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Home My WebLink AboutWater ReportWATER ANALYSIS FOR GREAT OAKS, PHASE 2 AND LOS P ALOMAS SUBDIVISION KB 111 COLLEGE STATION, TEXAS MAY 2006 ~ESI# 1015 .. 0002 SUBM11TED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 ·College Station, Texas 77845 (979) 693-3838 •Fax: (979) 693-2554 •Email: McClureBrowne@Verizon.net Exhibit B FIRE FLOW TEST PERFORMED BY WELLBORN S. U.D. DATE: MAY 18, 2006 PERFORMED BY: STEVEN CAST WITNESSED BY: MICHAEL R. McCLURE FLOW TEST RESULTS NOZZLE SIZE: 2.5" LOCATION: On Great Oaks Drive approx. 2100 feet north of the intersection of Rock Prairie Road West and Great Oaks Drive Pitot Reading: 4 7 psi (GPM): 1150 (from chart) Static PSI: 82 psi (measured at Lot 12, Block 2 of Great Oaks Subdivision, Phase 1) Residual PSI: 48 psi Exhibit B FIRE FLOW TEST DATA Great Oaks, Phase 2 and Los Palomas Subdivision A 'I ... WATER ANALYSIS FOR GREAT OAKS, PHASE 2 AND LOS PALO MAS SUBDIVISION COLLEGE STATION, TEXAS MAY 2006 MBESI# 1015.-0002 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 (979) 693-3838 ·Fax: (979) 693-2554 •Email: McClureBrowne@Verizon.net WATER SYSTEM ANALYSIS FOR GREAT OAKS SUBDIVISION, PHASE 2 & LOS PALO MAS SUBDIVISION General Information Area encompassed by this phase: Anticipated land use: Anticipated number of lots: Notes on surrounding development: 124 acres Single family residential (Great Oaks) and Duplex (Los Palomas Subdivision) 24 lots The two subdivisions are bounded by Great Oaks Phase 1 to the west, Jones-Butler Road to the east, Quail Run Subdivision and property owned by David Borsack to the north, and property owned by Albert Ribisi and Grace Abbate to the south. Water System Analysis Primary water supply line: Secondary water supply line: Software model: Estimated peak domestic demand: Estimated fire demand: Pipe material: Most Hydraulically Remote Point: Testing Method: Water Model Parameters: Existing 8" water line on Great Oaks Drive Existing 4" line on Jones-Butler Road PIPE2000 (Kentucky Pipe Network Model) 1.5 gpm per residential lot (per TCEQ requirements) 1000 gpm PVC (C909) Node J-26 (See Exhibit A) This is determined by calculating the lowest pressure under static conditions. Steven Cast with Wellbo~-.... fire flow test o ay 18, 20 ee Exhibit B). A Pollard Hydr auge was used to measure the flow at the existing fire hydrant located adjacent to eat Oaks Drive. The reading on ~h was 47 · which corresponds to a flow of 1150 m see Exhibit C). The static and residua pressure was also measured at an adjacent residence as shown on Exhibit A. The model has been setup to analyze the "worst case scenario". We have assumed that Great Oaks Phase 2 and Los Palomas are fully developed and we only have connections to the existing water system at Great Oaks Drive and Jones-Butler Road. The model will work under these conditions. However as Great Oaks Phase 2 is developed, Great Oaks Phase 2 and Los Palomas Subdivision MBESI #1015-0002 Ref?u/ated Items Min. Pressure (psi) Ma-.,:. Velocity (fps) Conclusion: Applicable Exhibits: Exhibit A Exhibit B Exhibit C Exhibit D Exhibit E additional connections to the existing system will be made. These connections will drastically increase the pressures for the entire system during fire flow conditions. Designed I Requirement Notes 29.90 I 20 (min) · Fire flow conditions 10.42 I 12 (max) · Fire flmy conditions The proposed water system exceeds the requirements of TCEQ and the Cities of Bryan and College Station Schematic Water System Layout City of College Station Fire Flow Test Report 1 Pitot Gage Conversion Chart for Pollard Hydrant Flow Gauge PIPE2000 Model Output for Great Oaks, Phase 2 and Los Palomas Subdivision (static) PIPE2000 Model Output for Great Oaks, Phase 2 and Los Palomas Subdivision (fire) Great Oaks Phase 2 and Los Palomas Subdivision MBESI #1015-0002 .1,\ "'' Exhibit C MAY-18-2006 THU 01:26 PM Wel I born SUD FAX No. 9796901260 COMPUTATION TABLE Flowing C11pacities of Water-Free Flows Indicated in Gallons per Minute --------'··--~---·---· ·-:· .... ·-···---~ (I • (_ CoeffiefOOl..LIU__~-~R~ I I -Coefficient .88 Inlet Edge Square/Sharp . s--~ . Coeff'iciettt .771nlet Edge Square/Raised ·· Coefficient 1.1 for Open End Pipe ·. • All ResiJ/ts_.R01Jnded to Nearest 5 GPM • PITOT GAUGE 1>$1 1-112· .2" 2-112•: 80 2 B5 no i:..:U~:. ·1:i:r~-1:?0 ._, 240. 290 3-40 380 3 106 4 125 5 . 135 6 / .·7 a 9 150 180 175 180 220 246't 200 2BO 310 320 10 190 .3ll0 11 200 355 12 210 . 570 .13 220 . ~ '"· 230 . ~ 16 23S: .• . -· ·+15,. 16 24ci 430 17 .25ci .... 4"0. .18 19 20 22 24 26 28 30 s2· 3_4 36 36· . 40 ·: 42 44 46. ~ . 50 62 54· 255 .2155 . .270-285 295 S10 320 ... "455 '.4;65 .. ·'4iio .. 506 525 550 570 590 ·e10 6~ &46' 665 680 700 no 730 740 ieo . ns .785. . 800 .· 410 ·~o. 460 500. 530 655 580. 805 . 830 -~-·-670 ·690. 71b 730'. . ':n;o -·· ·790, 820. 860 89(), .920. i950 -~$.89:. . ·fo.1~ 1o.W . 1060 10!!0 1110 •• 1199 · 3• s-112• 245. 330 .. i4!f'· : :. 470.' "20 400. 545 690 635 690 no· 765 800 835 . 870 ·il10 . 956 ... ·985 .995 1020 1oso·· . .1oeo 1140 . 1.180 124Q 12So 1325 137o .1410 1.~ 1500 .. 1525 1610 1600 . f840 1870. 1715 .. 17-io 1no 18oo 570 . 865 ~ 74S 905 860 940 980 1040 10ll0· 1136 1185 1235 1275. 1315 1350 .1390 1430 1470 1660-1&w.; 1685 1745 1805 1660 1920 1!180 2Qo40 2075 2135 21'is· ·22315 i275 25$0 2370 .2410 .. 2600 ... 66 68 ·.330 S40 355 _365· .375 sao 395 400 'i10 420 430 435 445 "50 480 820 1210 1230 1250 12e0 . 18415 2510 .,. 435 615 . i40. 1370 9eo 1050 1140 1220 .1290 1380 1'120 1490 1550 · Hi10 1.86'1 1720 1no 1830 1870 1920 2020 2110. 2190 228o' 235o 2430 ~10 .2580 2650 2720 2780 2850 2920 2980 3040 3100 3180 3220 3280 :..112· .. . 55o .. 7?5 ·. .940, .· .. 1100 . 1220 . '1340 1440 15-40 . 1840 5~ silo 960 »11&) 1~ •1s20 1640 1780 1920 2000 6" . g8Q 1380 1670 11>60 2190 23So 2~35 2765 .. ... .2aeo 1730 212o· 3050 . 1800 , •. .2.220 . .31~' 1890 2.320 3340· 1960 2420 34~ 2040 . 2520 3625 . 2105 ........ ZbOO' .. 3745--2.feo · 2680 · · 3e6o · .. · 22as 216o . . 39'15 . :<!310 . . ··2s6i; .2e4o · '4090 .· 292<): ' 4205,·' . · 2430 . · . :Woo "320 25So ' . 3;00. . -~ . :'2aa_o · ·· . ~ .. · ~129; · .. .. '2770. . 3440 495o .. 2880. . 3560 5125. 2980 . 3000 3170 .. 3260 3350· 3"4o 35:ZQ 3610 3890 3770 3880 . 394o 4Q10 -4080 416o 3880 5295 3800-5470. 3920 .. 5640 4040 5615 .;.1eo 5990 4.240 6105 4360 .6275 4440 6390 4560 6585 4640 6680 4780 8850. 4840 . 69135. 4a20 7.080 5000 12.00 . 5120 7370 p, 002 .. . ·-~ .. JOSEPH G. POLLARD co.; INC. 200 A.TUl.Nnc AVENUE • NEW HYblE PARK. NY 11040 . ·TEL: B00-437·1148 .F"->(: 818·'148..0852 Rec e i v e d Ti me May. 18. 1 : 19PM WWW.Pollardwater.Com Exhibit C Pitot Gauge ConYersion Chart Great Oaks, Phase 2 and Los Palomas Subdivision Exhibit D (Static Flow Analysis) KYPIPE4 University of Kentucky Network Modeling Software Copyrighted by KPFS 1998 Version 1. 200 -01/26/2000 Date & Time: Fri May 19 15:52:27 2006 INPUT DATA FILENAME --------------F: \ 1015-S-l \0002-G-l \Docs\WATERM-1 \10150002. DT2 TABULATED OUTPUT FILENAME --------F: \1015-S-1 \0002-G-1 \Docs\WATERM-1 \10150002 .OT2 POSTPROCESSOR RESULTS FILENAME ---F: \1015-S-1 \0002-G-1 \Docs\WATERM-1 \10150002 .RS2 S U M M A R Y O F 0 R I G I N A L DATA U N I T S S P E C I F I E D FLOWRATE ............ -gallons/minute HEAD (HGL) . . . . . . . . . . -feet PRESSURE ......•..... -psig P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E N A M E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR PU M THERE THERE #1 #2 (ft) (in) COEFF. LOSS COEFF. P-1 VP-1 J-8 683. 87 8. 07 120.0000 0 .00 P-10 J-10 J-8 878. 31 8. 07 120.0000 0. 00 P-11 J-9 J-10 302. 79 8.07 120. 0000 0.00 P-12 J-11 J-9 593.63 8. 07 120.0000 0 .00 P-13 J-11 J-19 332.29 8 .07 120.0000 o.oo P-14 J-13 J-12 328 .14 8.07 120. 0000 o.oo P-15 J-13 J-15 788. 02 6.07 120. 0000 0. 00 P-16 J-15 J-5 289.76 8.07 120. 0000 0.00 P-17 J-14 J-13 306.28 8.07 120.0000 o. 00 P-18 J-14 J-17 94 7. 39 6. 07 120.0000 0.00 P-19 J-17 J-15 302 . 65 8.07 120. 0000 0. 00 P-2 J-3 J-26 134. 82 8.07 120. 0000 0. 00 P-20 J-16 J-17 301. 98 8.07 120. 0000 o.oo P-21 J-16 J-19 1152.42 6. 07 120. 0000 0. 00 P-22 J -19 J-14 294.76 8.07 120. 0000 0 . 00 P-23 J-12 J-5 631. 94 8 .07 120. 0000 0.00 P-24 J -12 J-22 474.24 8.07 120. 0000 0.00 P-25 J-20 J-18 626. 62 8.07 120. 0000 0.00 P-26 J -20 J-27 573. 36 6. 07 120. 0000 0. 00 P-27 J-22 J-20 869.68 8.07 120. 0000 0. 00 P-28 J-22 J-24 420. 58 8. 07 120. 0000 0.00 P-29 J-24 J-1 518. 20 8. 07 120. 0000 0.00 P-3 J-3 @ 146.41 8.07 120. 0000 o. 00 P-30 J-24 41. 66 8. 07 120. 0000 o. 00 P-31 J-26 649. 38 8. 07 120. 0000 o.oo P-32 J-27 -3 305. 98 3. 07 120. 0000 o.oo P-33 J-2 VP-2 110. 28 4.03 P-34 J-23 J-2 P-4 J-4 J-3 P-5 J-4 J-7 P-6 J-7 J-6 P-7 J-7 J-10 P-8 J-8 J-11 P-9 J -9 J-4 P/L 0 S S E L E M E N T DA IS A DEVICE AT NODE VP-1 HEAD FLOWRATE (ft) (gpm) 138.46 0. 00 130. 37 526.00 106. 08 1052. 00 IS A DEVICE AT NODE VP-2 HEAD FLOWRATE (ft) (gpm) 184. 62 0. 00 166. 15 190. 00 110. 77 380 .00 4 69. 91 183. 58 740. 02 135. 43 389.10 312. 51 812. 60 T A DESCRIBED BY EFFICIENCY (%) 1.00 1. 00 1.00 DESCRIBED BY EFFICIENCY (%) 1. 00 1. 00 1. 00 120. 0000 8 .07 120. 0000 8.07 120.0000 6. 07 120. 0000 8.07 120. 0000 8. 07 120.0000 8.07 120.0000 8.07 120. 0000 THE FOLLOWING DATA: THE FOLLOWING DATA: 0. 00 0.00 0. 00 0.00 0.00 0. 00 o. 00 o.oo (ID= (ID- 1 I 21 ExhibitD Static FlmY Water Model Great Oaks, Phase 2 and Los Palomas Subdivision Exhibit D (Static Flow Analysis) E N D N 0 D E D A T A NODE NAME J-l J-10 J-ll J-12 J-13 J-14 J-15 J-16 J-17 J-18 J-19 J-2 J-20 J-21 J-22 J-23 J-24 J-25 J-26 J-27 J-3 J-4 J-S J-6 J-7 J-8 J-9 VP-l VP-2 NODE TITLE EXTERNAL DEMAND (gpm) 2. 2S 28. so 12.00 12.00 0. 00 l7 .25 S.25 25.50 21. 7S 3.00 21. 7S o.oo 12. 00 3. 7S 6. 7S 20.2S 4.50 0.00 20.2S 8.25 3.00 27.00 lS.00 0. 00 18.00 21. 7S 26.2S 0 U T P U T 0 P T I 0 N D A T A JUNCTION ELEVATION (ft) 308. 00 297.00 292. 00 300. 00 296.00 294. 00 314.00 310. 00 31S.OO 310. 00 294. 00 308. 00 308. 00 292. 00 302. 00 308 . 00 309. 00 309.00 308. 00 297. 00 308. 00 30S. 00 310.00 298. 00 300. 00 290.00 299.00 290. 00 308. 00 EXTERNAL GRADE (ft) 290. 00 308. 00 OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N Case: NUMBER OF PIPES .•••.••••.......... (p) = 34 NUMBER OF END NODES .•..••.•....... (j) • 27 NUMBER OF PRIMARY LOOPS ..••••..... ( l) • 6 NUMBER OF SUPPLY NODES ••.......... (f) • NUMBER OF SUPPLY ZONES •..........• ( z) = RESULTS OBTAINED AFTER 7 TRIALS: ACCURACY 0.00181 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE P I P E N A M E P-1 P-10 P-ll P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-2 P-20 P-21 P-22 P-23 P-24 P-2S NODE NUMBERS #1 #2 VP-1 J-8 J-10 J-8 J-9 J-10 J-ll J-9 J-11 J-19 J-13 J-12 J-13 J-15 J-15 J-5 J-14 J-13 J-14 J-17 J-17 J-lS J-3 J -26 J-16 J-17 J-16 J-19 J-19 J-14 J -12 J-5 J -12 J-22 J-20 J -18 CV -CHECK VALVE FLOWRATE HEAD MINOR LINE HL/ LOSS LOSS VELO. 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) 14 .12 0. 01 0. 00 0. 09 0. 01 9. 68 0. 00 0.00 0. 06 0. 00 22 .0S 0. 01 o. 00 0 .14 o. 02 -20. 02 0. 01 0.00 0 .13 0. 01 10. 07 0.00 0. 00 0.06 0. 00 28.SS 0. 01 o.oo 0.18 0. 03 -12.07 0. 02 o. 00 0.13 0. 02 38.95 0. 01 0.00 0. 24 0. OS 16.48 0.00 0.00 0.10 0. 01 -l7.8S o. 04 0.00 o. 20 o.os S6. 27 0. 03 0.00 0. 3S 0.10 -281. 38 0.26 0. 00 l. 76 l. 94 9S. 87 0. 08 o.oo o. 60 0.26 27 .57 0 .12 0.00 0. 31 0.11 lS. 88 0. 00 0. 00 0.10 0. 01 -23. 9S 0. 01 0. 00 O. lS 0. 02 40. so 0. 03 0.00 0.2S 0. 05 3.00 0. 00 0.00 0. 02 0. 00 ExhibitD Static FlmY Water Model Great Oaks, Phase 2 and Los Palomas Subdivision Exhibit D (Static Flow Analysis) P-26 J-20 J-27 12.00 o. 01 o. oo o .13 0.02 P-27 J-22 J-20 27.00 0. 02 o. oo o .17 0.03 P-28 J-22 J-24 6. 75 o. oo 0.00 0. 04 0.00 P-29 J-24 J-l 1 2.25 o. 00 0. 00 0. 01 0.00 P-3 J-3 @ 148. 93 0. 09 0.00 0. 93 0.60 P-30 J-24 0.00 0.00 o.oo o .oo o.oo P-31 J-26 -301. 63 l. 43 0.00 l.89 2.20 . P-32 J-27 -3. 75 0. 02 0.00 0 .16 0.07 P-33 J-2 2 -321. 88 8. ll o.oo 8 .ll 73.56 P-34 J-23 J-2 -321. 88 l.17 o. oo 2. 02 2.49 P-4 J-4 J-3 -129.45 0. 08 o. 00 o. 01 o. 46 P-5 J-4 J-7 34.13 o .12 0.00 o. 38 0.16 P-6 J-7 J-6 0.00 0. 00 0.00 0.00 0.00 P-7 J-7 J-10 16.13 0. 00 0.00 o .10 0.01 P-8 J-8 J-11 2.05 0. 00 o. oo o. 01 0. 00 P-9 J-9 J-4 -68. 32 O. ll o. oo 0. 43 o .14 E N D N 0 D E R E S U L T s NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ J-1 2 .25 428. 41 J-10 28.50 428.45 J-ll 12.00 428.45 J-12 12.00 428. 43 J-13 o.oo 428.44 J-14 17 .25 428.45 qw 5.25 428.46 25.50 428. 57 21. 75 428.49 1 7 3.00 428. 39 J 21. 75 428. 45 J-2 o.oo 431. 52 J-20 12.00 428. 39 J-21 3. 75 428.35 J-22 6. 75 428.41 J-23 20.25 430. 35 J-24 4. 50 428.41 J-25 0.00 428.41 J-26 20.25 428 . 92 J-27 8 .25 428 . 37 J-3 3.00 428.66 J-4 27.00 428. 57 J-5 15. 00 428. 45 J-6 0.00 428.46 J-7 18 .00 428. 4 6 J-8 21. 75 428.45 J-9 26.25 428.46 VP-1 428.46 VP-2 439.63 NET SYSTEM INFLOW -336. 00 NET SYSTEM OUTFLOW = 0.00 NET SYSTEM DEMAND 336. 00 ***** HYDRAULIC ANALYSIS COMPLETED ••••• 308. 00 120.41 297. 00 131. 45 292. 00 136. 45 300. 00 128. 43 296. 00 132. 4 4 294. 00 134 .45 314. 00 114.46 310.00 118. 57 315.00 113. 49 310.00 118. 39 294.00 134.45 308 .00 123.52 308 . 00 120.39 292. 00 136.35 302. 00 126. 41 308. 00 122. 35 309.00 119. 41 309. 00 119. 41 308. 00 120. 92 297. 00 131. 37 308. 00 120. 66 305. 00 123. 57 310.00 118. 45 298. 00 130. 4 6 300. 00 128.46 290. 00 138.45 299. 00 129.46 290. 00 138.46 308. 00 131. 63 52 .18 56. 96 59.13 55.65 57 .39 58.26 49.60 CDP Low Pressure 58 .26 53.53 52 .17 59.09 54.78 53 . 02 51.74 51. 74 52.40 56.93 52.29 53.55 51.33 56. 53 55.66 60. 00 56.10 60. 00 57. 04 ExhibitD Static Flow Water Model Great Oaks, Phase 2 and Los Palomas Subdivision Exhibit E (Fire Flow Analysis) KYPIPE University of Kentucky Network Modeling Software Copyrighted by KPFS 1998 Version 1.200 -01/26/2000 Date & Time: Fri May 19 16:10:48 2006 INPUT DATA FILENAME --------------F: \1015-S-1 \0002-G-1 \Docs\WATERM-1 \10150002. DT2 TABULATED OUTPUT FILENAME --------F: \1015-S-1 \0002-G-1 \Docs\WATERM-1 \10150002 .OT2 POSTPROCESSOR RESULTS FILENAME ---F: \1015-S-1 \0002-G-1 \Docs\WATERM-1 \10150002 .RS2 S U M M A R Y 0 F 0 R I G I N A L D A T A U N I T S S P E C I F I E D FLOWRATE ............ a: gallons/minute HEAD (HGL) . . . • . . . . . . feet PRESSURE ............ s psig PIPELINE DATA STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E NAME NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR P UM THERE THERE P-1 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-2 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-3 P-30 P-31 P-32 P-33 P-34 P-4 P-5 P-6 P-7 P-8 P-9 #1 #2 VP"l J-10 J-9 J-11 J-11 J-13 J-13 J-15 J-14 J-14 J-17 J-3 J-16 J-16 J-19 J-12 J-12 J-20 J-20 J-22 J-22 J-24 J-3 J-24 J-26 J-27 J-2 J-23 J- J-4 J-7 J-7 J-8 J-9 J-8 J-8 J-10 J-9 J-19 J-12 J-15 J-5 J-13 J-17 J-15 J-26 J-17 J-19 J-14 J-5 J-22 J-2 J-3 J-7 J-6 J-10 ;J-11 J-4 (ft) (in) COEFF. LOSS COEFF. 683.87 8. 07 120.0000 o. 00 878. 31 8. 07 120. 0000 0. 00 302. 7 9 8. 07 120. 0000 0.00 593. 63 8. 07 120.0000 0.00 332.29 8.07 120. 0000 0.00 328.14 8. 07 120. 0000 0. 00 788.02 6.07 120.0000 0. 00 289.76 8. 07 120. 0000 0 .00 306. 28 8. 07 120. 0000 o. 00 947. 39 6. 07 120.0000 0.00 302.65 8. 07 120. 0000 0. 00 134. 82 8 .07 120.0000 0. 00 301. 98 8. 07 120.0000 0 . 00 1152.42 6. 07 120.0000 0.00 294. 76 8. 07 120. 0000 0.00 631. 94 8. 07 120 .0000 0 .00 474.24 8. 07 120. 0000 0.00 626. 62 8. 07 120.0000 0. 00 573. 36 6. 07 120. 0000 0. 00 7 869.68 8. 07 120. 0000 0. 00 420.58 8.07 120. 0000 0.00 518 . 20 8. 07 120. 0000 0.00 146. 41 8. 07 120. 0000 0. 00 41. 66 8. 07 120. 0000 0.00 649.38 8. 07 120. 0000 0.00 305 .98 3.07 120. 0000 0.00 110. 28 4. 03 120. 0000 0.00 4 69. 91 8. 07 120. 0000 0.00 183.58 8. 07 120. 0000 0.00 740. 02 6. 07 120. 0000 0. 00 135.43 8. 07 120. 0000 o.oo 389.10 8.07 120. 0000 o.oo 312.51 8. 07 120. 0000 0.00 812. 60 8.07 120. 0000 0.00 P/L 0 S S E L EM E N T D A T A IS A DEVICE AT NODE HEAD FLOW RATE (ft) (gpm) 138. 46 o.oo 130. 37 526.00 106.08 1052. 00 IS A DEVICE AT NODE HEAD FLOWRATE (ft) (gpm) 184.62 0. 00 166.15 190. 00 110. 77 380. 00 VP-1 DESCRIBED EFFICIENCY (%) 1.00 1.00 1.00 VP-2 DESCRIBED EFFICIENCY (%) 1.00 1. 00 1. 00 BY THE FOLLOWING DATA: BY THE FOLLOWING DATA: (I!F (I!F 1) 2) Exhibit E Fire Flow Water Model Great Oaks, Phase 2 and Los Palomas Subdivision Exhibit E (Fire Flow Analysis) E N D N 0 D E D A T A NODE NAME J-1 J-10 J-11 J-12 J-13 J-14 J-15 J-16 J-17 J-18 J-19 J -2 J-20 J-21 J-22 J-23 J-24 J-25 J-26 J-27 J -3 J -4 J-5 J-6 J-7 J-8 J-9 VP-1 VP-2 NODE TITLE EXTERNAL DEMAND (gpm) ,,. 2.25 28. 50 12. 00 12 . 00 o.oo 17. 25 5.25 25.50 1021.75 3 . 00 21. 75 0.00 12 .00 3. 75 6. 75 20 .25 4. 50 0.00 =:>20.25 8.25 3.00 27. 00 15. 00 0.00 18. 00 21. 75 26.25 JUNCTION ELEVATION I ft) 308. 00 297. 00 292. 00 300. 00 296. 00 294 . 00 314. 00 310. 00 315. 00 310. 00 294 . 00 308. 00 308. 00 292. 00 302. 00 308. 00 309. 00 309. 00 308 . 00 297.00 308 . 00 305. 00 310. 00 298.00 300 . 00 290. 00 299. 00 290.00 308 . 00 EXTERNAL GRADE (ft ) 290. 00 308. 00 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES .•................. (p) 34 NUMBER OF END NODES ..•••..•••..•.• (j) 27 NUMBER OF PRIMARY LOOPS ..... ' .....• I 1) 6 NUMBER OF SUPPLY NODES ••....•..... (f) NUMBER OF SUPPLY ZONES ............ ( z) Case: RESULTS OBTAINED AFTER 5 TRIALS: ACCURACY -0.00018 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) P I P E L I N E R E S U L T S STATUS CODE : P I P E N A M E P-1 P-10 P-11 P-12 P-3 P-14 P-15 P-16 P-17 P-18 P-18 P-2 P-20 P-21 P-2'2 P-23 ~-24 P-25 J-11 J-11 J-13 J-13 J-15 J-14 J-14 J-17 J-3 J-16 J-16 J-19 J-12 J-12 J -20 PI PE CV -CHECK VALVE FLOWRATE HEAD MINOR LINE HL/ #2 ~ LOSS LOSS VELO. 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) -------------------------------------------------- J -8 92 .38 11.95 0.00 5. 78 17.47 J-8 -318.26 2.14 0.00 2.00 2.44 J-10 -171.14 0.23 0.00 1.07 0 .77 J-9 47.30 0.07 0. 04 0.00 0. 30 J -19 523.07 6.11 2.03 0. 00 3. 28 J -12 200.34 1.03 0 .34 0. 00 l. 26 J-15 J-5 J -13 J-17 J-15 J-26 J-17 J-19 J-14 J-5 J-22 J-18 96.78 -132. 84 297 .11 134. 93 -224.36 -373.13 662. 45 -52. 02 449.30 147.84 40. 50 3.00 0.85 0 .14 0.66 1. 89 0.39 0. 44 2.86 0.39 I. 36 0.37 0.03 0.00 0. 00 0.00 0.00 0.00 0. 00 o.oo 0.00 0. 00 0 . 00 0 . 00 0. 00 0.00 1. 07 0. 83 1. 86 I. 50 1. 41 2 . 34 4.15 0. 58 2. 82 d. 93 0. 25 0. 02 1. 08 o. 48 2 .14 2.00 I. 27 3.27 9. 47 0. 34 4. 61 0. 59 0. 05 0. 00 Exhibit E Fire Flow Water Model Great Oaks, Phase 2 and Los Palomas Subdivision <}~ ~ire Exhibit E Flow Analysis) P-26 J-20 J -27 12 . 00 0. 01 0. 00 O.JS 0. 02 P-27 J-22 J -20 27. 00 0.02 0. 00 0.17 0. 03 P-29 J-22 J-24 6. 75 o. 00 o.oo 0. Q4 0.00 P-29 J-24 J-1 \ 2.25 0. 00 0.00 0. 01 o.oo P-3 J-3 J-16 ~ 635.93 1. 29 0.00 3.99 9. 79 P-30 J-24 J -25 0.00 0.00 0.00 0. 00 P-31 J-26 J-~ 2. 34 o.oo 2. 47 3. 61 P-32 -27 -21 3 0. 02 0.00 0.16 0. 07 P-33 J-2 VP-2 -413.63 12. 91 0. 00 10. 42 117.04 f-Hi gh Velocity P-34 J-23 J-2 -413.63 1. 96 0.00 2.59 3 .96 P-4 J-4 J-3 265. 91 0. 32 0. 00 1. 67 1. 74 P-5 J-4 J-7 -100.62 0. 96 0. 00 1.12 1.16 P-6 J-7 J-6 0.00 0.00 0.00 0. 00 0. 00 P-7 J-7 J-10 -119.62 0.15 0.00 0. 74 0.39 P-9 J-9 J-11 592. 37 2 .33 0. 00 3.65 7 . 46 -9 J-9 J-4 192 .19 0. 79 0.00 ~ .21 o. 96 E N D N 0 D E R E S U L T S NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NJ\ME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft ) (ft) (ft ) (psi) ------------------------------------------------------------------------------ J-1 2.25 394.9B J-10 2B.50 3B9.49 J-11 12.00 3B9. 29 J-12 12.00 3B4. 91 J-13 0.00 3B5.24 J-14 17.25 3B5. 90 J-15 5.25 384. 39 J-25.50 3B6. B7 -17 1021 . 3B4. J-lB /! J-19 J-2 J-20 Ju-> 12.00 J-21 3 .7S J-22 6. 75 J-23 20 .25 J-24 4. 50 3B4 . BB J-25 0.00 3B4.BB J-26 20.25 3BB . 59 J-27 B.2S 3B4 .BS J-3 3.00 3BB .1S J-4 27 .00 3BB. 47 J-S lS.00 3B4 . S3 J-6 0.00 3B9. 33 J-7 18. 00 3B9. 33 J-9 21.7S 391. 62 J-9 26.2S 3B9.2S VP-1 403.S7 VP-2 40S. 70 NET SYSTEM INFLOW • 1336.00 NET SYSTEM OUTFLOW = 0.00 NET SYSTEM DEMAND = 1336. 00 ***** HYDRAULIC ANALYSIS COMPLETED ***** 30B. 00 76.BB 297. 00 92.4B 292. 00 97 .29 300. 00 B4 .91 296.00 B9.24 294.00 91. 90 314.00 70 . 39 310. 00 76. B7 B4 .79 30B. 00 76. B6 292. 00 92. B2 302. 00 B2.BB 30B.OO B2. 93 309.00 75.BB 309. 00 75.BB 30B. 00 B0.59 297. 00 B7 .BS 30B .00 BO.lS 30S.OO B3.47 310. 00 74.53 29B. 00 91.33 300. 00 B9. 33 290. 00 101. 62 299. 00 90.25 290.00 113. S7 30B. 00 97. 70 33. 31 40. OB 42.16 36. 79 3B. 67 39. B2 30. 50 33. 29. 90 f-Low Pressure 32.44 40.41 36. 74 33. 31 40. 22 35.91 35. 94 32. BB 32. BB 34. 92 3B. 07 34. 73 36.17 32.30 39. SB 3B. 71 44. 04 39.11 49.21 42. 34 7 Exhibit E Fire Flow Water Model Great Oaks, Phase 2 and Los Palomas Subdivision . ,· Flow Ana lys1s For Sanitary Sewer Improvements To Las Palomas Subd1v1s1on Brazos County, Texas * Revised May I 5 , 200G * The purpose of the analysis provided herewith 1s to determine the sanitary sewer loading supplied by the construction of the Las Palomas Subd1v1s1on and verify that the proposed I 2 " diameter sanitary sewer line was adequately "sized" for the anticipated sanitary sewer loading. Proposed sanitary sewer improvements to the above referenced project consist of the installation of 2 ,970 lineal feet of I 2 " diameter sanitary sewer line to be constructed off-site and I ,272 feet of I 2" sanitary sewer line to be constructed on-site. The off-site portion of the improvements begins at a point adjacent to the west side of Old Wellborn Road approximately 332 feet northwest of the intersection of Cam Road with Old Wellborn Road. The proposed I 2" diameter off-site sanitary sewer line will begin at a tie-in to a manhole proposed to be built as part of I 8" diameter sanitary sewer line improvements currently being constructed by the City of College Station. The proposed I 2" diameter off-site sanitary sewer improvements end at a point approximately 28 feet southwest of the most northerly corner of the proposed Las Palomas Subd1v1s1on near a point at which the I 2" diameter sanitary sewer Imes enters the subject project. The proposed I 2 " diameter on-site sanitary sewer continues approximately I ,272 feet to a point near the southwest line of the Las Palomas Subd1v1s1on (See attached Sanitary Sewer Construction Plans, Sheets SI , S2, S3, and S4). Future extensions of the proposed I 2 " diameter sanitary sewer line with both "pumped" force mains and gravity flow Imes are at this time are probable which would provide sanitary sewer service to an as yet undetermined amount of add1t1onal property. A projection of the peak sanitary loading 1s rationalized as follows: Per Final Plat of Las Palomas Subd1v1s1on , 27 duplex lots are proposed with two dwelling units per duplex lot yields 54 dwelling units. Assuming each dwelling unit houses 2.G7 occupants a total of 144 residents 1s arrived at. 144 residents at I 00 gallons per day equates to 14,400 gallons per day. We then provide a peaking factor of four (4) which brings the ant1c1pated peaked flow rate to 57, GOO gallons per day. ' r· A ten percent ( l 0%) infiltration consideration 1s calculated and added-in to the peaked base flow to achieve the design loading of 59,040 gallons per day. A flow rate of 59,040 gallons per day 1s equivalent the 0.091 cubic feet per second. The full flow capacity of an l 2 " d iameter sanitary sewer line based on Manning's Equation with a slope of 0.40% grade and n=O.O I 3 1s 2 .253 cubic feet per second with a full flow velocity of 2 .87 feet per second. Utilizing the peak design flow rate of 0 .091 cubic feet per second, the given sanitary sewer line slope of 0.40 %, n=O.O 13, and included Table 7 -14 from Handbook Of Hydraulics, Brater And King , Sixth Ed1t1on , the depth of flow of 0. I 0 feet can be estimated with a corresponding velocity of 2.22 feet per second. The design loading calculated above accounts for approximately 4% of the available capacity of t he proposed I 2 " diameter sanitary sewer line constructed at a grade of 0.40 %. Worki ng backwards based on the full flow capacity of 2.253 cubic feet per second presented above the proposed I 2 " diameter sanitary sewer line would allow for the 27 duplex lots proposed with the development of Las Palomas Subd1v1s1on as well as enough reserve capacity for approximately I , 27 I additional 2.G7 resident dwelling uints while providing for I 0% infiltration. The full flow capacity of 2 .253 cubic feet per second assumes a no surcharging cond1t1on within the proposed 8 " diameter sanitary sewer line. 7-64 HANDBOOK OF HYDRAULICS Table 7-13. Values of K for Circular Channels in the Formula K Q= -DHs~ n D = depth of water d = diameter of channel D d .00 .01 .02 .03 .04 .05 .06 .07 .08 .09 ---------------------- .0 15.02 10.56 8.57 7.38 6.55 5.95 5.47 5.08 4.76 .1 4.49 4.25 4.04 3.86 3.69 3.54 3.41 3.28 3.17 3.06 .2 2.96 2.87 2.79 2.71 2.~3 2.56 2.49 2.42 2.36 2.30 .3 2.25 2.20 2.14 2.09 2.05 2.00 1.96 1.92 1.87 1.84 .4 1.80 1.76 1.72 1.69 1.66 1.62 1.59 1.56 1.53 1.50 .5 1.470 1.442 1.415 1.388 1.362 1.336 1.311 1.286 1.262 1.238 .6 1.215 1.192 1.170 1.148 1.126 1.105 1.084 1.064 1.043 1.023 .7 1.004 .984 .965 .947 .8 .821 .928 .910 .891 .874 .856 .83E .804 .787 .770 .753 .736 .720 .703 .687 .670 .9 .654 .637 .621 .604 .588 .571 .553 .535 .516 .496 1.0 .463 Table 7-14. Values of K' for Circular Channels in the Formula K' Q = -d~~s}" n D = depth of water d = diameter of channel D -.00 .01 .02 .03 .04 .05 .06 .07 .08 .09 d ---------------------- .o .00007 .00031 .00074 .00138 .00222 .00328 .00455 .00604 .OQ775 .1 .00967 .Oll8 .0142 .0167 .0195 .0225 .0257 .0291 .0327 .0366 .2 .0406 .OHS .0492 .0537 .0585 .0634 .0686 .0738 .0793 .08•19 .3 .0907 .0966 .1027 .1089 .ll53 .1218 .1284 .1352 .1420 .1490 .4 .1561 .1633 .1705 .1779 .1854 .1929 .2005 .2082 .2160 .2238 .5 .232 .239 .247 .255 .263 .271 .279 .287 .295 .303 .6 .311 .319 .327 .335 .343 .350 .358 .366 .373 .380 .7 .388 .395 .402 .409 .416 .422 .429 .435 .441 .447 .8 .453 .458 .463 .468 .473 .477 .481 .485 .488 .491 .9 .494 .496 .497 .498 .498 .498 .496 .494 .489 .483 1.0 .463 STEADY UNIFOIL\I FLOW IN OPEN CHANNELS 7-65 Table 7-15. Values of K for Parabolic Channels in the Formula K Q = -m~8~ n D -depth of water T = top width of channel D -.00 T .01 .02 .03 .04 .05 .06 .07 .08 .09 ---------------------- .o 75.59 37.77 25.16 18.85 15.05 12.52 10.71 9.35 8.28 .1 7.43 6.73 6.15 5.65 5.23 4.86 4.53 4.24 3.99 3.76 .2 3.55 3.36 3.19 3.04 2.89 2.76 2.64 2.52 2.42 2.32 .3 2.226 2.140 2.059 1.984 1.912 1.845 1.782 1.72'..: 1.665 1.611 .4 1.560 1.511 1.465 1.421 1.379 1.339 1.301 1.265 1.230 1.197 .5 1.165 1.134 1.105 1.077 1.050 1.024 .999 .975 .952 .929 .6 .908 .887 .867 .848 .829 .811 .794 .777 .761 .745 .7 .730 .715 .701 .687 .674 .661 .648 .636 .624 .613 .8 .601 .590 .580 .570 .560 .550 .540 .531 .522 .514 .9 .505 .497 .489 .481 .473 .466 .458 .451 .444 .438 1.0 .431 Table 7-16. Values of K' for Parabolic Channels in the Formula K' Q = n T"s>o D = depth of water T = top width of channel D .00 .01 T .02 .03 .04 .05 .06 .07 .08 .09 ---------------------- .0 .00035 .00111 .00219 .00353 .00511 .00691 .00891 .01110 .01347 .1 .0160 .0187 .0215 .0245 .0276 .0308 .0342 .0376 .0412 .0448 .2 .0486 .0524 .0563 .0603 .0643 .0684 .0726 .0768 .0811 .0854 .3 .0898 .0942 .0987 .1032 .1077 .1123 .1168 .1215 .1261 .1308 .4 .1355 .1402 .1450 .1497 .15'15 .1593 .1641 .1689 .1737 .1786 .5 .183 .188 .193 .198 .203 .208 .213 .218 .223 .228 .6 .232 .237 .242 .247 .252 .257 .262 .267 .272 .277 .7 .282 .287 .292 .297 .302 .307 .312 .317 .322 ,327 .8 .332 .337 .342 .347 .352 .357 .361 .366 .371 .376 .9 .381 .386 .391 .396 .401 .406 .411 .416 .421 .426 1.0 .431 AGGIELAND BUILDERS, L.L.C. May 3, 2006 Josh Norton 1401 Sebesta Road ,..., College Station, TX 77845 Tel: (979) 693-6699 ,..., Fax : (979) 695-2941 tonyjones@txcyber.com Engineering Department City of College Station 1101 Texas Avenue College Station, TX 77840 Dear Josh, This letter is to confirm Aggieland Builders, L.L.C. is accepting full financial and maintenance responsibility for whatever measures need to be taken to allow our sanitary sewer main extension to operate and comply with State law until the CIP project is extended and the connection is made. The "Steeplechase Sanitary Sewer Main Phase 1" has been brought to the west side of the railroad tracks to an ending man hole. Phase 2 has been bid and approved by the City Council to contract with Elliott Construction to perform all work. Elliott is awaiting the contract from the City of College Station and has confirmed that the necessary tie-in man hole for our off-site sanitary line will be completed within thirty days after start of construction. We anticipate no delay in our connecting to the City's sanitary sewer line but are accepting fu ll responsibility to make all connections to the City Staffs satisfaction. ony J President/Manager Aggieland Builders, L.L.C. MAY -U 4 -2 0 0 6 THU 0 4 : 1 7 PM We i I bo rn SUD FA X No. 979 6901 260 p, 002/002 °Wu.BORN SPECIAL UTILITY DrsTRICT May 5, 2006 Judge Sims 300 East 26°' Street Suite 114 Bryan, Texas 77803 Dear Judge Sims: Board of Directors Jerry Ran•om, Pr11•1denl Gary Spence, Vice Preskhml Charles Robe~on. Treeaurer There Ml Schehrn, Secretary A.P. Boyd Kerineth Qcxxtmen Macy He.ton John Winder Jeck Wln•low The proposed development of twenty-seven duplexes located on IGN Road are within Wellborn Special Utility District's service area. The District will supply water for this subdivision upon completion of the required line ~tension. Should you have any questions or need further information, please do not hesitate to contact me. Sincerely, General Manager Wellborn Special Utility District P.O. Box 250 • 4118 GREENS PRAIRIE Ro .• WHLBORN, TX 77881 • PHONE {979) 690-9799 • FAX (979) 690-1260 0'-2.:f 5-/7,-0' /;;>: z....) AGREEMENT FOR A PRIVATE DRAINAGE EASEMENT FOR THE PURPOSE OF CREATING AW ATER DETENTION AREA STATE OF TEXAS COUNTY OF BRAZOS } } } KNOW ALL MEN BY THESE PRESENTS This agreement for a private drainage easement is entered into by and between David S. Borsack ("Borsack") and Anthony L. Jones ("Jones") on the following conditions: 1. "Jones" agrees to construct at his sole cost a drainage detention pond on a 39.873 acre tract owned by "Borsack" lying and being situated in the Crawford Burnett League -Abstract No. 7, Brazos County, Texas. The 39.873 acre tract being a part of a sixty-three (63) acre tract conveyed by Joseph Machos to F. N. German by deed dated December 10, 1947 recorded in Volume 133 , Page 333 of the Deed Records of Brazos County, Texas (DRBCT). 2. The drainage detention pond is to meet the appropriate governmental standards of the City of College Station and Brazos County. 3. The detention pond proposed to be constructed, per design by Earl Havel for this agreement, should provide adequate storm water detention for the 29.89 acres of the Borsack property. The mowing of the detention pond area will be the responsibility of the owners of the 8.77 acre tract to the south and adjacent of the Borsack tract for a period of three (3) years or until the development, of any kind, has been initiated on the Borsack property, whichever occurs first. 4. Said Private Drainage Easement being more particularly described by metes and bounds as follows: Beginning at Yi'' diameter rod found marking the south comer of said 39.873 acre tract and also marking the west comer of the Las Palomas Subdivision. Same Vz" iron rod also lying on the northeast line of the now or formerly L. J. Kurz Trust No. 2 208.25 acre tract (1562114); Thence N 48 Degrees 49'50" W along the southwest line of said 39.873 acre tract and the northeast line of same L. J. Kurz Trust No. 2 208.25 acre tract for a distance of 145.06 feet to a Vz" diameter iron rod set to mark the west comer of said Private Drainage Easement; Thence N 42 Degrees 51 ' 21" E across same 39.873 acre tract for a distance of 676.76 feet to a Vi" diameter iron rod set to mark the north comer of said Private Drainage Easement; /Cv-J Thence S 47 Degrees 08' 39" E for a distance of 145 .00 feet to a Yi'' diameter iron rod set to mark the east comer of said Private Drainage Easement. Same 'h" diameter iron rod also lying on the southeast line of the aforesaid 29.873 acre tract and the northwest line of aforementioned Las Palomas Subdivision; Thence S 42 Degrees 51' 21 " W along same southeast line on 39.873 acre tract and the northwest line of said Las Palomas Subdivision for a distance of 673.49 feet to the PLACE OF BEGINNING and continuing 2.25 acres of land, more or less. 5. The addresses for notice of the parties hereof are as follows: David S. Borsack 108 Mile Drive College Station, Texas 77845 Anthony L. Jones 1401 Sebesta Road College Station, Texas 77845 6. This agreement shall be governed by the laws of the State of Texas and shall be binding upon the parties hereto and their successors and assigns. EXECUTED effective April {_3 , 2006. STATE OF TEXAS COUNTY OF BRAZOS BY: BY: This instrument was acknowledged before me on by David S. Borsack. This instrument was acknowledged before me on the k day of _..._,rY\iU'-""'""'!v+----' 2006, by Anthony L. Jones. f n ~ (\ I . ~ CHRIS KREMER Notary Public! S!ate of Texas My Comm1ss1on Expires February l 5, 2009 \lJ1\M? t1Wh~ Notary Public, State of Texas