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Home My WebLink About1 Development Permit 556 George Bush Dr. ExpansionWsBc CIVIL ENG INEERS, INC. FM 2347 DRAINAGE REPORT FM 2347 (George Bush Drive) from FM 2818 to FM 2154 College Station, Texas Brazos County May 1995 Contro l 3138-01-009 WSBt: Civil Engineers, Inc. FM 2347 DRAINAGE REPORT FM 2347 (George Bush Drive) from FM 2818 to FM 2154 College Station, Texas Brazos County May 1995 Control 3138-01-009 WSBC Civil Engineers, Inc. FM 2347 DRAINAGE REPORT TABLE OF CONTENTS I. Introduction A. General Project Description B. Objectives and Scope of Report II. Design Methodology A. Data Collection B. Hydrology and Runoff Analysis C. Hydraulic Analysis 1. Storm Sewers 2. Culverts III. Drainage Study Results A. Storm Sewers B. Culverts IV. Summary and Conclusions Appendix 1. 2. 3 . 4. Exhibit Drainage Area A Culvert Design Computations Drainage Area B Culvert Design Computations Drainage Area C Culvert Design Computations Drainage Area D Culvert Design Computations 1. Overall Drainage Area Map INTRODUCTION I. INTRODUCTION A. General Project Description Currently, FM 2347 (George Bush Drive) from FM 2818 to FM 2154 in College Station consists of a two-lane roadway with drainage handled by roadside ditches and four existing outfall culverts. The improvements proposed for this 1.2 mile roadway will consist of construction of a four-lane divided roadway with curb and gutter, a underground storm sewer drainage system, and culvert construction. Culverts will be sized per TxDOT design criteria. B. Objectives and Scope of Report Major Report Objectives: 1. Obtain information and data on existing and proposed drainage facilities and land use patterns. 2. Develop hydrologic and hydraulic information for the proposed watershed areas. 3. Develop a drainage system based upon the proposed conditions along FM 2347 (George Bush Drive). 4. Present the results to the Texas Department of Transportation Bryan District, City of College Station, and Texas A&M University System, Office of Facilities Planning and Construction. 1 - 1 DESIGN METHODOLOGY II. DESIGN METHODOLOGY A. Data Collection Information regarding existing and proposed drainage conditions in the study watershed area of FM 2347 was obtained from several sources. Texas A&M University was a key information source. The Facilities Planning, and Construction Office provided drawings for existing and proposed facilities along this section of FM 234 7 . Plans were obtained for: (1) Olsen Drive (Beef Cattle Road) (2) West Campus Utilities Maps -Storm Drainage (3) Animal Science Pavilion ( 4) Track & Field Events Center/Intramural Playing Fields (5) Recreational Sports Building ( 6) Olsen Field (7) Special Events Center (8) George Bush Presidential Library Center (9) Kyle Field Expansion Existing land use patterns, proposed land use changes, and general development guidelines were obtained from T AMU Master Plan -Storm Drainage , and T AMU Facilities and Land Use Plan (May 1992). The Texas Department of Transportation, Bryan District, furnished information on existing drainage structures and drainage areas . 2 - 1 An Engineering report prepared by Pledger Kalkomey, Inc. dated September 30, 1993 and titled Flood Plain Determination, Bush Presidential Library Center, was utilized to determine flow rates for the White Creek Tributary (Sta. 24+08.78). FEMA maps were obtained for the study area . Special Flood Hazard areas inundated by a 100-year flood were identified, but no base flood elevations are determined in the FEMA mapping. Field survey personnel provided field elevations, existing channel cross section data , flow line elevations of existing drainage structures, and existing structure sizes. C. Hydrology and Runoff Analysis The Texas Department of Transportation's Hydraulic Manual was utilized in determining runoff rates. The rational method was used for drainage areas less than 200 acres (Watersheds B, C, & D ) with composite runoff coefficients of 0.34 and 0.65 being utilized. The USGS regional regression equations were used to calculate runoff from drainage areas greater than 200 acres (Watershed A). Basin Development Factors of 3 for existing development and 7 for ultimate development conditions were used. See Exhibit 1, Overall Drainage Area Map, for watershed delineation and other information. 2-2 D. Hydraulic Analysis 1. Stonn Sewers The storm sewer design was prepared using the rational method of runoff determination, and TxDOT 's five year intensity constants for Brazos County. Twenty-five year tailwater determinations were made at storm sewer outfall points using USGS Regional Regression Curves and TxDOT 's HYDRA subsystem of THYSYS in order to establish the beginning elevation for the system's hydraulic gradient. 2 . Culverts Tailwater elevations for each individual culvert were computed using TxDOT's HYDRA subsys tem of THYSYS. Channel cross secti ons and the design flows for each culvert were input in order to compute the appropriate tail water elevations for both 25-year and 100-year storm events. These tailwater elevations were used in conjunction with the calculated design flowrates to determine the structure size. 2-3 DRAINAGE STUDY RESULTS III. DRAINAGE STUDY RESULTS A. Storm Sewers Curb inlets will be constructed along FM 2347 at appropriate spacing to limit the maximum ponding to one lane for the five-year event storm. Typically, 18" diameter reinforced concrete pipe laterals will connect to the main trunk line , which ranges in size from an 18" to 48" diameter reinforced concrete pipe. The existing 36" culvert at Sta. 35+00 will be removed and flows conveyed into the proposed storm sewer system discharging at the same outfall location. B. Culverts Based upon the overland flows and tailwater elevations for each culvert , design of each culvert relied upon minimizing the outlet velocity, protecting the surrounding area by minimizing the headwater elevation, and orienting the structure and its headwalls in the direction of flow both upstream and downstream. By utilizing the CULBRG subsy stem of TxDOT's THYSYS program, each culvert was designed based on a 25-year storm and analyzed based on a 100-year storm. 3 - 1 Culvert Station 24+08 .78 55+80 .55 78+38.00 Existing Culvert 10' x 6' 3 -30" RCP 60" RCP Size Proposed Culvert 2 -10' x 10' 2 -5' x 2' 60 " RCP Size 25-Year Flowrate 1452 cfs 103 cfs 121 cfs 25-Year Headwater 28 7.30 318.56 334.15 Elevation 100-Year Flowrate 2051 cfs 124 cfs 146 cfs 100-Year 289 .75 319.00 335.27 Headwater Elev. Top of Curb Elev. 297.25 321 .53 339.57 The twin lO'xlO' box culverts at station 24+08.78 match the size recommended in the Pledger Kalkomy, Inc. report and included in th e HEC-2 computations previously completed by WSBC Civil Engineers, Inc . for the Bush Presidential Library Center's road crossing of the White Creek tributary. 3-2 SUMMARY AND CONCLUSIONS IV. SUMMARY AND CONCLUSIONS 1. The culvert designs for the improvements to FM 2347 comply with the requirements of the Texas Department of Transportation and the City of College Station. 2. Two of the existing cross culvert drainage structures were determined to be undersized and will be replaced with larger culverts. 3. The FM 2347 storm sewer system has been designed to adequately receive and carry flows from the existing Texas A&M University facilities now discharging to the existing open ditches located along the existing roadway. Cross drainage culvert s have been sized to convey runoff from additional new construction proposed by Texas A&M University including the Bush Presidential Library Center, Recreation Sports Facility , and Special Events Center. 4. No modification to the HEC-2 analysis of the White Creek tributary is required since the culvert at station 24+08.78 matches the size previously modeled. 4 - 1 APPENDIX APPENDIX DRAINAGE AREA A COMPUTATIONS FOR CULV ERT DESIGN 1 TEXAS DEPARTMENT OF TRAN S PORTATI ON REGIONAL REGRE SS I ON CAL CULATI ONS $ DRAINAGE AREA -A $BASELINE FM 2347 STA 24+08.78 CL CHANNEL S TA 10+00 $ $ 25-YEAR DISCHARGE CALCULATION $ AREA 1.204 SQMI SLOPE 32 .0 FT PER MILE BASIN DEVE LOPEMENT FACTOR 7 REGRESSION EQU ATION FOR RURAL 25 -YEAR PEAK FLOW DI SC HARGE RQ25 CFS CA LCULATI ON OF 25 -YEAR RURAL PEAK FLOW DISCHARGE RQ25 485 (l.204 )A0.668 (32 .0 )A0.236 CF S RQ25 1 2 4 4 .10 CFS REGRESSION EQUATION FOR URBAN 25 -YEAR PEAK FL OW DI SC HARGE UQ25 8 .68 AA0 .15 (13 -BDF )A (-0 .34) RQ 2 5 A0.8 CFS CALCULATION OF 25 -YEAR URBAN PEAK FL OW DI SC HAR GE UQ25 8 .68 (l .204 )A0 .15 (13 -7 )A (-0.3 4) (1 2 44.l )A0 .8 CFS UQ25 1451 .94 CFS 1452 CFS AT,1.l\. I.J S Page 1 24 -Mar -1995 1 $ TEXAS DE PARTMENT OF TRANSPORTATION REGIONAL REGRE S SION CAL CULATIONS $ 1 00-YEAR DISCHARGE CALCULATION $ AREA= 1 .204 SQMI SLOPE 32.0 FT PER MILE BASIN DEVELOPEMENT FACTOR = 7 REGRESSION EQUATION FOR RURAL 100-YEAR PEAK FLOW DISCHARGE CALCULATION OF 100-YEAR RURAL PEAK FLOW DISCHARGE RQ25 628 (l.204 )A0.694 (3 2 .0 )A0.261 CFS RQ25 1 7 65 .30 CFS REGRESSION EQUATION FOR URBAN 100 -YEAR PEAK FLOW DISCHARGE UQ25 = 7 .70 AA0 .15 (13 -BDF )A (-0 .32 ) RQ 25A0 .82 CFS CALCULATION OF 100-YEAR URBAN PEAK FLOW DIS CHA RGE UQ25 7 .70 (1 .204 )A0 .15 (13 -7 )A (-0 .32 ) (1765 .30 )A0 .82 CFS UQ25 2051. 04 CFS 2051 CFS l\ 1.T.A . T.J S Page 2 24-Mar-1995 1 THYSYS $ $ 100-YEAR AND 25-YEAR WATER $ HYDRA TWO SECT SECT A@ 1204 .65 SECX A x -1 1. 40 y 281 .18 SECX A x 8 .00 y 275 .50 SECX A X -63 .51 y 295 .00 SECX B X -22 .48 y 286 .27 TEXAS DEPARTMENT OF TRAN SPORTATION TEXAS HY DRAULICS SYSTE M THY SYS SURFACE ELEVATION Q & FREQ= 1452 25 20 51 100 SECT B@ 804.62 WATEL@ STA 1087 .50 x -6 .62 y 275 .78 x 0.00 y 274 .52 x 25.10 y 284 .32 x -4 3 .30 y 288 .57 x 71. 80 y 285 .00 x 370.70 y 290 .0 0 x -10 .00 y 27 7.62 x 0 .00 y 276.24 SECX B x 2 .82 y 276 .69 x 18 .00 y 285 .00 x 123 .14 y 290.00 SECX B x -163.00 y 290.00 SEC N A X -11 .00 x 25.10 N=0075 SECN AX 25 .10 x 370.70 N=006 SECN A X -11 .00 x -63.51 N=006 SECN B x -22 .4 8 x 18.00 N=00 7 5 SECN B x -22 .48 x -163.00 N=006 SECN B x 18.00 x 123.14 N=006 ENDDATA ALLA .LJ S Page 3 DO S -VER 2 .4 .2 1992 2 4 -Mar-1995 3:56 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS SECTION SPECIFICATIONS FOR SECTION A AT STATION 120 4 .65 DOWNSTREAM DRAINAGE AREA RATIO 1. 000 COORDINATE INFORMATION x y -63 .51 295 .00 -43 .30 288.57 -11.40 281.18 -6 .62 275.78 .00 274 .52 8 .00 275.50 25 .10 284 .32 71. 80 285 .00 370.70 290 .00 'N' VALUE INFORMATION FROM X TO X 'N' BELOW ELEVATI ON 'N ' ABOVE -63.51 -11. 00 .060 295 .00 .0 60 -11 .00 25.10 .075 295 .00 .075 25.10 370 .7 0 .060 295.00 .060 ALLA .LIS Page 4 DOS-VER 2 .4.2 1992 24-Mar-1995 3 :56 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS SECT I ON SPECIFICATIONS FOR SECTION UPST REAM B AT STATION 804.62 DRAINAGE AREA RATIO 1 .000 COORDINATE INFORMATION x y -163 .00 290.00 -22 .48 286.27 -10 .00 277.62 .00 276 .24 2 .82 276 .69 18.00 285.00 123 .14 290.00 'N ' VALUE INFORMATION FROM X TO X 'N ' BELOW ELEVATION 'N' ABOVE -1 6 3 .00 -22 .48 .060 290.00 .060 -22 .4 8 18.00 .075 290 .00 .075 18 .00 123.14 .060 290.00 .060 ALI.A. T.IS Page 5 DOS-VER 2.4.2 1992 24-Mar-1995 3 :56 1 THY SYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS RESULTS OF TWO SECTION METHOD CALCULATIONS SECTION STATION DESIGN Q (CFS ) 1452. 2051. SL OPE (FT/FT ) .00447 .00448 DOWNSTREAM A 1204 .65 UPSTREAM B 804 .62 VELOCITY (FT /SEC ) DOWNSTREAM UPSTREAM 4 .12 3 .98 4.0 5 3 .98 AT SITE 1087 .50 WATER SURFACE ELEVATION AT SITE 285 .90 286.94 AJ,T.l\.. J.] S Page 6 DOS-VER 2 .4 .2 1992 24 -Mar -1995 3:56 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS $ $ 25-YEAR CULVERT DESIGN AND 100-YEAR CULVERT ANALYSIS $ CULBRG DESIGN CLVRT A CLVRT A STRAIGHT CLVRT A OUTLT STA 1090.50 CLVRT A MAX HEADWATER ELEV ROAD A UPSTRM SS 000.0 RD PROFILEX 102.7 y 297 .74 RD PROFILEX -97 .3 y 297.35 ENDATA BOX EL 275.02 288 .26 DNSTRM SS x 2.7 CULVERT SINGLE NORMAL KE = 0.5 EL 275 .77 INLET STA 915.50 MAX OUTLET VELOCITY 000 .0 MAX DEPTH= y 297.29 x -36 .0 8.0 FT/S 10.0 y 297 .25 ALLA. T,IS Page 7 DOS -VER 2 .4.2 1992 24-Mar -1995 3:56 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULIC S SYSTEM THYSYS DESIGN SINGLE OPENING CULVERT JOB NUMBER =D M DUMMY CULVERT ID = A DESIGN FLOW = 1452 .0 CFS FREQUENCY 25 YEAR TAILWATER ELEVATION = 285.90 BBLS DIAM WIDE HIGH LENGTH ALLOW. CALC . CALC . ALLOW. CALC . HW ELEV HW ELEV HW VELOC. VELOC . 2 0 10 10 175 288 .26 287 .30 11 . 53 8 .00 7.26 2 0 9 9 175 288 .26 288.08 12 .31 8.00 8.96 2 0 8 8 175 288 .26 289.48 13.71 8 .0 0 11 . 34 2 0 9 8 175 288.26 288.69 12.92 8 .00 10 .08 2 0 10 8 175 288 .26 288.14 12.37 8.00 9 .07 INLET STATION 916 ELEVATION 275 . 77 OUTLET STATION 1091 ELEVATION 275.02 SLOPE PROFILE SHAPE INLET KE BARREL 'N ' TYPE MATERIAL .00429 STRAIGHT BOX NORMAL .500 .01 2 ALLA.LIS TOTAL COST ($) 0. 0 . 0. 0 . 0. Page 8 DOS-VER 2 .4.2 1992 24 -Mar -1995 3 :56 1 THY SYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULI CS SYSTEM THYSYS H U N D R E D Y E A R F L 0 0 D A N A L Y S I S CULVERT A 2 -10 x 10 x 175.~0 BASIC FLOOD APPLIED (100 YEAR FREQ ) = 2051.0 CFS HUNDRED YEAR VELOCITY AT STRUCTURE OUTLET =10.26 HUNDRED YEAR TAILWATER ELEVATION 286 .94 HEADWATER ELEVATION ON STRUCTURE 289.75 LOW ELEVATION OF ROAD PROFILE= 297 .25 GREATEST DEPTH OF FLOW OVER ROAD = NONE PERCENTAGE OF BASIC FLOOD OVER ROAD = 0 .00 % ALLA .LIS Page 9 DOS-VER 2.4 .2 1992 24-Mar-1995 3:56 DRAINAGE AREA B COMPUTATIONS FOR CULV ERT DESIGN 1 TEXAS DE P ARTMENT OF TRAN SPORTATION TE:XAS HYDRAUL I CS S YS TEM THY SY S $ BASELINE FM 23 47 S TA 35+00 = CL CHANNEL STA 10+00 $ $ 25-YE:AR DIS CHARGE: CAL CULATI ON $ HYDRO DA 25 .0 5ACR ES RATIO NAL METHOD RADATA C ENDDATA HYDRO 0 .34 25 .05 2 1 00 .0 RATIONAL PROC EDURE E = . 7 5 4 B = 89 D = 8 .5 1. 0 THY SY S 7 5 4 25 YR 89 85 I .D . CO EFFI CIENT AREA (ACRES ) LE NGT H(FT ) VEL OC (FP S ) TC (MI N) c .3 4 25 .05 2100 1.0 0 35 TOTAL CA 8 .52 TOTA L TC 3 5 MINUTE S RAINFALL INTENSITY = 5 .18 INCHE S P ER HOUR FRE QU EN CY = 25 YR . DRA INAGE AREA 2 5 .0 5 ACRE S PEAK FL OW = 44 CF S AT.LB .I.I S P age 1 DOS -VE:R 2 .4.2 1 9 92 28 -Ma r -1 995 3 :37 1 THY SYS $ $ 100-YEAR DISCHARGE CALCULATION $ HYDRO METHOD RADATA C ENDDATA DA HYDRO 25. 05ACRES RATIONAL 0 .34 25.05 2100 .0 RATIONAL PROCEDURE TEX AS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS 1. 0 73 lOOYR 96 BO E = . 730 B = 96 D = 8 .0 I. D. COEFFICIENT AREA (A CRES ) LENGTH (FT) VELOC (FPS) TC (MIN) c .34 25 .05 2100 1.00 35 TOTAL CA 8 .52 TOTAL TC 35 MINUTES RAINFALL INTENSITY = 6 .16 INCHES PER HOUR FREQUENCY = 100 YR. DRAINAGE AREA 25 .05 ACRES PEAK FLOW = 53 CFS AT,LB.T.lS Page 2 DOS-VER 2 .4.2 1992 28-Mar-1995 3 :37 1 THYSYS TEXAS DEPARTMENT OF TRAN S PORTATIO N TEXA S HYDRAULICS SYSTEM THYSYS $ $ 100 -YEAR AND 25-YEAR TAILWATER ELEVATION CALCULATIO NS $ HYDRA DA= 25.05ACRES Q & FREQ= 44 25 53 100 TWO SE CT SECT A@ 1163. 3 4 SECT B@ 109 5 .29 WATEL@ STA 10 7 5 . SECX A x 29 .76 y 29 9.46 x 5 .94 y 287.98 x 0 .00 y 286 .40 SECX A X -6 .12 y 288 .26 X -33 .05 y 290 .7 6 x -64.97 y 294.5 3 SECX B x 33 .98 y 300 .77 x 7.0 3 y 288 .59 x 0 .00 y 287 .97 SE CX B x -9.54 y 289 .69 x -39 .36 y 297 .87 SECN A N=0075 SECN B N=0 075 ENDDATA I\ T.J.13. J,J ~ Page 3 DO S-VER 2 .4 .2 1992 28-Mar-1995 3 :38 1 THY S YS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS SECT I ON SPECIFI CATION S FOR SE CT ION A AT STATION 1163 .34 DOWN STREAM DRAINAGE ARE A RAT IO 1. 000 COO RDINATE INF ORMATIO N x y 2 9.7 6 299 .46 5 .94 287 .98 .00 286 . 4 0 -6 .12 2 8 8 .2 6 -3 3.05 290 .7 6 -64 .97 29 4.53 'N ' VALUE INFORMATION FROM X TO X 'N ' BELOW ELEVATI ON 'N ' AB OVE 29 .7 6 -6 4 .9 7 .075 2 99 .46 .07 5 /\LT.I\. J, I S Page 4 DOS-VER 2.4.2 19 92 2 8 -Mar -1 995 3 :3 8 1 THYSYS TEXAS DEPARTMENT OF TRANSP ORTATION TEXA S HYDRAULICS SYSTEM THY SYS SEC TION SPECIFICATIONS FOR SECTION B AT STATION 1095 .29 UPSTREAM DRAINAGE AREA RATIO 1. 000 COORDINATE INFORMATION x y 33 .98 300.77 7.03 288 .59 .00 287 .97 -9 .54 289.69 -39 .36 297.87 'N ' VALUE INFORMATION FROM X TO X 'N ' BELOW ELEVATION 'NI ABOVE 33 .98 -39 .36 .075 300 .77 .075 l\LLl3.I.TS Page 5 DO S-VER 2 .4.2 1992 28 -Mar-1995 3 :38 1 THYSYS TEXAS DEPARTMENT OF TRA NSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS RESULT S OF TW O SEC TI ON METH OD CALCULA T IONS SE CTI ON STATI ON DESIGN Q (CFS ) 44. 5 3 . SLOPE (FT/FT ) .014 3 8 .01402 DOW NSTREAM A 116 3 .3 4 UPSTREAM B 1095 .29 VELO CITY (F T /SEC ) DOWNSTREAM UP STREAM 2.3 6 2 . 41 2 .34 2 . 4 5 AT SITE 1075.00 WATER S URFACE ELEVATIO N AT SITE 289 .93 290 .08 /\LLB .J,I S P age 6 DOS -VE R 2 .4.2 1 9 92 28-Mar-1 99 5 3:38 DRAINAGE AREA C COMPUTATIONS FOR CULV ERT DESIGN 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULI CS SYSTE M THYSYS $ DRAINAGE AREA -C $ BASELINE FM 2347 STA 55+80 = CL CHANNEL STA 10+00 $ $ 25-YEAR DISCHARGE CALC UL ATIO N $ 78 .5 ACRES HYDRO DA METHOD RADATA C ENDDATA RATIO NA L 0.65 78.50 3100 .0 HYDRO RATIONAL PROCEDURE E = . 754 B = 89 D = 8 .5 l. 0 754 25YR 89 85 I.D . COEFFICIENT AREA(ACRES) LEN GT H(FT) VELOC (FPS ) TC(MIN ) c .65 78.50 3100 1.00 51 TOTAL CA 51. 02 TOTAL TC 51 MINUT ES RAINFALL INTENSITY= 4 .05 INCHES PER HOUR FREQUENCY = 25 YR. DRAINAGE AREA 78.50 ACRES PEAK FL OW = 206 CFS AT.L C . 1. I S Page 1 DOS-VER 2 .4.2 1992 27-Mar-1995 8:38 1 THYSYS $ $ 100 -YE AR DISC HARGE CALCULATIO N $ HYDRO DA 78 .5 ACRE S METH OD RATI ONAL RAD ATA C 0 .6 5 7 8 .50 3100 .0 ENDDATA HYDRO RATIO NAL PROCEDURE TEX AS DEPARTM ENT OF TRA NSPORTA TIO N TEXA S HYDRA ULICS SYSTE M THY SYS 1. 0 7 3 lOOYR 96 80 E = .7 30 B = 96 D = 8 .0 I .D . COEFFICIENT AREA (ACRES ) LEN GTH (FT ) VELOC (FPS ) TC (M I N) c .65 78.50 31 0 0 1 .00 5 1 TOTAL CA 51. 0 2 TOTAL TC 5 1 MINUTE S RAINFALL INTENSITY = 4 .85 IN CHE S PER HOUR FREQUE NCY = 100 YR . DRAINAGE AREA 7 8 .5 0 ACRES PEAK FLOW = 247 CFS J\U ,C . I.IS Page 2 DOS-VER 2 .4 .2 1 9 9 2 27 -Mar -1995 8 :38 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATI ON TEXAS HYDRAULI CS SY S TEM THYSYS $ $ 25-YEAR AND 100 -YEAR TAILWATER CALCULATIONS $ HYDRA Q & FREQ= 206 25 247 100 TWO SECT SECT C@ 1153 .89 SECT D@ 1066.62 WAT EL@ STA 1060.00 SECX c x 9.50 y 314 .56 x 7 . 45 y 310 .74 x 0 .00 y 310.30 SECX c x -5 .01 y 311. 56 x -3 1. 54 y 313.78 x -43 .04 y 315.88 SECX c x 112 . 7 y 320.00 X -2 04.8 y 322 .00 SECX D x 37.65 y 316.16 x 4.05 y 314.54 x 0 .00 y 312 .11 SECX D x -4 .04 y 314.88 x -32. 72 y 3 17.74 x -9 7 .00 y 322 .0 0 SECX D X 125.00 y 320.00 x SECN c x 9 .5 x -43.04 N=0075 SECN c x -43 .04 x -204 .8 N=006 SECN c x 9 .5 x 112. 7 N=006 SECN D x 37.65 x -32 . 72 N=0075 SECN D x 37.65 x 125.00 N=006 SECN D x -32. 72 x -9 7.00 N=006 END DATA ALL C .J.l S Page 3 DOS-VER 2.4.2 1992 27-Mar -1995 8 :4 0 1 THY SY S TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULI CS SYSTEM THY SYS SECTION SPECIFICATIONS FOR SECTION DOWNSTREAM DRAINAGE AREA RATIO 1. 000 C AT STATION COORDINATE INFORMATION x y 112 . 7 0 320 .00 9 .50 314 . 56 7 . 45 310 .74 .00 3 10.30 -5.01 311. 56 -3 1. 54 313. 78 -43.04 315 .88 -2 04.80 322 .00 'N' VALUE INFORMATION FROM X TO X 'N ' BELOW ELEVATION 112 . 70 9 .50 .060 322 .00 9 .50 -43 .04 .075 322.00 -4 3 .0 4 -204 .80 .060 322 .00 'N' 1153.89 ABOVE .060 .075 .060 /\1.J ,C. Ll S Page 4 DOS-VER 2 .4 .2 1992 27-Mar-1995 8:40 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS SECTION SPECIFICATIONS FOR SECTION D AT STATION 1066.62 UPSTREAM DRAINAGE AREA RATIO 1. 000 COORDINATE INFORMATION x y 125.00 320 .00 37.65 316 .16 4.05 314 .54 .00 312 .11 -4.04 314.88 -32 . 72 317 .74 -9 7.00 322 .0 0 'N' VALUE INFORMATION FROM X TO X 'N' BELOW ELEVATION 'N' ABOVE 125 .00 37.65 .060 322.00 .060 37 .65 -32 .7 2 .075 322.00 .075 -32 . 72 -97.00 .060 322 .00 .060 l\LLC .LJS Page 5 DOS-VER 2 .4.2 1992 27-Mar-1995 8 :40 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HY DRAULICS SYSTEM THYSYS RESULTS OF TWO SECTION METHOD CALCULATIONS SECTION STATION DESIGN Q (CFS ) 206 . 247 . SLOPE (FT /FT ) .03420 .03346 DOWNSTREAM c 1153. 89 UPSTREAM D 1066 .62 VELOCITY (FT/SEC ) DOWNSTREAM UPSTREAM 4 .49 4. 64 3 .68 3 .88 AT SITE 1060 .00 WATER SURFACE ELEVA'rION AT SITE 316 .34 316.49 AT.LC.T.l S Page 6 DOS-VER 2.4.2 1992 27 -Mar-1995 8 :40 1 THY SYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS $ DRAINAGE AREA - C $ BASELINE FM 2347 STA 55+80 = CL CHANNEL STA 10+00 $ $ 25-YEAR DISCHARGE CALCULATION $ HYDRO DA 39 . 4 3ACRES METHOD RATIONAL RADATA c 0 .65 39.43 3100 .0 l. 0 25YR 754 89 85 ENDDATA HYDRO RA TIONAL PROCEDURE E = . 7 54 B = 89 D = 8 .5 I.D . COEFFICIENT AREA (ACRES) LENGTH (FT) VELOC(FPS ) TC (MIN) c .65 39 .43 3100 1 .00 5 1 TOTAL CA 25.63 TOTAL TC 51 MINUTES RAINFALL INTENSITY= 4 .05 INCHES PER HOUR FREQUENCY = 25 YR . DRAINAGE AREA 39 .43 ACRES PEAK FLOW = 103 CFS l\LLC .LIS Page 7 DOS -VER 2.4.2 1992 27-Mar-1995 8:34 1 THYSYS $ $ 100-YEAR DISCHARGE CALCULATION $ HY DRO DA METHOD RADATA C ENDDATA HYDRO 39 .4 3ACRES RATIONAL 0 .65 39 .43 3100.0 RATIONAL PROCEDURE TEXAS DEPARTM ENT OF TRANSP OR TATI ON TEXAS HYDRAULIC S SY ST EM THYSYS 1. 0 73 lOOYR 96 80 E = .73 0 B = 96 D = 8 .0 I .D . COEFFICIENT AREA (ACRES ) LENGTH (FT ) VELOC(FPS ) TC (M IN ) c .65 39.43 3100 1 .00 51 TOTAL CA 25 .6 3 TOTAL TC 51 MINUTES RAINFALL INTENSITY = 4.85 IN CHES PER HOUR FREQUENCY = 100 YR . DRAINAGE AREA 39 .43 ACRES PEAK FLOW = 124 CFS J\T.J.C .T.1 S Page B DOS -VER 2.4 .2 1992 27-Mar-1995 8 :34 1 THYSYS $ TEXAS DEPARTM ENT OF TRAN SPORTATIO N TEXAS HYDRAULICS SYSTE M THYSYS $ 25-YEAR CULVERT DESIGN AND 100 -Y EAR CULVERT ANALY SIS $ CULBRG DESIGN SUPPLY Q= 103.0 CFS TW ELEV CLVRT C BOX CLVRT C STRAIGHT CLVRT C OUTLT STA 1048 .00 EL 312.21 CLVRT C MAX HEADWATER ELEV 319 .00 ROAD C UPSTRM SS 000 .0 DNSTRM SS FREQ=lOO Q= 124 .0 CFS TW =316 .49 RD PROFILEX 5400 .00 Y 320.90 X 5450 .00 RD PROFILEX 5580 .00 Y 321 .53 X 5600 .00 ENDDATA CULVERT 316.34 INLET STA MAX OUTLET 000 .0 y 320 .88 y 321 .69 SINGLE FREQUENCY= 25 YRS NORMAL KE = 0.4 947 .32 EL 316.17 VELOCITY 8 .0 FT/S MAX DEPTH= 2 .00 x 5500 .00 y 320 .86 ALL C .LJS Page 9 DOS -VER 2.4 .2 1992 27-Mar -1995 8:34 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYS'rEM THY SYS DESIGN SINGLE OPENING CULVERT JOB NUMBER =D M DUMMY CU LVERT ID = c DESIGN FLOW = 103.0 CFS FREQUENCY 25 YEAR TAILWATER ELEVATION = 316.34 BBLS DIAM WIDE HIGH LENGTH ALLOW . CALC. CALC . ALLOW . CALC . HW ELEV HW ELEV HW VEL OC . VELOC . 2 0 5 2 100 319.00 318 .56 2.39 8.00 5 .15 INLET STATION 947 ELEVATION 316 .17 OUTLET STATION 1048 ELEVATION 312 .21 SLOPE PROFILE SHAPE INLET KE BARREL 'N' TYPE MATERIAL .03933 STRAIGHT BOX NORMAL . 4 00 .01 2 Al.LC. r.-1 S TOTAL COST ($) 0 . Page 10 DOS-VER 2.4 .2 1992 27-Mar-1995 8 :34 1 THYSYS TEXAS DEPAR TMENT OF TRAN S PORT AT I ON TEXA S HYDRA UL ICS S YSTE M Tl-IY S YS H U N D R E D Y E A R F L 0 0 D A N A L Y S I S CULVERT c 2 -5 x 2 x 100.68 BASIC FLOOD APPLIED (100 YEAR FREQ) = 1 2 4 .0 CF S HUNDRED YEAR VELOCITY AT STRUCTURE OUT LET 6 .2 0 HUNDRED YEAR TAILWATER ELEVATION 316.49 HEADWATER ELEVATION ON STRUCTURE 319.00 LOW ELEVATION OF ROAD PROFILE= 320.86 GREATEST DEPTH OF FLOW OVER ROAD = NONE PERCENTAGE OF BASIC FLOOD OVER ROAD = 0 .00 % ALLC .LIS Page 11 DOS -VER 2.4.2 1992 27 -Mar -1995 8:34 DRAINAGE AREA D COMPUTATIONS FOR CULVERT DESIGN 1 THY SYS TEXAS DEPARTMENT OF TRANSP ORTAT ION 'l'EXi\S l!YLJRi\ULICS SYSTEM $ DRAINAGE AREA - D $ BASELINE FM 2347 STA 78+38 = CL CHANNEL STA 10+00 $ $ 25-YEi\R DISCHi\RGE CALCULATION $ DA 49 .13ACRES HYDRO METH OD RADATA C ENDDATA RATIONAL 0.65 49 .13 3400 .0 HYDRO RATIONAL PROCEDURE E = .754 B = 89 D = 8.5 1. 0 THY SYS 754 25YR 89 85 I.D . COEFFICIENT AREA(ACRES) LENGTH(FT) VELO C (FPS) TC(MIN) c .65 49.13 3400 1 .00 56 TOTAL CA 31.93 TOTA L TC 56 MINUTES RAINFALL INTENSITY= 3 .82 INCHES PER HOUR FREQUENCY = 25 YR . DRAINAGE AREA 49 .13 ACRES PEAK FLOW = 121 CFS !\LLD.I.IS Page 1 DOS-VER 2.4 .2 1 992 27-Mar-1995 1 0 :44 1 THY SYS $ TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS $ 100-YEAR DISCHARGE CALCULATION $ HYDR O METH OD RADATA END DATA DA 49 .13ACRES RATIONAL c 0.65 49 .13 3400.0 HYDR O RATIONAL PROCEDURE E = . 730 B = 96 D = 8 .0 1. 0 73 lOOYR 96 80 I.D . COEFFICIENT AREA(ACRES) LEN GTH(FT) VEL OC(FPS) TC(MIN) c .65 49.13 3400 1 .00 56 TOTAL CA 31.93 TOTAL TC 56 MINUT ES RAINFALL INTENSITY= 4 .58 INC HES PER HOUR FREQUEN CY = 1 00 YR. DRAINAGE AREA 49 .13 ACRES PEAK FLOW = 146 CFS ALLD.LIS Page 2 DOS-VER 2.4 .2 1992 27-Mar -1995 10 :44 1 THY SYS TEXAS DEPARTMENT OF TRANSPORTATION 'l'EXJ\S HYDRAULICS SYSTEM THY SYS $ $ 25-YEAR AND 100-YEAR 'l'AILWATER ELEVATION CALCULATIONS $ HYDRA DA= 49 .13ACRES Q & FREQ= 121 25 146 100 TWO SECT SECT A@ 1402.0 SECT B@ 1264.00 WA TEL@ STA 1273.54 SECX A x 58 .00 y 333 .10 x 6 .00 y 326 .54 x 0 .00 y 322 .63 SECX A x -7 .00 y 325 .31 x -34 .20 y 325 .59 x -71 . 3 y 332 .33 S ECX B x 13 . 20 y 329 .39 x 3 .50 y 325 .18 x 0 .00 y 323 .88 S ECX B x -3 .50 y 325 .13 x -13. 50 y 331 .64 SEC N A N=0075 SECN B N=0075 E NDDATA ALLD .LIS Page 3 DOS-VER 2.4.2 1992 2 7 -Ma r -1 995 11:19 1 TH Y SYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS SECTION SPECIFICATIONS FOH. S ECTION A l\T STl\TION 1402.00 DOWNSTREAM DRAINAG E AREA RATIO l. 000 COORDINATE INFORMATION x y 58.00 333.10 6.00 326.54 .00 322.6 -7.00 325.31 -34.20 325.59 -71.30 332 .3 3 'N' VALUE INFORMATION FH.OM X TO X 'N' BELOW ELEVATION 'N ' ABOVE 58 .00 -71.30 .075 333.10 .075 l\LLD .LlS Page 4 DOS-VER 2 .4 .2 1 992 2 7-M a r-1 995 11:19 1 THY SYS TEXAS DEPARTMENT OF TRANSPORTATION TEXA S HYDRAULICS SYSTE M T ll YSYS SECTION SPECIFICATIONS F OR SECTION B l\T STATION 1264 .00 UPSTREAM DRAINAGE AREA RATIO 1 .000 COORDI NATE INFORMA T ION x y 13 . 20 329.39 3 .50 325 .1 8 .0 0 323 .88 -3 .50 325 .13 -13 . 50 331.64 'N ' VALUE INF'ORMATION FR OM X TO X 'N ' BELOW ELE VATION 'N ' ABOVE 13. 20 -13 .50 .075 331 .64 .075 ALLD.LIS Page 5 DOS -VER 2 .4 .2 1992 27-Mar-1995 11 :19 1 THY SYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM Tl lYSYS RESULTS OF TWO SECTION METHOD CALCULATIONS SECTION STATION DESIGN Q (CFS) 121. 146. SLOPE (FT/FT) .01098 . 01185 DOWNSTREAM A 1402 .00 UPSTREAM B 1264.00 VELOCITY (FT/SEC) DOWNSTREAM 2 .29 2 .51 UPSTREA1'1 3.24 3.50 AT SITE 1273 .54 VIATER SURFACE ELEVATION AT SITE 327 .75 328 .00 ALLD .LIS Page 6 DOS-VER 2.4 .2 1 9 9 2 2 7 -Mar-1995 11:1 9 1 'J'l!YSYS 'l'F'.Xl\S IW.1'/\l<'l'Ml:'.N'J' Ol,. 'l'l</\NSl'O!l'l'/\'l' JON 'l'F:X/\S l!YDR/\Ul,H:S S YST EM '!'llY S YS $ 25 -YEl\R CULVF'.RT DESIGN /\ND 100-YEl\R CULVE'.RT l\Nl\!.YS I S [S ECT LO N 1 : Clll\NN E L S'l'l\TIONS 1 2 r 3 0 . :,4 - 1 2 t 73 . 5 4] $ $ CULl3RG DE:SlGN CULVl·'.I(']' S l NG LE SUPPLY Q= 121 CF'S 'J'W F.L F.V 3 2 7 .7 5 !:'llEQU ENCY -?.'.> YR S CLVRT D CIRCULl\R CONCRE:TE CLVRT D STR/\IGHT NORM/\!. KE:=O . 05 CLVRT !) OUT LT ST/\ 1273 .54 EL 323 .90 INLET S'l'/\ )230.5 4 F'.L 32 4 .01 CLVRT D Ml\X HEl'\DWl\TER ELEV 334 .SO MAX OUTLET VELOC LTY 1 2 .0 FT/S ROl'\D D UPSTRM SS 000 .0 DNSTHM SS 000 .0 Ml\X DEPT!I ~ '.i . 00 FREQ=lOO Q= 146 .0 CF'S TW =328 .00 RD PROFI \,EX 7780 .0 y 339 .30 x T/8 5 .0 '{ 339 .28 x 780 0 .0 '{ 3 3 9 .'.>7 EN DI'\ TA /\LLD . Ll S Page -, DOS-VER 2 .4 .2 1992 27-Mar-1995 11 :51 T!I YSYS BBLS 1 1 1 1 1 1 TF:X/\S 01".l'/\H'l 'Ml 'N'l' OF TR/\N Sl'ORT/\T 1 ON 'l'EX/\S llYIJH/\U I. I Ci ~;YSTl ·:M TllYSYS DESJGN SlNGLE OPF.Nl.NG CUL.VERT J011 NUMBEH =llM DUMMY CULVE'.RT JD = D DESlGN FLOW = 1 21. 0 Cr"S F'REQUF.NCY 25 Yl·:/\R T/\ILW/\TER ELEV/\TION = 327 .75 DIAM WIDE llIGH LENGTII /\LLOW . C/\LC . C/\LC . /\Li.OW . C/.\LC . TOT/\L HW ELEV HW ELEV llW VELOC . v1::1.oc . COST($) 60 0 0 43 334 .50 328 .75 4 .74 12 .00 7 . 4 6 0 . 5 4 0 0 43 33 4 . ~->o 329 .0/. 5 .0l 12 . 00 8 . 35 0 . 48 0 0 43 334 .50 329 .66 S .65 12 .00 9 .75 (). 42 0 0 43 33 4 .50 330 .86 6 .85 12 .00 ]2 .58 0 . 36 0 0 43 334 .50 333 .73 9 . 7?. l ?..00 17 . 12 0 . 33 0 0 43 334 .50 336 . 43 1 2 .42 12 .00 20 .37 0 . I NLET ST l\TlON 1231 ELEVATlON 324 . 01 OUTLET ST/.\TJO N 1 274 F.LEV/.\TJON 323 .90 SLOPE PHOF'J LE Sll/\PE: lNLET KE B/\lrnF;l. 'N' TYPE M/\Tl·:lll /\!, .00256 STR AIGHT ClRC NOR MAL .050 CONCRETE: .012 /\Ll.ll . i.I S Page 8 DOS-VER ?. . 4 . /. l 99/. 27 -Mar-1995 11 :51 n:X/\S Dl;'.P/\f\TMl·'.N'J' 01,. 'l'l~/\N Sl'Ol<'l'/\'l'l ON 'l'F.X/\S l!Yllll/\UJ.I CS S Y'.>'l'l·'.M 'l'll YSYS II U N D R E D Y E I\ R F'LOO!l /\Nl\LY S L S CULVERT D 1 -60 x ~ 3 . 00 RCP BASIC FLOOD l\PPLIED (100 YE/\R FREQ ) = 1%.0 CfS HUNDRED YE /\R VELOCJ'J'Y /\T STRUCTURE OUT1£'J' 8 .~1 HU NDRED YE l\R 'l'l\I I.W /\'l'Ell ELE.Vl\TlON 328 . 00 l!E ADW/\TER E L EVAT ION ON STRUCTURE 329 . 29 LOW ELEVl\TION Of RO/\D PROFT LE = 339 . 28 GIU'./\'1'1-'.S'I' IJF.P 'J'll OF' \.'I.OW o v rm J<O /\D = NONF'. PERCE NT /\GE Of BASIC HOOD OVER ROl\D = 0 .00 % /\LLD .LI S Page 9 DOS-VER 2 .4 .2 1992 27-Mar-1995 11 :51 1 TEX/\S IJEl'/\lrl'M"N'l' OF 'l'R/\NSPOl('l'/\'f I ON n:X/\S llYIJR/\ll!.1 CS ~;y~;'l 'F.M TllYSYS 'l'l I Y~> Y ~i $ $ 25-YEAR CULVF:RT OESJGN AND 100-YE/\R CULV ERT /\N/\LYSlS I St:C'l'.ION /.: C ll/\NNF.I. STl\'l'!ONS 111 11 .51 -12130 .541 $ CULBHG DF:S IGN CULVERT SING Lt: SUPPLY Q= 1 21 CF S 'l'VI 1,:1.i::v 328. ·1:, FIU:Qlll·:NCY /.!:> YRS CLVHT D CIHCUL/\R CONCHETE: NORMl\L KJ-:=0 . 4 CLVHT D STR /\IG llT CLVHT D OUT LT STI\ 1 23 0 .54 E:L 321 .0 1 INLET ST /\ 1141.!:>1 1::1, 324 . /.4 CLVRT D MAX HF:l\DW/\TER ELEV 334 .50 M/\X OUTLET VELOCITY 12 .0 F"l'/S ROAD D UP STRM SS 000 .0 DNSTHM SS 0 00 .0 MAX DEPTH = 5 .00 FREQ=lOO Q= l 4 6 . 0 CFS TW =329 .29 RD PROF I LEX 7780 .0 )' 339 .30 x T/85 . 0 )' 339 .2 8 x 7 800 .0 y 339.57 ENDA T l\ /\LLD .LI S Page 10 DOS -VER 2 .4.2 1992 2 7-Mar-19 95 11 :5 1 TllYSYS 13BLS 1 1 1 1 1 Tl·'.X/\S l)F.l'/\R'l'Mf.N'I' OF' Tl</\NSl'Ol('l'/\'!'TON 'l'l·'.X /\~; llYIJl</\U I. I c; O,Y'.>'IT.M 'l'llYSYS J)~'.S 1 GN SJ NGJ.I,; Ol'J::NlNG CULVl·'.R'I' JOI\ NUMl1f.R -DM llUMMY CULVERT 10 = [) DESIGN FLOW = 121 .0 CFS FREQUENCY 25 Yl:~/\R TAILW/\TER ELJ::Vl\'l'ION = 328 .75 DL l\M WJD I·'. 111 G il J.f,N G'J'll /\I.LOW . C/\l.C . C/\LC . /\J.J.OW . Cl\J.C . 'J'OTl\L llW E:LJ::V llW l·'.LE:V llW Vl·'.i.OC . Vl·'.l.OC . COS'J' ($) 60 0 0 89 334 .50 329 .53 '.). 29 12 .00 6 . ?.9 0 . 54 0 0 89 334 .50 329 .98 5.74 1 2 .00 7 . 61 0 . 48 0 0 89 334 .50 330 .80 6 .56 12 .00 9 .63 0 . 4 2 0 0 89 334 .50 332 .43 8 .19 12 .00 12 .58 0 . 36 0 0 89 334 .50 336 .02 11 . 78 12 .00 17 .12 0 . INLET ST ATION 1142 ELEVA Tl ON 324 .24 OUTLF.T STATlON 1 2 31 i,; J.l·'.V /\T .I ON 37-4 . 0 l SLOPE PHOFILE Sl l /\PE INLET KE Bl\Rl<EJ. 'N ' TYPE M/\TEHl/\L .00258 STR AI GHT CIRC NORMAL .050 CONCHETE . 01?. /\J.LD .J.!S Page 11 llO~;-Vr'.1< ?. . 4 .?. l 992 2·1-Mar-199~ ll :~l '\'J·:X/\~; lli':l'/\H'J'Ml·:N'I' 01,. 'J'Jl/\N'.';J'Oll'l'/\'J' I ON 'J'J·:X/\S JJYJll</\Ul.IC5 :;y~;'J'J ·:M TIJYSYS II U N f) R E: D Y E I\ R F L 0 0 D l\Nl\LYSJS CULVERT I\ 1 -60 x 89 .00 RCI' B ASIC FLOOD APPLIED (100 YEAR FREQ ) = 146 .0 CF'S HUN DRED YEAR V ELOCITY l\T STRUCTURE OUTLF:T 7 .44 HUNDRED YEl\R T A IL'rll\'l'ER ELEVATION 329 . 29 llEl\DWATER ELE:Vl\TION ON STRUCTURE 330 .43 LOW ELEVl\TION OF ROAD PROFILE = 339 .28 GHEl\TF.ST DE:l'Tll OF' FLOW OVER RO l\D = NO NE: PERCENTAGE OF BASIC FLOOD OVER ROAD = 0 .00 % /\LLD . J.l S Page 12 DOS-VI':ll 2 . 4 . /. J 992 2 ·1-Ma r-l 99'.J 11: ~il 'J'llYSYS 'l'l·:X/\~> \Jlo:l'/\l('l'M\,.,N'I' 01,. '\'\(/\N~;J>O\('I'/\'\' I ON '\'\·~X/\S llY\lH/\lJJ.IC; '.>YS'l'l'.'.M 'J'llYSYS s $ 25-Yf./\R CUJ.VE:ll.'f DESIGN /\ND 1 00-YF:/\R CUI.VP.RT l\Nl\LYS lS I SF:CT JON 3 : Cl\/\NNF'.L STl\T lONS 10 1 91 . 54 -11141. 54] s CULBRG DESIGN CULVERT SINGLE SUPPLY Q= 121 CFS TW ELEV 329 .53 FREQUENCY = 25 YRS CLVRT D Cll<CULl\I\ CONCRE:Tf: NOIU-11\ I. Ki~"c O. ~ CLVRT D S'J'R l\IG l l'l' CLV RT D OUTLT ST/\ 114 1.54 u. 325 .60 lNLf.T S'J'I\ l 091 . :,~ \·:\, 3/.6 .36 CLVRT D Ml\X l\El\DW l\TER ELEV 33~.50 Ml\X OUTLF:'I' VELOCl'\"( 12 .0 F'l'/S ROAD D UPSTRM SS 000 .0 DNS'l'RM SS 000 .0 Ml\X lll'.'.P'J'I \~~ ~). 00 FREQ=lOO Q= 1~6 .0 CFS TW=330 .43 RD PROFILEX 7780 .0 y 339 .30 x 7785 .0 y 339 .2 8 x 7800 .0 y 339 .51 ENDl\TI\ /\\,\.[).LIS Page 13 \lOS-V l·.:I\ :?. • ~.?. l 9'J2 ?.7-Mar -1995 11 :~1 1 TllYSYS BBLS 1 1 1 1 TF:Xl\S DEPl\RTMF'.NT OP 'l'Rl\NSl'Oln'l\T JON 'J'f.Xl\S llYDRl\Ul. 1 CS SYS'l'F:M 'J'llY SYS DS S lGN SINGLE Ol'ENJNG CULVl·'.R'J' J O!l NUMllP.H DM DUMMY CULVERT ID --D DESIGN FLOW ; 121 .0 CFS FREQUENCY 25 YEl\H TAILWATER ELEVATION ; 329 .5 3 Dl l\M WIDE llJGH LENGT H l\LLOW. Cl\LC . Cl\LC . 1\1.1.0\<>I . Cl\!.C . HW ELEV llW ELEV HW VSLO C . VEL OC . 60 0 0 50 334 .5 0 331. 23 4 . 8 -/ 12 .00 12 .65 54 0 0 50 334 .50 331 .70 5 .34 12 .00 12 .97 48 0 0 50 334 .5 0 332 .70 6 .34 12 .00 13 . 4 8 42 0 0 50 334 .50 334 .97 8 . 61 12 .00 12 .58 INLET STl\TION 1092 ELE:Vf\TTON 326 .36 OUTLET STl\TION 1142 ELE:VATlON 325 .60 SLOPE PROFILE SllAPE INLET KE BAHRE!. 'N' TYPE Mf\T ERi l\L .01520 STRAIG HT crnc NOR M/IL .000 CONCRETE .012 TOT/IL COST ($) 0 . 0 . 0 . 0 . !\ J. Lil . J.J ~; Page 14 DOS-VER 2 .4 .2 199 2 21-Mar-1995 11 :51 TllYSYS ·n:X/\S Dl·:l'/\l('!'Ml·:N'l' 0 1•' T l</\N~)l 'OR'J'/\'I' I ON TF.X/\S 11Y DR/\Ul.1CS SYSTEM TllY SYS !I U N D R E D Y E /\ R F' L 0 0 D /\N/\l.YSJ S CUl,Vt:ln /\ 1 -60 X S0 .00 RCP 11/\SIC FLOOD /\Pl:'LIED (100 YEAR FREQ) = 146 .0 O 'S HUNDRED Yt:/\R VELOCITY /\T STRUCTURE OUTLET 7 .51 HUNDRED YE/\H 'J'AlJ.W/\'l'ER ELE:V/\'l'JON 33 0 . ~ 3 llEADWATER ELEVATION ON STRUCTURE 331 .94 LOW ELEVATION OF RO/\D PROFILE = 339 .28 GRP./\TEST DEPT ll OF Fl.OW OVE!l ROA\l = NONF. PERCENT/\GE OF B/\SIC FLOOD OVER RO/\D = 0 .00 % /\ 1.1 ,\l • I. I ~; I' i l<J C 1 ~) DOS-VER 2 .4.2 1992 27-Mar-1995 11 :5 1 'J'llYSYS 'l'l·:X/\S llr:l'/\R'l'MJ·:N'I' ()lo' 'l'l~/\N~;1>01n/\'f' I ON 'l'F :X/\S llYIJ R/\U l.fCS SYSTJ·:M T llY SYS $ $ 25-YEl\R CU J.VF:H T m :sIGN /\Nil 1 00-YJ-:/\R C UJ.Vr:RT l\N/\J.YSIS I S E:C'l'ION 1 : Cl l/\NNl·:J. S'l'/\'l'IONS 9149 .51 -10191 .51 ] $ CULl3RG DESJGN C UJ.Vl·:R'l' SlNGl.S SUPPLY Q= 1 2 1 CF'S 'T'W SI.E V 331 .23 FRSQUENCY = 25 YRS CLVRT D CJRCUl./\R CO NC RE Tt: CLVRT D STRl\JGl l T NORM/\L KE =0 .4 CLVRT D OUT LT ST/\ 1091.51 EL 326 .36 JN!.r:T S'J'A 919.54 E:J. 328 .]fl CLVRT D M/\X HEl\DWl\T ER ELEV 331 .50 Ml\X OUTLET VELOCITY 1 2 .0 F"l'/S ROAD D UPSTRM SS 000 .0 DNSTRM SS 000 .0 Ml\X DEPTll= ~.00 FREQ =lOO Q= 146 .0 CF'S TW =331 .94 RD PROF'ILEX 7780 . 0 y 339.30 x 7785 . 0 y 339 .28 x 7800 .0 y 339 .57 END/\T I\ /\Ll.IJ . I.IS Page 16 DOS -VSR 2 .1.2 1992 27-Mar-1995 ll :Sl THYSYS 'J'f'.X/\S DEP/\RTMf:N'I' OF' TR/\NSl'ORT/\'l' I ON Tf-:X/\S llYllH/\UJ.I C> SYSTl:'.M 'l'l l YSY~; DESIGN S INGL E OPENING CULVERT JOl3 NUMl1ER ~~DM DUMMY CU!,VERT ID = D DESlGN FLOW -1 2 1.0 c~s l·'RE:QU ENCY T/\ILW/\TE:R E:LE:V/\TJON = 331.23 I3BLS Dl/\M WilJE HIGll LE:NGTH /\LLOW . C/\LC . CAJ.C . /\LLOW . C/\LC . TOT/\L llW ELEV llW E:LE:V llW VEl.OC . VELOC . COST ($) 1 60 0 0 142 334 .50 333 .25 4 .8 7 12 .00 6 .21 o . ] 54 0 0 142 33 4 .50 333 . 72 5 .34 1 2 .00 7 . 61 0 . 1 ~8 0 () H 2 J]~.50 334 .'/?. 6 .34 ] ?. . ()() 9 .63 (). INLET ST /\TJON 950 E L EV /\TJON 328 . 38 OUTLE:T ST /\TION 1092 ELEVATION 326 .36 SLOPE PROFl LE SH/\PE INLET KE: B/\RRf.; L , N , TYPE M/\T ERI /\L .01423 STRAIG HT crnc NORM /\L .000 CONCHE:TE .01? 1\1.1,D . LIS Paqe 17 DOS-VER ?..~.2 1992 27-Mar-1995 1 1 :51 TEX/IS Dl::P/\R'J'Ml,NT 01·' TH/\NSP0 1"1'/\T I ON 'l'llYSYS 'l'l·:X/\S llYlll</\U I. I c:; SYS 'l'F:M 'l'llYSY~; llUNDREfl Y E I\ R F' L 0 0 D I\ N I\ L Y S I S CUL.VERT I\ 1 -60 x 142 .00 RCP B/\SJC FLOOD /\PPLJED (100 YE/\R FREQ ) = 146.0 c~s llUNIJREfl YE/\!( VP.LO C l'l'Y /\T STRUC'l'UR1': OUTLET 7 . 4 4 llUNDRED YE/\R T/\lLW/\TER ELEVATION 331.94 HEl\DWl\TER ELEVATION ON STRUCTURE 1 333 . 96 I.OW ELEVATION OF' ROAD PROFILE = 339. 2 8 GHEl\TEST DE'.PTll Of F'LOW OVER ROl\IJ = NONE'. PERCENTAGE OF BASIC FLOOD OVER ROAD = 0 .00 % I\ 1. !.}) . I. I S Page 18 DOS-VER 2 .4.2 1992 27-Mar-1995 11 :51 TllYSYS Tll YSYS $ $ 25-YEAR CU INER'I' DE'.SJG N AND )00-YEAR CU LVF~RT ANA LYSlS [SF:CT[QN S : CllANNl·:L S'l'ATJONS 9+09 .54 -9+49 .54] $ CULBRG DE SIGN CULVl::l<T SINGLE: SUPPLY Q= 121 CFS TW !':LEV 333 .25 FREQUENCY = 25 YRS CL VR'.I' [) CIRCULAR CONCRETE: CLV RT D STRAIG HT NOHMAL KE -~O . 4 CLVRT [) OUT LT ST A 949.54 EL 328 .38 INLET STA 909 .54 EL 328 .5 1 CL VR T D MAX HEADWATER ELEV 331 .50 MAX OUTLF:'l' VELOCT'J'Y 12.0 F"J'/S ROAD D UP ST HM SS 000 .0 DNSTR M SS 000 .0 MAX DEP'f 11 ~ 5 .00 FREQ =l OO Q= 146 .0 CFS TW =333 .96 RD PROFIL EX 7780 . 0 y 339 .30 x 7785 . 0 y 339 .28 x 7800.0 y 339 .57 END A TA Al.Lil . 1;1 S Pac3e ] 9 DOS-VER 2 .4.2 1992 27-Mar-1995 11 :51 T llY SYS TF.X/\S IJF:P/\l<'l'M l·:N 'I' 01·' 'l'H/\NSPOHT/\'l'TON 'l'l·:X/\S JIYIJH/\Ul. I CS S YS'l'!·:M 'l'llYSY S lll':S JGN S fN GJ.F: Ol'r'.NJNC CUI.VERT ,JO ll NUMl l l·'.H DM llUMMY CU I.VERT JD 7~ ll l,.HF:OU1':NCY 'l'/\lLW/\TER ELEV /\TlON • 333 .25 13BL S IJT/\M WID E llJ Gll L ENG'J'll /\I.LOW . C/\LC . C/\J.C . /\l.LOW . C/\LC . 'J'O'J'/\J. HW ELEV JIW ELC:V JIW Vf':LOC . VELOC . COST ($) 1 60 0 0 40 334 .SO 33~. l 5 5 .64 1 2 .00 6 . ::>l 0 . 1 '.)~ 0 0 ~o 334 .50 33~.64 6 . 13 l ::>.OO -, . 6 1 0 . TNI.E'.T ST /\'l'LON 910 ELF:V/\TION 378 . ~il OUTLET STl\Tl ON 9'.JO ELEVl\'J'ION 328 .3 B SLOPE PRO F'lt.E Slll\PE INLET K8 l:ll\RRF:I. 'N ' TYPE Ml\Tr:H ll\L .00325 STR l\1G llT CJHC NORMl\L . 400 CONC IU~TE .0 1 2 l\l.I.D . LIS rage 20 DOS-VEH 2 .4 .2 1992 27-Mar-199 5 11 :5 1 1 TEXAS DEPARTMENT OF TRl\NSPORTl\TION TJ-IYSYS TEXAS llYLlRl\lJLlCS SYSTEM 'J'llYSYS ll UNDR F:D Y E I\ R F' !. 0 0 D l\Nl\J.YS .IS CULVERT J) 1 -60 x 40 .00 RCP BASIC FLOOD APPLIED (100 YEAR FREQ ) = 146 .0 CFS ll UNDHE:D YEAR V ELOCITY l\T STRUCTURE OUTLE'.T 7 . 4 4 l lUNIJREI) YF.1\1 ~ T l\ I LW l\'l'l:~R ELEVl\TlON 333 . 9G ll EADWA T ER ELEVATION ON STRUCTURE 335 .27 I I.OW f~L F:V l\TlO N OF IW l\D PR Ol"I LE = 339 . 28 GRE l\TE'.ST llEPT ll OF FLOW OV ER ROAD = NO NE PERCENT A GF~ OF 131\SIC FLOOD OVER ROl\D = 0 . 00 % /\LLD . LJS Page 21 DOS-VER 2 .4 .2 1992 27-Mar-1995 11 :51 / --- EXHIBIT