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44 Development Permit 334 Edelweiss 4A
. ·~ ' . ... . . • McCLURE ENGINEERING, INC.------- January 23, 1996 Mrs. Veronica Morgan, P .E. Assistant City Engineer CITY OF COLLEGE STATION P.O. Box 9960 College Station , TX 77842 RE : DRAINAGE REPORT EDELWEISS ESTATES, PHASE 4-A & ARNOLD ROAD BIKEWA Y /WALKWAY IMPROVEMENTS Dear Veronica: The design parameters selected for the above named project areas were documented in the Draina2e Report for EDELWEISS ESTATES as submitted in January, 1995 and revised in April. 1995. The text portion of the report remains accurate , however, we have made some modifications to the proposed storm drain system in EDELWEISS ESTATES, PHASE 4:-A and submit the following revisions to the report for your consideration: EXHIBIT "B" EXHIBIT "C-1" EXHIBIT "C-2" EXHIBIT "C-3" Drainage Area Map Rational Formula Drainage Area Calculations Inlet & Pipe Sizing Calculations Box Culvert Calculations As stated , the Descriptions , Assumptions , Design Criteria and Conclusions made in the report remain the same. We anticipate updating the report with the next phase of construction. Should you have questions or wish additional information , please do not hes itate to call. Very truly yours, 11~~~ Michael R. McClure , P.E., R.P.L.S. MRM/mlm attachments 1722 Broadmoor, Suite 210 • Bryan, Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 ~ EXHIBIT C-1 ,,. Rational Formula Drainage Area Calculations Revised January, 1996 0 J: ;: ;: w -I ~ Q. <( <( I-0 0 w 0 i= w 0 (!) 0 -I -I -I (!) 0:: -I 0:: zZ z -I LL. LL. <( w z :3 ~ :3 ~ 0:: J: 0:: <( w <( (,) -I > -I w I-w I-(,) ~~ ~ w <( g <( ;: ~ 0:: ;: 0:: ;: I= (!) 5j I-0 ~ 0:: ow en w q Wo Wo ::> z (,) w 0 LO 0 0 ~ z 0:: w 0:: 0 >-I >-I (ij en LO 0 "!'"' LO N 0 "I'"' 0 <( ::> <( 0:: <( 0:: I-0 LL. 0 LL. (!) ~ (!) ~ 0 ::> CJ !: a ~ CJ !: a NO. AC. 0.4 0.55 0.87 CA mm mm cfs In/Hr cfs In/Hr cts Irv Hr cts A 6.47 0.00 6.47 0.00 3.56 250 3.0 640 3.5 12. 67 12. 67 24.6 7.79 27.7 8.91 31. 7 11. 35 40.4 B 1. 69 o.oo 1. 69 0.00 0.93 30 0.5 640 3.5 7.83 7.83 7.9 9.50 8.8 10.83 10.1 13.72 12.8 c 0.32 0.00 0.00 0.32 0.28 300 2.0 1 1. 0 8.67 8.67 2.3 9.14 2.5 10.43 2.9 13.23 3.7 D 0.65 0.25 0.00 0.40 0.45 30 0.5 200 1. 6 2.43 5.00 4.4 10.98 4.9 12.51 5.6 15.78 7.1 E 8.75 0.00 8.75 0.00 4.81 300 3.0 950 9.5 15.07 15.07 30.6 7.18 34.5 8.21 39.5 10.49 50.5 F 1. 56 0.56 1. 00 0.00 0.77 30 0.5 950 6.5 10.22 10.22 5.9 8.56 6.6 9.78 7.6 12.42 9.6 G 2.64 0.00 2.64 0.00 1. 45 115 1. 5 500 3.0 7.81 7.81 12.3 9.51 13.8 10.85 15.7 13.74 19.9 H 3.58 0.00 3.58 0.00 1. 97 230 3.0 550 3.0 11. 02 11. 02 14. 5 8.29 16.3 9.47 18.6 12.04 23.7 I 0.54 0.54 0.00 0.00 0.22 30 2.0 200 1. 0 2.65 5.00 2.1 10.98 2.4 12.51 2.7 15.78 3.4 J 2.94 0.00 2.94 0.00 1. 62 200 1. 5 1100 11. 0 14. 71 14. 71 10.4 7.26 11. 7 8.31 13.4 10.61 17.2 K 0.91 0.31 0.00 0.60 0.65 100 1. 5 250 1. 0 5.25 5.25 6.3 10.83 7.0 12.33 8.0 15.57 10.1 L 3.65 0.00 3.65 0.00 2.01 230 3.0 550 6.0 9.18 9.18 16.0 8.94 17.9 10.20 20.5 12.95 26.0 M 3.33 0.00 3.33 0.00 1. 83 230 3.0 550 6.0 9.18 9.18 14. 6 8.94 16.4 10.20 18.7 12.95 23.7 N 3.20 0.00 3.20 0.00 1. 76 230 3.0 550 4.0 10.18 10.18 13.4 8.57 15.1 9.79 17.2 12.44 21. 9 0 1. 72 0.00 1. 72 0.00 0.95 100 2.0 500 4.0 6.37 6.37 8.6 10.20 9.6 11. 63 11. 0 14.70 13.9 p 1.20 0.00 1. 20 0.00 0.66 150 2.0 350 2.0 6.96 6.96 5.8 9.90 6.5 11. 29 7.5 14 .29 9.4 Q 1.10 0.00 1.10 0.00 0.61 150 2.0 350 2.0 6.96 6.96 5.4 9.90 6.0 11. 29 6.8 14 .29 8.6 R 7.12 0.00 5. 92 1.20 4.30 150 1. 5 1300 11. 0 15.43 15.43 27.0 7.09 30.5 8.12 34.9 10.37 44.6 s 4.19 0.00 4.19 0.00 2.30 250 1. 5 150 2.0 8. 71 8. 71 18.7 9.13 21. 0 10.42 24.0 13.21 30.4 T 0.45 0.45 0.00 o.oo 0.18 1 1.0 1 1. 0 o.oo 5.00 1. 8 10.98 2.0 12.51 2.3 15.78 2. 8. u 7.54 0.00 7.54 0.00 4.15 600 6.0 700 7.0 20.04 20.04 22.7 6.20 25.7 7 .11 29.5 9.12 37.8 1 0.98 o.oo 0.98 0.00 0.54 100 0.7 450 2.3 8.18 8.18 4.5 9.35 5.0 10.66 5.7 13.52 7.3 2 0.96 0.00 0.96 0.00 0.53 100 0.7 450 2.3 8.18 8.18 4.4 9.35 4.9 10.66 5.6 13.52 7.1 3 0.97 0.00 0.97 0.00 0.53 60 0.5 450 2.3 6.91 6.91 4.7 9.93 5.3 11. 32 6.0 14.32 7.6 4 0.87 0.00 0.87 o.oo 0.48 60 0.5 450 2.3 6.91 6.91 4.2 9.93 4.8 11. 32 5.4 14.32 6.9 5 1. 83 0.00 1. 83 0.00 1. 01 300 1. 5 550 2.5 16.87 16.87 6.0 6.79 6.8 7.77 7.8 9.94 10.0 8 2.62 0.00 2. 62 0.00 1. 44 200 2.0 360 1. 8 9.00 9.00 11. 6 9.01 13.0 10.28 14.8 13.05 18.8 9 3. 72 o.oo 3. 72 0.00 2.05 70 0.7 700 3.5 9.98 9.98 15.8 8.64 17.7 9.87 20.2 12.53 25.6 10 1.17 0.00 1.17 0.00 0.64 70 0.7 360 1. 8 5.94 5.94 6.0 10.43 6.7 11. 89 7.7 15.02 9.7 11 1. 52 0.00 1. 52 0.00 0.84 70 0.7 620 3.1 9.03 9.03 6.7 9.00 7.5 10.27 8.6 13.03 10.9 12 1. 91 0.00 1. 91 0.00 1. 05 200 2.0 250 1. 3 7.69 7.69 9.0 9.56 10.0 10.90 11. 5 13.81 14.5 13 1. 72 0.00 1. 72 0.00 0.95 200 2.0 250 2.5 6.82 6.82 8.4 9.97 9.4 11. 37 10.8 14 .38 13.6 14 0.52 0.00 0.52 0.00 0.29 50 0.5 250 1. 3 4.10 5.00 2.8 10.98 3.1 12.51 3.6 15.78 4.5 EXHIBIT C-1 " EXHIBIT C-1 Rational Formula Drainage Area Calculations Revised January, 1996 -c ::I: ~ ~ w __. L5 0... < < I-0 0 w 0 j::: w c (!) c __. __. __. (!) er: __. er: zZ z __. u. u. < < w z < :5 ~ :5 ~ er: ::I: er: 0 ..J > w __. w I-w I-0 ~ L5 ~ wci; 9< ~ < er: ~ er: ~ I= (!) I= __. I-0 ~ er: Cw en w q I-Wo Wo ::> z ::> __. .E w 0 LO 0 0 ~ z er: w er: 0 > __. > __. ~ en LO 0 .,.. LO N 0 .,.. Oct: ::> < er: < er: I-0 u. 0 u. (!) ~ (!) ~ 0 ::> 0 !: CJ N 0 !: a NO. AC. 0.4 0.55 0.87 CA . mm mm cfs In/Hr cfs In/Hr cfs In/Hr cfs 18 2.36 0.00 2.36 0.00 1. 30 235 2.0 300 1. 5 9.58 9.58 10.2 8.79 11. 4 10.03 13.0 12.74 16.5 19 1. 38 0.00 1. 38 0.00 0.76 135 1. 4 375 1. 9 7.62 7.62 6.5 9.59 7.3 10.94 8.3 13.86 10.5 20 0.44 0.00 0.44 0.00 0.24 80 0.8 170 0.8 3.97 5.00 2.4 10.98 2.7 12.51 3.0 15.78 3.8 20B 2.80 0.00 2.80 0.00 1. 54 200 2.0 450 2.3 10.07 10.07 11. 8 8.61 13.3 9.83 15.1 12.49 19.2 20C 1. 34 0.00 1. 34 0.00 0.74 60 0.6 450 2.3 6.77 6.77 6.6 9.99 7.4 11. 40 8.4 14. 42 10.6 200 0.51 0.00 0.51 0.00 0.28 30 1. 4 500 2.5 6.29 6.29 2.6 10.24 2.9 11. 68 3.3 14. 76 4.1 21 4.20 3.68 0.00 0.52 1. 92 275 2.0 625 6.0 12.97 12.97 13.2 7.71 14. 8 8.81 17.0 11. 23 21. 6 22 0.73 0.21 0.00 0.52 0.54 30 0.5 660 6.0 6.37 6.37 4.9 10.20 5.5 11. 62 6.2 14.70 7.9 JB-1 0.00 0.00 0.00 0.00 0.00 1 1. 0 1 1. 0 0.00 5.00 0.0 10.98 0.0 12.51 0.0 15.78 0.0 JB-3 0.00 0.00 0.00 0.00 0.00 1 1. 0 1 1. 0 0.00 5.00 o.o 10.98 0.0 12.51 0.0 15.78 o.o 23 2.62 0.00 2.42 0.20 1. 51 220 1. 5 250 1. 0 9.61 9.61 11. 8 8.78 13.2 10.02 15.1 12. 72 19.1 23A 1.12 o.oo 1.12 0.00 0.62 200 0.7 300 1. 5 11. 54 11. 54 4.4 8.12 5.0 9.28 5.7 11. 81 7.3 24 o. 72 0.00 0.57 0.15 0.44 50 1. 0 270 1. 3 4 .11 5.00 4.4 10.98 4.9 12.51 5.6 15.78 7.0 24A 2.05 0.00 2.05 0.00 1.13 150 1.2 300 2.0 7.05 7.05 9.9 9.86 11.1 11. 24 12.7 14.23 16.0 25 0.95 0.00 0.00 0.95 0.83 30 0.5 810 4.0 10.25 10.25 6.3 8.55 7.1 9.76 8.1 12.40 10.3 26 1. 09 0.00 1. 09 0.00 0.60 200 1. 5 160 1. 0 7.15 7.15 5.3 9.81 5.9 11.19 6.7 14.16 8.5 27 o. 72 0.00 0.52 0.20 0.46 50 1. 0 300 2.0 3.93 5.00 4.5 10.98 5.1 12.51 5.8 15.78 7.3 28 0.69 0.00 0.30 0.39 0.50 30 0.5 650 3.3 8.23 8.23 4.2 9.32 4.7 10.64 5.4 13.49 6.8 29A 1. 65 0.00 1. 65 0.00 0.91 170 2.0 410 5.0 6.82 6.82 8.1 9.97 9.0 11. 37 10.3 14.38 13.1 29B 2.00 0.00 2.00 0.00 1.10 125 1. 5 720 8.0 8.44 8.44 9.1 9.23 10.2 10.54 11. 6 13.36 14. 7 30 o. 72 0.00 0.55 0.17 0.45 50 1. 0 300 1. 5 4.41 5.00 4.4 10.98 4.9 12.51 5.6 15.78 7.1 31 0.56 o.oo 0.40 0.16 0.36 30 0.5 250 1. 5 3.26 5.00 3.5 10.98 3.9 12.51 4.5 15.78 5.7 33 0.57 0.00 0.00 0.57 0.50 30 0.5 500 3.0 5.98 5.98 4.6 10.41 5.2 11. 86 5.9 14.99 7.4 34 0.50 0.00 0.35 0.15 0.32 60 1. 0 250 1. 5 3.81 5.00 3.2 10.98 3.5 12.51 4.0 15.78 5.1 35 1. 51 0.00 0.51 1. 00 1.15 150 1. 0 500 3.0 9.77 9.77 8.9 8.72 10.0 9.96 11. 5 12. 64 14.5 36 1.21 0.00 0.60 0.61 0.86 30 0.5 575 3.0 7.25 7.25 7.5 9.76 8.4 11.13 9.6 14.10 12.1 37 1. 43 o.oo 1.20 0.23 0.86 140 1. 0 400 4.0 7.27 7.27 7.5 9.75 8.4 11.12 9.6 14.08 12.1 38 4.14 0.00 4 .14 0.00 2.28 1250 12.0 1 1. 0 30.09 30.09 9.8 4.93 11. 2 5.66 12.9 7.31 16.6 39 6.20 0.00 6.20 0.00 3.41 1100 8.0 700 4.0 38.22 38.22 12.7 4.26 14. 5 4.90 16.7 6.35 21. 7 40 0.58 0.00 0.58 0.00 0.32 100 1. 0 400 4.0 5.73 5.73 3.0 10.55 3.4 12.02 3.8 15.19 4.8 40B 4.27 0.70 3.57 o.oo 2.24 1000 11. 0 1 1. 0 22.49 22.49 11. 5 5.83 13.1 6.68 15.0 8.58 19.3 52 1.30 0.00 1. 30 o.oo o. 72 200 2.0 330 1. 5 8.84 8.84 5.8 9.07 6.5 10.36 7.4 13.14. 9.4 '53 1.20 0.00 1.20 0.00 0.66 200 2.0 330 1. 5 8.84 8.84 5.3 9.07 6.0 10.36 6.8 13.14 8.7 132 77.58 0.00 77.58 0.00 42.67 650 12.0 1900 14.0 29.91 29.91 185.0 4.94 211. 0 5.68 242.5 7.33 312.8 EXHIBIT C-1 ... EXHIBIT C-1 Rational Formula Drainage Area Calculations I Revised January, 1996 c :::c ~ ~ w _J < a.. < < .... 0 0 w w 0 j:: w c (!) c _J _J _J (!) 0::: _J 0::: zZ z _J u. u. < < w z < 5~ 5~ 0::: :::c 0::: () _J > w w .... w .... () ~~ 9ct ~ _J .... < Wet < 0::: ~ 0::: ~ I= (!) I= _J 0 5 Cw en w .... Wo Wo () w 0 lO 0 0 ~ 0::: z 0::: w 0::: 0 0 > _J > _J ::> z ::> _J ro en lO 0 .,.. lO N 0 .,.. Oct .... ::> < 0::: < 0::: .... 0 u. 0 u. (!) ~ (!) ~ (.) ::> 0 ~ a ~ 0 ~ a NO. AC. 0.4 0.55 0.87 CA . min mm cfs In/Hr cfs In/Hr cfs In/Hr cfs 133 2.61 0.00 2.61 0.00 1. 44 180 1. 8 700 8.0 9.76 9.76 11. 2 8. 72 12.5 9.96 14.3 12.65 18.2 134 2.04 o.oo 2.04 0.00 1.12 140 1. 4 800 9.0 9.65 9.65 8.8 8.76 9.8 10.00 11. 2 12.70 14.3 135 1. 49 0.01 1. 48 0.00 0.82 210 2.1 340 2.0 8.68 8.68 6.7 9.13 7.5 10.43 8.5 13.22 10.8 136 0.73 0.00 0.73 0.00 0.40 125 1. 3 360 2.0 6.96 6.96 3.6 9.90 4.0 11.29 4.5 14 .29 5.7 137 1.17 0.00 1.17 0.00 0.64 150 1. 5 300 1. 5 7.11 7.11 5.7 9.83 6.3 11.21 7.2 14 .19 9.1 139 1.54 0.00 1. 54 0.00 0.85 330 4.0 170 1. 0 8.94 8.94 6.8 9.03 7.7 10.31 8.7 13.08 11.1 140. 1. 64 0.00 1. 64 0.00 0.90 90 0.9 850 4.3 12.18 12.18 6.4 7.93 7.2 9.07 8.2 11. 54 10.4 .141 1. 90 0.00 1. 90 0.00 1. 05 100 1. 0 400 2.0 7.12 7.12 9.2 9.82 10.3 11. 20 11. 7 14.18 14 •. 8: 142 1. 93 0.00 1. 93 0.00 1. 06 60 0.6 500 2.5 7.37 7.37 9.2 9. 71 10.3 11. 07 11. 8 14 .02 14.9 144 1.38 0.00 0.38 1. 00 1. 08 50 0.5 350 2.0 5.08 5.08 10.6 10.93 11. 8 12.45 13.4 15. 72 17.0 158 9.09 0.00 9.09 0.00 5.00 130 1. 3 720 3.6 11. 64 11. 64 36.0 8.09 40.5 9.25 46.2 11. 77 58.9 159 2.96 0.00 2.96 0.00 1. 63 200 2.0 400 2.0 9.48 9.48 12.8 8.82 14. 4 10.08 16.4 12.79 20.8 160 1. 35 0.80 0.00 0.55 0.80 50 0.5 300 1. 5 4.75 5.00 7.9 10.98 8.8 12.51 10.0 15.78 12.6 162 4.14 0.00 4 .14 0.00 2.28 160 1. 6 650 3.3 11. 45 11. 45 16.5 8.15 18.6 9.32 21.2 11. 85 27.0 163 7.43 7.00 0.00 0.43 3.17 750 8.0 1 1. 0 17.13 17.13 18.9 6.73 21. 4 7. 71 24.5 9.86 31. 3 164. 4.00 4. 00 0.00 0.00 1. 60 600 9.0 1 1. 0 11. 56 11. 56 11. 6 8.12 13.0 9.28 14. 8 11. 81 18.9 EXHIBIT C-1 •, EXHIBIT C-2 INLET AND PIPE SIZE CALCULATIONS ~ Revised January, 1996 INLE I SIZING PIPE SIZE COM PU fATIONS N-0.014 t:JUA '*I:: E a Cl> u..: I-~ c. .J "C w '*I:: 0 0 Cl> ..J <I: .s 0 Ci5 "' I.. "C z I-0 (/') u: l'i' z Cl> w I-0.. "C > ..J ..J c: c: c: ·c; ::c ::c tu C"' 0 Cl> e :::!: z <I: .!2l C) :;::; w ~ b ~ ..J 0 0.. a: 0.. 0 -I-(/) '(ij (,) ~ T-DESCRIPTION <I: a: 0 0 (,) Cl> Cl> 'i:: !:::! ~ ~ w a 0 ..J .J u. I-I-I-0 0 u. (/') 0 ::c cf s cf s ft ft yr % " cf s A 27.73 EXISTING INLET 2 13.86 15 A B 3.56 12.67 10 27.7 0.53 30 27.7 B 8.83 EXISTING INLET 2 4.41 5 B c 4.49 13.61 10 33.8 0.47 33 33.8 c 2.55 EXISTING INLET 2 1. 27 5 c D 4.77 13.79 10 35.7 0.33 36 35.7 D 4.92 OPEN CHANNEL 2 2.46 5 D I 10.80 16.14 10 74.9 0.17 54 74.9 E 34.54 EXISTING INLET 2 17.27 15 E F 4.81 15.07 10 34.5 0.82 30 34.5 F 6.62 EXISTING INLET 2 3.31 5 F D 5.59 15.21 10 39.9 0.66 33 39.9 G 13.80 EXISTING INLET 2 6.90 10 G H 1. 45 7.81 10 13.8 1. 37 21 17.2 / -H 16.32 EXISTING INLET 2 8.16 10 H I 3.42 11. 02 10 28.4 0.55 30 28.3 I 2.37 OPEN CHANNEL 2 1.19 5 I K 14.44 16.83 10 98.1 0.16 60 98.1 J 11. 74 EXISTING INLET 2 5.87 10 J K 1. 62 14. 71 10 11. 7 2.25 18 14.7 ./ K 6.99 OPEN CHANNEL 2 3.50 5 K 0 16.70 17.71 10 110.5 0.12 66 110.5 L 17.94 EXISTING INLET 2 8.97 10 L M 2.01 9.18 10 17.9 1.13 ~4-22.4 / M 16.37 EXISTING INLET 2 8.18 10 M N 3.84 9.99 10 33.2 0.75 30 33.1 N 15.09 EXISTING INLET 2 7.54 10 N 0 5.60 10.65 10 47.1 0.57 36 47.1 0 9.65 OPEN CHANNEL 2 4.82 5 0 T 23.25 19.79 10 145.1 0 .11 75 145.1 p 6.53 EX. HEADWALL 2 3.27 5 p R 1. 27 7.07 10 12.5 0.55 2..L 15.6 , Q 5.99 EX. HEADWALL 2 3.00 5 Q p 0.61 6.96 10 6.0 1. 55 15 7.5 ,. R 30.51 EXISTING INLET 2 15.25 15 R s 5.57 15.43 10 39.5 0.40 36 39.5 s 21. 01 SPECIAL INLET 2 10.50 15 s T 7.87 16.75 10 53.6 0.49 39 53.6 T 1. 98 CULVERT JUNCTION 2 -o. 99 5 T u 31. 29 20.10 25 222.2 0.17 BOX 222.2 8 4 u 25. 72 EXISTING HEADWALL 2 12.86 15 u HW 35.44 21. 55 25 242.5 0.20 BOX 242.5 8 4 .. 1 5.04 RECESSED INLET ON GRADE 2 2.52 5 1 2 0.54 8.18 10 5.0 1.10 .15.. 6.3 / 2 4.93 RECESSED INLET ON GRADE 2 2.47 5 2 4 1. 07 8.28 10 9.9 0.71 2-1. 12. 4 / 3 5.30 RECESSED INLET ON GRADE 2 2.65 5 3 4 0.53 6.91 10 5.3 1. 21 li 6.6 , 4 4.75 RECESSED INLET ON GRADE 2 2.38 5 4 8 2.08 9.70 10 18.2 1.16 u 22.7 / 5 6.83 DITCH LINE 2 3.41 5 5 HW 1. 01 16.87 10 6.8 0.76 .l..8-8.5 , 8 12.98 LOW POINT INLET 2 6.49 10 8 10 3.52 10.32 10 30.0 0.37 33 30.0 9 17.68 DITCH LINE 2 8.84 10 9 HW 2.05 9.98 10 17.7 1.10 24 22.1 ,. 10 6. 71 LOW POINT INLET 2 3.36 5 10 12 4.16 10.42 10 35.3 0.32 36 35.3 11 7.52 DITCH LINE 2 3.76 5 11 HW 0.84 9.03 10 7.5 0.01 36 7.5 12 10.04 LOW POINT INLET 2 5.02 10 12 14 5.21 11. 33 10 42.7 0.21 42 42.7 * Includes 25% Flow increase for pipe sizes <27" dia. Exhibit C-2 \ EXHIBIT C-2 INLET AND PIPE SIZE CALCULATIONS Revised January, 1996 INLt: I ~l/1".!~ PIPt: SIZE COM PU rATIUNS N-0.U14 t>UA ~ E a Q) u. I-~ c. "O w ~. 0 0 ..J Q) ..J <( .s 0 Ci5 i< '-"O z I-0 (/') u:: ~ z Cl) "O w c I-tu c. O" > ..J ..J c c 0 ·o :c :c Q) e :!E z <( .2' .2' :;:i w [ b (!) 0 c. 0: c. 0 -I-(/) (/) () ..J ~ <( 0: 0 0 () Cl) Cl) 'i: ~ ~ ~ w z a DESCRIPTION 0 .J .J u. I-I-I-0 0 u. (/') 0 :c cf s cf s ft ft yr % .. cf s 13 9.43 LOW POINT INLET 2 4. 72 5 13 HW 0.95 6.·82 10 9.4 1. 45 18 11. 8 . 14 3.14 LOW POINT INLET 2 1. 57 5 14 HW 5.50 11. 45 10 44.8 0.23 42 44.8 18 11. 41 RECESSED INLET ON GRADE 2 5.70 10 18 19 1. 30 9.58 10 11. 4 2.12 .18. 14.2 19 7.28 RECESSED INLET ON GRADE 2 3.64 5 19 20 2.06 9.70 10 18.0 1.14 _?_4_ .. 22.5 / 20 2.66 RECESSED INLET ON GRADE 2 1. 33 5 20 20C 2.58 10.22 10 22.1 0.59 27 22.1 20B 13.26 LOW POINT INLET 2 6.63 10 20B 20C 1. 54 10.07 10 13.3 1. 26 ll 16.6 / 20C 7.37 LOW POINT INLET 2 3.68 5 20C HW 4.86 10.40 10 41. 2 0.44 36 41.2 20D 2.87 RECESSED INLET ON GRADE 2 1. 44 5 20D 20 0.28 6.29 10 2.9 0.13 1..§ 3.6 •' 21 14.83 FUTURE INLET 2 7.41 10 21 22 1. 92 12.97 10 14. 8 0.26 27 14.8 22 5.47 FUTURE INLET 2 2.74 5 22 JB-1 2.46 13.27 10 18.8 0.42 27 18.8 JB-1 o.oo JUNCTION BOX 2 0.00 5 JB-1 23A 3.97 13.81 10 29.7 0.60 30 29.7 JB-3 0.00 JUNCTION BOX 2 0.00 5 JB-3 24 5. 71 15.32 10 40.6 1.13 30 40.6 23 13.21 EXISTING INLET 2 6.60 10 23 JB-1 1. 51 9.61 10 13.2 1. 25 2.1 16.5 ' 23A 5.00 RECESSED INLET ON GRADE 2 2.50 5 23A JB-3 4.58 14. 61 10 33.4 0. 76 30 33.4 24 4. 88 RECESSED INLET ON GRADE 2 2.44 5 24 26 6.15 15.38 10 43.7 0.79 33 43.7 24A 11.12 EXISTING INLET 2 5.56 10 24A JB-3 1.13 7.05 10 11.1 2.02 1~ 13.9 25 7.06 RECESSED INLET ON GRADE 2 3.53 5 25 26 0.83 10.25 10 7.1 0.81 18 8.8 , 26 5.88 RECESSED INLET ON GRADE 2 2.94 5 26 27 7.58 15.86 10 53.0 1.16 33 53.0 27 5.05 RECESSED INLET ON GRADE 2 2.53 5 27 30 8.04 16.49 10 55.2 0.79 36 55.1 28 4.70 RECESSED INLET ON GRADE 2 ·2. 35 5 28 30 0.50 8.23 10 4.7 0.36 HL 5.9 29A 9.05 RECESSED INLET ON GRADE 2 4.52 5 29A 29B 0.91 6.82 10 9.0 0.59 ;u 11.3 29B 10.16 RECESSED INLET ON GRADE 2 5.08 10 29B 30 2.01 8.44 10 18.5 0.41 27 18.5 30 4.95 RECESSED INLET ON GRADE 2 2.47 5 30 31 11. 00 16.87 10 74.7 0.44 45 74.6 31 3.94 RECESSED INLET ON GRADE 2 1. 97 5 31 34 11. 36 17.44 10 75.8 0.45 45 75.8 33 5.16 RECESSED INLET ON GRADE 2 2.58 5 33 34 0.50 5.98 10 5.2 0.43 .l..8... 6.4 .-34 3.55 RECESSED INLET ON GRADE 2 1. 77 5 34 35 12.18 18.04 10 79.8 0.36 48 79.8 35 10.03 LOW POINT INLET 2 5.02 10 35 HW 13.33 19.59 10 83.7 0.39 48 83.6 36 8.40 LOW POINT INLET 2 4.20 5 36 HW 0.86 7.25 10 8.4 0.00 48 8.4 37 8.39 RECESSED INLET ON GRADE 2 4.19 5 37 40 0.86 7.27 10 8.4 1.15 .ia. 10.5 38 11.22 SLOPED HEADWALL 2 5.61 10 38 40 5.69 38.94 10 23.9 0.69 27 23.9 39 14. 52 SLOPED HEADWALL 2 7.26 10 39 38 3.41 38.22 10 14. 5 0.74 _2.:4 18.1 , 40 3.37 RECESSED INLET ON GRADE 2 1. 68 5 40 HW 9.11 39.41 10 38.1 1. 74 27 38.0 * Includes 25% Flow increase for pipe sizes <27" dia. Exhibit C-2 .. EXffIBI'l1 C-2 lNLET ANO PlPE SIZE CALCULATIONS R~vised January, 1996 -INLE I S1~'"''..:' Plt't: SILi: vUMPU IATIONS ... N= U.014 BOX ~ E 0 Q) u.: t:i :: c.. "O ~ 0 0 ..J Q) ..J <{ .9 0 Ci5 -I< s.. "O z I-(.) en u::: ~ z Q) "O ·:;:: w c ~ Iii 0. O" ..J ..J c c 0 "() :::c Q) E :.:!: z <{ 0) 0) :;:i w [ I-~ 0 0. 0::: 0. 0 -I-·;;; ·;;; CJ c ..J ~ ~ """ DESCRIPTION <{ 0::: 0 0 CJ Q) Q) ·c: CV ~ w a (.) .J .J u. I-I-I-c c u. en (.) :::c cf s cf s ft ft yr % fl cf s 40B 13.07 SLOPED HEADWALL 2 6.53 10 40B 40 2.24 22;49 10 13.1 0.60 ,,.2_4_ 16.3 / 52 6.49 RECESSED INLET ON GRADE 2 3.24 5 52 139 1. 38 8.97 10 12.4 0.54 24 15.5 v 53 5.99 RECESSED INLET ON GRADE 2 2.99 5 53 52 0.66 8.84 10 6.0 0.59 la.-7.5 / 132 210.98 FUTURE EXTENSION 4 105. 15 132 13·8 44. 6'{ 29; 9:\. lO 21],,0. 0.5~ BOX 211. 0 5 4 133 12.52 RECESSED INLET ON GRADE 2 6.26 10 133 134 1. 44 9.76 10 l.2.5 1.12 21 15. 6 -134 g.83 RECESSED INLET ON GRADE 2 4. 91 5 134 135 2.56 9.84 10 22.2 0.59 27 22.2 p5 7.47 i.ow :POINT INLET 2 3.74 5 135 138 3.78 10.88 10 31. 5 0.41 33 31.5 l.36 3.98 i.ow POINT INLET 2 1. 99 5 136 135 0.40 6.96 10 4.0 0.26 ]JL p.O -137 6.33 RECESSED INLET ON GRADE 2 3.16 5 137 138 0.64 7 .11 10 6.3 0.65 Ul 7,9 / 138 0.04 JUNCTION 2 0.02 5 138 143 47.09 30.55 10 230.0 0.40 BOX 230.0 6 4 139 7.65 LOW POINT INLET 2 3.83 5 139 140 2.22 9.95 10 19.2 0.44 27 19.2 140 7.15 LOW POINT INLET 2 3.58 ~u•& lo' 140 142 3.12 12.18 10 24.8 0.42 30 24.8 141 10.27 LOW POINT INLET 2 5.13 10 141 143 1. 05 7. 12 10 10.3 0.76 2L 12.8 / 142 10.30 i.ow POINT INLET 2 5.15 10 142 143 4.19 12.90 10 32.3 0.72 30 32·3 143 0.04 JUNCTION 2 0.02 5 143 145 52.33 31. 38 10 251. 4 0.31 BOX 251.4 7 4 144 ll. 80 LOW :POINT INLET 2 5.90 10 l.44 145 ;J... 08 5.08 10 ;1.1. 8. 2.27 18_ 14.7 , 145 0.00 JUNCTION 2 o.oo 5 145 HW 53.41 3l.52 10 256.0 0.32 BOX 256.0 7 4 158 40.46 FUTURE EXTENSION 2 20.23 15 158 159 5.00 11. 64 10 40.5 1.12 30 40.4 159 14.37 RECESSED INLET ON GRADE 2 7.18 10 159 162 7.43 12.23 10 50;0 1. 42 33 58.7 160 8.77 RECESSED INLET ON GRADE 2 '4. 38 5 160 159 0.80 5.00 10 8.8 1.25 ta 11. 0 / 162 18.56 RECESSED INLET ON GRADE 2 9.28 10 162 HW 12.88 17.28 10 86.3 1.26 39 86.3 163 21.37 RECESSED INLET ON GRADE 2 10.69 15 163 162 3.17 l. 7. 13 10 21. 4 0.55 27 ~n. 4 164 12.99 SLOPED HEADWALL 2 6.50 10 164 HW 1.60 1,l. 56 10 13.0 0.20 27 1.3. 0 * Includes 25% Flow increase for pipe sizes <27" dia. Exhibit C-2 ··. ... TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION January 23, 1996 EDELWEISS AVENUE BOX CULVERT 6' x 4' BOX CULVERT FROM JUNTION 138 TO JUNCTION 143 EXHIBIT C-3 ==================================================================== PROGRAM INPUT DATA: DESCRIPTION Flow Rate (cubic feet per second) ••••••••.•••••••••••••• Channel Bottom Slope (feet per foot) ..••••••••••.••••••. Manning's Roughness Coefficient (n-value) ••.•••••••••••• Channel Side Slope -Left Side (horizontal/vertical) •••• Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Bottom Width (feet) ••••••••••.•••••••••••••.•••. VALUE 230.0 0.0040 0.0140 0.00 o.oo 6.0 ==================================================================== PROGRAM RESULTS: DESCRIPTION Normal Depth (feet) •••••••.•.••••••..••••.•..•••••.•••.• Flow Velocity (feet per second) ••.•.••••.....•.••...••.• Froude Number (Flow is Sub-Critical) •••••••••••••••••••• Velocity Head (feet) •••••••••••••••••••••.•••••.•••••••• Energy Head (feet) •••••••••••••••••••••••••••••••••••••• Cross-Sectional Area of Flow (square feet) •••••••••••••• Top Width of Flow (feet) •••••••••••••••••••••••••••••••• VALUE 3.99 9.61 0.848 1. 43 5.42 23.94 6.00 ==================================================================== TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 w. Tidwell, il07, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. . •' TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION January 23, 1996 EDELWEISS AVENUE BOX CULVERT 7' x 4' BOX CULVERT FROM JUNCTION 143 TO JUNCTION 145 EXHIBIT C-3 ==================================================================== PROGRAM INPUT DATA: DESCRIPTION Flow Rate {cubic feet per second) .•••.••••.••.••..•.•••. Channel Bottom Slope {feet per foot) .•...••....•.•...... Manning's Roughness Coefficient {n-value) ••.•••••••••••• Channel Side Slope -Left Side (horizontal/vertical) .••. Channel Side Slope -Right Side {horizontal/vertical) ••. Channel Bottom Width (feet) ..•••....•••••••••••••••••..• VALUE 251. 0 0.0050 0.0140 o.oo 0.00 7.0 ==================================================================== PROGRAM RESULTS: DESCRIPTION Normal Depth {feet) •••••••••••.•••••••••••••••..•.•••••• Flow Velocity {feet per second) .•..••..•.•..•.....•..... Froude Number {Flow is Super-Critical) •••.•.••...•••.... Velocity Head {feet) •••••.•••.......•••.••..•...••...•.. Energy Head {feet) •••••••..•.••••.•.••.••..•.••••..••••• Cross-Sectional Area of Flow (square feet) ...••••.....•. Top Width of Flow {feet) •••••••.••••••••.•••••••..•.••.. VALUE 3.34 10.73 1. 034 1. 79 5.13 23.39 7.00 ==========================:========================================= TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1;3 (c) 1986 Dodson & Associates, Inc., 7015 w. Tidwell, #107, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. . .. TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION January 23, 1996 EDELWEISS AVENUE BOX CULVERT 7' x 4' BOX CULVERT FROM JUNCTION 145 TO HEADWALL ==================================================================== PROGRAM INPUT DATA: DESCRIPTION Flow Rate (cubic feet per second) ••.•.••• ~ ....•.....•... Channel Bottom Slope (feet per foot) .............•...... Manning's Roughness Coefficient (n-value) ••...•..•...... Channel Side Slope -Left Side (horizontal/vertical) .... Channel Side Slope -Right Side (horizontal/vertical) .•• Channel Bottom Width (feet) ••.••..•••••.•.•.....•.....•. VALUE 256.0 0.0050 0.0140 0.00 0.00 7.0 ====-=======================================~======================== PROGRAM RESULTS: DESCRIPTION Normal Depth (feet) •••..••••••••••.....••••••.•••••••... Flow Velocity (feet per second) •.•..•.••..•••...•••••..• Froude Number (Flow is Super-Critical) ••••.••••••••••••• Velocity Head (feet) ••.•..•.••.••.....••...•..•...•.•••. Energy Head (feet) ••••.•..•••••.•.....••••••..•••••.•••. Cross-Sectional Area of Flow (square feet) •..•..••••.•.. Top Width of Flow (feet) •..•••....•...•.•.••••...•••.••. VALUE 3.39 10.78 1.032 1. 81 5.20 23.74 7.00 ==================================================================== TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 w. Tidwell, #107, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. EXHIBIT C-3 . .. TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION January 23, 1996 ARNOLD ROAD BOX CULVERT 8' x 4' BOX CULVERT FROM JUNCTION T TO JUNCTION U EXHIBIT C-3 ==================================================================== PROGRAM INPUT DATA: DESCRIPTION Flow Rate (cubic feet per second) ••••••••••••••••••••••• Channel Bottom Slope (feet per foot) .•••• ~ .••••••••.••.• Manning's Roughness Coefficient (n-value) ••••••••••••••. Channel Side Slope -Left Side (horizontal/vertical) •••• Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Bottom Width (feet) ••.••••••.•.••.•••••••••••••• VALUE 233.6 0.0020 0.0140 0.00 0.00 8.0 ==================================================================== PROGRAM RESULTS: DESCRIPTION Normal Depth (feet) •••••.••.•••••••.••••.••••.••••.••••• Flow Velocity (feet per second) •..•.••••.•••..•.•••.•••• Froude Number (Flow is Sub-Critical) •••••••••••••••••••• Velocity Head (feet) ................................... . Energy Head ( feet ) •••••••••••••••••••••••••••••••••••••• Cross-Sectional Area of Flow (square feet) •••••••••••••• Top Width of Flow (feet) •••••••••••••••••••••••••••••••• VALUE 3.91 7.48 0.666 0.87 4. 77 31.25 8.00 ==================================================================== TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 w. Tidwell, tl07, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. . ... ; . . • . TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION January 23, 1996 ARNOLD ROAD BOX CULVERT 8' x 4' BOX CULVERT FROM JUNCTION U TO HEADWALL EXHIBIT C-3 =======================================================~=========~~= PROGRAM INPUT DATA: DESCRIPTION Flow Rate (cubic feet per second) •••••••••••••••••.••.•• Channel Bottom Slope (feet per foot) •••.•••••••.••.•..•. Manning's Roughness Coefficient (n-value) •••••••••••••.• Channel Side Slope -Left Side (horizontal/vertical) •... Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Bottom Width (feet) •••••.•••..••••••..•.••••..•• VALUE 252.0 0.0032 0.0140 0.00 0.00 8.0 ==================================================================== PROGRAM RESULTS: DESCRIPTION Normal Depth (feet) .•.••..••.•••.•••...•.•••••...••..••• Flow Velocity (feet per second) •.•..••••.••.•••..•••.•.. Froude Number (Flow is Sub-Critical) •••••••••••••••.•••. Velocity Head (feet) ••••••.••••••••.••••••••••••.•..•••• Energy Head (feet) ••.••••.••••••••••••.••••••.•••••••••. Cross-Sectional Area of Flow (square feet) •••••.•.•.•••. Top Width of Flow (feet) •••••••••••••••••••••••••••••••• VALUE 3.47 9.07 0.858 1.28 4.75 27.77 8.00 ==================================================================== TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, i107, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. •• 1 Ca1cu1ation of In1et Capacity 6' x 4' Box Cu1vert End Treatment The box culvert within Edelweiss Drive is designed for ultimate flow conditions. However, the interim condition for Phase 4A does not require the full capacity of the culvert. The flow (existing) to be handled by this culvert at this location is Ql0=98 cfs. In the end of the culvert will be a temporary wood plug (see detail on sheet 2 of the plans) which will decrease the size of the opening from 6' x 4' to 6' x l'. This decrease in size will greatly reduce the size of the sump hole required for the storm water. This is advantageous because the sump is immediately adjacent to the end temporary end of Edelweiss Drive. The capacity of the opening is calculated using the orifice equation, Q=C*A* (2*g H)A.5 where C is the orifice coefficient =.7, A= the area of the opening= 6' x l' = 6 sf., and His the head over the orifice = 3.46' (computed below). Based on these parameters, the orifice has a capacity of .7*6*(2*32.2*3.46)A.5 62.7 cfs. The remaining flow is captured by i~lets 141 & 142 with a capacity of 20 cfs per inlet. The head over the orifice is computed from the following: a) t/c of the low point of Mortier = 309.00 b) depth of flow for 39' street = .426' c) elevation of orifice= 305.47 H= 309.00-.5+.426 -305.47 = 3.46' jh,-~ vV M ~Af cnl{ 70cc..f-rc:.- v-1'>-41 f-77.---21~; rcv,-.~~w. ~-.. .. . · ~' TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION January 22, 1996 Edelweiss Estates Phase 4A Overflow capacity at Lots 13-14, Block 12 =================================~================================= PROGRAM INPUT DATA: DESCRIPTION Flow Rate (cubic feet per second) ••••••••••••••••••••••• Channel Bottom Slope (feet per foot) ••..•.••••..•••••.•. Manning's Roughness Coefficient (n-value) ••••••••••••••• Channel Side Slope -Left Side (horizontal/v~rtical) •••. Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Bottom Width (feet) ••••••••••••••••..••••••••••• VALUE 18 • 7=( Q,.;;;, 0.0050 0.0300 4.00 4.00 6.0 ==================================================================== PROGRAM RESULTS: DESCRIPTION Normal Depth (feet) •••..••.•••.•••.••••.••...••••••.•••. Flow Velocity (feet per second) ••••.•.••.•..••.••••••••. Froude Number (Flow is Sub-Critical) •••••••••.•••••••.•• Velocity Head (feet) ..••••••••••••••••....••..•...•.•.•. Energy Head (feet) ••••••••••••••••••••••••••••.••••••.•• Cross-Sectional Area of Flow (square feet) •.•..•••••••.• Top Width of Flow (feet) .•••••••••••..••••.•••••.••••••. VALUE 0.82 2 • 4 8 V 01<. Fol! ~DI>) 0.562 0.10 0.91 7.55 12.52 ==================================================================== TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 w. Tidwell, i107, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. . ·~ . , • McCLURE ENGINEERING, INC.--------- January 23 , 1996 Mrs. Veronica Morgan , P. E. Assistant City Engineer CITY OF COLLEGE STATION P.O. Box 9960 College Station , TX 77842 RE : DRAINAGE REPORT EDELWEISS ESTATES , PHASE 4-A & ARNOLD ROAD BIKEWA Y /WALKWAY IMPROVEMENTS Dear Veronica: The design parameters selected for the above named project areas were documented in the Drainaee Re.port for EDELWEISS ESTATES as submitted in January. 1995 and revised in April, 1995. The text portion of the report remains accurate , however , we have made some modifications to the proposed storm drain system in EDELWEISS ESTATES , PHASE 4-A and submit the following revisions to the report for your consideration: EXHIBIT "B" EXHIBIT "C -1" EXHIBIT "C-2" EXHIBIT "C-3" Drainage Area Map Rational Formula Drainage Area Calculations Inlet & Pipe Sizing Calculations Box Culvert Calculations As stated , the Descriptions , Assumptions , Design Criteria and Conclusions made in the report remain the same. We anticipate updating the report with the next phase of construction. Should you have questions or wish add itional information , please do not hesitate to call. Very truly yours , 11~~~ Michael R. McClure , P.E., R.P.L.S . MRM/mlm attachments 1722 Broadmoor, Suite 21 O • Bryan , Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 0 w ..J < a. < w w 0 j:: (!) 0:: ..J < < w z ..J > w ~ Lil < w <( 9< .... Ow "' w C2 0:: 0 z 0:: w 0:: O< .... :::> <( 0:: < NU. AC. 0.4 O.:>:> A 6.47 0.00 6.47 B 1. 69 0.00 1. 69 c 0.32 0.00 0.00 D 0.65 0.25 0.00 E 8.75 0.00 8.75 F 1. 56 0.56 1. 00 G 2.64 0.00 2.64 H 3.58 0.00 3.58 I 0.54 0.54 0.00 J 2.94 0.00 2.94 K 0.91 0.31 0.00 L 3.65 0.00 3.65 M 3.33 0.00 3.33 N 3.20 0.00 3.20 0 1. 72 0.00 1. 72 p 1. 20 0.00 1. 20 Q 1.10 0.00 1.10 R 7.12 0.00 5.92 s 4.19 0.00 4.19 OJ T 0.45 0.45 0.00 u 7.54 0.00 7.54 1 0.98 0.00 0.98 2 0.96 0.00 0.96 3 0.97 0.00 0.97 4 0.87 0.00 0.87 5 1. 83 0.00 1. 83 8 2.62 0.00 2.62 9 3.72 0.00 3. 72 10 1.17 0.00 1.17 11 1. 52 0.00 1. 52 12 1. 91 0.00 1. 91 13 1. 72 0.00 1. 72 14 0.52 0.00 0.52 EXHIBIT C-1 Rational Formula Drainage Area Calculations Revised January, 1996 -:c 3: 3: < .... 0 0 w 0 (!) 0 ..J ..J ..J 0:: zZ z ..J LL LL < :3 ~ :3 ~ 0:: :c 0:: () ..J w .... w .... () ~ ~ 0:: 3: 0:: 3: ~ (!) ~ ..J u .... Wo wo w Q q ~ > ..J > ..J :::> z :::> ..J 'i "' ll) Q ""' ll) 0:: 0 LL 0 LL (!) ~ (!) ~ 0 :::> a !: a ~ 0.Uf CA . . . . mm mm cfs In/Hr cfs In/Hr 0.00 3.56 250 3.0 640 3.5 12.67 12.67 24.6 7.79 27.7 8.91 0.00 0.93 30 0.5 640 3.5 7.83 7.83 7.9 9.50 8.8 10.83 0.32 0.28 300 2.0 1 1. 0 8.67 8.67 2.3 9.14 2.5 10.43 0.40 0.45 30 0.5 200 1. 6 2.43 5.00 4.4 10.98 4.9 12.51 0.00 4.81 300 3.0 950 9.5 15.07 15.07 30.6 7.18 34.5 8.21 o.oo 0.77 30 0.5 950 6.5 10.22 10.22 5.9 8.56 6.6 9.78 0.00 1. 45 115 1. 5 500 3.0 7.81 7.81 12.3 9.51 13.8 10.85 0.00 1. 97 230 3.0 550 3.0 11. 02 11. 02 14.5 8.29 16.3 9.47 0.00 0.22 30 2.0 200 1. 0 2.65 5.00 2.1 10.98 2.4 12.51 0.00 1. 62 200 1. 5 1100 11. 0 14. 71 14. 71 10.4 7.26 11. 7 8.31 0.60 0.65 100 1. 5 250 1. 0 5.25 5.25 6.3 10.83 7.0 12.33 0.00 2.01 230 3.0 550 6.0 9.18 9.18 16.0 8.94 17.9 10.20 0.00 1. 83 230 3.0 550 6.0 9.18 9.18 14.6 8.94 16.4 10.20 0.00 1. 76 230 3.0 550 4.0 10.18 10.18 13.4 8.57 15.1 9.79 0.00 0.95 100 2.0 500 4.0 6.37 6.37 8.6 10.20 9.6 11. 63 0.00 0.66 150 2.0 350 2.0 6.96 6.96 5.8 9.90 6.5 11. 29 0.00 0.61 150 2.0 350 2.0 6.96 6.96 5.4 9.90 6.0 11. 29 1. 20 4.30 150 1. 5 1300 11. 0 15.43 15.43 27.0 7.09 30.5 8.12 0.00 2.30 250 1. 5 150 2.0 8. 71 8.71 18.7 9.13 21. 0 10.42 0.00 0.18 1 1. 0 1 1. 0 0.00 5.00 1. 8 10.98 2.0 12.51 0.00 4.15 600 6.0 700 7.0 20.04 20.04 22.7 6.20 25.7 7.11 0.00 0.54 100 0.7 450 2.3 8.18 8.18 4.5 9.35 5.0 10.66 0.00 0.53 100 0.7 450 2.3 8.18 8.18 4.4 9.35 4.9 10.66 0.00 0.53 60 0.5 450 2.3 6.91 6.91 4.7 9.93 5.3 11. 32 0.00 0.48 60 0.5 450 2.3 6.91 6.91 4.2 9.93 4.8 11. 32 0.00 1. 01 300 1. 5 550 2.5 16.87 16.87 6.0 6.79 6.8 7.77 0.00 1. 44 200 2.0 360 1. 8 9.00 9.00 11. 6 9.01 13.0 10.28 0.00 2.05 70 0.7 700 3.5 9.98 9.98 15.8 8.64 17.7 9.87 0.00 0.64 70 0.7 360 1. 8 5.94 5.94 6.0 10.43 6.7 11. 89 o.oo 0.84 70 0.7 620 3.1 9.03 9.03 6.7 9.00 7.5 10.27 0.00 1. 05 200 2.0 250 1. 3 7.69 7.69 9.0 9.56 10.0 10.90 0.00 0.95 200 2.0 250 2.5 6.82 6.82 8.4 9.97 9.4 11. 37 0.00 0.29 50 0.5 250 1. 3 4.10 5.00 2.8 10.98 3.1 12. 5~ ll) N a cfs 31. 7 10.1 2.9 5.6 39.5 7.6 15.7 18.6 2.7 13.4 8.0 20.5 18.7 17.2 11. 0 7.5 6.8 34.9 24.0 2.3 29.5 5.7 5.6 6.0 5.4 7.8 14. 8 20.2 7.7 8.6 11. 5 10.8 3.6 Q c Q Q ""' !: a In/Hr cfs 11. 35 40.4 13.72 12.8 13.23 3.7 15.78 7.1 10.49 50.5 12.42 9.6 13.74 19.9 12.04 23.7 15.78 3.4 10.61 17.2 15.57 10.1 12.95 26.0 12.95 23.7 12.44 21. 9 14. 70 13.9 14 .29 9.4 14. 29 8.6 10.37 44.6 13.21 30.4 15.78 2.8 9.12 37.8 13.52 7.3 13.52 7.1 14.32 7.6 14.32 6.9 9.94 10.0 13.05 18.8 12.53 25.6 15.02 9.7 13.03 10.9 13.81 14.5 14.38 13.6 15.78 4.5 EXHIBIT C-1 ~ ' ..... . ; • l , v , . • r ·" EXHIBIT C-1 Rational Formula Drainage Area Calculations Revised January, 1996 c ::c ~ ~ w ..J ~ a. <( <( .... 0 0 w 0 j:: w co c ..J ..J ..J (!) 0:: ..J 0:: zZ z ..J LI. LI. <( w z :5 ~ :5 ~ 0:: ::c 0:: <( w <( (,) ~ <( ..J > g <( ~ ..J w .... w .... ~ ~ w <( g 0:: ~ 0:: ~ ~(!) ~ ..J d ~~ cw "' w q WQ WQ ::> z ::> ..J 'i w 0 0 z 0:: w 0:: > ..J > ..J "' It) 0 ,.. It) c <( .... ::> <( 0:: <( 0:: .... 0 LI. 0 LI. (!)~ (!)~ 0 ::> 0 !: C1 ~ NU. AC. 0.4 0.55 o.~1 CA . . mm mm cfs In/Hr CfS In/Hr 18 2.36 0.00 2.36 0.00 1. 30 235 2.0 300 1. 5 9.58 9.58 10.2 8.79 11. 4 10.03 19 1. 38 0.00 1. 38 0.00 0.76 135 1. 4 375 1. 9 7.62 7. 62 6.5 9.59 7.3 10.94 20 0.44 0.00 0.44 0.00 0.24 80 0.8 170 0.8 3.97 5.00 2.4 10.98 2.7 12.51 20B 2.80 0.00 2.80 0.00 1. 54 200 2.0 450 2.3 10.07 10.07 11. 8 8.61 13.3 9.83 20C 1. 34 0.00 1. 34 0.00 0.74 60 0.6 450 2.3 6.77 6.77 6.6 9.99 7.4 11. 40 20D 0.51 0.00 0.51 0.00 0.28 30 1. 4 500 2.5 6.29 6.29 2.6 10.24 2.9 11. 68 21 4.20 3.68 0.00 0.52 1. 92 275 2.0 625 6.0 12.97 12.97 13.2 7.71 14. 8 8.81 22 0.73 0.21 0.00 0.52 0.54 30 0.5 660 6.0 6.37 6.37 4.9 10.20 5.5 11. 62 JB-1 0.00 0.00 0.00 0.00 0.00 1 1. 0 1 1. 0 0.00 5.00 0.0 10.98 0.0 12.51 JB-3 0.00 0.00 0.00 0.00 0.00 1 1. 0 1 1. 0 0.00 5.00 0.0 10.98 0.0 12.51 23 2.62 0.00 2.42 0.20 1. 51 220 1. 5 250 1. 0 9.61 9.61 11. 8 8.78 13.2 10.02 23A 1.12 0.00 1.12 0.00 0.62 200 0.7 300 1. 5 11. 54 11. 54 4.4 8.12 5.0 9.28 24 0. 72 0.00 0.57 0.15 0.44 50 1. 0 270 1. 3 4 .11 5.00 4.4 10.98 4.9 12.51 24A 2.05 0.00 2.05 0.00 1.13 150 1. 2 300 2.0 7.05 7.05 9.9 9.86 11.1 11. 24 25 0.95 0.00 0.00 0.95 0.83 30 0.5 810 4.0 10. 25 10.25 6.3 8.55 7.1 9.76 26 1. 09 0.00 1. 09 0.00 0.60 200 1. 5 160 1. 0 7.15 7.15 5.3 9.81 5.9 11.19 27 0.72 0.00 0.52 0.20 0. 46 50 1. 0 300 2.0 3.93 5.00 4.5 10.98 5.1 12.51 28 0.69 0.00 0.30 0.39 0.50 30 0.5 650 3.3 8.23 8.23 4.2 9.32 4.7 10.64 29A 1. 65 0.00 1. 65 0.00 0.91 170 2.0 410 5.0 6.82 6.82 8.1 9.97 9.0 11. 37 29B 2.00 0.00 2.00 0.00 1.10 125 1. 5 720 8.0 8.44 8.44 9.1 9.23 10.2 10.54 30 0.72 0.00 0.55 0.17 0.45 50 1. 0 300 1. 5 4.41 5.00 4.4 10.98 4.9 12.51 31 0.56 0.00 0.40 0.16 0.36 30 0.5 250 1. 5 3.26 5.00 3.5 10.98 3.9 12.51 33 0.57 0.00 0.00 0.57 0.50 30 0.5 500 3.0 5.98 5.98 4.6 10.41 5.2 11. 86 34 0.50 0.00 0.35 0.15 0.32 60 1. 0 250 1. 5 3.81 5.00 3.2 10.98 3.5 12.51 35 1. 51 0.00 0.51 1. 00 1.15 150 1. 0 500 3.0 9.77 9.77 8.9 8.72 10.0 9.96 36 1. 21 0.00 0.60 0.61 0.86 30 0.5 575 3.0 7.25 7.25 7.5 9.76 8.4 11.13 37 1. 43 0.00 1.20 0.23 0.86 140 1. 0 400 4.0 7.27 7.27 7.5 9.75 8.4 11.12 38 4.14 0.00 4.14 0.00 2.28 1250 12.0 1 1. 0 30.09 30.09 9.8 4.93 11. 2 5.66 39 6.20 0.00 6.20 0.00 3.41 1100 8.0 700 4.0 38.22 38.22 12.7 4.26 14.5 4.90 40 0.58 0.00 0.58 0.00 0.32 100 1. 0 400 4.0 5.73 5.73 3.0 10.55 3.4 12. 02 40B 4.27 0.70 3.57 0.00 2.24 1000 11. 0 1 1. 0 22.49 22.49 11. 5 5.83 13.1 6.68 re; 52 1. 30 0.00 1. 30 0.00 0. 72 200 2.0 330 1. 5 8.84 8.84 5.8 9.07 6.5 10.36 53 1. 20 0.00 1. 20 0.00 0.66 200 2.0 330 1. 5 8.84 8.84 5.3 9.07 6.0 10.36 132 77.58 0.00 77.58 0.00 42.67 650 12.0 1900 14.0 29.91 29.91 185.0 4.94 211. 0 5.68 ~ije.tc L~ It) a cfs 13. 0 8.3 3.0 15.1 8.4 3.3 17.0 6.2 0.0 0.0 15.1 5.7 5.6 12.7 8.1 6.7 5.8 5.4 10.3 11. 6 5.6 4.5 5.9 4.0 11. 5 9.6 9.6 12.9 16.7 3.8 15.0 7.4 6.8 242.5 0 0 0 0 ,.. !: 0 In/Hr cfs 12.74 16.5 13.86 10.5 15.78 3.8 12.49 19.2 14.42 10.6 14.76 4.1 11. 23 21. 6 14.70 7.9 15.78 0.0 15.78 0.0 12. 72 19.1 11. 81 7.3 15.78 7.0 14.23 16.0 12.40 10.3 14.16 8.5 15.78 7.3 13.49 6.8 14.38 13.1 13.36 14.7 15.78 7.1 15.78 5.7 14.99 7.4 15.78 5.1 12.64 14.5 14 .10 12.1 14.08 12.1 7.31 16.6 6.35 21. 7 15.19 4.8 8.58 19.3 13.14 9.4 13.14 8.7 7.33 312.8 EXHIBIT C-1 ,. > ; • I ··- "' .i .. ._ ~ --cl() M --15 -w < w w 0 0:: < < ..J ~< < ~~ b O< t-NO. AC. 133 2.61 134 2.04 135 1. 49 136 0.73 137 1.17 fl39 1. 54 140 1. 64 1141 1. 90 142 1. 93 144 1. 38 158 9.09 159 2.96 160 1. 35 162 4 .14 163 7.43 164 4.00 Q w ...I 0.. < 0 t:= ..J w z > w W< 9< Ow en w z 0:: w 0:: ::> < 0:: < 0.4 O.bb 0.00 2.61 0.00 2.04 0.01 1. 48 0.00 0.73 o.oo 1.17 0.00 1. 54 0.00 1. 64 0.00 1. 90 0.00 1. 93 0.00 0.38 0.00 9.09 0.00 2.96 0.80 0.00 0.00 4.14 7.00 0.00 4.00 0.00 .... EXHIBIT C-1 Rational Formula Drainage Area Calculations Revised January, 1996 J: ~ ~ < t-0 0 w oO Q ..J ..J ...I 0:: zZ z ..J LL. LL. < :3 ~ :3 ~ 0:: J: 0:: (,) ..J Wt-w t-(,) ~ ~ 0:: ~ 0:: ~ ~o ~ ..J 0 t-0 0 Wo Wo ::> z ::> ..J (ij w 0 Lt) 0 0 g > ..J > ..J en Lt) 0 T" Lt) a 0 T" 0: 0 LL. 0 LL. o~ o~ (.) ::> a !: a ~ !: a 0.Uf CA . . mm mm cfs In/Hr cfs In/Hr cfs In/Hr cfs 0.00 1. 44 180 1. 8 700 8.0 9.76 9.76 11. 2 8. 72 12.5 9.96 14. 3 12.65 18.2 0.00 1.12 140 1. 4 800 9.0 9.65 9.65 8. 8 8.76 9.8 10.00 11. 2 12.70 14.3 0.00 0.82 210 2.1 340 2.0 8.68 8.68 6.7 9.13 7.5 10.43 8.5 13. 22 10.8 0.00 0.40 125 1. 3 360 2.0 6.96 6.96 3.6 9.90 4.0 11. 29 4.5 14.29 5.7 0.00 0.64 150 1. 5 300 1. 5 7 .11 7 .11 5.7 9.83 6.3 11. 21 7.2 14.19 9.1 0.00 0.85 330 4.0 170 1. 0 8.94 8.94 6.8 9.03 7.7 10.31 8.7 13.08 11.1 0.00 0.90 90 0.9 850 4.3 12.18 12.18 6.4 7.93 7.2 9.07 8.2 11. 54 10.4 0.00 1. 05 100 1. 0 400 2.0 7.12 7.12 9.2 9.82 10.3 11. 20 11. 7 14.18 14.8 0.00 1. 06 60 0.6 500 2.5 7.37 7.37 9.2 9. 71 10.3 11. 07 11. 8 14.02 14.9 1. 00 1. 08 50 0.5 350 2.0 5.08 5.08 10.6 10.93 11. 8 12. 45 13.4 15.72 17.0 0.00 5.00 130 1. 3 720 3.6 11. 64 11. 64 36.0 8.09 40.5 9.25 46.2 11. 77 58.9 ~ 0.00 1. 63 200 2.0 400 2.0 9.48 9.48 12.8 8.82 14.4 10.08 16.4 12.79 20.8 0.55 0.80 50 0.5 300 1. 5 4.75 5.00 7.9 10.98 8.8 12.51 10.0 15.78 12.6 0.00 2.28 160 1. 6 650 3.3 11. 45 11. 45 16.5 8.15 18.6 9.32 21. 2 11. 85 27.0 0.43 3.17 750 8.0 1 1. 0 17.13 17 .13 18.9 6.73 21. 4 7. 71 24.5 9.86 31. 3 0.00 1. 60 600 9.0 1 1. 0 11. 56 11. 56 11. 6 8.12 13.0 9.28 14.8 11. 81 18.9 EXHIBIT C-1 ' ' r . , ...J.• ' • I ·1 .. \t' ~.; . , 1' ". , ,,. '' ; . -, . ,... j .., EXHIBIT C-2 INLET AND PIPE SIZE CALCULATIONS Revised January, 1996 INLt:. I ~~~·~~ PIJlt: SIZE vvmr'UTA"l IUNS -e a ~ t:; ~ _. "O -< .s .Q 0 ... Q) _. t:; z Q) -d "O 3: 0 "' u. 0.. ·:; _. _. c c t:; tr :E (I) e z ~ 0) .2> 0 0.. 0 -·c;; _. ex: 0.. "' 3: 'I'"' DESCRIPTION < .J .J ex: 0 0 0 (I) (I) a 0 u. I-I-I-0 0 cf s cf s ft ft yr A 27.73 EXISTING INLET 2 13.86 15 A B 3.56 12.67 10 27.7 B 8.83 EXISTING INLET 2 4.41 5 B c 4.49 13.61 10 33.8 c 2.55 EXISTING INLET 2 1. 27 5 c D 4.77 13.79 10 35.7 D 4.92 OPEN CHANNEL 2 2.46 5 D I 10.80 16.14 10 74.9 E 34.54 EXISTING INLET 2 17.27 15 E F 4.81 15.07 10 34.5 F 6.62 EXISTING INLET 2 3.31 5 F D 5.59 15.21 10 39.9 G 13.80 EXISTING INLET 2 6.90 10 G H 1. 45 7.81 10 13.8 H 16.32 EXISTING INLET 2 8.16 10 H I 3.42 11. 02 10 28.4 I 2.37 OPEN CHANNEL 2 1.19 5 I K 14.44 16.83 10 98.1 J 11. 74 EXISTING INLET 2 5.87 10 J K 1. 62 14. 71 10 11. 7 K 6.99 OPEN CHANNEL 2 3.50 5 K 0 16. 70 17. 71 10 110. 5 L 17.94 EXISTING INLET 2 8.97 10 L M 2.01 9.18 10 17.9 M 16.37 EXISTING INLET 2 8.18 10 M N 3.84 9.99 10 33.2 N 15.09 EXISTING INLET 2 7.54 10 N 0 5.60 10.65 10 47.1 0 9.65 OPEN CHANNEL 2 4.82 5 0 T 23.25 19.79 10 145.1 p 6.53 EX. HEADWALL 2 3.27 5 p R 1. 27 7.07 10 12.5 Q 5.99 EX. HEADWALL 2 3.00 5 Q p 0.61 6. 96 10 6.0 R 30.51 EXISTING INLET 2 15.25 15 R s 5.57 15.43 10 39.5 s 21. 01 SPECIAL INLET 2 10.50 15 s T 7.87 16.75 10 53.6 T 1. 98 CULVERT JUNCTION 2 0.99 5 T u 31. 29 20.10 25 222.2 u 25. 72 EXISTING HEADWALL 2 12.86 15 u HW 35.44 21. 55 25 242.5 1 5.04 RECESSED INLET ON GRADE 2 2.52 5 1 2 0.54 8.18 10 5.0 2 4.93 RECESSED INLET ON GRADE 2 2.47 5 2 4 1. 07 8.28 10 9.9 3 5.30 RECESSED INLET ON GRADE 2 2.65 5 3 4 0.53 6.91 10 5.3 4 4.75 RECESSED INLET ON GRADE 2 2.38 5 4 8 2.08 9.70 10 18.2 5 6.83 DITCH LINE 2 3.41 5 5 HW 1. 01 16.87 10 6.8 8 12.98 LOW POINT INLET 2 6.49 10 8 10 3.52 10.32 10 30.0 9 17.68 DITCH LINE 2 8.84 10 9 HW 2.05 9.98 10 17.7 10 6. 71 LOW POINT INLET 2 3.36 5 10 12 4.16 10.42 10 35.3 11 7.52 DITCH LINE 2 3. 76 5 11 HW 0.84 9.03 10 7.5 12 10.04 LOW POINT INLET 2 5.02 10 12 14 5.21 11. 33 10 42.7 * Includes 25% Flow increase for pipe sizes <27" dia. N= 0.014 Q) c.. .Q rn c 0 :;:i w 0 ~ ·c: LL. (/) % .. 0.53 30 0.47 33 0.33 36 0.17 54 0.82 30 0.66 33 1. 37 21 0.55 30 0.16 60 2 .25 18 0.12 66 1.13 ?4_ 0.75 30 0.57 36 0.11 75 0.55 2.A_ 1. 55 12--0.40 36 0.49 39 0.17 BOX 0.20 BOX 1.10 1..5.-o. 71 n 1. 21 li 1.16 ll 0.76 JJ3-0.37 33 1.10 M 0.32 36 0.01 36 0.21 42 BOX ... ~ I-·o :x: :x: [ b 5:2 <II § w 0 :x: cf s 27.7 33.8 35.7 74.9 34.5 39.9 17.2 / 28.3 98.1 14.7 ./ 110. 5 22.4 ./ 33.1 47.1 145.1 15.6 / 7.5 / 39.5 53.6 222.2 8 4 242.5 8 4 6.3 / 12.4 / 6.6 22.7 ./ 8.5 r 30.0 22.1 / 35.3 7.5 42.7 Exhibit C-2 ·, , ' ., t.•1 • I • ·. EXHIBIT C-2 INLET AND PIPE SIZE CALCULATIONS Revised January, 1996 INLE I ~!LING Pl!'lt: SIZE vUMPU I A I ION~ N= 0.U14 ljUA :it e a Cl) u; 'ti tu ~ Q. 0 ..J :it < .s 0 0 Cl) ..J tu en -I< "" 'ti ~ 0 "' u:: ~ z Cl) I-Q. 'ti ·:; ..J ..J c c c ·o I-tT 0 J: J: w Cl) e :e z < C) C) ~ w [ b C> 0 Q. 0:: Q. 0 -I-'(ij ·;:; 0 ..J ~ w z ,... DESCRIPTION < 0:: 0 0 0 Cl) Q) ·.: t1S ~ a 0 _j _j u.. I-I-I-0 0 u.. "' 0 J: cf s cf s ft ft yr % " cf s 13 9.43 LOW POINT INLET 2 4.72 5 13 HW 0.95 6.82 10 9.4 1. 45 18 11. 8 14 3.14 LOW POINT INLET 2 1. 57 5 14 HW 5.50 11. 45 10 44.8 0.23 42 44.8 18 11. 41 RECESSED INLET ON GRADE 2 5.70 10 18 19 1. 30 9.58 10 11. 4 2.12 18. 14.2 , 19 7.28 RECESSED INLET ON GRADE 2 3.64 5 19 20 2.06 9.70 10 18.0 1.14 R 22. 5 / 20 2.66 RECESSED INLET ON GRADE 2 1. 33 5 20 20C 2.58 10.22 10 22.1 0.59 27 22.l 20B 13.26 LOW POINT INLET 2 6.63 10 20B 20C 1. 54 10.07 10 13.3 1. 26 ll 16.6 / 20C 7.37 LOW POINT INLET 2 3.68 5 20C HW 4.86 10.40 10 41. 2 0.44 36 41. 2 20D 2.87 RECESSED INLET ON GRADE 2 1. 44 5 20D 20 0.28 6.29 10 2.9 0.13 l!i 3.6 / 21 14.83 FUTURE INLET 2 7.41 10 21 22 1. 92 12.97 10 14.8 0.26 27 14.8 22 5.47 FUTURE INLET 2 2.74 5 22 JB-1 2.46 13.27 10 18.8 0.42 27 18.8 JB-1 0.00 JUNCTION BOX 2 0.00 5 JB-1 23A 3.97 13.81 10 29.7 0.60 30 29.7 JB-3 0.00 JUNCTION BOX 2 0.00 5 JB-3 24 5.71 15.32 10 40.6 1.13 30 40.6 23 13.21 EXISTING INLET 2 6.60 10 23 JB-1 1. 51 9.61 10 13.2 1. 25 2l 16.5 ,. 23A 5.00 RECESSED INLET ON GRADE 2 2.50 5 23A JB-3 4.58 14.61 10 33.4 0.76 30 33.4 24 4.88 RECESSED INLET ON GRADE 2 2.44 5 24 26 6.15 15.38 10 43.7 0.79 33 43.7 24A 11.12 EXISTING INLET 2 5.56 10 24A JB-3 1.13 7.05 10 11.1 2.02 18 13.9 25 7.06 RECESSED INLET ON GRADE 2 3.53 5 25 26 0.83 10.25 10 7.1 0.81 18 8.8 / 26 5.88 RECESSED INLET ON GRADE 2 2.94 5 26 27 7.58 15.86 10 53.0 1.16 33 53.0 27 5.05 RECESSED INLET ON GRADE 2 2.53 5 27 30 8.04 16.49 10 55.2 0.79 36 55.1 28 4.70 RECESSED INLET ON GRADE 2 2.35 5 28 30 0.50 8.23 10 4.7 0.36 18 5.9 29A 9.05 RECESSED INLET ON GRADE 2 4.52 5 29A 29B 0.91 6.82 10 9.0 0.59 2J. 11. 3 , 29B 10.16 RECESSED INLET ON GRADE 2 5.08 10 29B 30 2.01 8.44 10 18.5 0.41 27 18.5 30 4.95 RECESSED INLET ON GRADE 2 2.47 5 30 31 11. 00 16.87 10 74.7 0.44 45 74.6 31 3.94 RECESSED INLET ON GRADE 2 1. 97 5 31 34 11. 36 17.44 10 75.8 0.45 45 75.8 33 5.16 RECESSED INLET ON GRADE 2 2.58 5 33 34 0.50 5.98 10 5.2 0.43 .l...B.. 6.4 / 34 3.55 RECESSED INLET ON GRADE 2 1. 77 5 34 35 12.18 18.04 10 79.8 0.36 48 79.8 35 10.03 LOW POINT INLET 2 5.02 10 35 HW 13.33 19.59 10 83.7 0.39 48 83.6 36 8.40 LOW POINT INLET 2 4.20 5 36 HW 0.86 7.25 10 8.4 0.00 48 8.4 37 8.39 RECESSED INLET ON GRADE 2 4.19 5 37 40 0.86 7.27 10 8.4 1.15 -1.6... 10.5 , 38 11. 22 SLOPED HEADWALL 2 5.61 10 38 40 5.69 38.94 10 23.9 0.69 27 23.9 39 14.52 SLOPED HEADWALL 2 7.26 10 39 38 3.41 38.22 10 14.5 0.74 2.4 18.1 / 40 3.37 RECESSED INLET ON GRADE 2 1. 68 5 40 HW 9 .11 39.41 10 38.1 1. 74 27 38.0 * Includes 25% Flow increase for pipe sizes <27" dia. Exhibit C-2 .. .. ... l ,. . ..... I >t . , .... ..... , .. , .. ' ',. •I ,. , , ~ EXffIBIT C-2 INLET AND PIPE SIZE CALCULATlONS Revised January, 1996 INLI= 1 SILlNG PIPE SIZE vUIViPUTA 11v1'fS N= 0.U14 l:iUX u.: * e a Q) tu := c. ..J ,, * .s .2 0 Q) ..J t-<( 0 en -I< '-,, ~ 0 en i! ~ z Q) "ti w t-Q. ·:;: ..J ..J c c c ·o tu er :8 J: J: Q) 2 :IE z ~ .2> .2> w [ b (!) 0 Q. 0: Q. 0 -"' "' 0 ..J <( 0 N Ui ~ ~ DESCRIPTION 0: ~ Q) Q) 'C: t1S ~ a 0 _j _j u.. t-Q Q I.I.. fj) 0 J: cf s cf s ft ft yr % " cf s 40B 13.07 SLOPED HEADWALL 2 6.53 10 40B 40 2.24 22.49 10 13.1 0.60 .z_4_ 16.3 / 52 6.49 RECESSED INLET ON GRADE 2 3.24 5 52 139 1. 3B B.97 10 12.4 0.54 24 15.5 / 53 5.99 RECESSED INLET ON GRADE 2 2.99 5 53 52 0.66 B.B4 10 6.0 0.59 1.B--7.5 / p2 210. 98 ' FU'l1URE EXTENSlON ? 105 15 132 138 42.6?-29.9l. l.0 2n. Q-0.55, BOX 21+.o 5 4 p3 12.52 RECESSED INLET ON GRADE 2 6.26 10 133 134 1. 44 9.76 10 12.5 ], .12 21 15.6 -134 9.83 RECESSED INLET ON GRADE 2 4. 9l. 5 l.34 135 2.56 9.B4 10 22.2 0.59 27 22.2 135 7.47 :r..ow :POINT INLET 2 3.74 5 135 13B 3.7B l.0. BB 10 31. 5 0.41 33 31. 5 F36 3.9B :r..ow POINT INLET 2 1. $19 5 136 135 0.40 6.96 10 4.0 0.26 lB 5.0 -137 6.33 RECESSED INLET ON GRADE 2 3.16 5 137 13B 0.64 7 .11 10 6.3 0.65 la. 7,9 / 13B 0.04 JUNCTION 2 0.02 5 l.3B 143 47.09 30.55 10 230.0 0.40 BOX 230.0 6 4 139 7.65 LOW POINT INLET 2 3.B3 5 139 140 2.22 9.95 10 19.2 0.44 27 19.2 :).40 7.15 :µow POINT INLET 2 3. !;>B ~U>E to' 140 142 3.12 12.lB 10 24.B 0.42 30 24.B 141 1,0.27 :µoy;i POINT INLET 2 5 .13 10 141 143 1. 05 7.12 10 10.3 0.76 2L 12.B / :).42 10.30 :r..ow POIN'l' INLET 2 5.15 10 142 143 4.19 12.90 10 32.3 0. 72 30 32.3 143 0.04 JUNCTION 2 0.02 5 143 145 52.~3 ;31.3B 10 251. 4 0.31 BOX 251. 4 7 4 144 11.Bo i.ow ?OINT INLET 2 5.90 10 144 145 :;t.. OB 5.0B 10 n.B 2.27 l(L 14. 7 , 145 0.00 JUNCT!ON 2 0.00 5 145 HW 53.41 31. 52 10 256.0 0.32 BOX 256.0 7 4 15B 40.46 FUTURE EXTENSION 2 20.23 15 15B 159 5.00 11. 64 10 40.5 1.12 30 40.4 159 14.37 RECESSED INLET ON GRADE 2 7.18 10 159 162 7.43 12.23 10 5B.B 1. 42 33 5B.7 160 B.77 RECESSED INLET ON GRADE 2 4.3B 5 160 159 0.80 5.00 10 8.B 1. 25 :La 11. 0 / 162 lB.56 RECESSED INLET ON GRADE 2 9.2B 10 162 HW 12.88 17.2B 10 86.3 1. 26 39 B6.3 163 21. 37 RECESSED INLET ON GRADE 2 10.69 15 163 162 3.17 ;J..7.::\.3 10 21. 4 Q.55 27 21. 4 164 12.99 SLOPED HEADWALL 2 1).50 10 164 HW 1. 60 11.56 10 13.0 0.20 27 13.0 * Includes 25% Flow increase for pipe sizes <27" dia. Exhibit C-2 ' ..I ,.. •' TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION January 23, 1996 EDELWEISS AVENUE BOX CULVERT 6' x 4' BOX CULVERT FROM JUNTION 138 TO JUNCTION 143 EXHIBIT C-3 =====================================================~============== PROGRAM INPUT DATA: DESCRIPTION Flow Rate (cubic feet per second) ••••••••••••••••••••.•• Channel Bottom Slope (feet per foot) .•••••••••.••••.•••• Manning's Roughness Coefficient (n-value) ••••••••••••••• Channel Side Slope -Left Side (horizontal/vertical) •••• Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Bottom Width (feet) •••••••.•.•.••.•...••.••.•••• VALUE 230.0 0.0040 0.0140 o.oo 0.00 6.0 ==================================================================== PROGRAM RESULTS: DESCRIPTION Normal Depth (feet) •..•.•.••..•.•..•...••••.••..••.••••• Flow Velocity (feet per second) ••..•..•••.••••.•.••.•.•• Froude Number (Flow is Sub-Critical) •••••••••••••••••••• Velocity Head (feet) ••••••••.•••••••••••••••••..•••••••• Energy Head (feet) •••••••••••••••••••••••••••••••••••••• Cross-Sectional Area of Flow (square feet) •••••••••••••• Top Width of Flow (feet) •••••••••••••••••••••••••••••••• VALUE 3.99 9.61 0.848 1.43 5.42 23.94 6.00 ==================================================================== TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, il07, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. ', TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION January 23, 1996 EDELWEISS AVENUE BOX CULVERT 7' x 4' BOX CULVERT FROM JUNCTION 143 TO JUNCTION 145 EXHIBIT C-3 ==================================================================== PROGRAM INPUT DATA: DESCRIPTION Flow Rate (cubic feet per second) •••••••••••••••••••.••• Channel Bottom Slope (feet per foot) ••••••••••.•••.•.••• Manning's Roughness Coefficient (n-value) ••••••••••••••• Channel Side Slope -Left Side (horizontal/vertical) •••• Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Bottom Width (feet) •••••••.••••••••••••••••••.•• VALUE 251.0 0.0050 0.0140 o.oo 0.00 7.0 ===-======~==~====================:================================ PROGRAM RESULTS: DESCRIPTION Normal Depth (feet) •.•••••••••••••••••.••••••••••••••••• Flow Velocity (feet per second) •••.••••••••.•••••••••..• Froude Number (Flow is Super-Critical) ••••••••••..•••••• Velocity Head (feet) ••••.•••.•••.••••••••..••••••••••••. Energy Head (feet) ••••••••••••••••••••••••••••••••••••.• Cross-Sectional Area of Flow (square feet) ••••••••••..•• Top Width of Flow (feet) ••••••••••••••••••••••••.••••••• VALUE 3.34 10.73 1.034 1. 79 5.13 23.39 7.00 ==================================================================== TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, tl07, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. '' .. TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION January 23, 1996 EDELWEISS AVENUE BOX CULVERT 7' x 4' BOX CULVERT FROM JUNCTION 145 TO HEADWALL ==================================================================== PROGRAM INPUT DATA: DESCRIPTION Flow Rate (cubic feet per second) ••••••••••••••••••••••• Channel Bottom Slope (feet per foot) •.•.•.•..•..•••••••• Manning's Roughness Coefficient (n-value) ••••••••••••••• Channel Side Slope -Left Side (horizontal/vertical) •••. Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Bottom Width (feet) •..•••.•••••••••.•••••••••.•• VALUE 256.0 0.0050 0.0140 0.00 0.00 7.0 :c:===========·=====-=======================================:::======== PROGRAM RESULTS: DESCRIPTION Normal Depth (feet) •••.••••••••••••••••••••••••••••••••• Flow Velocity (feet per second) ..•..•••.••.•••.•••.••••. Froude Number (Flow is Super-Critical) ••••.••••••••••••• Velocity Head (feet) ••••••...••.•••••••••.•••••••••••••• Energy Head (feet) ••••.••••.•••••••••••••••••••••••••••• Cross-Sectional Area of Flow (square feet) ••.•••...•.••• Top Width of Flow (feet) •••••••••••••••••.•••••••••••••• VALUE 3.39 10.78 1.032 1.81 5.20 23.74 7.00 ==================================================================== TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 w. Tidwell, #107, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. EXHIBIT C-3 TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTAT I ON January 23, 1996 ARNOLD ROAD BOX CULVERT 8' x 4' BOX CULVERT FROM JUNCTION T TO JUNCTION U ===;================================================================ PROGRAM INPUT DATA: DESCRIPTION Flow Rate (cubic feet per second) ••••••••••••••••••••••• Channel Bottom Slope (feet per foot) ...•••.•••••.•••••.• Manning's Roughness Coefficient (n-value) ••••••••••••••• Channel Side Slope -Left Side (horizontal/vertical) •••. Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Bottom Width (feet) .•.•••.••.•••••..•••••••••.•• VALUE 233.6 0.0020 0.0140 o.oo o.oo 8.0 ==================================================================== PROGRAM RESULTS: DESCRIPTION Normal Depth (feet ) ••••••.•••.•••.•..•.•.••••••••..••••• Flow Velocity (feet per second) •..•.••••.•••••..••...•.. Froude Number (Flow is Sub-Critical) •••••••••••••••••••• Velocity Head (feet) .•..•••.••.•.•••.••••••••••••••••.•. Energy Head (feet) •••••••••••••••••••••••••.•••••••••••• Cross-Sectional Area of Flow (square feet) ••••.•••••••.• Top Width of Flow (feet) •••••••••••••••••••••••••••••••• VALUE 3.91 7.48 0.666 0.87 4.77 31.25 8.00 ==================================================================== TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 w. Tidwell, i 107, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. EXHIBIT C-3 .· •' •• ~ . .. , TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION January 23, 1996 ARNOLD ROAD BOX CULVERT 8' x 4' BOX CULVERT FROM JUNCTION U TO HEADWALL ==================================================================== PROGRAM INPUT DATA: DESCRIPTION Flow Rate (cubic feet per second) ••••••••••••••••••••••• Channel Bottom Slope (feet per foot) •••••••••••••••••••• Manning's Roughness Coefficient (n-value) ••.•••••••••••• Channel Side Slope -Left Side (horizontal/vertical) •••. Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Bottom Width (feet) •.••••.••.•.••••••.•••••..••• VALUE 252.0 0.0032 0.0140 0.00 0.00 8.0 ==================================================================== PROGRAM RESULTS: DESCRIPTION Normal Depth (feet) ••••..••.•.••.•.....•.•...•..•.•••••• Flow Velocity (feet per second) ••...••••••.•••••.••••.•. Froude Number (Flow is Sub-Critical) ••.•••.•••••••••••.• Velocity Head (feet) ••••••.•••••••••..•••••••••••••••.•• Energy Head ( feet ) •••••••••••••••••••••••••••••••••••••• Cross-Sectional Area of Flow (square feet) •••••.•••••.•• Top Width of Flow (feet) ••••••••••••••••••••••••••••.••• VALUE 3.47 9.07 0.858 1.28 4. 75 27. 77 8.00 ==================================================================== TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, tl07, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. EXHIBIT C-3 . . · .. Calculation of Inlet Capacity 6 1 x 4' Box Culvert End Treatment The box culvert within Edelweiss Drive is designed for ultimate flow conditions. However, the interim condition for Phase 4A does not require the full capacity of the culvert. The flow (existing) to be handled by this culvert at this location is Q10=98 cfs. In the end of the culvert will be a temporary wood plug (see detail on shee t 2 of the plans) which will decrease the size of the opening from 6' x 4' to 6' x 1 '. This decrease in size will greatly reduce the size of the sump hole required for the storm water. This is advantageous because the sump is immediately adjacent to the end temporary end of Edelweiss Drive. The capacity of the opening is calculated using the orifice equation, Q=C*A* (2*g H)A .5 where C is the orifice coefficient =.7, A= the area of the opening= 6 ' x 1 ' = 6 sf., and His the head over the orifice = 3 .46' (comput ed below). Based on these parameters, the orifice has a capacity of .7 *6*(2*32 .2*3 .46 )A.5 62.7 cfs . The remaining flow is captured by inlets 141 & 142 with a capacity of 20 cfs per inlet . The head over the orifice is computed from the following: a) t/c of the low point of Mortier = 309.00 b) depth of flow for 39' street = .4 26 ' c) elevation of orifice= 305 .47 H= 309.00-.5+.426 -305.47 = 3.46' 1h 1-~ WM fk t7 n [ f 7~Cef-re. - v1·0 Pw 2/1 rc-v1 ·M · ... TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION January 22, 1996 Edelweiss Estates Phase 4A Overflow capacity at Lots 13-14, Block 12 =================================~================================== PROGRAM INPUT DATA: DESCRIPTION Flow Rate (cubic feet per second) •..••••.•..••..•••••.•. Channel Bottom Slope (feet per foot) •••.•.•.•..•.••••..• Manning's Roughness Coefficient (n-value) ••••••••••••.•. Channel Side Slope -Left Side (horizontal/vertical) •.•. Channel Side Slope -Right Side (horizontal/vertical) •.. Channel Bottom Width (feet) .••••••..••••••....•••.•••..• VALUE 18. 1~(Q1~ 0.0050 0.0300 4.00 4.00 6.0 ==================================================================== PROGRAM RESULTS: DESCRIPTION Normal Depth (feet) .........•..•••...••.............••.. Flow Velocity (feet per second) .•.....••........•.••••.. Froude Number (Flow is Sub-Critical) ••••••.••.....•.•... Velocity Head (feet) ....•...•.•••••••....•.............• Energy Head (feet) •......•.••••.••.•••••••.••..•.•.••... Cross-Sectional Area of Flow (square feet) ..•.....••.•.. Top Width of Flow (feet) .••••••••••.••••.•.•..•..•.••••• VALUE 0.82 2 • 4 8 v ~IC. FoC soo) 0.562 0.10 0.91 7.55 12.52 ==================================================================== TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c ) 1986 Dodson & Associates, Inc., 7015 w. Tidwell, il07, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. ENGINEER'S CONSTRUCTION COST ESTIMATE EDELWEISS ESTATES, PHASE 4-A FEBRUARY 5, 1996 ITEM DESCRIPTION UNIT QUANTITY UNIT AMOUNT NO. COST STREET CONSTRUCTION 1 Erosion & Sedimentation Control L.S . $3.500.00 $3.500.00 2 Clearing & Grubbing L.S . 1 1,000.00 1.000.00 3 Excavation {Roadway) C.Y. 4,977 2.50 . 12.442.50 4 Cellulose Rber Mulch Seeding S.Y. 5,000 0.50 2,500.00 5 6" Lime Stab. Subgrade (53 Lime) S.Y . 9,507 2.35 22,341.45 6 Extra Lime Ton 21 85 .00 1.785.00 7 6" Flexible Base Crushed Stone S.Y. 8,059 5.35 43, 115 .65 8 1112" Hot Mix Asphaltic Concrete {Type D) S.Y . 8,059 3.75 30,221 .25 9 Reinforced Concrete Layback Curb L.F. 1,042 7.25 7,554 .50 10 Reinforced Concrete Curb & Gutter L.F. 3,102 7.25 22.489 .50 11 R~inforced Concrete Aprons S.F. l, 174 3 .00 3,522 .00 12 Reinf. Concrete Sidewalk S.F. 13.439 2.10 28 ,221 .90 13 Adjust GTE Manhole {By Others) L.S. 1 300.00 300.00 14 Adjust Existing 6" Gas Line {By Others) L.S . 1 1,500.00 1,500 .00 15 Reinforced Concrete Pavment w/6" Curb S.Y. 315 22.00 6,930.00 16 Spread & Compact Imported Material C.Y. 6,500 2.50 16,250.00 STREET CONSTRUCTION SUBTOTAL $203 ,673.75 DRAINAGE CONSTRUCTION 17 18" RCP {C76, Cl. Ill) L.F. 50 35.00 $1.750.00 18 21" RCP {C76, Cl. Ill) L.F. 49 38.00 1,862.00 19 24" RCP {C76, Cl. Ill) L.F. 274 42 .00 11,508.00 20 24" X 15° RCP Bend {C76, Cl. 111) Ea. 1 350.00 350.00 21 27" RCP {C76, Cl. Ill) L.F. 204 46.00 9.384.00 22 30" RCP {C76, Cl. Ill) L.F. 238 50.00 11,900.00 23 30" X 45° RCP Bend {C76, Cl. Ill) Ea. 400.00 400.00 24 5' Recessed Concrete Inlet Ea . 4 1,800.00 7,200.00 25 1 O' Recessed Concrete Inlet Ea. 5 2,500.00 12,500.00 26 Connect to Existing Concrete Inlet L.S. · 1 500.00 500.00 27 Cast-In-Place 6' X 4' Reinf. Concrete Box L.F. 22.75 190.00 4,322.50 28 Cast-In-Place 7' X 4' Reinf. Concrete Box L.F. 98.17 225.00 22 ,088 .25 29 Cast-1.n-Place 6' X 4' to 7' X 4' Reinf. Cone. Transition L.S. 1.400.00 1.400.00 30 Cast-1.n-Place Cone. Headwall {7' X 4' Culv.) L.S. 1 4,000 .00 4.000 .00 31 Dry Rip-Rap Channel Lining w/Fabric S.Y . 172 30.00 5, 160.00 32 Reinforced Concrete Flume S.F . 65 4.00 260.00 33 Pre-Cast Concrete End Piece {6 ' X 4' Culv.) L.S. '1 200.00 200 .00 DRAINAGE CONSTRUCTION SUBTOTAL $94,784.75 Page 1 ITEM NO. ENGINEER'S CONSTRUCTION COST ESTIMATE EDELWEISS ESTATES, PHASE 4-A FEBRUARY 5, 1996 DESCRIPTION UNIT QUANTITY UNIT COST SEWER LINE CONSTRUCTION 34 6" PVC (SDR-26, D3034)(6' to 8' depth) LF. 729 16.00 35 8" PVC (SDR-26, D3034)(8' to 10' depth) L.F. 500 17.00 36 1 O" PVC (SDR-26, D3034)(9' to 11' depth) LF. 313 22.00 37 Standard Sewer Manhole (< 8' depth) Ea. 3 1,500.00 38 Standard Sewer Manhole (10.3' depth) . Ea. 1,600.00 39 Connect to Existing Manhole LS. 500.00 40 Trench Safety (Sewer System) LS. 1,500.00 41 4" Dbl. Swr. Serv. (Type I, 28.2' Avg. Length) Ea. 14 470.00 42 4" Single Swr. Serv. (Type I, 49' Avg. Length) Ea. 1 460.00 43 4" Dbl. Swr. Serv. (Type II, 45.6' Avg. Length) Ea. 9 700.00 44 10" PVC Cap Ea. 50.00 SEWER LINE CONSTRUCTION SUBTOTAL WATER LINE CONSTRUCTION 45 6" PVC (C900, Cl. 200) LF. 709 15.00 46 8" PVC (C900, Cl. 200) LF. 940 18.00 47 Fire Hydrant Assembly (Type 1)(4' Barrel) Ea. 2 1,600.00 48 Fire Hydrant Assembly (Type 1)(5' Barrel) Ea . 1,600.00 49 Connect to Existing 8" PVC Line LS. 600.00 50 6" M.J. Gate Valve Ea. 2 350.00 51 8" M.J. Gate Valve Ea. 3 500.00 52 Z' Blow-off Assembly with 6" Cap Ea. 400.00 53 Z' Blow-off Assembly with 8" Cap Ea. 410.00 54 6" X 45° M .J. Bend Ea. 2 105.00 55 8" X 45° M.J. Bend Ea. 3 125.00 56 8" X 6" M.J. Anchoring Reducer Ea. 195.00 57 8" X 8" M .J. Hydrant Tee Ea. 1. 195.00 58 8" X 13" M.J. Anchor Coupling Ea. 1 200.00 59 1" Type K Copper Service (22' Avg. Length) Ea. 2 400.00 60 11h'' Type K Copper Serv. (46.2' Avg. Length) Ea. n 800.00 61 Trench Safety (Water Line) L.S. 1' 1,500.00 .. ~,~ ~,, . --e,.OF~ WATER LINE CONSTRUCTION SUBTOTAL ,~'i-~ ... ····~ II'<°:)... t, I' •• 1\ •• *\ *: \ TOTAL ESTIMATED COST OF CONSTRUCTION *. * I·············· . ... . ........ ~ .. Ml. ~ ..... ~M~M-!Bs .. ~ ~ • 3 40 l If iJ? f ·~~ «,.()··~4/il f ~ 0•.C}IST~~··· " "' .s's •••••••• ~<:::> q Page 2 ~\"O NAL ~~ "'~~ '5\qlt AMOUNT 11,664.00 8,500 .00 6,886.00 4,500.00 1,600.00 500 .00 1,500.00 6,580 .00 460.00 6,300.00 50.00 $48,540.00 $10,635.00 16,920.00 3,200.00 1,600.00 600.00 700.00 1,500.00 400.00 410 .00 210.00 375.00 195.00 195 .00 200.00 800.00 8.800 .00 1,500.00 $48.240.00 $395,238.50 ... l ENGINEER'S CONSTRUCTION COST ESTIMATE EDELWEISS ESTATES, PHASE 4-A FEBRUARY 5, 1996 ITEM DESCRIPTION UNIT QUANTITY UNIT AMOUNT NO. COST STREET CONSTRUCTION 1 Erosion & Sedimentation Control LS. $3,500.00 $3,500.00 2 Clearing & Grubbing LS . 1 1,000.00 1,000.00 3 Excavation (Roadway) C.Y. 4,977 2.50 12,442.50 4 Cellulose Fiber Mulch Seeding S.Y. 5,000 0.50 2,500.00 5 6" Lime Stab. Subgrade (53 Lime) S.Y. 9,507 2.35 22,341.45 6 Extra Lime Ton 21 85.00 1.785.00 7 6" Flexible Base Crushed Stone S.Y. 8,059 5.35 43,115.65 8 11/:z" Hot Mix Asphaltic Concrete (Type D) S.Y . 8,059 3.75 30 ,221 .25 9 Reinforced Concrete Layback Curb LF. 1,042 7.25 7,554.50 10 Reinforced Concrete Curb & Gutter LF. 3,102 7.25 22,489.50 11 Reinforced Concrete Aprons S.F. 1,174 3.00 3,522.00 12 Reinf. Concrete Sidewalk S.F. 13,439 2.10 28,221 .90 13 Adjust GTE Manhole (By Others) L.S. 300.00 300.00 14 Adjust Existing 6" Gas Line (By Others) LS. 1 1,500.00 1,500.00 15 Reinforced Concrete Pavment w/6" Curb S.Y. 315 22.00 6,930 .00 16 Spread & Compact Imported Material C.Y. 6,500 2.50 16,250.00 STREET CONSTRUCTION SUBTOTAL $203,673.75 DRAINAGE CONSTRUCTION 17 18" RCP (C76, Cl. Ill) LF. 50 35.00 $1 ,750.00 18 21 " RCP (C76, Cl. Ill) LF. 49 38.00 1,862.00 19 24" RCP (C76, Cl. Ill) LF. 274 42.00 11,508.00 20 24" X 15° RCP Bend (C76, Cl. 111) Ea. 1 350.00 350.00 21 27" RCP (C76, Cl. Ill) LF. 204 46.00 9,384.00 22 30" RCP (C76, Cl. Ill) LF. 238 50.00 11.900.00 23 30" X 45° RCP Bend (C76, Cl. Ill) Ea. 400.00 400.00 24 5' Recessed Concrete Inlet Ea. 4 1,800.00 7,200.00 25 1 O' Recessed Concrete Inlet Ea. 5 2,500.00 12,500.00 26 Connect to Existing Concrete Inlet L.S . 1 500.00 500.00 27 Cast-In-Place 6' X 4' Reinf. Concrete Box LF. 22.75 190.00 4,322.50 28 Cast-In-Place 7' X 4' Reinf. Concrete Box LF. 98.17 225.00 22,088.25 29 Cast-In-Place 6' X 4' to 7' X 4' Reinf . Cone. Transition LS . 1 1,400.00 1,400.00 30 Cast-In-Place Cone. Headwall (7' X 4' Culv.) LS. 1 4,000,00 4,000.00 31 Dry Rip-Rap Channel Lining w/Fabric S.Y . 172 30.00 5,160.00 32 Reinforced Concrete Flume S.F. 65 4.00 260.00 33 Pre-Cast Concrete End Piece (6' X 4' Culv.) LS . 200.00 200 .00 DRAINAGE CONSTRUCTION SUBTOTAL $94,784.75 Page 1 .. ITEM NO. ENGINEER'S CONSTRUCTION COST ESTIMATE EDELWEISS ESTATES, PHASE 4-A FEBRUARY 5, 1996 DESCRIPTION UNIT QUANTITY UNIT COST SEWER LINE CONSTRUCTION 34 6" PVC (SDR -26. D3034)(6; to 8' depth) LF. 729 16.00 35 8" PVC (SDR-26. D3034) (8 ' to l O' depth) LF. 500 17.00 36 10" PVC (SDR-26. D3034)(9' to 11' depth) LF. 313 22.00 37 Standard Sewer Manhole (< 8' depth) Ea . 3 1.500.00 38 Standard Sewer Manhole (10.3' depth) Ea. 1.600.00 39 Connect to Existing Manhole LS . 500.00 40 Trench Safety (Sewer System) LS. 1,500.00 41 4" Dbl. Swr. Serv. (Type I, 28.2' Avg. Length) Ea. 14 470.00 42 4" Si ngle Swr. Serv. (Type I, 49' Avg. Length) Ea. l 460.00 43 4" Dbl. Swr. Serv. (Type II, 45.6 ' Avg. Length) Ea. 9 700.00 44 lO"PVC Cap Ea . 50.00 SEWER LINE CONSTRUCTION SUBTOTAL WATER LINE CONSTRUCTION 45 6" PVC (C900. Cl. 200) LF. 709 15.00 46 8" PVC (C900. Cl. 200) LF. 940 18.00 47 Flre Hydrant Assembly (Type 1)(4' Barrel) Ea . 2 1.600 .00 48 Rre Hydrant Assembly (Type 1)(5' Barrel) Ea . 1,600.00 49 Connect to Existing 8" PVC Line LS. l 600.00 50 6" M .J. Gate Valve Ea . 2 350.00 51 8" M .J. Gate Valve Ea . 3 500.00 52 'l.' Blow-off Assembly with 6" Cap Ea. 400.00 53 'l.' Blow-off Assembly with 8" Cap Ea. 1 410.00 54 6" X 45° M.J . Bend Ea. 2 105 .00 55 8" X 45° M.J. Bend Ea. 3 125.00 56 8" X 6" M.J . Anchoring Reducer Ea. 195.00 57 8" X 8" M .J. Hydrant Tee Ea. 195.00 58 8" X 13" M.J. Anchor Coupling Ea . 1 200.00 59 l " Type K Copper Service (22 ' Avg. Length) Ea. 2 400.00 60 11h" Type K Copp~r Serv. (46 .2' Avg. Length) Ea . 11 800.00 61 Trench Safety (Wdter Line) LS . 1 1.500.00 WATER LINE CONSTRUCTION SUBTOTAL TOT AL EST IMATED COST OF CONSTRUCTION Page 2 AMOUNT 11 .664.00 8.500.00 6.886.00 4.500.00 1.600.00 500.00 1,500.00 6.580.00 460.00 6.300.00 50.00 $48.540.00 $10.635.00 16.920.00 3.200.00 1.600.00 600.00 700 .00 1.500.00 400.00 410.00 210.00 375.00 195.00 195.00 200.00 800.00 8 ,800.00 1.500.00 $48.240 .00 $395 .238 .50 DATE: TO: ATTN: 2/8/96 McCLURE ENGINEERING, INC. 1722 Broadmoor, Suite 210 Bryan, Texas 77802 (409) 776-6700 FAX 776-6699 TRANSMITTAL LETTER Mrs. Veronica Morgan, P.E. Assistant City Engineer CITY OF COLLEGE STATION ATTACHED PLEASE FIND: EDELWEISS ESTATES, PHASE 4-A 1. One Set of construction plans, revised as per staff camnents 2. Red-lined sets (2) 3. Two (2) copies of Engineer's Construction Cost Estimate 4. Revised Drainage Report 'l' Please call when you have confinned that the revisions are OK & I will deliver more Sets THESE ARE TRANSMITTED TO YOU FOR THE FOLLOWING REASON: x For Approval Your Use x Revisions Made As Requested For Review and Comment Returned after Loan to Us RECEIVED BY: DATE: SIGNED BY: MICHAEL R. McCLURE, P.E., R.P.L.S. ~~ McCLURE ENGINEERING, INC.---------.... March 4, 1996 Mr. Bob Folser, P .E. Division Engineer GIFFORD-HILL & CO. P.O. Box 4044 Houston, Texas 77240 RE: 7' x 4' PRECAST BOX CUL VERT EDELWEISS ESTATES PROJECT COLLEGE STATION, TEXAS Dear Mr. Folser: 0~tl/ At-"\J ll Jw-~~ ~~~ Wrth respect to our telephone conversations anu 001 ... .,n~ !d 7' X 4' precast box culvert for the above referenced project in College Station, Texas, I have tlie following understanding: 1. In lieu of casting both 6' X 4' and 7' X 4' box culvert segments, you propose to construct the entire structure using 7' X 4' sections. 2. 1be transition box section (6' X 4' to 7' X 4') would also be precast for placement on the upstream end of the structure. 3. The proposed concrete headwall will be cast-in-place by our contractor. Your plan is acceptable in principle, however, I have the following concerns: 1. The overall length of the structure as shown on your detail is 127'-75/8" in length. Your details do not include the transition section. 2. Please recheck the dimensions to the 25" diameter opening in Joint ED-2. I calculate that the dimension should be 3'-6'' when measured from the downstream end of the joint to the centerline of the opening . 3. Please provide this office with two (2) copies of the revised details sealed by a Registered Professional Engineer certifying to compliance with ASTM C-789-88 for 2' fill. Should you have any questions or need to clarify any of these statements, please advise. MRM/mlm xc: Mr. Charles Nichols, AL. HELMCAMP, INC . Mrs. Veronica Morgan, P.E., Assistant City Engineer 1722 Broadmoor, Suite 210 • Bryan, Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 DEVELOPMENT PERMIT PERMIT NO. 334 Edelweiss Estates Phase 4-A FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Edelweiss Estates Phase 4-A SITE ADDRESS: (no t available at this time) OWNER: Begonia Corporation 1901 San Jacinto Houston, TX 77002 DRAINAGE BASIN: North Fork of Lick Creek, beyond Reach ill TYPE OF DEVELOPMENT: This permit is valid for construction of the water, storm, and sanitary sewer systems according to approved construction documents. Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to exi sting city streets or infrastructure due to heavy machinery and/or equipment. This permit , being temporary, is valid only within sixty (60) days of the date shown below, and is not intended to allow the complete development of the site as proposed . Any work performed after the expiration of this permit is not covered, and is considered unauthorized . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . s~~ Administrator/Representative Da~ ' Owner Date Contractor Date ACCOUNT NO. __________ _ $ CITY tftJOOifGE STATION -6) I) RECEIVED OF 6 ~ {.o;::(Tu p • 380149 . ,.3.J:i_ FOR Q;.b. mn · Jfh0l(J S'J5.DP Paid by_ Check f d l 0 Cash __ THANK YO ' !- ' . . .=-' . ~. . .. . --. . \::f~;;._ ~~;~~ ,· -~~_:,~ . '. >: .. -~ . ----.... . ., . . . . ; ~ . Figure XII Application Form Development Permit Inside/Outside Established Flood Hazard Areas City of College Station, Texas (re: Ordinance No. 1728) Site Legal Description: ---=ED~EL~WE~I~S~S~ES~T::::~~TE.!:!:'.S.L, ...:P~HASE~~--=4'..----~A~----------------- S ·t;. Address· Victoria Avenue Iv ... _ _:.=..::..:::::::..::.::.....:.:.:..::.:::=--~~-------~--------~------- Owner: BEGONIA ffiRPORATION ~Michael R. McClure, P.E., R.P.L.S. Engineer: McCLURE ENGINEERING, INC, Contractor: CENTRAL TEXAS SITEWORKS, INC. 1901 San Jacinto Address: Houston, Texas 77002 Telephone No.: ( 7.13) 654-0060 1722 Broadfncx)r, Suite 210 Address: Bryan, TX 77802 Telephone No.: --1.7:..t7~6c::-.l.l.67~0w0"------ P .O. Box 2338 Address: Bcyan, TX 17806 Telephone No.: _..1.8!!:14~6=-.1J18>..!.JO.L.,3L_. ____ _ Date Application Filed:----------------Approved:------------ Application is hereby made for the following specific waterway alterations: __ s_ubd __ iv_1_· s_i_o_n_de_v_e_l_o_pnen __ t_ on Lick Creek North Fork basin Attached as part of this application: @ Application Fee (ZJ Signed Certificate O Site and Construction Plans, with supporting document;1tion : iwo (2) copies of each 0 Other: ~--~~----~~---~~-~~ ACKNOWLEDGEMENTS: James O. Crowell, President !, BEGONIA ffiRPORATION as owner, hereby ackno wledge or affi rm that: The ab<)ve Drainage Plan and supporting documents complies wiht the requirem_ents of Ordinance No. 1728, and · Date Date Date Pa ge 1of2 I I I /'' .... ,.. Figure XII Continued CERTIFICATIONS: A I, certify that any nonresidential structure on or proposed to be on this site as part of this application meets flood-proofing requirements as set out in Section of Ordinance No. 1728 Architect/Engineer Date B. I, certify that the finished floor level of the lowest floor, including any basement, of any residential structure as part of this application is or proposed to be at or above the base flood elevation as established in the latest Federal Insurance Administration flood hazard study and maps, as amended. Architect/Engineer Date Architect/Engineer Date· REVIEWED FOR APPROVAL: ---------------Floodplain Administrator Date .A.PPR OVAL: Special conditions or comments as pa rt of a pp rova !: __________ _ McCLURE ENGINEERING, INC . 1722 Broadmoor, Suite 210 . • Bryan, Texas 77 802 • (409) 776 -6700 Mrs. Veronica Morgan, P .E. Assistant City Engineer CITY OF COLLEGE STATION P .O . Box 9960 College Station, TX 77842 --~ ~~~ ..... t.::.__,_,. <llG'lvr~'~.:..,,,__,....:r ~~-.. ..... -