Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
9 Development Permit 361 Texas Ave Widening
1 THY SYS s STORM SEWER DESIGN s LINE B CDESB1B) s (DESIGN FOR PROJECTED RUNOFF ) SEWER ANALYSIS RUNOFF TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS INLET SEWER FREQUENCY= 5YR COEF DESC A=ASPHALT B=BUSINESSC=RESIDENTD=PARK E= F= RAT COEF 0.8 0.6 0 .4 0.2 MIN TC = 10.00785 76 85 DA B 1 372 T 45 18 6 20.0 DA B 3 049 046 262 T 21 20.0 DA B 4 050 T 5 DA B 5 036 324 T 7 s B 6 IS OMITTED DA B 7 028 049 T 3 DA B 8 031 020 T 5 DA B 10 031 022 T 5 DA B 12 082 T 4 DA B 13 169 T 6 DA B 15 1n T 8 DA B 16 043 027 T 4 DA B 17 018 016 T 3 JUNC B 1 TYPE= CSAG 15.0 0.96 48 15 0015 033 6 10 SJUN B 1 317. 18 0.96 0.96 2. 98. s STA 622+25 JUNC B 2 TYPE=JUNCT s STA 622+19 JUNC B 3 TYPE= CSAG 15.0 0.96 48 15 0015 033 6 10 SJUN B 3 317. 18 0.96 0.96 98. 2. s STA 622+70 JUNC B 4 TYPE= GSAG 15.0 1.13 48 15 0015 6 4 SJUN B 4 31~.-l . l -: 1.00 1.00 50 . 50. s STA 623+57 JUNC B 5 TYPE= GSAG 15.0 1.00 48 15 0015 6 9 SJUN B 5 314 :'ls... . \.. 5 1.00 1.00 70. 30. s STA 625+28 JUNC B 7 TYPE= CURB 15.0 0.95 48 42 0015 033 5 SJUN B 7 314.04 s STA 627+40 JUNC B 8 TYPE= CURB 15 .o 1.00 48 30 0015 033 10 SJUN B 8 314.00 s STA 627+71 JUNC B 9 TYPE=JUNCT s STA 627+71 JUNC B 10 TYPE= CURB 15.0 1.00 48 30 0015 033 5 SJUN B 10 313.51 s STA 628+50 JUNC B 11 TYPE=JUNCT s STA 628+50 JUNC B 12 TYPE= CURB 15.0 0.70 48 42 0015 033 5 SJUN B 12 312.03 s STA 630+46 JUNC B 13 TYPE= CURB 15.0 0.90 48 24 0015 033 15 SJUN B 13 310.91 s STA 631+93 Page 1 DOS · VER 2.4.2 1992 1-Nov -1994 9:50 JUNC B 14 TYPE=JUNCT $ STA 631+93 JUNC B 15 TYPE= CURB 15 .0 0.55 48 24 0015 033 15 SJUN B 15 310.00 $ STA 633+92 JUNC B 16 TYPE= CURB 15.0 0.55 48 42 0015 033 10 SJUN B 16 309.84 $ STA 633+92 JUNC B 17 TYPE= CURB 15.0 0.55 48 42 0015 033 5 SJUN B 17 310.48 $ STA 633+92 CARRYOVER FROM B 12 TO B 16 L= 5 P= 1 OUTLET STATIONING 0 .00 T.\I. ELEV 304.44 B 18 OSGN 1 B 1 B 2 US 314.63 OS 314.30 9 19 .20012 3 BOX OSGN 2 B 2 B 3 US 314.30 OS 313.81 46 0012 42 CIRC OSGN 3 B 3 B 4 US 313.81 OS 313.04 83 0012 48 CIRC OSGN 4 B 4 B 5 US 313.04 OS 312.23 165 0012 48 CIRC OSGN 6 B 5 B 7 US 312.23 OS 311.12 207 0012 48 CIRC OSGN 7 B 7 B 9 US 311.12 OS 310.95 27 0012 48 CIRC OSGN 8 B 8 B 9 US 311.12 OS 310.95 22 0012 18 CIRC OSGN 9 B 9 B 11 US 310.95 OS 310.61 76 0012 48 CIRC OSGN 10 B 10 B 11 US 311.00 OS 310.61 22 0012 18 CIRC OSGN 11 B 11 B 12 US 310.61 OS 309.72 195 0012 48 CIRC OSGN 12 B 12 B 14 US 309.72 OS 308.84 145 24.30012 48 CIRC OSGN 13 B 13 B 14 US 309.52 OS 308.00 17 00 12 18 CIRC OSGN 14 B 14 B 16 US 308.84 OS 308.14 189 0012 4 BOX OSGN 15 B 15 B 16 US 309 .50 OS 308.14 14 0012 18 CIRC OSGN 16 B 16 B 17 US 308 .14 OS 307.68 96 0012 4 BOX OSGN 17 B 17 B 18 US 306 .68 OS 306.00 145 0012 3 BOX ANAL 1 B 1 B 2 1 3 3 ANAL 2 B 2 B 3 1 42 ANAL 3 B 3 B 4 1 48 ANAL 4 B 4 B 5 1 48 ANAL 6 B 5 B 7 1 48 ANAL 7 B 7 B 9 1 48 ANAL 8 B 8 B 9 1 18 ANAL 9 B 9 B 11 1 48 ANAL 10 B 10 B 11 1 18 ANAL 11 B 11 B 12 1 48 ANAL 12 B 12 B 14 1 48 ANAL 13 B 13 B 14 1 18 ANAL 14 B 14 B 16 1 4 4 ANAL 15 B 15 B 16 1 18 ANAL 16 B 16 B 17 1 4 5 ANAL 17 B 17 B 18 1 3 7 ENOATA 2 1 THYSYS SEWER RUNOFF CALCULATIONS RAINFALL FREQUENCY = 5 YR. TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS SURFACE DESCRIPTION OF RATIONAL COEFFICIENTS A B c D E F ASPHALT BUSINESS RESIDENT PARK .8000 .6000 .4000 .2000 .0000 .0000 MINIMUM TIME OF CONCENTRATION = 10.0 MINUTES E = .785 B = 76. D = 8.5 INLET RUNOFF CALCULATIONS l.D. AREA "CA" "TC" INTENSITY 8ASEFLOW TOTAL FLOW 8 1 3.72 2.23 45.00 3.34 20.00 27.46 8 3 3.57 1. 72 21.00 5.33 20.00 29. 15 8 4 .50 .30 5.00 7.69 .00 2.31 8 5 3.60 2.23 7.00 7.69 .00 17. 17 8 7 .n .32 3.00 7.69 .00 2.48 8 8 .51 .29 5.00 7.69 .00 2.22 810 .53 .29 5.00 7.69 .00 2.25 812 .82 .49 4.00 7.69 .00 3.78 813 1 .69 1.01 6.00 7.69 .00 7.80 815 i.n 1.06 8.00 7.69 .00 8. 17 816 .70 .40 4.00 7.69 .00 3.06 817 .34 .18 3.00 7.69 .00 1.35 3 Page 2 DOS-VER 2.4.2 1992 1-Nov-1994 9:50 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS SEWER INLET ANALYSIS INLET CARRYOVER CALCULATED ACTUAL INLET FLOW CAPACITY CARRYOVER ASSIGNMENT POND WIDTH LENGTH 1.D. TYPE (CFS) (CFS) (CFS) INLET l.D. CFT) (FT) MINIMUM COMPUTED MINIMUM LENGTH ACTUAL AREA REQUIRED AREA REQUIRED (FT) (SQ FT) (SQ FT) ACTUAL HEAD CFT) B 1 CSAG 27.46 23.34 .00 .00 10.0 11.8 .00 .00 .92 ANALYSIS OF APPROACHES TO SAG INLET B 1: RIGHT APPROACH -FLOW= 26.9, PONDING WIDTH = 23.76* LEFT APPROACH - WARNING; CALCULATED HEAD EXCEEDS ALLOWABLE PONDING DEPTH FLOW = .5, PONDING WIDTH = 5.52 B 3 CSAG 29.15 23.34 .00 .00 10.0 ANALYSIS OF APPROACHES TO SAG INLET B 3: RIGHT APPROACH -FLOW = LEFT APPROACH -FLOW = WARNING; CALCULATED HEAD EXCEEDS ALLOWABLE PONDING DEPTH B 4 GSAG 2.31 7.95 .00 .00 .0 ANALYSIS OF APPROACHES TO SAG INLET B 4: RIGHT APPROACH -FLOW = LEFT APPROACH -FLOW = B 5 GSAG 17 .17 17.88 .00 .00 .0 ANALYSIS OF APPROACHES TO SAG INLET B 5: RIGHT APPROACH -FLOW = LEFT APPROACH -FLOW = B 7 CURB 2.48 2.50 .00 9.73 5.0 B 8 CURB 2.22 4.90 .00 9.24 10.0 B10 CURB 2.25 2.46 .00 9.29 5.0 B12 CURB 3.78 3.03 .76 B16 12.08 5.0 B13 CURB 7.80 9.05 .00 15.11 15.0 B15 CURB 8.17 9.58 .00 16.87 15.0 B16 CURB 3.82 5.55 .00 12.68 10.0 B17 CURB 1.35 2.39 .00 8.60 5.0 SEW0061--* CALCULATED PONDED WIDTH EXCEEDS ALLOWABLE PONDED WIDTH. CONTINUE WITH NO SPECIFIC ACTION TAKEN. 12.5 .00 .oo .6, PONDING WIDTH = 5.65 28.6, PONDING WIDTH = 24.30* .0 4.00 1.16 1.2, PONDING WIDTH= 7.24 1.2, PONDING WIDTH= 7.24 .0 9.00 8.64 5.2, PONDING WIDTH = 12.68 12.0, PONDING WIDTH = 17.43* .96 .04 .46 5.0 .00 .00 ********* 4.5 .00 .00 ********* 4.6 .00 .00 ********* 7.0 .00 .00 ********* 12.9 .00 .00 ********* 12.8 .00 .00 ********* 6.9 .00 .00 ********* 2.8 .00 .00 ********* CALCULATIONS 4 Page 3 DOS -VER 2 .4 .2 1992 1-Nov-1994 9:50 1 THY SYS RUN 1 2 3 4 6 7 8 9 10 11 12 13 14 15 16 17 SEWER TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS CUMULATIVE RUNOFF CALCULATIONS FOR PIPE RUNS U.S. D.S. CUMULATIVE l.D. l.D. "CA" "TC" AREA "CA" "TC" 8 1 8 2 2.23 45.00 3.72 2.23 45.00 8 2 8 3 .00 .00 .00 2.23 45.01 8 3 8 4 1.72 21.00 3.57 3.95 45.08 8 4 8 5 .30 5.00 .50 4.25 45.20 8 5 8 7 2.23 7.00 3.60 6.48 45.49 8 7 8 9 .32 3.00 .77 6.80 45.84 8 8 8 9 .29 5.00 .51 .29 10.00 8 9 811 .00 .00 .oo 7.09 45.88 810 811 .29 5.00 .53 .29 10.00 811 812 .00 .00 .00 7.38 46.02 812 814 .49 4.00 .82 7.87 46.37 813 814 1.01 6.00 1.69 1.01 10.00 814 816 .00 .00 .00 8.89 46.59 815 816 1.06 8.00 1.77 1.06 10.00 816 817 .40 4.00 .70 10.35 46.95 817 818 .18 3.00 .34 10.52 47.11 SUPPLY Q INTENSITY 19.20 3.34 19.20 3.34 19.20 3.34 19.20 3.33 19.20 3.32 19.20 3.30 .00 7.69 19.20 3.30 .00 7.69 19.20 3.29 43.50 3.28 .oo 7.69 43.50 3.27 .00 7.69 43.50 3.25 43.50 3.24 5 Page 4 DOS-VER 2.4.2 1992 1-Nov-1994 9:50 FLO\J 46.66 46.66 n.38 73.36 80.70 81.66 2.22 82.60 2.25 83.51 109.30 7.80 112.53 8.17 117.13 117.62 1 THY SYS SEllER SEWER ANALYSIS U.S. U.S. D.S. F.L. RUN ID ID ELEV 1 B 1 B 2 311.63 2 B 2 B 3 310.80 3 B 3 B 4 309.81 4 B 4 B 5 309.04 6 B 5 B 7 308.23 7 B 7 B 9 307.12 8 B 8 B 9 309.62 9 B 9 B11 306.95 10 B10 B11 309.50 11 B11 B12 306.61 12 B12 B14 305.72 13 B13 B14 308.02 14 B14 B16 304.84 15 B15 B16 308.00 16 B16 B17 304.14 17 B17 B18 303.68 TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS CONFIGURATION DATA D.S. F .L. LENGTH ELEV FEET SLOPE BBLS RISE SPAN SHAPE 311.30 9 .03667 1 3 3 BOX 310.31 46 .01065 1 42 42 CIRC 309.04 83 .00928 1 48 48 CIRC 308.23 165 .00491 1 48 48 CIRC 307.12 207 .00536 1 48 48 CIRC 306.95 27 .00630 1 48 48 CIRC 309.45 22 .oom 1 18 18 CIRC 306.61 76 .00447 1 48 48 CIRC 309. 11 22 .01m 1 18 18 CIRC 305.72 195 .00456 1 48 48 CIRC 304.84 145 .00607 1 48 48 CIRC 306.50 17 .08941 1 18 18 CIRC 304.14 189 .00370 1 4 4 BOX 306.64 14 .09714 1 18 18 CIRC 303.68 96 .00479 1 4 5 BOX 303.00 145 .00469 1 3 7 BOX 6 Page 5 DOS-VER 2.4.2 1992 1-Nov-1994 9:50 1 THYSYS U.S. D.S. RUN ID ID 'N' JUNC LOSS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM TKYSYS HYDRAULIC DATA FLOW U.S. HEAD D.S. HEAD HYDR. GRAD DEPTH VELOC . ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 1 IS 3.07 1 B 1 B 2 .012 .00 46.66 314.70 312.38 .00257 .94* 5.2** 2 B 2 B 3 .012 .00 46.66 312.38 311.89 .00183 .45 11.1* 3 B 3 B 4 .012 .00 72.38 311.77 311.44 .00216 .49 9.2* 4 B 4 B 5 .012 .00 73.36 311.44 310.71 .00222 .60 9.0* 6 B 5 B 7 .012 .oo 80.70 310.71 309.70 .00269 .62 9.4* 7 B 7 B 9 .012 .00 81.66 309.70 309.63 .00275 .59 9.1* ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 8 IS .80 8 B 8 B 9 .012 .00 2.22 310.42 309.93 .00038 .32 4.5* 9 B 9 B11 .012 .00 82.60 309.63 309.36 .00282 .67 9.0* ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 10 IS .81 10 B10 B11 .012 .00 2.25 310.31 309.50 .00039 .26 6.2* 11 B11 B12 .012 .00 83.51 309.36 308.80 .00288 .67 8.1* 12 B12 B14 .012 .oo 109.30 308.80 308.08 .00493 .74 10.0* ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 13 IS 1.81 13 B13 B14 .012 .00 7 .80 309.83 308.08 .00470 .33 4.4** 14 B14 B16 .012 .00 112.53 308.08 307.38 .00323 3.24* 8.7 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 15 IS 1.89 15 B15 B16 .012 .00 8 .17 309.89 307.14 .00515 .33 16.1 16 B16 B17 .012 .00 117.13 306.53 306.07 .00194 2.39* 5.9** 17 B17 B18 .012 .00 117.62 305.46 304.78 .00192 1. 78 * 9.4 O* BOX DEPTHS IN FEET PI PE CAPAC . 176.2 112.5 149.9 109.0 114.0 123.5 10.0 104.1 15.2 105 .1 121.2 34.0 120.6 35.5 183.9 184.0 Page 6 DOS· VER 2.4.2 1992 1-Nov -1994 9:50 SEW0069--**PIPE FLOWING FULL DUE TO DOWNSTREAM CONTROL, NOT INSUFFICIENT CAPACITY -VELOCITY IS BASED ON FULL FLOW. JUNCTION LOSSES MAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS SEW007 1--*PIPE FLOW DEPTH > NORMAL DEPTH DUE TO DOWNSTREAM CONTROL, NOT INSUFF I CIENT CAPACITY-VELOCITY IS BASED ON ELEVATION OF HYDRAULIC GRADE LINE AT DOWNSTREAM ELEVATION. JUNCTION LOSSES MAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS 7 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS 1 $ $ RUNOFF FOR AREA +01 HYDRO DA METHOD RADATA 01A RADATA 01B RADATA Q1C RADATA Q1D ENDATA THY SYS HYDRO 35. 10ACRE S 0.8 4.8 0.6 14.6 0.4 10.2 0.2 5.5 RATIONAL PROCEDURE RATIONAL SUPPLY Q= 60.785 76.0 11 15 13 JOB NO JOB NO JOB NO 5YRJOBNO 8.5JOBNO JOB NO JOB NO JOB NO JOB NO TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS E = .785 B = 76 D = 8.5 I.D. COEFFICIENT AREA(ACRES) LENGTH(FT) VELOC(FPS) TC(MIN) Q1A .80 4.80 0 .00 6 018 .60 14 .60 0 .00 11 Q1C .40 10.20 0 .00 15 Q1D .20 5 .50 0 .00 13 TOTAL CA = 17.78 TOTAL TC = 45 MINUTES RAINFALL INTENSITY = 3.34 INCHES PER HOUR FREQUENCY = 5 YR. DRAINAGE AREA= 35.10 ACRES PEAK FLOW = 59 CFS Page 1 DOS-VER 2.4.2 1992 3-May-1994 7:12 Page 2 DOS-VER 2.4.2 1992 3-May-1994 7:12 1 $ $ RUNOFF FOR AREA +Q2 HYDRO DA METHOD RADATA Q2A RADATA Q2B ENDATA THY SYS HYDRO 5.40ACRES 0.8 0.6 0.4 4.8 RATIONAL PROCEDURE RATIONAL JOB NO JOB NO JOB NO 5YRJOBNO 8.5JOBNO JOB NO JOB NO TEXAS DEPARTMENT OF TRANSPORTATION SUPPLY Q= 30.785 76.0 21 TEXAS HYDRAULICS SYSTEM THYSYS E = . 785 B = 76 D = 8.5 l.D. COEFFICIENT AREACACRES) LENGTHCFT) VELOC(FPS) TC(MIN) Q2A Q2B .80 .40 TOTAL CA = 2.40 TOTAL TC = 24 MINUTES .60 4.80 0 0 RAINFALL INTENSITY = 4.94 INCHES PER HOUR FREQUENCY = 5 YR. DRAINAGE AREA = 5.40 ACRES PEAK FLOW= 11 CFS .00 .00 3 21 2 Page 3 DOS-VER 2.4.2 1992 3-May-1994 6:59 $ $ RUNOFF FOR AREA +Q3 HYDRO DA MET HOO RADATA Q3A RADATA Q3B ENDATA 1 THYSYS HYDRO 5.70ACRES 0.8 0 .6 0.4 5.1 RATIONAL PROCEDURE RATIONAL SUPPLY Q= JOB NO JOB NO JOB NO 5YRJOBNO 8.5JOBNO 30. 785 76.0 15 JOB NO JOB NO TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS E = • 785 B = 76 D = 8.5 I .D. COEFFICIENT AREA(ACRES) LENGTH(FT) VELOC(FPS) TC(MIN) Q3A Q3B .80 .40 TOTAL CA = 2.52 TOTAL TC = 18 MINUTES .60 5 .10 0 0 RAINFALL INTENSITY = 5.80 INCHES PER HOUR FREQUENCY = 5 YR. DRAINAGE AREA= 5.70 ACRES PEAK FLOW = 14 CFS .00 .00 3 15 3 Page 4 DOS· VER 2.4.2 1992 3-May-1994 6: 59 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS $ CHANNEL ANALYSIS FOR STORM SEWER $ LINE B $ (DESIGN FOR PROJECTED RUNOFF) HYDRA DA= 60ACRES Q & FREQ= 117.0 5 ONE SECT SLOPE = 0.00620 SECT A@ 293.0 ~ATEL@ STA SECX A X -25 Y 304.0 X -5 Y 302.0 X 0 Y SECX A X 5 Y 302.0 X 25 Y 304.0 X Y SECN A X X N= 0.033 N= ENDATA JOB NO JOB NO JOB NO JOB NO 132.0 UPSTMJOBNO 302.0 JOBNO JOB NO JOB NO JOB NO 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS SECTION SPECIFICATIONS FOR SECTION A AT STATION 293.00 DRAINAGE AREA RATIO 1.000 COORDINATE INFORMATION x y -25.00 304.00 -5.00 302.00 .00 302.00 5.00 302.00 25.00 304.00 'N' VALUE INFORMATION FROM X TO X 'N' BEL~ ELEVATION 'N' ABOVE ·25.00 25.00 .033 304.00 .033 Page 1 DOS-VER 2.4.2 1992 4-Apr-1994 3:17 Page 2 DOS-VER 2.4.2 1992 4-Apr-1994 3:17 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS RESULTS OF ONE SECTION METHOD CALCULATIONS SLOPE = .00620 FT/FT ORIGINAL SECTION IS ORIGINAL STATION IS A 293.00 STATION WHERE ANSWER APPLIES IS W.S. ELEVATION 302.25 302.50 302.75 303.00 303.25 303.50 303. 75 304.00 DESIGN ELEVATION Q 4. 14. 30. 54. 86. 127. 178. 240. AT SECTION AT SITE 303.44 304.44 132.00 VELOCITY 1.24 1.84 2.30 2.70 3.06 3.39 3.70 3.99 DESIGN Q 117. 2 Page 3 DOS-VER 2.4.2 1992 4-Apr -1994 3:17 Form I 284A TEXAS DOT Coc..nty .t?f?!!~.9.~............. Highway .. /J//S.. f>.. Desq. .K:()/f?.S.~--1.. Dote /:/5::.~.~ .. DIVISION OF BRIDGES end STRUCTURES C-5-J c o -1 -5 (,,, Ck Dsn Date .. ....: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . ........... . Structtre .f.!.~1.~ ... !. ~~~~{;~' .. ~ .. U./l/.f. .. .'~~ ............................................... . Design for ..... T f-. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Sheet ... .I ... of .1. ... . r?Ti'\ L: Z!OOLF--/, / o/. ~ < :(_7~_/-1 -~i!}/2100-iOLO 1;i4 ___, _,, v; 0 °I Tl: 21o0/ 4-"l(r,o) c~()_"6~l/.'Jl1c c~().6 '°') /Lf.f, Ile c =0.t/""> /0.2/lc @ l =-touolF 5 : (3 32 . o -Jn. °I )/1000 :: /. L/ /. v:J.1('1!fec.. ( =o.t =/ 3,72~c <fj_) [ :-:-/t/J-O LF S =(55(,.j-J/1.J )j;il)o : /.]/ v 0 /. 6 /1,.) T ,__ -:-/rJOg/ /f.z {{o) Tc. =-Wt'()_/ /us-( to) fc. :-3 9 ,,,;.., c 0. )=>5.S!lc. le:: llf ~ .:..., [;_ = 2 I,.,,.~ C: O.~ ~ O.!.( q fie {:: O.b => O. '{{,lie Co.'f=92J21Jc --r-~ L = ]' o{)~--S ~ /,o / -v=l,Df1/, c -rJ. (, -::-) 0. f /)'-~/ .. "-OC) LF . '--._/ -/ S ='3 Z/ . .;--srr.o )/soo . I 3 . : I ;s-/'I Is v ' C ~ O.<(; 9> O.J,llc. ~-. -,, L./ I) L F 71· : L·z... o'hl{O"'-/,r. s = (3/<t.iJ -31<-( )'"' v :. /,3f'1~ 1~: Joo/ /; ((,/;) Tc_ ::->-031,1s (to) C """O. b --='? J, z c/4~ /,_ o 21f o/ . '/;,J(C,o) -0 q_ ::;> 6. z~ Ile C-'II C-=-O. 2--::C7 O. lf1 Ac ~ L-=-l(OOLF s,-:.(3l1.5-31t./.)/'1ov ;-/,<(q ~ -v-:c /.~his --l(oo I I c. -/t, I.{ {b o) l:. O.t-=1o.}///c. C: 0.Z::) O.l Ac: <:iJj) '---= l/20 LF 5 ° /,1,q, i. -v:: /. Lj f,ls c ~ 0«1:i => o.3/Ac Tc o LfLo/ /i,t.{(~o) (_ = o. 2--=) () 2 2 /Jc. ~Recycled \:JP~1 --< I <--_;; .(,. .-..., Tc.-= :; ,._·,, Tc.::-J,.__:,... /c..::-5,....·"" /c ':; /"-"'"\ Form I 284A TEXAS DOT C()(J')ty . . . . . . . . . . . . . . . . . . . . . . . . . Highway . . . . . . . . . . . . Desigi . . . . . . . . . . . . . . . Date ............ . DIVISION OF BRIDGES and STRUCTURES C-5-J . . . . . . • . . . . . . . . . . . . • • • • . . . • . . . . . . . • . • • • • • • • • • . . Ck Dsn . . . . . . . . . . . . . . . Date ............ . StructlJ'e t t ••• t • t •••••• t t ••• t •••• t • t t • t t t • ' t t t • t t t" •••••••• '. t" t t t t t t" t t" • t." • ' ••••••••••••••••• Desi9i for . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Sheet ... 4 ... of . ?. .... <§.0 L-=soou 5:: /.'?/. (./-:: /.t..1 r 1-1~ C:O.t:,.::;:;. {).<t2/Jc @jJ;> L-::500 S=(3zt.2-31z.<1)/~oo =-/.J~i. -v-=/.:SS f f/5 C= 0., =P /.,C74c.. <ZJ5> l-:-r;, Z,o LF > ::Oi1.11-31z.o'/tip-: is/ -v-~ /. 2) r1~ c: 0.(p ~ /, ltlh @3<6o Lr s=01l{.~-3!u o)/~>r tJ. l-5/ v ~ /.7 fJ./,r -----Joo/ I<--0.cf (ho) ft. -s-oo/ c. . 4.J::{to) Tl: ~20/ /J,2 ( (t,o) /,: 3Y:D/ /;, ?-(Gv) C:: 0,i =>O lf 3/lc c -:..o. 2. ::::::) 0. z 1 llc. ~l: 2bo ~f 5:: O.?S/ -v= 1. 1 cf';; c: o.~ ~ tJ.11, lie fc_: 2(, 3(, C: 0.1~0.16 A,,_ 1· 7f?o) @]) l: IZuD olfJM 5-=(33~3-3w.1)/t/..vb-= l.Js). Tc. -=-1200/ . J.l}u v,. /, () f't/~ //.o ~o) (_ .._ 0.1> => 0. ~ /Jc. C: 0. q -q L(, "6 I/ c. @ L-=1voOL.F · ow ISZI S {_3 36. J-3 2../ .<g) '/.LIS) V"-I Z. .(' + /s c : 0 ~ -=)' o. b fl c fc.' /OIJ(}/ /1.2 cbo) c 01l/~?.l!l{ • @:=~ 7c..:: t/,...,,;., r,,_-= t ....... ,:., Tc..:: <{ ;:.-,,'..., Te--Lf ""·'.-. Tc_. --3 "" .. '"' (., .,_ z,.o ..... :.., T t...;. ;c; ...... :.... THYSYS $ STORM SEWER DES I GN $ LINE B $ (DESIGN FOR PROJECTED RUNOFF) SE~R ANALYSIS RUNOFF TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS INLET SEWER FREQUENCY= 05YR COEF DESC A=ASPHALT B=BUSINESSC=RESIDENTD=PARK E= F= RAT COEF 0.8 0.6 0.4 0.2 MIN TC = 10.00785 76 85 DA B 1 349 T 45 18 6 20 .1 DA B 2 001 T 45 20.0 DA B 3 049 046 272 T 19 DA B 5 219 T 6 DA B 6 046 142 T 6 DA B 7 024 059 T 3 DA B 8 031 039 T 5 DA B 10 031 020 T 5 DA B 12 064 T 3 DA B 13 150 T 5 DA B 15 172 T 9 DA B 16 046 027 T 7 DA B 17 028 016 T 3 JUNC B 1 TYPE= CSAG 12.0 0 .50 48 15 0015 000 15 14 JUNC B 2 TYPE= GSAG 0.50 48 15 0015 6 9 .0 JUNC B 3 TYPE= GSAG 0.50 48 15 0015 6 9.0 JUNC B 4 TYPE=JUNCT 0015 JUNC B 5 TYPE= CURB 12.0 1.50 48 15 0015 033 15 JUNC B 6 TYPE= CURB 12.0 0.50 48 42 0015 033 15 JUNC B 7 TYPE= CURB 12.0 1.60 48 42 0015 033 15 JUNC B 8 TYPE= CURB 12.0 1.80 48 30 0015 033 15 JUNC B 9 TYPE=JUNCT 0015 JUNC B 10 TYPE= CURB 12.0 1.80 48 30 0015 033 15 JUNC B 11 TYPE=JUNCT 0015 JUNC B 12 TYPE =~~12.0 0.60 48 42 0015 033 15 JUNC B 13 TYPE= CUR 12 .0 0.60 48 24 0015 033 15 JUNC B 14 TYPE=JUNCT 0015 JUNC B 15 TYPE= CURB 12.0 0.60 48 24 0015 033 15 JUNC B 16 TYPE= CURB 12.0 0.60 48 42 0015 033 15 JUNC B 17 TYPE= CURB 12.0 0.60 48 42 0015 033 15 JUNC B 18 TYPE=JUNCT 0015 CARRYOVER FROM B 5 TO B 6 L=15 P= 3 OUTLET STATIONING 0.00 T.W . ELEV 307.54 B 18 DSGN 1 B 1 B 2 US 316.18 OS 314.00 30 19.20015 42 CIRC DSGN 2 B 2 B 4 US 314.00 OS 313 .81 38 0015 48 CIRC DSGN 3 B 3 B 4 US 313.95 OS 313.81 34 0015 24 CIRC DSGN 4 B 4 B 6 US 313.81 OS 312.00 320 0015 48 CIRC DSGN 5 B 5 B 6 US 312.25 OS 312.00 54 0015 24 CIRC DSGN 6 B 6 B 7 US 312 .00 OS 311.12 155 0015 48 BOX DSGN 7 B 7 B 9 US 311.12 OS 310 .95 28 0015 48 BOX DSGN 8 B 8 B 9 US 311.12 OS 310.95 22 0015 18 CIRC DSGN 9 B 9 B 11 US 310.95 OS 310.60 n 0015 48 BOX DSGN 10 B 10 B 11 US 310.77 OS 310.60 22 0015 18 CIRC DSGN 11 B 11 B 12 US 310.60 OS 309.71 195 0015 48 BOX DSGN 12 B 12 B 14 US 309.71 OS 309.24 137 24 .30015 48 BOX DSGN 13 B 13 B 14 US 309.52 OS 309 .24 17 0015 18 CIRC DSGN 14 B 14 B 16 US 309.24 OS 308.14 188 0015 48 BOX DSGN 15 B 15 B 16 US 308.31 OS 308.14 14 0015 24 CIRC Page 1 DOS-VER 2.4.2 1992 29-Sep-1993 2 :24 2 LO vJ &-IZ c./l•LJ ,J '"' L t ,,Jlo L N lo Au o.,.,. cull /. /N l e , ~ z G/2Art: T ,,/L f: TS" To wo 1f i< A5 A )i,Jr,U 7 ii rv' IT F 01} A l'-~/(A 1,,,;11 (; E 4;2 ,c,4~ . A,..;Al Yet ,,,. x u c,/<! 0 f5 ~teA t d ) '"' r1112r ~o ,1 C.,4(J /l c If';' As: A s 1 ,.,J (,LE 1...1<o " r/ Iv'/ o /. G/?Al}f A d() Fl ?(," ;1' '1/ I A 7 . . /, c !(,/It][ A ..I ALYl E c.././A#..V (L FL o iJ -,-,/e£fJ S:fc-r 1 ~~7 To 1... If EE I( 1 THYSYS U.S. D.S. TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS HYDRAULIC DATA Page 6 DOS-VER 2.4.2 1992 28-Sep -1993 10:16 0\1 <-i ·5 -L•·' c,.. ,_ ...... RUN ID ID 'N' JUNC LOSS FLOW U.S. HEAD D.S. HEAD HYDR. GRAD PIPE ~ -r;.,Ji..E-.1 DEPTH VELOC. CAPAC. T <> 1 B24 B 1 .015 .00 66.91 346.46 316.18 .11647 2 B 1 B 2 .015 .00 75.62 314.04 312.87 .00752 3 B 2 B 4 .015 .00 75.59 312.87 312.73 .00369 4 B 3 B 4 .015 .00 10.16 313.31 313.17 .00268 5 B 4 B 6 .015 .00 82.07 312.73 311.20 .00435 6 B 5 B 6 .015 .00 11.79 311.71 311.46 .00362 7 B 6 B 7 .015 .00 91.68 311.20 310.32 .00542 8 B 7 B 9 .015 .00 92.34 310.24 310.07 .00550 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 9 IS 9 B 8 B 9 .015 .00 2.51 310.48 310.03 .00076 10 B 9 B11 .015 .00 93.44 310.03 309.69 .00348 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 11 IS 11 B10 B11 .015 .00 2.22 310.07 309.69 .00059 12 B11 B12 .015 .00 94.21 309.69 308.80 .00353 13 B19 B20 .015 .00 11.84 316.78 316 .72 .00194 14 B20 B22 .015 .00 12.61 316.70 316 .21 .00221 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 15 IS 15 B21 B22 .015 .00 15.31 317.92 315.87 .00609 1.00 .39 . 71 .68 .73 .73 .80 .78 .86 .38 3 .08* .80 .36 3.09* .77 .76 21.3 10.9* 7.7* 4.5 7.6* 4.8 8.5* 8.8 4.0* 5.8** 3.4* 7.6 3.6* 3.9 8.5 u ,, r 1,J G t Y '' /J i/Jt 19.2*** 2E ,v' fi 1,.J 235 .0 To / 88.0 12.6 93.6 13.3 93.8 97.0 8.0 106.9 8.0 107.1 12.7 13.6 25.6 l/7{ ds c ... ~ry •rer to r,,., 1. t IJ/ 17 B23 B12 .015 .00 ~ 4.35 312.41 309.51 .00469 16 B22 B23 .015 .00 ~ 315. 73 312.41 .00484 2.32 .56 .59 .60 8.0* 7.9* 38.1 36.7 "'J(+0 2 ~0.3 Jr.J1"0 /J l2 18 B12 B14 .015 .00 11 • 308.43 308.07 .00268 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 19 IS 19 B13 B14 .015 .00 4.47 309.23 308.58 .00241 20 B14 B16 .015 .00 111.84 308.06 307.31 .00277 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 21 IS 21 B15 B16 .015 .00 12.87 308.34 307.31 .00431 22 B16 B17 .015 .00 118.33 307.31 307 .02 .00310 23 B17 B18 .015 .00 118.90 307.02 306.94 .00313 O* BOX DEPTHS IN FEET 2.72* 1.21 .49 2. 71* 2.03 .56 2.80* 2.74* 5.5** 145.3 5 .2 9.1 5.6** 148.5 6.8* 21.6 5.9** 150.3 5.9** 156.0 SEW0069·-**PIPE FLOWING FULL DUE TO DOWNSTREAM CONTROL, NOT INSUFFICIENT CAPACITY -VELOCITY IS BASED ON FULL FLOW. JUNCTION LOSSES MAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS SEW007 1--*PIPE FLOW DEPTH > NORMAL DEPTH DUE TO DOWNSTREAM CONTROL, NOT INSUFFICIENT CAPACITY-VELOCITY IS BASED ON ELEVATION OF HYDRAULIC GRADE LINE AT DOWNSTREAM ELEVATION. JUNCTION LOSSES MAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS 1 THY SYS U.S. D.S. RUN ID ID 'N' JUNC LOSS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS HYDRAULIC DATA FLOW U.S. HEAD D.S. HEAD HYDR. PIPE GRAD DEPTH VELOC. CAPAC. Page 6 DOS· VER 2.4.2 1992 28-Sep-1993 8:24 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 1 IS 1 B24 B 1 .015 .00 66.91 319.51 315.02 .00589 4.34 .67 .39 9.8* 85.3 cx1sr1,,.;G FL0 vJ 2 B 1 B 2 .015 .00 75.32 314.04 312.84 .00746 3 B 2 B 4 .015 .00 75.29 312.84 312.69 .00366 4 B 3 B 4 .015 .00 10.16 313.31 313.17 .00268 5 B 4 B 6 .015 .00 81.75 312.69 311.20 .00431 6 B 5 B 6 .015 .00 11.79 311.71 311.46 .00362 7 B 6 B 7 .015 .00 91.33 311.20 310.32 .00538 8 B 7 B 9 .015 .00 92.00 310.24 310.07 .00546 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 9 IS 9 B 8 B 9 .015 .00 2.51 310.48 310.02 .00076 10 B 9 B11 .015 .00 93.08 310.02 309.68 .00345 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 11 IS 11 B10 B11 .015 .00 2.22 310.07 309.68 .00059 12 B11 B12 .015 .00 93.86 309.68 308.79 .00351 13 B19 B20 .015 .00 11.84 316.78 316.72 .00194 14 B20 B22 .015 .00 12.61 316.70 316.21 .00221 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 15 IS 15 B21 B22 .015 .00 15.31 317.92 315.87 .00609 16 B22 B23 .015 .00 24.73 315.73 312.41 .00484 17 B23 B12 .015 .00 24.35 312.41 309.51 .00469 18 B12 B14 .015 .00 109.64 308.43 308.07 .00266 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 19 IS 19 B13 B14 .015 .oo 4.47 309.23 308.58 .00241 20 B14 B16 .015 .oo 111.42 308.05 307.21 .00275 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 21 IS 21 B15 B16 .015 .00 12.87 308.34 307.26 .00431 22 B16 B17 .015 .00 117.90 307.21 307.00 .00224 23 B17 B18 .015 .00 118.50 307.00 306.94 .00227 . 71 .68 .72 .73 .80 .78 .86 .38 3.07* .80 .36 3.08* .77 .76 2.32 .56 .59 .60 2.72* 1.21 .49 2.70* 2.03 .56 .49 .47 11.0* 235.0 7.8* 88.0 4.5 12.6 7.6* 93.6 4.8 13.3 8.5* 93.8 8.7 97.0 4.1* 8.0 5.8** 106.9 3.5* 8.0 7.6 107.1 3.6* 12. 7 3.9 13.6 8.5 25.6 8.0* 38.1 7.9* 36.7 5.5** 145.3 5.2 9.1 5.6** 148.5 7.1 21.6 4.8* 246.3 4.7** 267.4 /o j ,,.J l GT oAJ l/,,.J(,,ul/\/ 111/N OP[ ,,/1,JG I,.) 13A L/( "r: r#L~T O* BOX DEPTHS IN FEET SEW0069--**PIPE FLOWING FULL DUE TO DOWNSTREAM CONTROL, NOT INSUFFICIENT CAPACITY-VELOCITY IS BASED ON FULL FLOW. JUNCTION LOSSES HAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS SEW0071--*PIPE FLOW DEPTH >NORMAL DEPTH DUE TO DOWNSTREAM CONTROL, NOT INSUFFICIENT CAPACITY-VELOCITY IS BASED ON ELEVATION OF HYDRAULIC GRADE LINE AT DOWNSTREAM ELEVATION. JUNCTION LOSSES HAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS e,z. 3'r ~2A VJ4 ~ 9--'l~" f3LJA ,:> _B?.} A'??UME-2.-°'iy ---~ /v1 1RR oR . B2-~ ST+\ (c 'Z~·+0 ~ 1710 t-)l...\ ~( /~G. '-/f.12f1c.t--L hll/\\:_ AWu1 nit ~, L1/\it f '<..{:-'{ ~ f?\ \ t..'{l ?TINGr e; \ e'X.\-?l\fl.)G e:> 0 P)2..D A)":;JE D b 2A Pf1o vo7 E:-O ))?A C.-x 1"'::7f 1 r-J G bL\A \?RDP E::> _5A PQ..oP. !)t,A v~oV 0 1(>.. ?qoP. t:><&A v~oP. t:A D.. fJ. \0'\'I N~ .t?~b E.-'/-\"?""\ B<oC (_~I~ 1?0-D C,:~ \~ f;;i[o(._, c.~-\ ~ fl..'. FL " 3 \0 . '1 D CtJ?,,-2 .}8/ fl--·. ~\0 ,'2.-\ (o'2..3+4z,, f Iv . '?Oo :1 D (., 2-6 ~ Y ~ fl . 307 ... li-f (p25f6'2...- FL-· ?o&. 5 L/ &/l 7 )--r;; ft,.-·. ~o&.?? &18'-t '?~ rL · 3o5 . 1o~ CoV1.1 ?q fl, : 3o5. D7 &:/~Ot-0? fl--'?OL}. \Lf 0'??..\-'1D ?16.05 ~\~,9Cf 1'2:7\(e .\O 71L.J.v? A~ C>V fl2J DL\" :::n-1 LY I~}): \,} o~e:> ?:oo pr.--. ~ -D~/K"-l fl, Bl,C. 2.Ll " f O'STE.Q.. i2..D . o5 f)B M 14 '• 11' 48 " tJ ' A~'-JN(E_ 24 '' -'1'1 / 10\1 fJ7A 9"JI Bet\ 323" f;/tA ~ ~(>.. 43'' !?8 ~DP r::-L-• ;>07.00 ~~ G':;:O+ f.o~ ~ PRDP FL-= 3o0.\L.\ ~C\Cci3~+c:::io 1 THYSYS $ STORM SEWER DESIGN S LINE H (DESH1X) S (DESIGN FOR PROJECTED RUNOFF ) TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYST EM THYSYS S****************************************•••••••••••••••••••••••••••••••••• SEWER ANALYSIS RUNOFF INLET SEWER FREQUENCY= 5YR COEF DESC A=ASPHALT B=BUSINESSC=RESIDENC RAT COEF 0.8 0.6 0.4 0.2 MIN TC = 10.0 0 .785 DA H 3 128 DA H 40 381 DA H 5 079 DA H 7 065 024 DA H 8 058 019 JUNC H 3 TYPE= CURB15.0 0.5 48 42 SJUN H 3 305.54 S STA 642+58 JUNC H 40 TYPE= GSAG15.0 0.5 48 15 SJUN H 40 304.00 S STA 645+06 JUNC H 4 TYPE=JUNCT S STA 645+06 JUNC H 5 TYPE= CURB15.0 0.5 48 42 SJUN H 5 302.79 S STA 647+30 S H 6 OMITTED JUNC H 7 TYPE= CURB15.0 0.5 48 42 SJUN H 7 305 .28 S STA 644+00 JUNC H 8 TYPE= CURB15.0 0.5 48 42 SJUN H 8 302 .71 S STA 648+12 OUTLET STATIONING 0.0 T.W. ELEV DSGN 1 H 3 H 4 US 303.70 OS 302.50 DSGN 2 H 40 H 4 US 303.00 OS 302.50 DSGN 3 H 4 H 5 US 302.50 OS 301.30 DSGN 4 H 5 H 8 US 301.30 OS 299.78 DSGN 5 H 7 H 8 US 303.00 OS 299.78 DSGN 6 H 8 H 9 US 297.47 OS 296.50 ANAL 1 H 3 H 4 1 24 ANAL 2 H 40 H 4 1 24 ANAL 3 H 4 H 5 1 30 ANAL 4 H 5 H 8 1 30 ANAL 5 H 7 H 8 1 24 ANAL 6 H 8 H 9 1 30 ENDA TA T 13 18 T 11 T 11 T 11 T 9 0.015 0.33 0.015 6 0.5 0.5 95 0.015 0.33 0.015 0.33 0.015 0.33 295.00 H 9 244 80.012 24 0.012 220 0.012 130 0.012 407 0.012 114 0.012 76 8.5 6 10 9 5 10 10 10 24 CIRC 24 CIRC 30 CIRC 30 CIRC 24 CIRC 30 CIRC Page 1 DOS-VER 2.4.2 1992 1-Nov-1994 10:13 D~-4/:r 1 THYSYS TEXAS DEPARTMEN T OF TRANSPORTAT ION TEXAS HYDRAULICS SYSTEM THY SYS SEIJER RUNOFF CALCULATIONS RAINFALL FREQUENCY = 5 YR. SURFACE DESCRIPTION OF RATIONAL COEFFICIENTS A B c D E F ASPHALT BUSINESS RESIDENC .8000 .6000 .4000 .2000 .0000 .0000 I.D. H 3 H40 H 5 H 7 H 8 MINIMUM TIME OF CONCENTRATION = 10.0 MINUTES E = .785 B = 76. D = 8 .5 INLET RUNOFF CALCULATIONS AREA "CA" "TC" INTENSITY BASE FLOW 1.28 .n 13.00 6.84 .00 3.81 2.29 11.00 7.38 .00 .79 .63 11.00 7.38 .00 .89 .57 11.00 7.38 .00 .n .50 9.00 7.69 .00 TOTAL FLOW 5.25 16.87 4.67 4.19 3.86 2 Page 2 DOS -VER 2 .4 .2 1992 1-Nov -1 994 10: 13 1 THYSYS SEWER INLET ANALYSIS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS MINIMUM COMPUTED MINIMUM INLET CARRYOVER CALCULATED ACTUAL LENGTH ACTUAL AREA REQUIRED AREA REQUIRED ACTUAL HEAD CFT) INLET FLOW CAPACITY CARRYOVER ASSIGNMENT POND WIDTH LENGTH 1.D. TYPE (CFS) (CFS) (CFS) INLET l.D. (FT) (FT) CFT) (SQ FT) (SQ FT) H 3 CURB 5.25 5 .92 .oo 14.55 10.0 8.9 .00 .00 ********* H40 GSAG 16.87 17 .88 .00 .00 .0 .0 9.00 8.50 .45 ANALYSIS OF APPROACHES TO SAG INLET H 40: RIGHT APPROACH · FLOW = .0, PONDING WIDTH = 1.30 LEFT APPROACH · FLOW = .2, PONDING WIDTH = 3.93 H 5 CURB 4.67 5.80 .00 13.92 10.0 8.0 .oo .00 ********* H 7 CURB 4.19 5.69 .00 13.37 10.0 7.4 .00 .00 ********* H 8 CURB 3.86 5 .61 .00 12.96 10.0 6.9 .DO .00 ********* 3 Page 3 DOS· VER 2.4.2 1992 1-Nov-1994 10:13 1 THY SYS RUN 1 2 3 4 5 6 SE\.IER TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS CUMULATIVE RUNOFF CALCULATIONS FOR PIPE RUNS U.S. D.S. CUMULATIVE I.D. I.D. "CA" 11TC11 AREA "CA" "TC" H 3 H 4 .n 13.00 1.28 .n 13.00 H40 H 4 2.29 11.00 3.81 2.29 11.00 H 4 H 5 .00 .00 .00 3.05 13.68 H 5 H 8 .63 11.00 .79 3.69 14.16 H 7 H 8 .57 11.00 .89 .57 11.00 H 8 H 9 .50 9.00 .n 4.76 14.37 SUPPLY Q INTENSITY 8.00 6.84 .00 7.38 8.00 6.67 8.00 6.56 .00 7.38 8.00 6.51 4 Page 4 DOS-VER 2.4.2 1992 1-Nov-1994 10:13 FLOW 13.25 16.87 28.38 32.18 4.19 38.98 1 THY SYS SEWER SEWER ANALYSIS U.S. U.S. D.S. F .L. RUN ID ID ELEV 1 H 3 H 4 301.70 2 H40 H 4 301.00 3 H 4 H 5 300.00 4 H 5 H 8 298.80 5 H 7 H 8 301.00 6 H 8 H 9 294.97 TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS CONFIGURATION DATA D.S. F .L. LENGTH ELEV FEET SLOPE BBLS RISE SPAN SHAPE 300.50 244 .00492 1 24 24 CIRC 300.50 24 .02083 1 24 24 CIRC 298.80 220 .00545 1 30 30 CIRC 297.28 130 .01169 1 30 30 CIRC 297.78 407 .00791 1 24 24 CIRC 294.00 114 .00851 1 30 30 CIRC 5 Page 5 DOS-VER 2.4.2 1992 1-Nov-1994 10:13 1 THYSYS U.S. D.S. JUNC TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS HYDRAULIC DATA U.S. D.S. HYOR. RUN ID ID 'N' LOSS FLOW HEAD HEAD GRAD DEPTH 1 H 3 H 4 .012 .00 13.25 303.02 301.82 .00292 .66 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO • 2 IS 2.53 2 H40 H 4 .012 • 00 16.87 303.53 301.80 .00474 .49 3 H 4 H 5 .012 .00 28.38 301.80 300.60 .00408 .72 4 H 5 H 8 .012 .00 32.18 300.30 298.78 .00524 .60 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 5 IS 1.02 5 H 7 H 8 .012 .00 4.19 302.02 298.38 .00029 .30 6 H 8 H 9 .012 .00 38.98 296.92 295.95 .00769 .78 VELOC. 6.0* 7.8* 7.5 10.5* 5.3* 9.5* PIPE CAPAC. 17.2 35.4 32.8 48.0 21.8 41.0 Page 6 DOS· VER 2.4.2 1992 1-Nov-1994 10:13 SEW0071·-*PIPE FLOW DEPTH > NORMAL DEPTH DUE TO DOWNSTREAM CONTROL, NOT INSUFFICIENT CAPACITY· VELOCITY IS BASED ON ELEVATION OF HYDRAULIC GRADE LINE AT DOWNSTREAM ELEVATION. JUNCTION LOSSES MAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS 6 $ $ RUNOFF FOR AREA +Q6 HYDRO DA MET HOO RADATA Q6A ENDATA 1 THYSYS HYDRO 1.30ACRES 0.8 1.3 RATIONAL PROCEDURE RATIONAL JOB NO JOB NO JOB NO SUPPLY Q= 5YRJOBNO 40.785 76.0 8.5JOBNO JOB NO TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS E = . 785 B = 76 D = 8.5 1.D. COEFFICIENT AREA(ACRES) LENGTH(FT) VELOC(FPS) TC(MIN) Q6A .80 1.30 0 .00 4 TOTAL CA 1.04 TOTAL TC 10 MINUTES RAINFALL INTENSITY = 7.69 INCHES PER HOUR FREQUENCY = 5 YR. DRAINAGE AREA= 1.30 ACRES PEAK FLO'W = 8 CFS 6 Page 7 DOS-VER 2.4.2 1992 3-Hay-1994 6:59 Form 1284A Colllty ... IJ.t?l!t.(J. ~........... HiOhway .11.C! f. .. C:.. Desiql K.&.4!~?.«. Date ).~ ;'!:-:.'?:-:. DIVISION C-5-J r;o -, _ -0 Ck Dsn Date . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ........... . OF ~~~DGES Structtre .. .f.T.9.f rr'f . /.?.~ ~/(_, .. ~ .. ~ .1 .~~ •• }( •· .............................................. . STRUCTURES Desic11 for .... T.c. ....................................................... Sheet ....... of ...... . @ L"' io o LF . ~-:-)4uv .::-I . I I --v ::: /. i) t-1 I> L'=O.~-::} /.2:~ 4c. ([jJ)L =7S O Lf s 7 Y1 -s o= 1.2 / ir := 1.2 r.i ls C=0·0 ~ ?,,,C[I A( (!!Y L -:. ·5 .() o L r :_,-:. 1/->oo =0 .1 ·1 "'V:. o.1r r .,s (. ~ 0,~ -;;o) 0. 70/Ac ('}) L : 5uo L F s = U,)/1()0"' tl.S ~ v ::-o . '15 I',.;~ c ~ Q ,<l "7 .r~r-(1 (. <i]i) L: '{o() Lf 5; 0 ~/. u -:. ' 1 :;-1'1 Is C · o .i ~ O· 5 <(A c @ 320 ;_r 5 = o.r:; -v= tJ .H ft-3 J c -= 1~-0/ /,?.. {(o ) f<-= I/~.,, -;, =!I ,...,.. ,.., T ,. :: 1,..,:"' . - • ' --.____ / / / --- ---- 'l.: t 1. I : -- ..v ..vo? 'l!L 'I " ( t -------- v . • ( ~ l' 5' ••• 14/ !f•;. ~) ~l'~ ~··V f ; 7 I .nv . -~ ()""ti} 7'1$ ti , \I f • / ..., .'....,.// , 1 '// o.\L : '1 l ·/ : 0 .5 1../ b : s @ \ ~ ....... .,h=.~:?J. t·O ~ (>fJJS '/,, "LI • S JH 0 t . I r>f 0 .. z oz Qi l ~ J->7 . ;: r. "°Z, _s,,, 'zH 11{ 1i'' 1 0L0 1 fL-== Z°74 ,Cj, '7r.ll (.p L1 £:, ..+-. (,, s Form 1284A TEXAS COU"lty ......................... Highway ............ Desig'\ .............•. Dote . ............ DOT C-5-J Ck Dsn Dote DIVISION ................................................. . .............. . ............ OF BRIDGES StructlJ'e .......... ' ............................................ " .. " ..... "" ..................... and STRUCTURES DesicJ1 for .............................................................. Sheet ....... of ....... I I I I ·- l i i I (} '7 . () s 17 1 'J g '( , () b <2 0 ' I \ ') g, Cl . h~ tJ' I/ ~ t ca. ~ L P'l I 'O I l- < .. L' ~ I ~ 17 Q e I '> ( !? I '2~ ~ H~ • _g !.> b 0' 10 b 0 r; ~· ? ··?_,, r <!;>lb 1a h o· ti "2.. b'O ~ ~( 'l ti P' I:? L O' f -z \\ I \ ~ ~I . El ~ »2 l l l t~ <i.o;;;. B~ IC:. j('I~ i.I lvt a< --"I ~ IV 0. _ ... - (c ·)9 ihC ' ,_ -.. -Zt J I yz, k'.J lV \OE fl 0( ~ jJ +-\ ( )-'?' 0 ( Dg> , -T i\SI 1' p; Jt \. < ~£ f< ( ~ n) t( 6\ t-( )Sf ) ~ V--l' c;; & i i ~ 1-1 6~ b / 9' 0 IQ:.- ( c: l h-. j:).£a ) ,...,. [O~ -i' Q b '(_, ) -·~rz· (] I ~ ..... J(a' j,f ' 0 ">) ( (S I :,,: I Pl/ L.-1 $ 'l O' h'Z. ·r PJ 10 ~ . I !Ci --;. 0 riZ IJ 'L JU ICl!_ l I s 1 < 11 ll t;-Z, 0 11.'i.,, -1-I s -f. Q ~ry-b< (I 1(-Z_ : ~ i (~1 l'I ( DU t, i+-~\ t-c gl 1 9< ,:<'.'.2 I ~ 1 ·c:: YI~ <'.ii. I ·c; fld">'1 ~:>-.J:>"" ~a ·1 .., -.:u.. a...i_ <7 ?J ::re 1 -e · I s ?-J =>V! ~ l, • l,. z.. q·Q ~ t I 'o + ~1. 'O r f?·I '() -t \I I . O ~-.n~ so '"JI = L-S 'p gy s ?...J :J'2 "t b .. (] c.. r...J ?-e -5S, () ,~J-?-e lp 'I _s o·c + 01 ·o Oh 'Cl (9 j-i~'/7 5 "-'?"' <6".3'0 ':; O.J?~ 't. C • s -z, <?: . I .$ ?-...J ~ s 1 • c .:: t-i<J ·o >NJ7 ir ·1 <: dr·ci © r"L '(J <: s()·o t ~' ·o =-o <')~~ r ~ "qQ r -f'---i t.' Q) 1 THY SYS $ STORM SEWER DESIGN S LINE D (DES01X) S (DESIGN FOR PROJECTED RUNOFF) TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS $************************************************************************** SEWER ANALYSIS RUNOFF INLET SEWER FREQUENCY= 5YR COEF DESC A=ASPHALT B=BUSINESSC=RESIDENCO=PARK RAT COEF 0.8 0.6 0.4 0.2 MIN TC = 10.0 0.785 DA D 1 316 DA D 2 061 030 DA D 4 DA D 5 JUNC D SJUN D s JUNC D SJUN D $ JUNC D s JUNC D SJUN D s JUNC D SJUN D s OUTLET DSGN DSGN DSGN DSGN DSGN ANAL ANAL ANAL ANAL ANAL ENDA TA 1 2 3 4 5 1 2 3 4 5 205 050 023 TYPE=CSAG 15.0 0.5 48 308.28 STA 636+82 2 TYPE=CURB 15.0 0.5 2 307.61 STA 638+60 3 TYPE=JUNCT STA 639+00 48 10 42 4 TYPE=CURB 15.0 0 .5 48 15 4 307.52 STA 639+00 80' LEFT 5 TYPE=CURB 15.0 0.5 48 42 5 307.78 STA 639+00 STATIONING 0.0 T.W . ELEV D 1 D 2 US 307.00 OS 306.00 D 2 D 3 US 306.00 OS 305.21 D 4 D 3 US 306.32 OS 306 .21 D 3 D 5 US 305.71 OS 304.55 D 5 D 6 US 302.40 OS 301.04 D 1 D 2 1 24 D 2 D 3 1 24 D 4 D 3 1 36 D 3 D 5 2 30 D 5 D 6 2 30 T 13 18 T 8 T 29 T 8 0.015 0.33 0.5 0.5 0.015 0.33 0.015 0.33 0.015 0.33 6 95 299.54 D 6 0.012 0.012 340.012 0.012 0.012 163 33 22 92 215 76 8.5 6 10 5 10 15 10 24 CIRC 24 CIRC 36 CIRC 30 CIRC 30 CIRC Page 1 DOS· VER 2.4 .2 1992 1-No v-1 994 10 : 1 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS SEWER RUNOFF CALCULATIONS RAINFALL FREQUENCY = 5 YR. SURFACE DESCRIPTION OF RATIONAL COEFFICIENTS A B c D E F ASPHALT BUSINESS RESIOENC PARK .8000 .6000 .4000 .2000 .0000 .0000 MINIMUM TIME OF CONCENTRATION = 10.0 MINUTES E = • 785 B = 76 • D = 8.5 INLET RUNOFF CALCULATIONS l.D. AREA "CA" "TC" INTENSITY BASE FLOW TOTAL FLOW D 1 3.16 1.90 13.00 6.84 .oo 12.96 D 2 .91 .55 8.00 7 .69 .00 4 .22 D 4 2.05 1.23 29.00 4.42 .00 5 .43 D 5 .73 .45 8.00 7.69 .00 3.43 2 Page 2 DOS-VER 2 .4 .2 1992 1-Nov -1 994 10: 1 1 THYSYS SEllER INLET ANALYSIS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS MINIMUM COMPUTED MINIMUM INLET CARRYOVER CALCULATED ACTUAL LENGTH ACTUAL AREA REQUIRED AREA REQUIRED ACTUAL HEAD INLET FLOll CAPACITY CARRYOVER ASSIGNMENT POND llIDTH LENGTH I.D. TYPE (CFS) (CFS) (CFS) INLET I.D. (FT) (FT) (FT) (SQ FT) (SQ FT) C FT) D 1 CSAG 12.96 23.34 .00 .00 10.0 5.6 .00 .00 .56 ANALYSIS OF APPROACHES TO SAG INLET D 1: RIGHT APPROACH -FLOll = .0, PONDING llIDTH = 1.18 LEFT APPROACH -FLOll = .1, PONDING llIDTH = 3.56 D 2 CURB 4.22 5.69 .00 13.40 10.0 7.4 .00 .oo ********* D 4 CURB 5.43 8.94 .oo 14.73 15.0 9.1 .00 .00 ********* D 5 CURB 3.43 5.50 .oo 12.40 10.0 6.2 .00 .00 ********* 3 Page 3 DOS -VER 2.4.2 1992 1-Nov -1994 10: 1 1 THY SYS RUN 1 2 3 4 5 SEWER TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS CUMULATIVE RUNOFF CALCULATIONS FOR PIPE RUNS U.S. D.S. CUMULATIVE I.D. I.D. "CA" "TC" AREA "CA" "TC" D 1 D 2 1.90 13.00 3.16 1.90 13.00 D 2 D 3 .55 8.00 .91 2.44 13.41 D 4 D 3 1.23 29.00 2.05 1.23 29.00 D 3 D 5 .00 .oo .00 3.67 29.05 D 5 D 6 .45 8.00 .73 4.12 29.20 SUPPLY Q INTENSITY .00 6.84 .00 6.74 34.00 4.42 34.00 4.41 34.00 4.40 4 Page 4 DOS-VER 2.4.2 1992 1-Nov-1994 10: 1 FLOW 12.96 16.46 39.43 50.22 52.13 1 THYSYS RUN 1 2 3 4 5 SEWER SEWER ANALYSIS U.S. U.S. D.S. F .L. ID ID ELEV D 1 D 2 305.00 D 2 D 3 304.00 D 4 D 3 303.32 D 3 D 5 303.21 D 5 D 6 299.90 TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS CONFIGURATION DATA D.S. F.L. LENGTH ELEV FEET SLOPE BBLS RISE SPAN SHAPE 304.00 163 .00613 1 24 24 CIRC 303.21 33 .02394 1 24 24 CIRC 303.21 22 .00500 1 36 36 CIRC 302.05 92 .01261 2 30 30 CIRC 298.54 215 .00633 2 30 30 CIRC 5 Page 5 DOS-VER 2.4.2 1992 1-Nov-1994 10: 1 1 THY SYS U.S. D.S. JUNC RUN ID 10 'N' LOSS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS HYDRAULIC DATA U.S. D.S. HYDR. FLC\I HEAD HEAD GRAD DEPTH ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO • 1 IS 2.04 1 D 1 D 2 .012 .00 12.96 307.04 305.20 • 00280 .60 2 D 2 D 3 .012 .00 16.46 304.92 304.46 .00451 .46 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 3 IS 3.30 3 D 4 D 3 .012 .00 39.43 306.62 305. 19 .00298 .66 4 D 3 D 5 .012 .00 50.22 304.46 303.30 .00319 .so 5 D 5 D 6 .012 .00 52.13 301.50 300.14 .00344 .64 VELOC. 6 .6* 8.0* 8.0* 10.2* 7.9* PIPE CAPAC. 19.2 37.9 51.1 99.8 70.7 Page 6 DOS-VER 2.4.2 1992 1-Nov-1994 10: 1 SEW0071--*PIPE FLC\I DEPTH > NORMAL DEPTH DUE TO DOWNSTREAM CONTROL, NOT INSUFFICIENT CAPACITY-VELOCITY IS BASED ON ELEVATION OF HYDRAULIC GRADE LINE AT DOWNSTREAM ELEVATION. JUNCTION LOSSES MAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS 6 $ $ HYDRO DA MET HOO RADATA Q4A RADATA Q4B RADATA Q4C ENDATA RUNOFF FOR AREA +Qq 16.00ACRES RATIONAL 0.8 1.1 0.6 3.1 0.4 11.8 SUPPLY Q= 60.785 76.0 9 21 JOB NO JOBNO JOBNO 5YRJOBNO 8.5JOBNO JOB NO JOB NO JOB NO 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS HYDRO RATIONAL PROCEDURE E = . 785 B = 76 D = 8.5 I.D. COEFFICIENT AREA(ACRES) LENGTHCFT) VELOC(FPS) TC(MIN) Q4A Q4B Q4C .80 .60 .40 TOTAL CA = 7.46 TOTAL TC = 36 MINUTES 1.10 3.10 11.80 0 0 0 RAINFALL INTENSITY = 3.86 INCHES PER HOUR FREQUENCY = 5 YR. DRAINAGE AREA = 16.00 ACRES PEAK FLOW = 28 CFS .00 .00 .00 6 9 21 4 Page 5 DOS · VER 2.4.2 1992 3-May-1994 6:59 $ $ RUNOFF FOR AREA +Q5 HYDRO DA MET HOO RADATA Q5A ENDATA 1 THYSYS HYDRO 1.50ACRES 0.6 1.5 RATIONAL PROCEDURE RATIONAL JOBNO JOB NO JOB NO SUPPLY Q= 5Y RJOBNO 60.785 76.0 8.5JOBNO TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS E = . 785 B = 76 D = 8.5 l.D. COEFFICIENT AREA(ACRES) LENGTHCFT) VELOCCFPS) TC(MIN) Q5A .60 1.50 0 .00 6 TOTAL CA = .90 TOTAL TC = 10 MINUTES RAINFALL INTENSITY = 7.69 INCHES PER HOUR FREQUENCY = 5 YR. DRAINAGE AREA= 1 .50 ACRES PEAK FLOW = 6 CFS 5 Page 6 DOS-VER 2.4.2 1992 3-May-1994 6:59 Form I 284A TEXAS DOT C0tnty .... !J./f.1-/?-.C!.~........... Highway .. tf.t!.S. .. 6 .. Desig'l /.(<1/.{~-[f:r(. Date .J -.~-?.-~f': .. DIVISION C-5-J ... 5F.C?.:J.:-.~~ ............................... Ck Dsn ............... Date ............ . 0 F ~~~DG Es Structll'e .. ~ .-r:<:>tf ::1 ... ~ f; .~ L/.? .. :-: .. 4 IN.~ .. ,'(J, ', •••••••.••••••••••••••••••••••••••••••••••• STRUCTURES Desi91 for .... T..c.. ...................................................... Sheet ... I ... of .. / .. .. L = ?oo l r S=B2 1,/-Jt;"J.s )/7o~~ /.1/. v-: O.C'/5/r/s c : o.c, => :?. /{;,lie... {§]) L = li ')o u 5 =(iro.s ·Jo1.r1)/{(SrF-0 .?i. U ~ ),D f.f/; C: o. ~ ~ o. t. / A c L-=-1300 lF S :(~zf.f -307,1.l)jy_,o -=-I i>/ v~o.Js f+b C = 0. (, => 2.os A"' {§j) L "' ')O o L f ~== o .7/. -v · /, rJ h~ e-o .~-=>o .5'/Jc. {Qp L: o~-rJ IJ ~:, ~]{;;,O · 313 2 )/i?5 c> =-/3"/. -u-: 0 .g5' f-1 1{ C=o.<t ~/.Ille cQ.P L :: z -io L P 5: ).i)/, -v 0 O·t5fl ~ C. ~ o .~ ~ 1.5 /Jc. + t Tc..: !Joo/ /7s (c,,o l / ' \ ' ' ' lvf!LNER j .:n fie c.,,., .• u ,,, ; .. I {i) \ 1'1 /1£ """' lf.-V(; r"r ': . ( -I./" r)' --? .... ~ l-,,. 5-7 ~ ~5' I · 3 ~ If..()' ~ "-/ $5 . I./. c,~2-1>' ----~------ --. ----- --------- DI F I-"' 3D 3 . '?C> <5m (o ~9 4-0 z._ ---1-1-· ·---·-· --··· -- -·--------------~ ------··------··--------·- FL.--2C¥1. '1 o ?-,--A l.39-t O Z ....Jut " 1ci , l49 3 k}.. : b"J° Form 1284A TEXAS Coc.n ty ......................... Highway ............ Desig:l ............... Da te DOT ............. DIVISION C-5-J ............................................... Ck Dsn ............... Date . ............ OF BRIDG ES Structll'e and ........................................................................................ STRUCTURES Desi91 for .............................................................. Sheet ....... of ....... f)L \ (r, 3S -r tr:: '::1 I I IL/ J-1 r -_i...----.~ 03 '2.. 0 8 7 I ln 1 tn '-L-c ,, ...,£. p h-. I F l; -t 9. B b -:l I 7 57 --8.Z -z.. "2.. 0 g '2 5 F Le 1\,(, I ,_/ I IF -f 2 50 ~ I I A -z:::: I~ fJ {. tr= II / =_, . J=. \) b'.! (p ~ D-f 170 ?. I <./ 7 !0 J-1 I ~ .... v -q -'? p.., "2. 0 5 0 I I-+ I t; --::i, () (,, I~ I ' D t?l (., '2 ~ fl-Ob -:: D I I 7 L/ I 1--J_ I/ I/ I ~ c:: $ I - -: 0 'B 7 I I I 'b 'p 7 TL cc: If\, t::> £ L :-.\v. -I f+ t::;' .3 5 I .< I L/ {, . ;,_ -15 .c::: 2 2 q 8 5 L, F ll ·L.... (_ l /vJ r-... l.7, 5 ~ () J 0 l/ :-: t)t: ICI ~ F f v V. 1 TEXAS DEPARTMENT OF TRANSPORTATION Page 1 THYSYS TEXAS HYDRAULICS SYSTEM DOS-VER 2.4.2 1992 THYSYS 1-Nov-1994 9 :43 $ STORM SEWER DESIGN $ LINE A CDESA1) $ (DESIGN FOR PROJECTED RUNOFF) $************************************************************************** SEWER ANALYSIS RUNOFF INLET SEWER FREQUENCY= 5YR COEF DESC A=ASPHALT B=BUSINESSC=PARK RAT COEF 0.8 0.6 0.2 MIN TC = 10.0 0.785 76 8.5 DA A 1 0.6 0.6 T 5 18 6 DA A 2 0.4 1.1 T 5 DA A 3 0.5 0.5 T 5 DA A 4 0.5 0.9 T 3 DA A 5 0.5 0.7 T 3 DA A 50 0 .7 T 2 DA A 52 0.2 0.9 T 5 DA A 6 0.4 T 2 DA A 7 0.5 0.4 T 6 DA A 8 0.4 0.4 T 4 DA A 9 0.5 0.6 T 5 JUNC A TYPE= CURB 15.0 1.09 48 42 0.015 0.33 10.0 SJUN A 337.71 $ STA 606+85 JUNC A 2 TYPE= CURB 15.0 1.09 48 42 0.015 0.33 15.0 SJUN A 2 336.66 AF $ STA 608+00 JUNC A 3 TYPE= CURB 15.0 1.45 48 42 0.015 0.33 10 .0 SJUN A 3 331.98 $ STA 611+95 JUNC A 4 TYPE= CURB 15.0 1.09 48 42 0.015 0.33 15.0 SJUN A 4 325.94 s STA 615+70 JUNC A 5 TYPE= CURB 15.0 1.68 48 42 0.015 0.33 15.0 SJUN A 5 321.21 $ STA 618+90 JUNC A 51 TYPE=JUNCT s STA 619+18 JUNC A 50 TYPE= GSAG 15.0 1.68 48 42 0 .015 6 9 SJUN A 50 320.36 0.0210.021 90 10 $ STA 619+18 JUNC A 52 TYPE= SLOT 10.0 1.08 48 10 0.015 6 80 $ STA 619+71 TO 621+89 JUNC A 6 TYPE= CURB 15.0 1.60 48 42 0.015 0.33 10.0 SJUN A 6 317.93 $ STA 621+90 JUNC A 7 TYPE= CURB 15.0 1.60 48 42 0.015 0.33 10.0 SJUN A 7 333.81 s STA 611+00 JUNC A 80 TYPE=JUNCT s STA 615+60 JUNC A 8 TYPE= CURB 15.0 1.43 48 42 0.015 0.33 10.0 SJUN A 8 326.63 s STA 615+60 JUNC A 9 TYPE= CURB 15.0 1.43 48 42 0.015 0.33 10 .0 SJUN A 9 318.12 $ STA 621+90 CARRYOVER FROM A 1 TO A 2 10 2 CARRYOVER FROM A 5 TO A 6 15 2 OUTLET STATIONING 0.0 T .W. ELEV 311.91 A 10 OSGN 1 A 1 A 2 US 335.48 OS 334.78 110 0.012 24 CIRC OSGN 2 A 2 A 3 US 334.78 OS 329.95 390 0.012 24 CIRC OSGN 3 A 3 A 4 US 329.95 OS 324.11 370 0.012 24 CIRC OSGN 4 A 4 A 5 US 324.11 OS 319.42 315 0.012 24 CIRC OSGN 5 A 5 A 51 US 319.42 OS 319.14 24 0.012 30 CIRC OSGN 6 A 50 A 51 US 318.93 OS 318.64 6 0.012 18 CIRC OSGN 7 A 51 A 6 US 319.14 OS 316.12 270 0.012 30 CIRC OSGN 8 A 52 A 6 US 317.75 OS 315.39 218 0.024 18 CIRC OSGN 9 A 7 A 80 US 331.00 OS 324.02 455 0.012 24 CIRC OSGN 10 A 8 A 80 US 324.22 OS 324.02 6 0.012 24 CIRC OSGN 11 A 80 A 9 US 324.02 OS 314.62 625 0.012 24 CIRC OSGN 12 A 6 A 9 US 316.12 OS 315.12 95 0.012 30 CIRC OSGN 13 A 9 A 10 US 315.12 OS 313.41 375 0.012 30 CIRC ANAL 1 A 1 A 2 1 24 ANAL 2 A 2 A 3 1 24 ANAL 3 A 3 A 4 1 24 ANAL 4 A 4 A 5 1 24 ANAL 5 A 5 A 51 1 30 ANAL 6 A 50 A 51 1 18 ANAL 7 A 51 A 6 1 30 ANAL 8 A 52 A 6 1 18 ANAL 9 A 7 A 80 1 24 ANAL 10 A 8 A 80 1 24 ANAL 11 A 80 A 9 1 24 ANAL 12 A 6 A 9 1 30 ANAL 13 A 9 A 10 2 30 ENOATA 2 1 THYSYS SEWER RUNOFF CALCULATIONS RAINFALL FREQUENCY = 5 YR. TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS SURFACE DESCRIPTION OF RATIONAL COEFFICIENTS A B c D E F ASPHALT BUSINESS PARK .8000 .6000 .2000 .0000 .0000 .0000 MINIMUM TIME OF CONCENTRATION = 10.0 MINUTES E = . 785 B = 76 . D = 8.5 INLET RUNOFF CALCULATIONS l.D. AREA "CA" "TC" INTENSITY BASEFLO\J TOTAL FLO\J A 1 1.20 .84 5.00 7.69 .00 6.46 A 2 1.50 .98 5.00 7.69 .oo 7.54 A 3 1.00 .70 5.00 7.69 .00 5.38 A 4 1.40 .94 3.00 7.69 .00 7.23 A 5 1.20 .82 3.00 7.69 .00 6.31 A50 . 70 .42 2.00 7.69 .00 3.23 A52 1.10 .70 5.00 7.69 .00 5.38 A 6 .40 .32 2.00 7.69 .00 2.46 A 7 .90 .48 6.00 7.69 .00 3.69 A 8 .80 .40 4.00 7.69 .00 3.08 A 9 1.10 .52 5.00 7.69 .00 4.00 3 Page 2 DOS-VER 2.4.2 1992 1-Nov -1994 9:43 1 THYSYS INLET I .D. TYPE A 1 CURB A 2 CURB A 3 CURB A 4 CURB A 5 CURB A50 GSAG SEWER INLET ANALYSIS INLET TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS MINIMUM COMPUTED CARRYOVER CALCULATED ACTUAL LENGTH MINIMUM ACTUAL AREA ACTUAL FLO\I CAPACITY CARRYOVER ASSIGNMENT POND WIDTH LENGTH REQUIRED AREA REQUIRED HEAD (CFS) (CFS) (CFS) INLET l.D. (FT) (FT) (FT) (SQ FT) (SQ FT) (FT) 6.46 6.01 .45 A 2 13.59 10.0 11.3 .00 .OD ********* 7.99 8.93 .00 14. 71 15.0 13.4 .00 .oo ********* 5.38 5.43 .oo 12.03 10.0 9.9 .00 .00 ********* 7.23 8.n .00 14.17 15.0 12.4 .oo .00 ********* 6.31 8.25 .00 12.42 15.0 11.5 .00 .00 ********* 3.23 17.88 .oo .oo .o .0 9.00 1.63 .02 ANALYSIS OF APPROACHES TO SAG INLET A 50: RIGHT APPROACH -FLO\I = .0, PONDING WIDTH = 1.65 LEFT APPROACH -FLO\I = .0, PONDING WIDTH = 3.76 A52 SLOT 5.38 5.38 .00 12. 71 80.0 48.3 .00 .00 ********* A 6 CURB 2.46 4.82 .00 8.80 10.0 5. 1 .00 .00 ********* A 7 CURB 3.69 5.09 .00 10.25 10.0 7.3 .00 .00 ********* A 8 CURB 3.08 5.00 .00 9.78 10.0 6.2 .oo .00 ********* A 9 CURB 4.00 5.19 .00 10.79 10.0 7.7 .00 .00 ********* 4 Page 3 DOS-VER 2.4.2 1992 1-Nov-1994 9:43 1 THYSYS RUN 1 2 3 4 5 6 7 8 9 10 11 12 13 SEWER TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS CUMULATIVE RUNOFF CALCULATIONS FOR PIPE RUNS U.S. D.S. CUMULATIVE I.D. I.D. 11CA11 "TC" AREA "CA" "TC" A 1 A 2 .84 5.00 1.20 .84 10.00 A 2 A 3 .98 5.00 1.50 1.82 10.00 A 3 A 4 .70 5.00 1.00 2.52 10.00 A 4 A 5 .94 3.00 1.40 3.46 10.00 A 5 A51 .82 3.00 1.20 4.28 10.00 A50 A51 .42 2.00 .70 .42 10.00 A51 A 6 .00 .00 .00 4.70 10.00 A52 A 6 .70 5.00 1.10 .70 10.00 A 7 A80 .48 6.00 .90 .48 10.00 A 8 A80 .40 4.00 .80 .40 10.00 A80 A 9 .00 .00 .00 .88 10.00 A 6 A 9 .32 2.00 .40 5.72 10.00 A 9 A10 .52 5.00 1.10 7.12 10.00 SUPPLY Q INTENSITY .00 7.69 .00 7.69 .00 7.69 .00 7.69 .00 7.69 .00 7.69 .00 7.69 .oo 7.69 .oo 7.69 .00 7.69 .00 7.69 .00 7.69 .00 7.69 5 Page 4 DOS-VER 2.4.2 1992 1-Nov-1994 9:43 FLO\I 6.46 14.00 19.39 26.62 32.93 3.23 36.16 5.38 3.69 3.08 6.n 44.00 54.n 1 THYSYS RUN 1 2 3 4 5 6 7 8 9 10 11 12 13 SEllER SEllER ANALYSIS U.S. U.S. D.S. F.L. ID ID ELEV A 1 A 2 333.48 A 2 A 3 332.78 A 3 A 4 327.95 A 4 A 5 322.11 A 5 A51 316.92 A50 A51 317.43 A51 A 6 316.64 A52 A 6 316.25 A 7 A80 329.00 A 8 A80 322.22 A80 A 9 322.02 A 6 A 9 313.62 A 9 A10 312.62 TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS CONFIGURATION DATA D.S. F .L. LENGTH ELEV FEET SLOPE BBLS RISE SPAN SHAPE 332.78 110 .00636 1 24 24 CIRC 327.95 390 .01238 1 24 24 CIRC 322.11 370 .01578 1 24 24 CIRC 317.42 315 .01489 1 24 24 CIRC 316.64 24 .01167 1 30 30 CIRC 317.14 6 .04833 1 18 18 CIRC 313.62 270 .01119 1 30 30 CIRC 313.89 218 .01083 1 18 18 CIRC 322.02 455 .01534 1 24 24 CIRC 322.02 6 .03334 1 24 24 CIRC 312.62 625 .01504 1 24 24 CIRC 312.62 95 .01053 1 30 30 CIRC 310.91 375 .00456 2 30 30 CIRC 6 Page 5 DOS· VER 2.4.2 1992 1-Nov-1994 9:43 1 THY SYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS HYDRAULIC DATA U.S. D.S. JUNC LOSS U.S. HEAD D.S. HEAD HYDR . PIPE RUN ID ID 'N' FLOW GRAD DEPTH VELOC. CAPAC. ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 1 IS 1 A 1 A 2 .012 .00 6.46 334.79 333.80 .00070 2 A 2 A 3 .012 .00 14.00 333.80 329.11 .00326 3 A 3 A 4 .012 .00 19.39 329.11 323 .57 .00626 4 A 4 A 5 .012 .00 26.62 323.57 318 .88 .01180 5 A 5 A51 .012 .00 32.93 318.45 318 .29 .00549 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 6 IS 6 A50 A51 .012 .00 3.23 318.43 318.29 .00081 7 A51 A 6 .012 .00 36.16 318.29 315.60 .00662 8 A52 A 6 .024 .00 5.38 317.55 315.60 .00896 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 9 IS 9 A 7 A80 .012 .00 3.69 329.95 322.66 .00023 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 10 IS 10 A 8 A80 .012 .00 3.08 323.08 322.66 .00016 11 A80 A 9 .012 .00 6.77 322.66 314.49 .00076 12 A 6 A 9 .012 .00 44.00 315.60 314.60 .00981 13 A 9 A10 .012 .00 54.77 314.49 312.79 .00380 1.31 .40 .51 .58 .73 .61 1.00 .24 .66 .75 .95 .24 .86 .18 .32 .79 .75 4.0* 7.4* 7.9* 10.8 9.6* 2.2* 8.7* 3.0** 4.3* 3.6* 2.2* 10.6* 6.9* 19.6 27.3 30.8 29.9 48.0 25.0 47.0 5.9 30.4 44.7 30.1 45.6 60.0 Page 6 DOS-VER 2.4.2 1992 1-Nov -1994 9:43 SEW0069--**PIPE FLOWING FULL DUE TO DOWNSTREAM CONTROL, NOT INSUFFICIENT CAPACITY-VELOCITY IS BASED ON FULL FLOW. JUNCTION LOSSES MAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS SEW0071--*PIPE FLOW DEPTH > NORMAL DEPTH DUE TO DOWNSTREAM CONTROL, NOT INSUFFICIENT CAPACITY-VELOCITY IS BASED ON ELEVATION OF HYDRAULIC GRADE LINE AT DOWNSTREAM ELEVATION. JUNCTION LOSSES MAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS 7 Form I 284A TEXAS DOT COU"lfy . f3 t{ (~ ?. <?.). . . . . .. . .. . . . Highway . /J. (). ~ { .. Desig'l . !(._(fl f. : ~ q ('/ Date .J.:. 1 ••• ?. : .. C-5-J j J -/ -::, J? Ck Dsn Date DIVIS I ON · · · ·· ·· · · · · · · · ···· ·········· ····· · ············ · ········ · · · · · · · ··· · · · · · · · · · · OF B~~DGES Strucflle .... :S.:.c:f'-.~ ... .S.r.w.t~ ...... l.tW..f../I'. ..................... ; ....................... . STR~CTURES Desq, for .... f.c ....................................................... Sheet ... /. ... of .z. .. .. /I I) L-:: L -1.,0 Lr 5 :: ), J;;, C b(Vlt>-e/c ;.,,. ~ l.;'(, 0 (' . ' I,:-/(.7-{60} y: 1.1 fth C' 0.<6 =;;> DJ. !Jc L--0-ULF 5:/.)_/. {t)Jvo,,-.err/11, ( v:: /, 7 t~/5 C ;o.'t;-:¢> O,l(/lc 1rf13 I <UO,,i -./ I .... s; !.)/. v ~ 2.0 fth C: O.<t, => 0.5 P'-L·~xol· ~:/),/ 'I/ : 2. 0 {.: 6. "6-,,) o.s Ac -· L=J'(oLr S"' J.s /. v-:.l.{J c: o.~ -:vos!l, QJia)L= 2L/DLF s 0 f.l( /. -i--: /, °J ,/)f /s c:. 0. & _:) 0. 7 fh @ L =-51../0 Lf $ ~ ;.:>/: v=l.D C: o.g ~ tJ.i Ac @ L ;c,oo Lr s~ i,1> V= I. <l C: o <6 ~o.5Ac {"' () ,6 ~> 0.6//c Tc ::: 5% c : o, (, -¢ I, I 4c Jc" (,,-:. O. ~ ~ 0. '.:>-1.Jc /.7-~/~' 'Jt/o/ h(r:,o) 7(: 3% {_: 0.6 -:!)o.°l Ac 2 Uo) Tc: 5% l .. O.b -::.) o.?,q, z. ((11) T.~ :-2</rJ/ I ) /lr°Jt 60 I~::_ 5 l/O/ C-, /2 I ·O.C90/'ft1( z(bu) le ~r;z C rJ. 2 ;:;..>o.i,(/J, 1''t{6o) LJ>.,Recycled wPaipei , -.• ' ' -~) /)....1r'I Jc:. S,, /'> T r · I { -_) I"/'.,..._, I r -.,,• ;. .. /' ..,-· --. ~ ~. _) ,1 , .;""\ -) ' J c :: " ....,.,.., lt..:: 5,..,_,.,.., T<-= 6 ,.....,,·,.,_ Form I 284A TEXAS DOT DIV I SION COLnfy . . . . . . . . . . . . . . . . . . . . . . . . . Highway . . . . . . . . . . . . Desi(}'l . . • •. . • • • . • • . . . Do te ............ . C-5-J . . . . • . • . . . . . . . . • • • • • • . . • . . . . . . . . . . . . . . . • • • . . • . . Ck Dsn . . . . . . . . . . . . . . . Date ............ . OF BRIDGES Structire and ........................................................................................ . STRUCTURES Desi<;J'l for .............................................................. Shee t .. ~ ... of .. ? ... . ~ L : l/?Ol~ c :;.;/ ../ , -V-' 2 0 (: f) S ~ (), lf /.J c (jjJ l -=-6IO{f ~: 1-s /. y-2 ,(} c =-u.<(, => 0 .5 llc 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS 1 $ CHANNEL ANALYSIS FOR STORM SEWER $ LINE A $ (DESIGN FOR PROJECTED RUNOFF) HYDRA DA= 7ACRES Q & FREQ= ONE SECT SLOPE 0.00930 SECT AQ SECX A X -22 Y 312.0 X -5 Y SECX A X 5 Y 310.6 X 28 Y SECN A X X N= 0.033 ENDATA 51.6 5 200.0 WATELQ STA 310.6 x 0 y 312.5 x y N= JOB NO JOB NO JOB NO JOBNO 150.0 UPSTMJOBNO 310.6 JOBNO JOB NO JOB NO JOB NO THY SYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS SECTION SPECIFICATIONS FOR SECTION A AT STATION 200.00 DRAINAGE AREA RATIO 1.000 CCXlRDINATE INFORMATION x y -22.00 312.00 -5.00 310.60 . 00 310.60 5.00 310.60 28.00 312 .50 'N' VALUE INFORMATION FROM X TO X 'N' BELOW ELEVATION 'N' ABOVE -22.00 28.00 .033 312.50 .033 '{jc; I f'iO >1~ C I ou :::-fc:-1 z /.. u () Page 1 DOS -VER 2.4.2 1992 4-Apr-1994 10: 9 Page 2 DOS-VER 2.4.2 1992 4-Apr-1994 10: 9 J // "{/ /'r <);?<J<-/ ~(,,. "d (._ rdi"J 3 (I). s 1 /l"o/Cµ:~ I vJ / /I) f !. f /f.,-1 ./u,-.• .. 10 : I )i u4 (I~ <f 1 THY SYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS RESULTS OF ONE SECTION METHOD CALCULATIONS SLOPE = .00930 FT/FT ORIGINAL SECTION IS ORIGINAL STATION IS A 200.00 STATION WHERE ANSWER APPLIES IS W.S. ELEVATION 310. 75 311.00 311.25 311. 50 311. 75 312.00 Q 2. 12. 30. 57. 96. 148. DESIGN ELEVATION AT SECTION AT SITE 311.45 311. 91 150.00 VELOCITY 1. 11 1.95 2.55 3.05 3.50 3.92 DESIGN Q 52. 2 Page 3 DOS· VER 2.4.2 1992 4-Apr-1994 10: 9 Form 1284A TEXAS DOT DIVISION OF BRIDGES and STRUCTURES tf {,I .;T b, 0 f<?'() ~ :Jj 5., 0 b 1 " tc 0 """ ]ZC:. .I{) fo Z.o f-~o ~ ]Z~ Z-<ii Li F r - b· t:>' f-o _.,,. (:,~ D '%' tCO -'!> (, I -0 0 ~ b t-f J,. c 0 ...>;> Coc.rity . . . . . . . . . . . . . . . . . . . . . . . . . Highway . . . . . . . . . . . . Desig'l . . . . . . . . . . . . . . . Date ............ . C-5-J . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Ck Dsn . . . . . . . . . . . . . . . Date ............ . StrtJCtt.re ............•.••••. , .•..•........•...•••••••••.••.•.•••••••••.•.•••••••.•.••••••••••••• Desi<;Ji for . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Sheet ....... of ...... . ~dJ r P 'E Vf .s-, n [.?' ~ IG V<? ... tlL. 'Es : ) .._ ~ c o, I sf Tc ~A' I.IV' sCi~f /.~ a c-h-1 ~ w I I I I I I I +--r-- I I -1-1-- t, I 5 01~ /. ~ 3 v. I 3 o . '70 ---t- I {, I e ' 0 J. ;3 /. I Jl /.!)) t-- I I I ~ i.-I I I '~ 2.. I-:::>v 1 /._ r.. -~ i I !JI ~ ';i.? ' ! i L ! i I I I I I T ! I I I I I I I i I ! I I I I I I I 0 oz f-1 '0 1 I o CJ /. I I I i I ' I ! ...----I i I I I b If f DOI I /, 1:>. Cj r. I I i I _J__ !--+- ' I ~ ' I. ' I I I I I I I I I I - (1 /' 0 0 1 I I ' .)t:; I r /. i : I I I I. ' I ! I I I ' ~ I ( ~ f-l:/ol /. ~ z /, I ! I I I I _-L +- I I I " I I i I I I i I I I I I I I I I I l--+--4--+---+--+---+---+--+-+-~~f--+-+-+--4--+---+--lf--+-+-+--+--+--+---+--+--+-+----+----+~r---t---!--l- I ! I I I I I 1 i J_J_ --+--+---+----+----+--+--+--+-+--i~>--+-+--+--+---+--~----t--+-+----+---1f--'--+-+--+--+--+---+--t--r~-' ~--+----+-....__.-----+---+---+--+--+--+---+ 1--+----+--+----i -----+--! --+--4---+----+---+--+--+----+---+--t---t--1--;--~, -~· ___J_ ---+-+--+----+--+--+--+---+---+--~--+---+-----+----+---+--+--+--+--+---+--+-+----+~f--+-+-+--+--+-~---+--+-__,_,_ I !ER ~ -. · .. \"-!· .: '. .. 0 1!'°::~ JDf · ~i:IGfb°' . +2JO .,(°'O >jl ?! . , . (, 2 1>.,l.'70 t>-= /.5 Al- .., .,7 ~· .~ .z t.o X. '.t ~ );~ P.L . '1 ~ x'l:Z '.5" l!i;O )l.C,O -C·f .:IJ Al. t '7LI O ;J(<g// =/,fl )J / ';)DO)f"'/P ~ /. ?c . r;-p.o.t-ctv/ /.z fie. / / - -:=.-==:...-------, ·, ... •· IU • ... . ~ :> a , ~ Lu ........ ,. . -~· ·~~ .. .. • • I . ... ~ .. ... _, -1. • I ----"" ·. ·, ·~ ... < -,---_,_ -· -· -, NIMITZ AVE Sl/J[t .::.1:20_. . . . : -•.:--= . ·': .. (!) ' ,, • .'j;. '1 . •. ~.:; :·_: ... ... \. . · .... \." .. ... .. ~., :, . . ... ,.,.. -~ . j . ~ . t .· .. :· . "\:· ~ ' ... , <:= e \ . . ' . ' I I .; J . I ~ - ---·-. - 1 • •. • • -~:• • ~ . ' ' , ~ "." •\ ~ . •I . ~ .. ' ~ ; ~ . . .. . .., .,. ' .. 1 THYSYS $ STORM SEWER DESIGN $ LINE G (DESG1) $ (DESIGN FOR PROJECTED RUNOFF) TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS $************************************************************************** SEWER ANALYSIS RUNOFF INLET SEWER FREQUENCY= 5YR COEF DESC A=ASPHALT B=BUSINESSC=RESIDENC RAT COEF 0.8 0.6 0.4 MIN TC 10.0 0.785 DA G 1 070 169 T 25 18 76 8.5 6 DA G 2 055 167 228 DA G 3 043 101 DA G 40 040 050 DA G 50 040 047 DA G 60 033 032 JUNC G TYPE= CURB15 .0 1.2 48 42 SJUN G 298.87 $ STA 654+77 JUNC G 2 TYPE= CURB15.0 1.2 48 42 SJUN G 2 297.73 $ STA 657+60 JUNC G 3 TYPE= CURB15.0 1.2 48 42 SJUN G 3 295.90 $ STA 661+43 JUNC G 30 TYPE=JUNCT $ STA 661+43 JUNC G 40 TYPE= CURB15.0 1.2 48 42 $ STA 665+67 JUNC G 50 TYPE= CURB15.0 1.2 48 42 $ STA 669+55 JUNC G 60 TYPE= CURB15.0 1.2 48 42 $ STA 672+68 CARRYOVER FROM G 2 TO G 3 L= 5 OUTLET STATIONING 0.0 T.W. ELEV DSGN 1 G 1 G 2 US 297.00 OS 296.08 DSGN 2 G 2 G 3 US 296.08 OS 293.35 DSGN 3 G 3 G 30 US 293.35 OS 293.25 DSGN 4 G 30 G 40 US 293.25 OS 288.70 DSGN 5 G 40 G 50 US 288.70 OS 286.14 DSGN 6 G 50 G 60 US 286.14 OS 284.58 DSGN 7 G 60 G 70 US 284.58 OS 284.04 ANAL 1 G 1 G 2 1 24 ANAL 2 G 2 G 3 1 24 ANAL 3 G 3 G 30 1 24 ANAL 4 G 30 G 40 1 30 ANAL 5 G 40 G 50 1 30 ANAL 6 G 50 G 60 1 30 ANAL 7 G 60 G 70 1 30 ENDA TA T 26 T 13 T 12 T 7 T 5 0.015 0.33 0.015 0.33 0.015 0.33 0.015 0.33 0.015 0.33 0.015 0.33 P= 3.0 284.04 278 378 G 70 0.012 0.012 0.012 0.012 0.012 0.012 0.012 7 419 383 308 105 15 15 15 10 15 10 24 CIRC 24 CIRC 24 CIRC 30 CIRC 30 CIRC 30 CIRC 30 CIRC Page 1 DOS-VER 2.4.2 1992 9-May-1994 7 :33 DAFT , THYSYS SEIJER RUNOFF CALCULATIONS RAINFALL FREQUENCY = 5 YR. TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS SURFACE DESCRIPTION OF RATIONAL COEFFICIENTS A B c D E F ASPHALT BUSINESS RESIDENC .8000 .6000 .4000 .0000 .0000 .0000 Ml N !MUM TIME OF CONCENTRATION 10.0 MINUTES E = . 785 B = 76 • D = 8.5 INLET RUNOFF CALCULATIONS l.D. G 1 G 2 G 3 G40 G50 G60 AREA 2.39 "CA" "TC" 1.24 25.00 INTENSITY 4.83 BASEFLO\J .00 TOTAL FLOIJ 5.97 4.50 2.35 26.00 1.44 .95 13.00 .90 .62 12.00 .87 .60 7.00 .65 .46 5.00 4.72 6.84 7 .10 7.69 7.69 .00 .00 .oo .00 .00 11. 10 6.49 4.40 4.63 3.51 2 Page 2 DOS· VER 2.4.2 1992 9·May-1994 7:33 THYSYS SEIJER INLET ANALYSIS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS MINIMUM COMPUTED MINIMUM INLET CARRYOVER CALCULATED ACTUAL INLET FLOIJ CAPACITY CARRYOVER ASSIGNMENT POND IJIDTH LENGTH LENGTH ACTUAL AREA REQUIRED AREA REQUIRED ACTUAL HEAD (FT) I.D. TYPE (CFS) (CFS) (CFS) INLET I.D. (FT) (FT) (FT) (SQ FT) (SQ FT) G 1 CURB 5.97 8.41 .00 12.95 15.0 10.6 .00 .00 ********* G 2 CURB 11. 10 10. 11 .99 G 3 16.35 15.0 17.7 .00 .00 ********* G 3 CURB 7.49 8.75 .00 14.10 15.0 12.8 .00 .00 ********* G40 CURB 4.40 5.34 .00 11.55 10.0 8.2 .00 .00 ********* G50 CURB 4.63 8.07 .00 11. 78 15.0 8.6 .00 .00 ********* G60 CURB 3.51 5.16 .00 10.61 10.0 6.8 .00 .00 ********* 3 Page 3 DOS· VER 2.4.2 1992 9-May-1994 7:33 1 THYSYS RUN 1 2 3 4 5 6 7 SEllER TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS CUMULATIVE RUNOFF CALCULATIONS FOR PIPE RUNS U.S. D.S. CUMULATIVE l.D. I.D. "CA" "TC" AREA "CA" "TC" G 1 G 2 1.24 25.00 2.39 1.24 25.00 G 2 G 3 2.35 26.00 4.50 3.59 26.06 G 3 G30 .95 13.00 1.44 4.54 26.91 G30 G40 .00 .00 .00 4.54 26.92 G40 G50 .62 12.00 .90 5 .16 27.68 G50 G60 .60 7.00 .87 5.76 28.48 G60 G70 .46 5.00 .65 6.22 29.20 SUPPLY Q INTENSITY .00 4.83 .00 4. 71 .00 4.62 .00 4.62 .00 4.54 .00 4.47 .00 4.40 4 Page 4 DOS-VER 2.4.2 1992 9-May-1994 7:33 FLOll 5.97 16.91 20.98 20.97 23.45 25. 73 27.35 1 THY SYS SEWER SEWER ANALYSIS U.S. U.S. D.S. F .L. RUN ID ID ELEV 1 G 1 G 2 295.00 2 G 2 G 3 294.08 3 G 3 G30 291.35 4 G30 G40 290. 75 5 G40 G50 286.20 6 G50 G60 283.64 7 G60 G70 282.08 TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS CONFIGURATION DATA D.S. F .L. LENGTH ELEV FEET SLOPE BBLS RISE SPAN SHAPE 294.08 278 .00331 24 24 CIRC 291.35 378 .00722 24 24 CIRC 291.25 7 .01429 24 24 CIRC 286.20 419 .01086 30 30 CIRC 283.64 383 .00668 30 30 CIRC 282.08 308 .00507 30 30 CIRC 281.54 105 .00514 30 30 CIRC 5 Page 5 DOS-VER 2.4.2 1992 9-May-1994 7:33 1 THY SYS U.S. D.S. JUNC RUN ID ID 'N' LOSS 1 G 1 G 2 .012 .00 2 G 2 G 3 .012 .00 3 G 3 G30 .012 .00 4 G30 G40 .012 .00 5 G40 G50 .012 .oo 6 G50 G60 .012 .oo 7 G60 G70 .012 .oo TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS HYDRAULIC DATA U.S. D.S. HYDR . FLOW HEAD HEAD GRAD DEPTH 5.97 295.90 295.44 .00059 .45 16.91 295.44 292. 71 .00476 .68 20.98 292.61 292.51 .00733 .63 20.97 291.92 287.65 .00223 .47 23.45 287.65 285.47 .00278 .58 25.73 285.47 284.44 .00335 .69 27.35 284.44 284.04 .00379 .71 PIPE VELOC. CAPAC. 2.6* 14. 1 7.4 20.8 10.1* 29.3 7 .1* 46.3 6.1* 36.3 5.4* 31.6 5.6** 31.9 SEY0069--**PIPE FLOWING FULL DUE TO DOWNSTREAM CONTROL, NOT INSUFFICIENT CAPACITY -VELOCITY JUNCTION LOSSES MAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS Page 6 DOS -VER 2.4.2 1992 9-May-1994 7:33 IS BASED ON FULL FLOW. SEY0071--*PIPE FLOW DEPTH > NORMAL DEPTH DUE TO DOWNSTREAM CONTROL, NOT INSUFFICIENT CAPACITY-VELOCITY IS BASED ON ELEVATION OF HYDRAULIC GRADE LINE AT DOWNSTREAM ELEVATION. JUNCTION LOSSES MAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS 6 Form I 284A TEXAS DOT CoU'lty .. /!!-.(1.?.C?.~ ............ Highway d P.f .( .. Desig1 ~.<t!.l!S9«.. Dote J>~-f::f.f'. DIVISION OF BRIDGES and STRUCTURES C-5-J •. :;-.C?.--:/.~.~-.~ ................................. Ck Dsn ............... Date ............ . structll'e .. S.r-r<e ~ .... -! r.. t:v: f.~ ...... ?: ! ':'(.~ .. :c;, .' ......................................... . Desi<J1 for ... !.. '.'-: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Sheet .... ( .. of .. ! ... . (§} L -= ~OD I S y'Jo].V'/-2'19 l(Y"fv ; = 0.5 /; Tc -: '?o°/_ -V-:. O.?J f'tfs o.'f((e) C..:. cJ .g =? (). J Ac.. C =~-'(-::::>/&°?Ac (52 L ::.iv u LF y--tJo J. '1 ~2.~9. Z)/'i{vo = 0 . ~ /. '11 ~ o . rs I ·Ir (_ ~0.4 ::P0.5(/lc. C 3 °fOD S(2ct'f.J -z~Cf.'ryJ""1l ::-o. 7 /. Tc -= l~ v{I---::o.i;-1-6 · 6·15 (co) C =-O .<? <'> o. t.f J 14 c. c :-o. 1a :::.) l o I ~, ~iv ip ;; :. Z/iov 00 o . .3 /. ....r ~ v .-f;<:> ~h {_ :-o. '{ -=='> ef, 4 4c. 0L :]9o1 .. .r=- ~ ~ 2/1?-o == /.7 ( (/-:. (r.J If /s C-co.i ~>u.tfA ... L-: Joo L F S :.1.7 /: t- v =-/. '-{ t1;; c ~ 0 . ~ ~ (). ~$3 ,4-c, t t .,... f L.:: l/~/ -0.. S'S-(" 0) c-o. 6 :$' o.s /l t ~G~1A::::;&~s~~::=:==G~L~At---:=~~~4=.,;:::=:=G~?~A=====;4?~1~,====~G=;:=4=A~3~B~l~-==~=-::3~11/~~,~~-c:_._~---~~-=--CJ~§~7~ 7£YA.:5 41/E . /B'' qi -<'.'.9 IA &Cf t)' f2,0 G z.... -G z.A -z,q3,&D ~tA -<$2-A z c:iL/. 40 G~ -G 3A -i.4z. oo Gz..A -G3A -z,,q?,36 G?Lf -Gr4A ? ' G?A -~L.JA 1.-c;t.'l.5 C/~IA -G,0 z..,'f0 0 ,07 0;0 -C:::r " '2,83' (gi..J Gt.-C,,7 2~2 . OB f?\11. -') I N it.?'::> ct1 ~ o.L\L\ (q-z,/ 1/W J.l? Gi~ -: Gi '-\ -; G5 ? G (,, ·, 0.33 D. 31 0, 2 ') P, 'l z. £,,q 4 ,lf .~ '2-4?.':?'6 z.:q 3.36 Z,'1 I .l.6 -z~ /. z,5 Z.,.6(p,07 7..-'6&. 07 c,8 3 . 01../ .. 282 .0B ~Bl .54 -7-/A, ?T'A ?"TA A~P~ lloo~so)+ (~9) "'ls) -t- (JJ~oiso) -Lt..loo')(.ISJ (iiJ. O Y'SO )+ ( Y,oo t-\"J ( L-1 &o .,, 5o) (L/w /(so ) ( -:y-,., " /)>.,(} ) CP '5Lf +rr &57 ,f ~s <P€~-1 <:Jo :&~U~-~s . -~ ~s -t;; .Z,s ·o 1q.'?--'' (:!, .. ~~ QJa.L ~.4o 3.11 o .i6 Q.4L/ ?..oo r~~3D) --· .. r.z.1 · ~ -1, 14 o ... ~ I 0. L) \ 0.1.o-z-. I o. 5z.. I ()7 -1'.l I I r--.L.)~ . 0 .) -, IJ 1 THY SYS $ STORM SEWER DESIGN $ LINE F (DESF1) $ (DESIGN FOR PROJECTED RUNOFF) TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS $************************************************************************** SEWER ANALYSIS RUNOFF INLET SEWER FREQUENCY= 5YR COEF DESC A=ASPHALT B=RESIDENC RAT COEF 0 .8 0.4 DA F 1 039 230 JUNC F 1 TYPE= CURB15.0 0.6 48 25 SJUN F 1 299.27 $ STA 653+91 85' LT JUNC F 2 TYPE=JUNCT $ STA 653+95 OUTLET STATIONING 0.0 T.W. ELEV OSGN 1 F 1 F 2 US 297.75 OS 297.40 OSGN 2 F 2 F 3 US 297.90 OS 288 .26 ANAL 1 F 1 F 2 1 18 ANAL 2 F 2 F 3 1 24 ENOATA MIN TC= 10.0 0.785 T 17 18 0.015 0.33 290.26 50 300 F 3 0.012 0.012 76 8.5 6 15 18 CIRC 24 CIRC Page 1 DOS· VER 2.4.2 1992 9-Sep-1994 12:15 1 THYSYS SEWER RUNOFF CALCULATIONS RAINFALL FREQUENCY = 5 YR. TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS SURFACE DESCRIPTION OF RATIONAL COEFFICIENTS A B c D E F ASPHALT RESIDENC .8000 .4000 .0000 .0000 .0000 .0000 MINIMUM TIME OF CONCENTRATION = 10.0 MINUTES E = .785 B = 76. D = 8.5 INLET RUNOFF CALCULATIONS I.D. AREA "CA" "TC" INTENSITY BASE FLOW TOTAL FLOW F 1 2 .69 1.23 17.00 5.98 .00 7.37 2 Page 2 DOS · VER 2.4.2 1992 9-Sep -1994 12:15 1 THYSYS SEWER INLET ANALYSIS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM TH YSYS MINIMUM COMPUTED MINIMUM INLET CARRYOVER CALCULATED ACTUAL INLET FLOW CAPACITY CARRYOVER ASSIGNMENT POND WIDTH LENGTH LENGTH ACTUAL AREA REQUIRED AREA REQUIRED I.D. TYPE (CFS) (CFS) (CFS) INLET I.D. (FT) (FT) (FT) (SQ FT) (SQ FT) ACTUAL HEAD (FT) F 1 CURB 7.37 9.31 .00 15.96 15.0 11.9 .00 .00 ********* 3 Page 3 DOS-VER 2.4.2 1992 9-Sep-1994 12:15 1 THYSYS SEWER TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS CUMULATIVE RUNOFF CALCULATIONS FOR PIPE RUNS U.S. D.S. RUN l.D. l.D. 1 F 1 F 2 2 F 2 F 3 "CA" 1.23 .00 "TC" 17.00 .00 AREA 2.69 .00 CUMULATIVE "CA" "TC" 1.23 17.00 1.23 17.14 SUPPLY Q .00 .00 4 INTENSITY 5.98 5.95 Page 4 DOS-VER 2.4.2 1992 9-Sep-1994 12:15 FLOW 7.37 7.34 1 THYSYS RUN 1 2 SEWER SEWER ANALYSIS U.S. U.S. D.S. F .L. ID ID ELEV F 1 F 2 296.25 F 2 F 3 295.90 TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS CONFIGURATION DATA D.S. F .L. LENGTH ELEV FEET SLOPE BBLS RISE SPAN SHAPE 295.90 50 .00700 18 18 CIRC 286.26 300 .03213 24 24 CIRC 5 Page 5 DOS-VER 2.4.2 1992 9-Sep -1994 12:15 .. 1 THYSYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS HYDRAULIC DATA U.S. D.S. JUNC LOSS U.S. HEAD D.S. HEAD HYDR. PIPE RUN ID ID 'N' FLOW GRAD DEPTH VELOC. CAPAC. ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM END FOR RUN NO. 1 IS 1.72 1 F 1 F 2 .012 .00 7.37 297.98 296.89 .00419 .66 6.0 9.5 2 F 2 F 3 .012 .00 7.34 296.46 290.26 .00090 .28 2.3** 43.9 Page 6 DOS -VER 2.4.2 1992 9-Sep -1994 12 :1 5 SEW0069 ··**PIPE FLOWING FULL DUE TO DOWNSTREAM CONTROL, NOT INSUFFICIENT CAPACITY · VELOCITY IS BASED ON FULL FLOW. JUNCTION LOSSES MAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS 6 Form 1284A Comty .. IJ.1!.1.?P.~........... HiQhwoy .. 1:'.?V:S .. G.. Oesiql %.~~(t.S.od Date 3.: /~:-.~7'.'. DIVISION C-5-J .. S:-P. :: /.--: 5. (-:.......... . . . . . . . . . . . . . . . . . . . . . Ck Dsn . . .. . . .. . . . . . . . Date ............ . OF ~~~DGES Struct\.re . !.'. T. <?tf."!'J ••••• -f. ( w. ~.e .. :-.. /.1.-1{ .6-... ·.~. ' ............•.....................••.... STRUCTURES Desil;J1 for ... T..c... · · · · .... · ............................................ Sheet ....... of ...... . @L :: -)l/OL;:: J'-;(Jolf. r ~ Joo .ol/s <'lo =-O,g,( Tc._= -r.r.-D. 7> f ~f5 C :.o.~ -=,;>O,"!,t?J JI ,_ C.;(J rC/ 4'2 JZ';fc.. • ft_.,,~ 2q~. 50 ?TA CoS~.+CjZ. Pi jBo'>l FL~ 7-CI. 5 .7l ~TA Ci>5~ +DC> ----·--------------- 2.co x.60 800 ><15 2..2;ct>o 0. '51 <le r-c s -> 1 THY SYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS $ STORM SEWER DESIGN $ LINE E (DESE1X) $ (DESIGN FOR PROJECTED RUNOFF) $************************************************************************** SEWER ANALYSIS RUNOFF INLET SEWER FREQUENCY= 5YR COEF DESC A=ASPHALT B=BUSINESSC=RESIDENC RAT COEF 0 .8 0.6 0.4 MIN TC = 10.0 0.785 76 8.5 DA E 10 190 083 T 27 18 6 DA E 1 150 106 T 31 DA E 2 121 591 T 32 DA E 4 039 T 7 JUNC E 10 TYPE= CURB15.0 0.5 48 15 0.015 0.33 15 SJUN E 10 302.58 $ STA 647+60 JUNC E 1 TYPE= CURB15.0 0 .6 48 42 0.015 0.33 15 SJUN E 1 301.07 $ STA 650+55 JUNC E 2 TYPE= CURB15.0 0.6 48 15 0.015 0.33 15 SJUN E 2 300.92 $ STA 650+83 JUNC E 3 TYPE=JUNCT $ STA 650+85 JUNC E 4 TYPE= CURB15.0 0.6 48 15 0.015 0.33 15 SJUN E 4 300.43 $ STA 651+52 OUTLET STATIONING 0.0 T.W. ELEV 294.07 E 5 CARRYOVER FROM E 2 TO E 4 L=15 P= 5.1 DSGN 10 E 10 E 1 US 301.27 OS 298.00 290 DSGN 1 E 1 E 3 US 298.00 OS 297.57 25 DSGN 2 E 2 E 3 US 297.83 OS 297.57 19 DSGN 3 E 4 E 3 US 298.44 OS 297.57 62 OSGN 4 E 3 E 5 US 297.07 OS 295.57 210 190.012 0.012 0.012 0.012 0.012 ANAL 10 E 10 E 1 1 30 ANAL 1 E 1 E 3 1 30 ANAL 2 E 2 E 3 1 24 ANAL 3 E 4 E 3 1 18 ANAL 4 E 3 E 5 2 24 ENDA TA 30 CIRC 30 CIRC 24 CIRC 18 CIRC 24 CIRC Page 1 DOS-VER 2.4 .2 1992 21-Sep-1994 10 : 2 1 THYSYS SEllER RUNOFF CALCULATIONS RAINFALL FREQUENCY = 5 YR. TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS SURFACE DESCRIPTION OF RATIONAL COEFFICIENTS l.D. E10 E 1 E 2 E 4 A B c D E F ASPHALT BUSINESS RESIDENC .8000 .6000 .4000 .0000 .0000 .0000 MINIMUM TIME OF CONCENTRATION = 10.0 MINUTES E = .785 B = 76. D = 8.5 INLET RUNOFF CALCULATIONS AREA "CA" "TC" INTENSITY BASEFLO\I 2.73 1.47 27.00 4.61 .00 2.56 1.32 31.00 4.24 .00 7 .12 3.09 32.00 4.16 .00 .39 .23 7.00 7.69 .00 TOTAL FLOW 6.79 5.62 12.85 1.80 2 Page 2 DOS-VER 2.4.2 1992 21-Sep-1994 10: 2 1 THYSYS SEWER INLET ANALYSIS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS MINIMUM COMPUTED MINIMUM INLET CARRYOVER CALCULATED ACTUAL INLET FLOW CAPACITY CARRYOVER ASSIGNMENT POND WIDTH LENGTH LENGTH ACTUAL AREA REQUIRED AREA REQUIRED ACTUAL HEAD (FT) I.D. TYPE (CFS) (CFS) (CFS) INLET I.D. (FT) (FT) E10 CURB E 1 CURB E 2 CURB E 4 CURB 6.79 5.62 12.85 3.14 9.32 8.84 11.51 8.02 .00 .00 1.34 .00 E 4 16.02 14.42 19.66 11.60 15.0 15.0 15.0 15.0 (FT) (SQ FT) (SQ FT) 10.9 9.5 18.4 5.9 .oo .oo .00 .00 3 .00 ********* .00 ********* .00 ********* .00 ********* Page 3 DOS· VER 2.4.2 1992 21·Sep·1994 10: 2 1 THYSYS RUN 10 1 2 3 4 SEWER TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS CUMULATIVE RUNOFF CALCULATIONS FOR PIPE RUNS U.S. D.S. CUMULATIVE l.D. l.D. "CA" "TC" AREA "CA" "TC" E10 E 1 1.47 27.00 2.73 1.47 27.00 E 1 E 3 1.32 31.00 2.56 2.80 31.00 E 2 E 3 3.09 32.00 7.12 3.09 32.00 E 4 E 3 .23 7.00 .39 .23 10.00 E 3 E 5 .00 .00 .00 6.12 32.04 SUPPLY Q INTENSITY 19.00 4.61 19.00 4.24 .00 4.16 .00 7.69 19.00 4.16 4 Page 4 DOS-VER 2.4.2 1992 21-Sep-1994 10: 2 FLOW 25.79 30.86 12.85 1.80 44.43 1 THYSYS RUN 10 1 2 3 4 SEWER SEWER ANALYSIS U.S. U.S. D.S. F.L. ID ID ELEV E10 E 1 298.n E 1 E 3 295.50 E 2 E 3 295.83 E 4 E 3 296.94 E 3 E 5 295.07 TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM TH YSYS CONFIGURATION DATA D.S. F .L. LENGTH ELEV FEET SLOPE BBLS RISE SPAN SHAPE 295.50 290 .01128 1 30 30 CIRC 295.07 25 .01720 1 30 30 CIRC 295.57 19 .01368 1 24 24 CIRC 296.07 62 .01403 1 18 18 CIRC 293.57 210 .00714 2 24 24 CIRC 5 Page 5 DOS-VER 2.4.2 1992 21-Sep-1994 10: 2 1 THY SYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS HYDRAULIC DATA U.S. D.S. JUNC LOSS U.S. HEAD D.S. HEAD HYDR. PIPE RUN IO ID 'N' FLOW GRAD DEPTH VELOC. CAPAC. ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM ENO FOR RUN NO. 10 IS 10 E10 E 1 .012 .00 25.79 301.59 297.42 .00337 1 E 1 E 3 .012 .00 30.86 297.42 297.30 .00482 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM ENO FOR RUN NO. 2 IS 2 E 2 E 3 .012 .00 12.85 297.86 297.30 .00275 ENTRANCE CONTROLS. TOTAL HEAD AT UPSTREAM ENO FOR RUN NO. 3 IS 3 E 4 E 3 .012 .00 1.80 297.65 297.30 .00025 4 E 3 E 5 .012 .00 44.43 297.30 295.57 .00822 2.82 .53 6.4* .52 6.7* 2.03 .47 4.5* • 71 .25 1.2* 1.00 7.1 47.2 58.3 28.7 13.5 41.4*** Page 6 DOS-VER 2.4.2 1992 21 -Sep-1994 10: 2 SEW0071--*PIPE FLOW DEPTH > NORMAL DEPTH DUE TO DOWNSTREAM CONTROL, NOT INSUFFICIENT CAPACITY-VELOCITY IS BASED ON ELEVATION OF HYDRAULIC GRADE LINE AT DOWNSTREAM ELEVATION. JUNCTION LOSSES MAY NEED TO BE CONSIDERED AT SUBMERGED JUNCTIONS 1 THYSYS SEW0008--CAPACITY OF RUN 4 IS EXCEEDED. TEXAS DEPARTMENT Of TRANSPORTATION TEXAS HYDRAULICS SYSTEM THY SYS 6 Page 7 DOS-VER 2.4.2 1992 21-Sep-1994 10: 2 1 $ $ HYDRO DA MET HOO RADATA Q7A RADATA Q7B RADATA Q7C ENDATA RUNOFF FOR AREA +Q7 11.60ACRES RATIONAL 0.8 0.8 0.6 1.6 0.4 9.2 SUPPLY Q= 40.785 76.0 11 23 JOBNO JOBNO JOBNO 5YRJOBNO 8.5JOBNO JOB NO JOB NO JOB NO THY SYS TEXAS DEPARTMENT OF TRANSPORTATION TEXAS HYDRAULICS SYSTEM THYSYS HYDRO RATIONAL PROCEDURE E = . 785 B = 76 D = 8.5 l.D. COEFFICIENT AREA(ACRES) LENGTH(FT) VELOC(FPS) TC(MIN) Q?A Q7B Q?C .80 .60 .40 TOTAL CA = 5.28 TOTAL TC = 38 MINUTES .80 1.60 9.20 0 0 0 RAINFALL INTENSITY = 3.73 INCHES PER HOUR FREQUENCY = 5 YR. DRAINAGE AREA= 11.60 ACRES PEAK FLO~ = 19 CFS .00 .00 .00 4 11 23 7 Page 8 DOS· VER 2.4.2 1992 3-May-1994 6:59 Form I 284A T~~S C<xllty .. 6!J'. (J. ?.C?:~............ HiQhway .d.~5.. h... ~ f{.tJ.flS9:!.. Date .!.~:.f. :. ?.~. DIVISION C-5-J .. 5:1?.:-/.-:~?. ................................. Ck Dsn ··············· Date ............ . OF ~~~DGES Structtte . ;.,].Q/?.'1"!. .. ~ f.~I [;{.. ;: .. ( t ~.( .. ?_ ,' •••••••••••••••••••••••••••••••••••••••••••••• STRUCTURES DesicJt for ... J:e-........................................................ Sheet ....... of ...... . @t:t'looLf 5 :-1°/too<.J = I/. '1r :-O. r> .f'r-/5 C::. <.J. G, ~ /.<?JAc. (ij) L cf 2 oo u:: ) : (31J. D -Jov."J}'li.DV~ 0.1.(, ~ v:: O.bS c ~ o. <;; -=) 1, s Ac !(@ L::°lr,ou s:: o. 31 ·1. v:o.3s-C:: tJ.(p => l.U /4 c..-~)<i;D U ~: o.7-'b,£ -v:: f),CJ t., (s L-=-o.fo=-:> o.'3~tlc. r;:;:;J 16~-D lF . ~ ~ ~ I(. ,lf/JG~O ::_ o, 1-/ U-~ tJ.{O [: O.<f>-;;:;o.tAc. fc~}?oo/ C:. O.l{ ~ o. <(3 fie. /c 7s:_{;o) Tc...-n.'° v/ l&),,..(r_u) C ·-0,1..( -=/ /,Db ,4c. <-~ 7~ ¥ C: 0,1.f ~ S-.°jt A._ /(3s):Jo! Tl:: 3~lo\ "-: 16f 0/ /(70) (pD c~ o.6 ~,1.c,Ac c:: ~.lf .-> q.2/l(. *~ Te-:-ZZ;.,;,-, -, -?) ' (_ --..) "'~" rc.-~40 ,,..,,., fc. = 7 ""''" IC_::~...,.., • ......, IJ!ir :.; I I c-1 I n ........ u \'--- " tJ C) 3S: --< --~ J. <"''- [. 5 ··- ',1· ·•' 'f'if. .• '.:. t s·~i.z 5 'j '_b I L 5)-hj J_t:;'t-k;z h 3 ,i z n 1 · £") OO'J,i,, l'. f =J ''!,I ri). l 5 c 2 't '-2 7 =j ,~E Z] ·11 r h 'f:,i,2 13 SµJ,9/V J] J oi 1 cl .ff-/OIJ.1;'11 :HJ r '--- ') hl .. -L ''1 ;(H ',S I~ {j) I~ ~ \ _j,.J _;l::JOt; .5::; -.. -------- ·-·-u, 1*;., ,"J. \\.,)\, ?L, ·. ~~l . ~ .~)~ .,., ...,....,0 7 '11 t ' l \ \ ( ------ r --_..., e;6Q l< ?O ~Y...30 ~('15 '?:IX>; ;-o C\.,o t is <A,750 J, {,l/ t \ Af?X,A " D.'l6 t2.-Af2-!:-A ~ z.&o --r 01"'>\ \; o.t:tz. ~.?> q .l'.?:5 Ae-e-E-$ (-.:. {I 2'-/'' A:S>PJAL..-T D, '2-1 ~c /,<OD ac SIA Co?J+-)B r \..--z.41o.<x:> y:;; I pv.s , O,ll ~ ~ ac 4.17 C-0 r ()I /1 ' Form I 284A T~~S Coc.nty ......................... Highway ............ Desigl ............... Dote . ............ C-5-J Ck Dsn ............... Date DIVISION .................................................. . ............ OF BRIDGES StructlJ'e and .......................................... ' ............................................ STRUCTURES ~for .............................................................. Sheet . ...... of ....... ,iro b ~ DCD -:::; 0 I I s t-i I - -~ ~ I (, (,, '=3 () 2 J q a r7i ., f /' 1/J.1 F F Iv'. ..., < ~ 2. --:2, 0 i; ~ I -I 2 .c l/ "7 q '7, 6 7 fl( 1\).., l IA.. £ (, 0 L'JL -r h 1L L I)/\. 1V\ ~ he:; -:~ / Cj 5 5 7 fS( hF1 '-=I or-E 11 ,... • -'r-II ,,( :n r9 t \.)