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HomeMy WebLinkAboutWater and Sewer Report Water System Flow Test Report Date: September 21, 2006 Water System Owner: Wellborn Special Utility District Development Project: Meadowcreek Subdivision, Phases 2 & 3 Flow Test Location: FH 3 (near corner of Meredith & Stewart) Nozzle size (in.): 2.5 Discharge Coef: (c): 0.9 Pitot Reading(psi): 58 Flowrate formula: Q=29.84cd2p 112 c=discharge coef. d=orifice size(in) p=pitot pressure(psi) Flowrate (gpm): 1278 computed Pressure Guage Location: Hose Bib on house at Lot 31, Blk 2 (corner of Faircrest& Stewart) Static (psi): 63 Residual (psi): 55 Report prepared by: signature C f Z h111y f V Va. r'1 65923 Kent Laza printed name ° � „ +:- Others present: Steven Cast Sep 21 07 11 : 29a Civil Develoment, Ltd 979-764-7759 p. 2 Water System Flow Test Report Date: September 21,2006 Water System Owner: Wellborn Special Utility District Development Project: Meadowcreek Subdivision,Phases 2 &3 Flow Test Location: FH 3 (near corner of Meredith & Stewart) Nozzle size(in.): 2.5 Discharge Coef: (c): 0.9 12 Pitot Reading(psi): 58 Flowrate formula: Q=29.84ccrp c=discharge coef. d=orifice size(in) p=pitot pressure(psi) Flowrate (gpm): 1278 computed Pressure Guage Location: Hose Bib on house at Lot 31,Blk 2(corner of Faircrest&Stewart) Static(psi): 63 Residual (psi): 55 Report prepared by: signnhure t Kent Laza printed mmne Others present: Steven Cast Exhibit B Water System Flow Test Report Date: November 16, 2006 Water System Owner: Wellborn Special Utility District Development Project: Meadowcreek Subdivision, Phases 2 & 3 Flow Test Location: FH @ corner of Faircrest & Cloud Nozzle size(in.): 2.5 Discharge Coef: (c): 0.9 Pitot Reading (psi): 50 Flowrate formula: Q=29.84cd2p112 c=discharge coef. d=orifice size(in) p=pitot pressure(psi) Flowrate (gpm): 1187 computed Pressure Guage Location: Hose Bib on House at 15133 Faricrest Static (psi): 75 Residual (psi): 72 are Report prepared b : p P p Y /41/2l.,.<__ signature Kent Laza printed name Others present: Steven Cast Exhibit C Meadowcreek, Phases 2 & 3 Water System Analysis Static Flow Conditions Label Elevation Demand Hydraulic Pressure Grade (ft) �gpm) (ft) (psi) MC101 325 0 483.66 68.64 MC102 320 0 483.66 70.81 MC103 322 0 69.94 MC104 322 0 483.66483.66 69.94 MC105 322 0 483.66 69.94 MC106 322 18 483.66 69.94 MC107 315 24483.69 72.98 t MC108 312 18 483.73 74.30 LI MC109 310 0 483.72 75.16 MC110 312 0 483.76 74.31 9_9 13 I MC111 315 10 1 483.73 73.00 MC112 311 21 483.69 74.71 g MC113 305 27 483.64 77.29 MC114 303 0 483.62 78.15 13.5 483.62 78.58 MC115 302 MC116 301 5 1 483.61 79.01 MC118 301 0 483.55 78.98 MC119 301 0 483.53 78.97 MC120 301 0 483.51 78.96 MC121 301 13.5 483.49 78.96 M MC201 # 321 0 483.65 I 70.37' N MC202 322 57 483.65 69.94 ii MC203 323 0 483.65 69.51 a MC204 309 5 483.71 75.59 MC205 308 D 483.71 76.02 O MC301 301 0 483.63 79.02 -Fn MC302 ; 299 54 483.61 79.87 2 MC303 296 0 483.61 81.17 Lowest Pressure in Ph 2&3= 69.51 Note: The lowest pressures shown above represent the most hydraulically remote location in the Ph 2 & 3 systems. The nearest fire hydrant linis MC202. This is the location where a 1000 gpm fire demand is placed for mode mg purposes. Exhibit D Meadowcreek Subdivision, Phases 2 & 3 Water System Analysis - Junction Summary Fire Flow Conditions Hydraulic Label Elevation Demand Grade Pressure (ft) (gpm) (ft) (psi) MC 101 325 0.0 468.87 1 62.25 MC102 320 0.0 468.87 64.41 MC103 322 0.0 469.58 63.85 MC104 322 0.0 469.72 63.91 MC105 322 0.0 470.52 64.26 MC106 322 18.0 470.72 64.34 MC107 315 24.0 474.17 68.86 a MC108 312 18.0 476.73 71.27 MC109 310 0.0 476.57 72.06 u°', MC110 312 0.0 477.86 71.76 MC111 315 0.0 476.73 69.97 m MC112 311 21.0 477.56 72.06 MC113 305 27.0 477.30 74.54 MC114 303 0.0 477.16 75.35 MC115 302 13.5 477.12 75.77 MC116 301 5.0 477.07 76.18 MC118 301 0.0 477.06 76.17 MC119 301 0.0 477.04 76.16 MC120 301 0.0 477.02 76.15 MC 121 301 13.5 477.00 76.15 M MC201 321 0.0 468.17 63.68 MC202 322 1,057.0 467.56 62.97 MC203 323 0.0 467.56 62.54 MC204 309 5.0 476.30 72.38 oeMC205 308 0.0 476.30 72.82 o MC301 301 0.0 476.89 76.10 a MC302 299 54.0 477.03 77.03 2 MC303 296 0.0 477.03 78.32 Lowest Pressure in Ph 2&3= 62.54 Exhibit E me System Subdivision, Phases 2 & 3 Water System Analysis - Pipe Summary Fire Flow Conditions Length Diameter Hazen- Discharge Velocity Label Material Williams C (ft) (in) (gPm) (ft/s) P101 187 12 PVC 150 0.00 0.00 P102 100 8 PVC 150 684.82 4.37 P103 103 8 PVC 150 684.82 4.37 P104 20 8 PVC 150 -684.82 4.37 P105 114 8 PVC 150 684.82 4.37 P106 29 8 PVC 150 684.82 4.37 P107 473 8 PVC 150 -702.82 4.49 P108 330 8 PVC 150 726.82 4.64 Y P110 175 8 PVC 150 0.00 0.00 a P111 118 8 PVC 150 286.63 1.83 3 P112 76 8 PVC 150 1,031.45 6.58 P113 334 8 PVC 150 224.55 1.43 g P114 360 8 PVC 150 203.55 1.30 P115 235 8 I PVC 150 176.55 1.13 P116 75 8 PVC 150 176.55 1.13 P117 122 8 PVC 150 149.55 0.95 1-'4 P118 115 3 PVC 150 13.50 0.61 P119 36 3 PVC 150 13.50 0.61 P120 35 ! 3 PVC 150 13.50 0.61 P121 34 3 PVC j 150 13.50 I 0.61 P201 89 .' 8 PVC 150 684.82 4.37. co '6, P202 149 8 PVC 150 0.00 h 0.00 P203; 959 6 PVC 150 = -37;2.18 4.22 ',,: a P204 158 8-. ,. PVC ' 150 . 286.63 1.83 a P205: 148 f 8 PVC 150 -0.00 000 ;' ` ;P301 880 6 PVC 150 90.55 1.03 , '., P302 212. 6 PUC 150 -90.55 1.03 7 73 P303 103 8 PVC 150 -144.55 0.92 P304 262 8 PVC 150 0.00 0.00 Highest Velocity in Ph 2&3= 4.37 Highest Velocity in System= 6.58 DETENTION FACILITY DESIGN Although a storm water detention facility is not required by Brazos County regulations, a detention pond will be constructed to control the peak discharge from this development such that it is less than or equal to the pre-development peak discharge. The post-development peak discharge values for the existing drainage channel at the southeast property line would increase for the 100-year storm event if there was not a detention pond to control the runoff. Due to the increased runoff from this development, detention ponds are proposed, which will reduce the peak runoff to less than or equal to the pre-development runoff, as the "Post-Development out of Pond 1" data in Table 5.1 shows. TABLE 5.1 —Pre- & Post-Development Peak Discharge Comparison —Detention Pond 1 Design QS Q10 Q25 Q50 Qum Pond 1 (cfs) (cfs) (cfs) (cfs) (cfs) Pre-Development 158 208 287 348 414 Post-Development into Pond 156 203 273 326 386 Post-Development out of Pond 1 147 197 266 319 377 Decrease in Peak Discharge J 11 11 21 29 37 The area-capacity data and the depth-discharge data are provided in Appendix D. The grading for the detention ponds are shown in the construction drawings. The peak flow out of the detention facilities were determined by the HEC-1 program using the depth discharge data for the pond outlet structures as provided in Appendix D. The flow into and out of each pond, as shown in Tables 5.1, 5.2 , 5.3 & 5.4. As shown in Table 5.1, the peak outflow from Detention Pond No. 1 is less than the allowable peak outflow for the design storm event. Additionally, Tables 6.1, 6.2, 6.3 & 6.4 present the maximum water surface in the ponds for each storm event, as well as the amount of freeboard provided. HEC-1 outputs for the pre-development condition were provided in the Phase 1 Drainage Report. The pre-development flows in Table 5.1 are from this HEC-1 output. The post-development HEC-1 outputs are provided in Appendices G through I. Pond 1 The pond outlet structure is a concrete channel which is 10' wide and has a control structure which has 2 openings which are 2' in width and 2' high with a flowline elevation of 293.0. The control structure also has a top crest elevation of 296.5, which allows additional weir flow over the control structure. Also, there is an overflow spillway with a crest elevation of 297.5. This spillway channel has a bottom width of 20', 3H:1 V side slopes and is lined with rock riprap to prevent erosion of the channel. The top of the pond berm is at Elevation 300.0. The grading of the pond and the outlet and spillway details are shown on the grading plans. The outlet structure channel will have dissipater blocks to reduce the velocity of the discharge and rock riprap will be used to prevent erosion. Sewer System Report for Meadow Creek Subdivision, Phases 2 & 3 College Station, Texas November, 2006 Prepared By: Civil Development, Ltd. 2900 Longmire Drive, Suite K College Station, Texas 77845 (979) 764-7743 • • ia-No 4 , s\ l c, \V � General Information Location: Meadowcreek Subdivision, Phases 2 & 3 is located in southern Brazos County, just off Koppe Bridge Road near Wellborn. It is immediately adjacent to Phase 1 of the subdivision. General Note: There are 43 lots in Phase 2 and 36 lots in Phase 3. Phase 3 also includes a small clubhouse consisting of an enclosed meeting room, restrooms and a swimming pool. Some of the lines in this analysis that receive flow from existing and future phases of the subdivision. There are 91 lots in Phase 1 and 146 lots is Phases 4-6 that are incorporated in the flow calculations. Land Use: Single Family Residential Design Criteria Primary Sewer Outfall: 10" line on Stewart Lane that flows directly into the wastewater treatment plant. Domestic Demand: Avg. Pop Density: 2.67 people per lot Average Flow: 100 gpd/cap or 267 gpd per lot Peaking Factor: 4 General Note: The clubhouse and swimming pool area in Phase 3 is counted as two residential lots for modeling purposes. Pipe: PVC D3034 SDR 26 Applicable Exhibits: Exhibit A—Sewer System Schematic Exhibit B—Sanitary Sewer Analysis Spreadsheet Conclusion The sewer system for the Meadow Creek Subdivision, Phases 2 & 3, consists of a series of 6"and 8"lines that tie to an existing 10"line built with Phase 1. The analysis in Exhibit B checks the calculated slope required to pass the estimated flow against the design slope shown on the plans. The spreadsheet indicates the design slope is much greater than the minimum computed slope, so we conclude that the system is more than capable of carrying the anticipated flows from the subdivision. O • ____._ Q.,_. . I __I.,2r.an t.,__!.....,=......,tr_i 11 _- __ Li / CO0 w Gw `- i ........___ __ F I __ w • i ---itis fk v, 11 i 11 c\i 10 11 M C'4w1 WeN C4wx1 I I I Z — w i it I+ cf., 'c --- __ 7-- —• O — ..___ ..___.._......._. i i W I� 3 z li w • N 11 I, 1. ; — ,. ;o w . . N O I I 61 19 • . , , , , , . . • i 1 ,L, . • : . .• L....____.;._____,........ ,...____ .._„„_„__„ ...... ._ .... EXHIBIT MEADOWCREEK, PHASE 2 & 3 *Gm,DEVELOPMENT,La.* 1 A 2900Lg neo 5 ,eK 300 150 0 300 SEWER SYSTEM SCHEMATIC 5"° 77845 l't1 Flo,11929 1ep "` "� SCALE IN FEET - 3 t U O 001r1.0h01_se td 0 a L o ‘n 0o .vl 1 cs!m;00 d -- Q u O10 o -i ,N "; , _. _ >' II o o N1 Ivl.°' !'t �o Qow - — OIcI a LL U o -1 N N,(NI- N N u �U 0'00110, 010 0 U x a ° U 0 !010 O O O C = v y �..U°E o I.. io,oioioI N _ bO -0 v, I O ,O,O'I O O'.. U a ti O ti c co 00 7 17 N c •J I W .o IC aon c QN oo �'�I�lo1oolo. al N 71 U 'a o a 3 0,o1 010 0 O O�--I t t------- 010:0.01010,0.0 u .v 0 4 0 0 o' a 2 w I6II6!d,0',0,0!0L0,O' V N I U m;m m m V t ViV N'' • °' s c;c c c.,1 kr, kr, ,r, v, c ti 0 r;r 1 rlr1N!N r r:'C .° — ,r, v.Iv-,,r, rlr.N N c, i i- �•? 4 4 7 4 1 4 7 1 7. M m mm m m m m' O O O 0 0 0 0 0 o mim m m,m,m m m'm O ' ' 1-J' C .J 1.00 00 00 00 o _N — 1, I I .1.* x 3C v NIG" .-.jv, v v M . 8 o u- 0100 ol,o'—,_,N v, a. u„ U 6 61616 0 0 0 1,0 0 CI? 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O O!O O O 0 0 1 0 m = 10.0 O 010:01 010 O. /� - U 6'6 O O 616!6,6 O 44 CI C /� Fye No v) ,N,m c en VI — v 0 0 O N ,..0 M 0 3 U —1 c o c 00 1 7 r - 1 m w �` 0 0 0 0 0 0 0 o:—. `/ U > 0 0 0 0 0 010 oio, o and co — .- o v co e4 m 0., WV �s 3 � aso CI N C7 -� N m 100 O 44 IV CI sapoN ,r-, v Vl N o c 1 v_ oo et weailsdn woij r.i .61 o_ v . o mold 2ugnquluoD O ^0 v N m o 00 o r o m o Nim N O,00 I,c 00 N N r so V m N 2poN 0 G, N M .4 m• N .7 M N of apoN 4110.41 mold C7 I i 1 le�DJawwoD o a.u 1 padolanapun o a ¢ co co l co l O O l O;o 11 0 1,0 a E1 . g Clwe3al8uis N o u ojoioolo 0010 0, o C7 u CO nd/flU co a o ab Xl!wed al2u!S — a Q 6 0 0 0 0 1 0 1,0 0 0 CD c 0o U 3V/(1Q — a P' C[ (liwe�alguis 0 ¢ 0 0 0 0 O o 0 0 0 U `v N a l0Uuapi3021 N 0 m 00 NJ v o N J O It U 2 J H Water System Report for Meadowcreek Subdivision, Phases 2 & 3 College Station, Texas November 2006 Prepared By: Civil Development, Ltd. 2900 Longmire Drive, Suite K College Station, Texas 77845 (979) 764-7743 4„, 65923 ; ahi,,,...L., , -, ,a,),49— ii//7/©6 QV=`\\ti� 0- mac, General Information Location: Meadowcreek Subdivision, Phases 2 & 3 is located in southern Brazos County,just off Koppe Bridge Road near Wellborn. It is immediately adjacent to Phase 1 of the subdivision. General Note: There are 38 lots in Phase 2 and 36 lots in Phase 3. Phase 3 also includes a small clubhouse consisting of an enclosed meeting room,restrooms and a swimming pool. Land Use: Single Family Residential WATER SYSTEM ANALYSIS Design Criteria Primary Water Supply: Existing 12"line along Koppe Bridge Road. It is connected to Phase 1 by an 8" line. The supply from Phases 2 &3 will connect to that 8" line. Domestic Demand: Avg. Pop Density: 2.67 people per lot Average Flow: 100 gpd/cap or 267 gpd per lot=0.18 gpm per lot Peaking Factor: 4 Peak Flow: 0.74 gpm per lot Design Flow: 1.50 gpm per lot Fire Demand: Fire Flow: 1000 gpm at most hydraulically remote point Pipe: PVC DR-14 C909 Roughness Coeff 150(Hazen Williams) Hydraulic Software: Haestad Methods WaterCAD v.6.0 Existing City System Pressure Tests Flow Hydrant: FH at corner of Faircrest&Cloud Streets Flowrate: 1187 gpm Guage Location: 15133 Faircrest(hose bib on side of house) Static Pressure: 75 psi(173 ft water) Residual Pressure: 72 psi(166 ft water) Applicable Exhibits: Exhibit B—Flow Test Report Water System Analysis Summary As Criteria Required - Designed Location Min. Pressure-.fire(psi) 20 62.54 MC203 * Max. Velocity(fps) 12 4.37 P201 Max. Length of 6"pipe(ft) (connected to > 8"on both 1500 1055 ends) Max Length of 6"pipe(ft) 800 NA (not connected on both ends) Max. Length of 3"pipe CO,) 500 NA Note: The lowest water pressure occurred at MC203. The nearest fire hydrant to that point is at MC202. That is the location where a 1000 gpm fire demand was added for modeling purposes.. Applicable Exhibits: Exhibit A—Water System Schematic Exhibit C—Summary of Results—Domestic Flow Exhibit D - Summary of Results—Fire Flow Conclusion The proposed water system for Meadowcreek Subdivision, Phases 2 & 3 meets or exceeds all of the design criteria for the City of College Station. It will provide adequate water pressure and flow for both domestic and fire demands. 3 _.._ ._.._. ..__..._ _... .. Cl• • • • • ..... __ • • 0 3 r� c1 ` P1A3,,,c'. ,', C s . X 0 — b Z� i i�� -- I ' V i I m:; 11 3 I 3..____.. .._..— (") f7 A C)i .-- 6 P25 \-P2C4 �,Plll�.i LPI_.10__ps n . k 1tl 0 E m 1ti i m \ �j -_. o If n t- '1 i / r--- ___.. 3 r)r 3 0 W ; ,,.0.--,' r ....P117....j,- a CX $184 a '': i! --rb- =.t----- p,.... - '`..11 C) Tu. No. EXHIBIT MEADOWCREEK, PHASE 2 & 3 ler CIVIL DEVELOPMENT La* A X90 Station,° S,P,S 300 150 0 300 WATER SYSTEM SCHEMATIC �` SCALE IN TELT