlet Veloc ity Free board (fps ) (ft .) 6.75 1.77 7.20 1.57 7.4 7 1.28 7.83 0.96 8 .1 9 0 .57 2/1 8/2 004 0406-cul-p-06.xls Exhibit D-4 CULVERT #7 Culvert Des i gn Criteria Cu lvert Descript ion Circ ula r Pipe No . Dual 27" CMP I Dia. (ft .) Pioes n 2.25 2 0 .024 C I rtA I I C I I ti u ve narvs s a cu a ons Tot al Flow per Critical Normal Des ign Flow Pipe Depth(ft .) Depth Storm (efs) (efsl de (ft .) 5 30 .10 15.05 1.33 2.25 10 33 .90 16 .95 1.40 2.25 25 38 .70 19 .35 1.50 2 .25 50 43 .80 21 .90 1.63 2.25 100 49 .30 24.65 1.73 2 .25 Elhi = Hwi + Eli ho= TW or (de+ DY2 (W hichewr is Greater) EXHIBIT D-5 CULVERT ANALYSIS INDIAN LAKES PHASES II & V Elh l ~!HWI ~.~---~=p~~E'i' H ~-----'!. - -TW Eli _Jf Proposed ~lv:-rt ~ - - - --'-_ Invert Outlet Culvert Elev. (Eli) Elev. (ELo) Length (ft,) (ft.) (ft,) 282 .57 282 .09 73 .50 INLET CONTROL HWi/D HW i ELh i 0 .92 2 .07 284 .84 1.00 2 .24 284.81 1.09 2.45 285 .02 1.19 2 .67 285 .24 1.54 3 .46 286 .03 H = (1 +ke+((29.(n•2)•L)IR•1 .33)].((v'2Y2g) Elho = Elo + H + ho Outfall Channel Design Criteria Top Lt. Side Rt. Side Bo ttom Slope of Slope Slope Slope W idth (ft/ft) Road ke I (ft/ft) (?:1) (?:1) (ft.) 0 .0065 288.49 0.50 I 0.0300 4 .00 4.00 0 .00 HEADWATER CALCULATIONS Contro l OUTLET CONTROL HW TW de Ide+ Dl/2 ho H ELho Elev . 0.80 1.33 1.79 1.79 0 .92 284 .80 284 .80 0.84 1.40 1.83 1.83 1.17 285 .08 285 .08 0 .89 1.50 1.88 1.88 1.52 285.49 285 .49 0.92 1.63 1.94 1.94 1.95 285 .98 285.98 0.96 1.73 1.99 1.99 2.4 7 286 .55 286 .55 n 0.024 Type of Contro l Outlet Outlet Outlet Outlet Outlet ELo Ou tl et Velocity Freeboard (fps ) (ft .) 6.15 1.69 6 .52 1.41 6 .87 1.00 7.1 0 0 .5 1 7.51 -0.06 2/18 /200 4 0406-eu l-p-07.xl s Exh ibit D-5 CULVERT #8 Culvert Des i gn Criteria Cu lvert Descript ion Circular Pi pe No . 18" CMP Dia. (ft.) Pipes n 1.50 1 0 .024 Culvert Analysis Calculations Total Flow per Cri t ica l Normal Des ign Flow Pipe Depth (ft.) Depth Storm (cfs ) (cfs) de (ft .) 5 2 .50 2.50 0.65 0 .84 10 2 .80 2.80 0 .65 0 .90 25 3 .20 3 .20 0.65 0.99 50 3.60 3 .60 0.80 1.08 100 4.10 4 .10 0.80 1.21 El hi = Hw i + Eli ho = TW or (de+ DY2 (Whichever is Greater ) EXHIBIT D-6 CULVERT ANALYSIS INDIAN LAKES PHASES II & V ~ TopofRoad ELho Elh i ~ ---~ ! HW i :2C" i' ;-- - --- - --~ H J--~---M Eli Proposed Culv:-rt ~ - - - --'---_ Outfall Channel Desi n Criteria Invert Outlet Culvert Top Lt. Side Rt. Side Bottom Elev. (EU) Elev . (Elo) Lengt h Slope of Slope Slope Slope W idth n (ft .) (ft .) (ft .) (ftlft) Road ke I ftJft ?:1 ?:1 ft . 303 .30 302 .95 65.50 0 .0053 305 .97 0.50 I 0.0100 4 .00 4 .00 0.00 0 .024 HEADWATER CALCULATIONS Con tro l Type INLET CONTROL HW i/D HW i Elhi 0.58 0.86 304.16 0 .61 0 .92 304.22 0.66 0 .99 304 .29 0 .72 1.08 304 .38 0.77 1.15 304 .45 H = [1 +ke+((29.(n'2).L)/R'1 .33)].((V'2Y2g) Elho = El o + H + ho TW de 0 .50 0 .65 0.52 0 .65 0 .55 0 .65 0 .58 0.80 0 .61 0 .80 OUTLET CONTROL HW of (de+ D)/2 ho H Elho Elev . Control 1.08 1.08 0 .17 304 .20 304 .20 Outlet 1.08 1.08 0 .22 304 .24 304 .24 Out let 1.08 1.08 0 .28 304 .3 1 304 .3 1 Outlet 1.15 1.15 0 .36 304 .46 304.4 6 Ou tl et 1.15 1.15 0 .46 304 .56 304 .56 Outlet Ela Ou tl et Ve loc ity Freeboard (fos l (ft .) 3 .41 1.77 3 .82 1.73 4 .3 6 1.66 3 .76 1.51 4 .28 1.41 2/18 /2004 0406-cul-p-08 .xl s Exh ibit D-6 CULVERT #9 Culvert Design Criteria Cu lvert Description Circular Pip e No . 27 " CMP Dia . (ft .) Pi pes n 2 .25 1 0 .022 Culvert Analysis Calculations Tota l Flow per Critical Normal Des ign Flow Pipe Depth(ft .) Depth Storm (cfs) (cfs) de (ft.) 5 13.30 13 .30 1.25 1.55 10 14.90 14 .90 1.33 1.69 25 17.00 17.00 1.40 1.95 50 19.30 19 .30 1.50 2.25 100 21 .70 21 .70 1.63 2.25 Elhi = Hw i + Eli ho = TW or (de + D )12 (Whichewr is Greater) EXHIBIT D-7 CULVERT ANALYSIS INDIAN LAKES PHASES II & V Elhi ~ ,_.;:: Top of Road ELho lHWi :<CJ".;---------~~ Invert Outlet Culvert Elev. (Eli) Elev. (ELo) Length (ft.) (ft .) (ft .) 298 .38 297 .88 63 .25 INLET CONTROL HW i/D HWi Elhi 0.85 1.91 300.29 0.91 2.06 300.44 1.00 2.25 300.63 1.09 2.45 300.83 1.18 2 .65 301 .03 H = (1 +ke+((29*(n'2)"L)/R'1 .33)]'((v"2)/2g) Elho = Elo + H +ho J--~---~~ Eli Proposed Culv: :__;:.-- - - --'---_ ELo Outfall Channel Design Criteria Top Lt. Sid e Rt. Side Bottom Slope of Slope Slope Slope Width n (ft/ft) Road ke I (ft/ft) (?:1) (?:1) (ft .) 0 .0079 301 .67 0 .50 I 0.0100 4 .00 4 .00 0 .00 0 .024 HEADWATER CALCULATIONS Control Type Outlet OUTLET CONTROL TW de (de+ Dl/2 ho H ELho 0 .95 1.25 1.75 1.75 0.59 300 .22 0.98 1.33 1.79 1.79 0.74 300 .41 1.03 1.40 1.83 1.83 0.97 300 .67 1.08 1.50 1.88 1.88 1.25 301 .00 1.14 1.63 1.94 1.94 1.58 301.40 HW of Elev. Control 300 .29 Inlet 300 .44 Inlet 300 .67 Outlet 301.00 Outlet 301 .40 Outlet Velocity Freeboard (fps) (ft .) 4 .57 1.38 4.64 1.23 6 .54 1.00 6 .85 0 .67 7.03 0 .27 2/18/2004 0406-cul-p-09.xls Exhibit D-7 CULVERT#10 Culvert Des l an Criteria Cul vert Descripti on Circula r Pipe No . 24 " CMP Dia . (ft .) Pipes n 2.00 1 0 .024 Culvert Analysis Calculations Total Flow per Crit ica l Normal Des ign Flow Pipe Depth (ft.) Depth Storm (Cfs ) (cfs l de (ft .) 5 8 .60 8 .60 1.05 1.61 10 9 .60 9.60 1.15 2 .00 25 11 .00 11 .00 1.20 2 .00 50 12.40 12.40 1.25 2 .00 100 13 .90 13 .90 1.35 2 .00 Elhi = Hw i + Eli ho= TW or (de+ D)/2 (Whichewr is Greater) EXHIBIT D·8 CULVERT ANALYSIS INDIAN LAKES PHASES II & V ~ Top of Road ELho ELh i ~ ---~ t HW i ~. ;-- - -- - --~ H ---"---- -'t. -.. TW Eli J Proposed ~lv:-rt ~ - - - --'----- Invert Outlet Culvert Elev. (Eli) Elev. (ELo ) Length (ft .) (ft .) (ft.) 298 .27 29 7.96 6 1.10 INLET CONTROL HW i/D HW i ELh i 0 .78 1.56 299 .83 0 .84 1.67 299 .94 0 .91 1.82 300 .09 0.98 1.97 300 .24 1.06 2.13 300 .40 H = [1 +k e+((29"(n'2).l)/R'1 .33)]'((v'2)/2g) Elho = Elo + H + ho Outfall Channel Desi n Criteria Top Lt. Side Rt. Side Bottom Slope of Slope Slope Slope W idth n (ftlft) Road ke I ftlft ?:1 ?:1 ft . 0 .005 1 301 .65 0.50 I 0 .0100 4 .00 4.00 0 .00 0 .024 HEADWATER CA LCULATIONS Control Type OUTLET CONTROL HW of TW de (de + Dl/2 ho H EL ho Elev. Con trol 0.80 1.05 1.53 1.53 0 .47 299 .96 299 .96 Outlet 0 .83 1.15 1.58 1.58 0.59 300 .13 300 .13 Outlet 0.88 1.20 1.60 1.60 0.77 300 .33 300 .33 Outlet 0 .92 1.25 1.63 1.63 0 .98 300 .57 300 .57 Outlet 0 .96 1.35 1.68 1.68 1.24 300 .8 7 30 0 .87 Outl et ELo Outlet Veloc ity Freeboard (fps ) (ft .) 5 .15 1.69 5 .14 1.52 5.59 1.32 6 .00 1.08 6 .16 0 .78 2/1 8/2004 040 6-cu l-p-1 0 .xls Exh ibit D-8 FOR OFFICE USE ONLY P&Z Case No.: ""'Of,,__,__=5l)__,.~""----- Date Submitted: D;-Ql3 -04: FINAL PLAT APPLICATION (Check one) D Amending ($300.00) ~Final ($400 .00 ) D Vacating ($400 .00 ) D Replat ($600 .00 )* *Includes public heari ng fee The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: [gJ Final plat review and filing fee (see above) NOTE: Multiple Sheets -$55.00 per additional sheet NIA Variance Request to Subdivision Regulations -$100 (if applicable) [gJ Development permit fee of $200.00 (if applicable). N/A Infrastructure inspection fee of $600.00 (applicable if any public infrastructure is being constructed) C2J Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) C2J One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). ~ Paid tax certificates from City of College Station, Brazos County and College Station l.S.D. C2J A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. N/A Two (2) copies of public infrastructure plans associated with this plat (if applicable). N/A Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). NAME OF SUBDIVISION INDIAN LAKES SUBDIVISION . PHASE TWO SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block) J .M . Barrera Survey , A-69, Brazos County, Texas ; APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name Paul J . Clarke. Manager of Smiling Mallard Management, LLC . & General Partner of Smiling Mallard Development, Ltd. Street Address 3606 East 291 h Street City Bryan State TX Zip Code 77802 Phone Number 979.846.4384 Fax Number 979.846.1461 CURRENT PROPERTY OWNER'S INFORMATION : (Al! owners must be identified. Please attach an additional sheet, if necessary) Name _____ _l.(S~am~e~a~s~a~b~o~v~e~)-----~ Street Address --------------- City ___________ _ State ----Zip Code ________ _ Phone Number Fax Number ------------~ ------------- ARCHITECT OR ENGINEER'S INFORMATION : Name McClure Engineering, Inc. E-Mail mikem@tca.net Street Address _______________ 1008 Woodcreek Drive -'--"--=-=-~=-=-==.:...:=-=.!..!....!:::.!.!..!.::::__ ________ _ City College Station State TX -------'-' Zip Code 77845 Phone Number 979.846.4384 -----"---'-"-'-~=-=-==--=---~ Fax Number 979 .846 .1461 ----=...:.....::::..=.....:...:..:....!.....!..::~----