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Home My WebLink About23 Development Permit 310 Arbors at WPCDRAINAGE COMPUTATIONS for RBORS at WOLF PEN CREEK College Station, Brazos County, Texas Prevared for First Worthing Company c/o: Keller W. Webster 8144 Walnut Hill Lane, Suite 550, LB-6 Dallas, Texas 75231 Telephone: (214) 739-8141 Prepared by: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone: {409) 846-2688 *Revised: November, 1995 * DRAINAGE COMPUTATIONS for ARBORS at WOLF PEN CREEK College Station, Brazos County, Texas P rep a red for First Worthing Company .· c/o: Keller W. Webster 8144 Walnut Hill Lane, Suite 550, LB-6 Dallas , Texas 75231 Telephone : (214) 739-:8141 Prepared by.· *Revised: DRAINAGE COMPUTATIONS for ARBORS AT WOLF PEN CREEK College Station, Brazos County, Texas * Revjsed: November, 1995 * SUMMARY The project js situated off Holleman Drive and Lassje Lane jn College Station, Brazos County, Texas. It js the intended site for the Arbors at Wolf Pen Creek Apartment Complex to be estabHs hed wjthln the bounds of the 8.49 acre tract. The total drainage area tributary to the project is 9.90 acres. The pre-development run-off coefficjent was estimated to be 0.40. A conservative estimate of the post-development run-off coefficient, incorporating the nature of the site improvements planned, was taken to be 0.75 across the entire site. The site has been broken up into four (4) areas for drainage analysis purposes . (See Site Plan.) Run-off from three (3) of these drainage areas, a total of 7.63 acres of the property, is collected and empties into a proposed underground storm sewer. This pipe will flow into Wolf Pen Creek, an improved primary channel of the City of College Station's drainage network Surface drainage generated on the remaining 2.27 acres will "free-flow" off site. By incorporating the underground storm sewer, the run-off flows to the adjacent property will actual ly be less than before development. The majority of the water will bypass surface flow and be collected directly into the proposed underground conduit entering Wolf Pen Creek approximately 300 feet away. The computations are as follows: based on the total tributary drainage area of the project being estimated at 9 .90 acres, the pre-development run-off coefficient being assumed at 0.40, and a minimum time of concentration of 10 minutes, the relative pre-development peak discharge rate ("Q") was determined. The Rational Method was utilized to compute the estimated peak pre- development discharge rates. The equation tl1at represents the Rational Method is as follows: Q = CIA. "Q" is the peak discharge rate in cubic feet per seco nd, "C" is the run-off coefficient, assumed to be 0.40 in the pre-development condition, "I" is the storm intensity in inches per hour, and "A" is the area of the corresponding basin in acres. Based on the same tributary area of 9.90 acres, tl1e post-development run-off coefficient being assumed at 0.75, and a minimum time of concentration of 10 minutes, the relative post- development peak discharge rate ("Q") was determined using the same minimum time of concentration of 10 minutes. The Rational Method was again employed to compute the estimated peak post-development discharge rates. The form ula is as follows: Q = CIA, where; "Q" is the peak discharge rate in cubic feet per second. "C" is the run-off coefficient, in the post-development condition "C" is assumed to be 0.75, "I" is the storm intensity in inches per hour, and "A" is the area of the corresponding basin in acres. The comparison between the peak pre-development discharge rate and post-development discharge rate is included. Also the corresponding volumes are approximated by simply determining the volumes generated from the difference of the pre-development and post-development hydrographs. See the appendix for pre-development and post-development hydrographs. Please note that the post-development hydrographs show no detention. Initially, drainage computations are broken down into surface run-off ("free-flow") and the total flow entering the storm sewer. From the "inflow" rate and time of concentration (10 minutes minimum), hydrographs were compiled to graphically represent flow concentrations. (See Appendix.) The hydrographs are triangular in shape and are based on the standard SCS unit hydrograph with time to peak set equal to the time of concentration and the total time base set at 3.00 times the time of concentration. (Please note that a 30 minute total storm event duration was utilized exclusively throughout this report.) Tabulations of the pre-development hydrograph and the post-development hydrograph graphing ordinates are also included in addition to the hydrographs themselves. (See Appendix.) The total post-development mn-off entering the proposed underground conduit is further broken down into three sections according to the corresponding sewer inlet (See attached Site Plan.) A comparison of pre-development and post-development run-off for each of these sections is provided. Inlet 1 collects flow from a 3.62 acre section of the site. Inlet 2 and Inlet 3 drain water off the remaining 1.57 acres and 2.44 acre sections, respectively. Storm sewer inlets and total pipe diameter are sized according to peak flow rates for the 100-year storm event and are shown in more detail in the Storm Sewer Capacity Calculations section of this report. The proposed configuration consists of a 30" R.C.P. running between Inlets 1 & 2 followed by a 36" R.C.P. between Inlets 2 & 3 and continuing on to the Wolf Pen Creek Channel. In closing, total post-development peak discharge from the site is less than the pre-development due to the incorporation of the underground storm facilities. The subsequent peak post-development surface discharge rates and velocities projected are well within reasonable limits and should not present any problems downstream. The proposed underground conduit is sized to readily handle 100-year storm peak flow conditions and provide effective transport of the runoff to the Wolf Pen Creek. Determine Total er:~-Develo~ment .. . .. -_, Peak Storm Water ~Discharge Rates ~' Tributary Area ("A"): 9.90 Acres Pervious Area: 9.90 Acres Impervious Area : 0 .00 Acres Run-Off Coefficient ("Cwt "): 0.40 Time Of Concentration ("T/c"): Woodlands: Low Elevation : High Elevation: Distance (Feet): Slope (%Grade): Velocity ("Vw"): Time : Pastures : Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vp"): Time: Pavements: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vpave"): Time : Total Travel Time: Hourly Intensity Rates ("I "): 2-Year: 6.33 5-Year: 7 .69 10-Year: 8.63 25-Year: 9.86 50-Year: 11 .15 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2-Year: 25 .05 5 -Year: 30.46 10-Year: 34 .19 25-Year: 39 .05 50-Year: 44.14 100-Year: 46 .09 c = 0.40 C= 0 .90 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0 .00 0 .00 0 .00 0 .00 Feet I Second 0.00 Minutes 0.00 0.00 0 .00 0 .00 0 .00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second DetermineTotal Post-development Peak Storm Water Discharge (No Detention) Tribu tary Area ("A "): 9.90 Acres Pervious Area : 3.00 Acres Impervious Area : 6.90 Acres Run-Off Coefficient ("Cwt "): 0 .75 Time Of Concentration ("T/c"): 1 O Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8.63 25-Year: 9.86 50-Year: 11 .15 100-Year: 11 .64 Peak Discharge Rate ("Q "): 2-Year: 46 .88 5-Year: 57.00 10-Year: 63 .98 25-Year: 73 .07 50-Year: 82.60 100-Year: 86.25 Compa rison of Total Pre development and Post-development Peak Discharge Rates c = 0.40 C= 0 .90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cub ic Feet I Second Cubic Feet I Second Cubic Feet I Second Predevelopment Post-Development Increase 2-Year: 25 .05 Ft3/sec 46 .88 Ft3/sec 21.83 Ft3/sec 5-Year: 30.46 Ft3/sec 57 .00 Ft3/sec 26 .54 Ft3/sec 10-Year: 34 .19 Ft3/sec 63 .98 Ft3/sec 29 .79 Ft3/sec 25-Year: 39 .05 Ft3/sec 73.07 Ft3/sec 34 .02 Ft3/sec 50-Year: 44.14 Ft3/sec 82 .60 Ft3/sec 38.46 Ft3/sec 100-Year: 46 .09 Ft3/sec 86 .25 Ft3/sec 40 .16 Ft3/sec Preliminary Estimate of Runoff Flow Volumes 2-Year : 21 .83 Ft3/sec x (30 Min . x 60 Sec . I 2 ) = 19 ,644 Cubic 5-Year: 26 .54 Ft3/sec x (30 Min . x 60 Sec . I 2 ) = 23 ,886 Cubic 10-Year: 29 .79 Ft3/sec x (30 Min . x 60 Sec . I 2 ) = 26 ,810 Cubic 25-Year: 34 .02 Ft3/sec x (30 Min. x 60 Sec . I 2 ) = 30 ,620 Cubic 50-Year: 38.46 Ft3/sec x (30 Min. x 60 Sec. I 2 ) = 34,613 Cubic Feet Feet Feet Feet Feet 100-Year: 40 .16 Ft3/sec x (30 Min . x 60 Sec . I 2 ) = 36,140 Cubic Feet Determine Post-Development "Free-Flow" Peak Storm Water0Discliarge -· ~ ,,, Tributary Area ("A"): 2 .27 Acres Pervious Area : 0.90 Acres Impervious Area : 1.37 Acres Run-Off Coefficient ("Cwt"): 0.75 Time Of Concentration ("T/c"): 10 Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8.63 25-Year: 9.86 50-Year: 11 .15 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2-Year: 10.77 5-Year: 13.10 10-Year: 14.70 25-Year: 16.79 50-Year: 18 .98 100-Year: 19 .82 * Sheet Flow to Adjacent Propery C= 0.40 C= 0.98 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Determine Post-Development. Total Flow Underground Into Wolf Pen Creek Tributary Area ("A"): 7 .63 Acres Pervious Area: 2 .35 Acres Impervious Area: 5 .28 Acres Run-Off Coefficient ("Cwt"): 0 .75 Time Of Concentration ("T/c"): 10 Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7 .69 10-Year: 8.63 25-Year: 9 .86 50-Year: 11.15 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2-Year: 36.01 5-Year: 43 .79 10-Year: 49.15 25-Year: 56.13 50-Year: 63.45 100-Year: 66 .25 c = 0.40 C= 0 .90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Determine Pre-Development Peak Storm Water Discharges for 0utlet 1 Tributary Area ("A"): 3.62 Acres Pervious Area : 3 .62 Acres Impervious Area : 0.00 Acres Run-Off Coefficient ("Cwt"): 0.40 Time Of Concentration ("T/c"): Woodlands: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vw"): Time : Pastures: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vp"): Time : Pavements: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vpave"): Time: Total Travel Time: Hourly Intensity Rates ("I"): 2-Year: 6.33 5 -Year: 7.69 10-Year: 8.63 25-Year: 9.86 50-Year: 11 .15 100-Year: 11.64 Peak Discharge Rate ("Q"): 2-Year: 9.16 5-Year: 11 .14 10-Year: 12 .50 25-Year: 14.28 50-Year: 16.14 100-Year: 16.85 c = 0.40 C= 0.90 0.00 0.00 0.00 0.00 0.00 Feet I Second 0 .00 Minutes 0.00 0.00 0.00 0.00 0 .00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0 .00 0 .00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Determine Post-development Peak Storm Water Discharge for Outlet 1 Tributary Area ("A"): 3.62 Acres Pervious Area: 1.10 Acres c = 0.40 C= 0 .90 Impervious Area : 2.52 Acres Run-Off Coefficient ("Cwt"): 0.75 Time Of Concentration ("T/c"): 1 o Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.33 Inches I Hour 5-Year: 7.69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11 .15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 17 .13 Cubic Feet I Second 5-Year: 20 .83 Cubic Feet I Second 10-Year: 23.38 Cubic Feet I Second 25-Year: 26 .70 Cubic Feet I Second 50 -Year: 30 .19 Cubic Feet I Second 100-Year: 31 .52 Cubic Feet I Second Comparison Of Predevelopment And ~··· Post-developmenf Peak Discharge Rates Predevelopment Post-Development Increase 2-Year: 9 .16 Ft3/sec 17.13 Ft3/sec 7.97 Ft3/sec 5-Year: 11 .14 Ft3/sec 20.83 Ft3/sec 9.69 Ft3/sec 10-Year: 12 .50 Ft3/sec 23.38 Ft3/sec 10.88 Ft3/sec 25-Year: 14 .28 Ft3/sec 26. 70 Ft3/sec 12.43 Ft3/sec 50-Year: 16 .14 Ft3/sec 30 .19 Ft3/sec 14 .05 Ft3/sec 100-Year: 16 .85 Ft3/sec 31.52 Ft3/sec 14 .67 Ft3/sec Determine Pre-Development Peak Storm Wate r Discharges for Outlet 2 Tributary Area ("A "): 1.57 Acres Pervious Area: 1.57 Acres Impervious Area : 0 .00 Acres Run-Off Coefficient ("Cwt"): 0.40 Time Of Co ncentrat ion ("T/c"): W oodland s: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocit y ("Vw"): Time : Pastures: Low Elevation: High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vp"): Time : Pavements: Low Elevation : High Ele vation : Distance (Feet): Slope(% Grade): Velocity ("Vpave "): Time : Total Travel Time : Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7 .69 10-Year: 8.63 25-Yea r: 9.86 50 -Year: 11.15 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2-Year: 3.97 5-Year: 4 .83 10-Year: 5.42 25-Year: 6.19 50-Year: 7 .00 100-Year: 7 .31 c = 0.40 C= 0.90 0 .00 0 .00 0 .00 0 .00 0 .00 Feet I Second 0 .00 Minutes 0.00 0.00 0.00 0 .00 0.00 Feet I Second 0 .00 Minutes 0.00 0 .00 0.00 0 .00 0.00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Sec o nd Cubic Feet I Second Cubic Feet I Second Cubic Feet I Secon d Cubic Feet I Second Determine Post-development Peak Storm Water Discharge for Outlet 2 Tributary Area ("A"): 1.57 Acres Pervious Area : 0.46 Acres c = 0.40 C= 0.90 Impervious Area : 1.11 Acres Run-Off Coefficient ("Cwt"): 0.75 Time Of Concentration ("T/c"): 1 O Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.33 Inches I Hour 5-Year: 7.69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11.15 Inches I Hour 100-Year: 11.64 Inches I Hour Peak Discharge Rate ("Q "): 2-Year: 7.48 Cubic Feet I Second 5-Year: 9.10 Cubic Feet I Second 10-Year: 10.21 Cubic Feet I Second 25-Year: 11.67 Cubic Feet I Second 50-Year : 13 .19 Cubic Feet I Second 100-Year: 13 .77 Cubic Feet I Second Comparison Of Predevelopmer:it And --- Post-development ,Peak Discharge Rates Predevelopment Post-Development Increase 2-Year: 3.97 Ft3/sec 7.48 Ft3/sec 3.51 Ft3/sec 5-Year: 4 .83 Ft3/sec 9.1 O Ft3/sec 4 .27 Ft3/sec 10-Year: 5.42 Ft3/sec 10.21 Ft3/sec 4. 79 Ft3/sec 25 -Year : 6.19 Ft3/sec 11 .67 Ft3/sec 5.47 Ft3/sec 50-Year: 7.00 Ft3/sec 13 .19 Ft3/sec 6.19 Ft3/sec 100-Year: 7.31 Ft3/sec 13 .77 Ft3/sec 6.46 Ft3/sec Determine Pre-D~yelopment Peak Storm Water Disctiarges for Outlet 3 Tributary Area ("A"): 2.44 Acres Pervious Area: 2.44 Acres Impervious Area : 0 .00 Acres Run-Off Coefficient ("Cwt"): 0.40 Time Of Concentration ("T/c "): Woodlands: Low Elevation: High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vw"): Time : Pastures: Low Elevation : High Elevation: Distance (Feet): Slope (%Grade): Velocity ("Vp"): Time : Pavements: Low Elevation : High Elevation: Distance (Feet): Slope (%Grade): Velocity ("Vpave"): Time : Total Travel Time: Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8.63 25-Year: 9.86 50-Year: 11 .15 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2-Year: 6.17 5-Year: 7.51 10-Year: 8.43 25-Year: 9.62 50-Year: 10.88 100-Year: 11 .36 c = 0.40 C= 0 .90 0.00 0.00 0.00 0 .00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0 .00 0.00 0.00 Feet I Second 0.00 Minutes 0 .00 0.00 0.00 0 .00 0.00 Feet I Second 0.00 Minutes 10 .00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Determine Post-development Peak Storm Water Discharge for Outlet 3 Tributary Area ("A"): 2.44 Acres Pervious Area: 0 .74 Acres c = 0.40 C= 0.90 Impervious Area : 1.70 Acres Run-Off Coefficient ("Cwt"): 0 .75 Time Of Concentration ("T/c"): 1 O Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6 .33 Inches I Hour 5-Year: 7 .69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11.15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 11.55 Cubic Feet I Second 5-Year: 14.05 Cubic Feet I Second 10-Year: 15.77 Cubic Feet I Second 25-Year: 18.01 Cubic Feet I Second 50-Year: 20 .36 Cubic Feet I Second 100-Year: 21 .25 Cubic Feet I Second Comparison Of Predevelopment And Post-development Peak Discharge Rates • Predevelopment Post-Development Increase 2-Year: 6.17 Ft3/sec 11 .55 Ft3/sec 5 .38 Ft3/sec 5-Year: 7 .51 Ft3/sec 14.05 Ft3/sec 6.54 Ft3/sec 10-Year: 8.43 Ft3/sec 15. 77 Ft3/sec 7 .34 Ft3/sec 25-Year: 9 .62 Ft3/sec 18.01 Ft3/sec 8 .38 Ft3/sec 50-Year: 10.88 Ft3/sec 20.36 Ft3/sec 9.48 Ft3/sec 100-Year: 11 .36 Ft3/sec 21.25 Ft3/sec 9.89 Ft3/sec Storm Sewer Capacity Calculations 1.) DETERMINE STORM SEWER INLET SIZE: Q = CLH3/2 (Weir Equation) Where, C = Weir Coefficient = 3.0 H = Drop Height at Opening = 10.00 inches = 0.833 feet Q = Flow Rate (ft3/s) L = Weir Length (width of opening in feet) 100-Year Storm Peak Flow Rates (Q): Q at Inlet 1 = 31.52 ft3/s (cubic feet per second) ...J Controfs Q at Inlet 2 = 13 .77 ft3/s (cubic feet per second) Q at Inlet 3 = 21.25 ft3/s (cubic feet per second) Solve for Weir Length (ft): Note: Inlet 1: I L = Q/CH3/2 = 31.52 I (3.0 * (10/12) 312) L = 13 .81 feet --5(fquirei L = 15.00 feet --Prowfuf (3 rectangular box inlets @ 5' width each) Inlet 2: I L = Q/CH3/2 = 13.77 I (3.0 * (10/12) 312) L = 6.03 feet --5(fquiretf L = 10.00 feet --Provitfetf (2 rectangular box inlets @ 5' width each) Inl et 3: I L = Q/CH312 = 21.75 I (3.0 * (10112) 3/2) L = 9.31 feet --5(fquiretf L = 10.00 feet --Provitfetf (2 rectangular box inlets @ 5' width each) Water at these storm sewer inlets will be less than 6 inches deep. The inlets are sized according to design flows for the I 00-Year storm conditions. Even at Inlet I, with the highest flowrate, the inlets provide capacity beyond the flows expected with the 100- year storm event and will not overflow the curb. /'-4>" I NORMAL TRAVERSE s.DPE .:·.):::_.-.. :·: ... ·:./··:~:--· ::-.· .. ,_: -: .... ·:_·.:: ~r .... ~ :' : : --,f. . . .. . . .. -4 · , .. . . . . . . . -.· .... .. . . . . •' . '·. : .. 4 ... . . . ... . . . : .d : .... . : . . . . .I ••. ·p •. ·. -...1....:.·Jo...' • . ~ THROAT DETAIL N!.S. ·. "-1 · .... t ...... . ·.: > ~ · ...... . 2.) DETERMINE PIPE SIZE: Q = ( 1.486 In) A R213 Sll2 Where, 0013 n = Manning's Coefficient (for concrete=~) R = Hydraulic Radius (ft) -d/4 for round, full pipe S = Pipe Slope (feet per feet) Q = Flow Rate (ft3/s) A = Cross-Sectional Area of Flow (ft2) -IT fll4 At Inlet 1: Q = 31.52 ft3/s --'l{f,quired 24" R .C .P . @ 2.00 % slope ==} 31.99 ft3/s -../ 24" R.C.P.(Velocity) ==} 10 .19 ft/s 30" R.C.P. @ 0.60 % slope ==} 31.77 ft3/s -../ --ProvUfetf 30" R.C .P.(Velocity) ==} 6.47 ft/s At Inlet 2: Q = 31.52 ft3/s + 13.77 ft3/s = 45.29 ft3/s --!l{f,quiretf 30" R.C.P. @ 2.00 % slope ==} 58.01 ft3/s 30" R.C.P.(Velocity) ==} 11.81 ft/s 30" R.C.P. @ 1.50 % slope ==} 50.24 ft3/s -../ 30" R.C.P.(Velocity) ==} 10 .2 3 ft/s 36" R .C.P. @ 0 .60 % slope ==} 51.66 ft3/s -../ --Provided 36" R.C.P.(Velocity) ==} 7.31 ft/s At Inlet 3: Q = 31.52 ft3/s + 13.77 ft3 /s + 21.25 ft3/s = 66.54 ft3/s --'l{f,quiretf 30" R.C .P . @ 2.00 % drop ==} 58.01 ft3/s Note: 30" R.C.P.(Velocity) ==} 11.81 ft/s 30" R.C.P. @ 3.00% drop ==} 64.85 ft3/s 30" R.C.P.(Velocity) ==} 13.21 ft/s 36" R.C.P. @ 1.00% drop ==} 66.70 ft3/s -../ --Provided 36" R.C.P.(Velocity) ==} 9.43 ft/s All pipe sizing meet capacities above the projections for the 100-year storm flow conditions and velocities remain less than 10. 0 ftls in pipe sections. APPENDIX Pre-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0 .00 0.00 1 2.51 3.05 3.42 3.91 4.41 4 .61 2 5.01 6.09 6.84 7.81 8.83 9.22 3 7.52 9.14 10.26 11 .72 13.24 13.83 4 10.02 12 .19 13.68 15.62 17.66 18.44 5 12 .53 15 .23 17.10 19.53 22.07 23 .05 6 15.03 18 .28 20 .52 23.43 26.49 27.65 7 17.54 21 .32 23.93 27 .34 30.90 32 .26 8 20 .04 24 .37 27.35 31.24 35 .32 36 .87 9 22 .55 27.42 30.77 35.15 39.73 41.48 Peak=> 10 25.05 30.46 34.19 39.05 44.14 46.09 11 23 .80 28 .94 32.48 37.10 41 .94 43 .79 12 22.55 27.42 30 .77 35.15 39.73 41.48 13 21 .30 25.89 29 .06 33.19 37.52 39 .18 14 20.04 24 .37 27 .35 31.24 35.32 36 .87 15 18 .79 22 .85 25 .64 29.29 33.11 34 .57 16 17.54 21 .32 23.93 27 .34 30.90 32.26 17 16 .28 19.80 22 .23 25 .38 28 .69 29 .96 18 15 .03 18 .28 20 .52 23.43 26.49 27.65 19 13 .78 16 .75 18.81 21.48 24.28 25 .35 20 12 .53 15.23 17 .10 19 .53 22 .07 23.05 21 11.27 13 .71 15.39 17.57 19 .87 20.74 22 10.02 12.19 13 .68 15.62 17.66 18.44 23 8.77 10.66 11 .97 13 .67 15.45 16.13 24 7.52 9.14 10.26 11.72 13.24 13.83 25 6.26 7.62 8.55 9.76 11.04 11 .52 26 5.01 6.09 6.84 7.81 8.83 9.22 27 3.76 4.57 5.13 5.86 6.62 6.91 28 2.51 3.05 3.42 3.91 4.41 4 .61 29 1.25 1.52 1.71 1.95 2 .21 2 .30 30 0.00 0.00 0.00 0.00 0.00 0.00 Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 4.69 5.70 6.40 7.31 8.26 8.62 2 9.38 11.40 12.80 14.61 16.52 17.25 3 14.06 17.10 19 .19 21.92 24.78 25.87 4 18.75 22.80 25 .59 29.23 33.04 34.50 5 23.44 28.50 31 .99 36.54 41.30 43 .12 6 28.13 34 .20 38.39 43 .84 49 .56 51 .75 7 32.82 39 .90 44.79 51 .15 57 .82 60.37 8 37.50 45 .60 51.19 58.46 66.08 69 .00 9 42.19 51 .30 57 .58 65.77 74.34 77.62 Peak=> 10 46.88 57.00 63.98 73.07 82.60 86.25 11 44.54 54 .15 60.78 69.42 78.47 81 .93 12 42 .19 51.30 57.58 65.77 74.34 77.62 13 39 .85 48.45 54.38 62.11 70.21 73.31 14 37 .50 45 .60 51.19 58.46 66 .08 69 .00 15 35.16 42 .75 47.99 54.81 61.95 64.68 16 32.82 39 .90 44.79 51.15 57.82 60.37 17 30.47 37 .05 41.59 47.50 53.69 56 .06 18 28 .1 3 34 .20 38.39 43.84 49.56 51.75 19 25.78 31.35 35 .19 40 .19 45.43 47.44 20 23.44 28 .50 31.99 36 .54 41.30 43 .12 21 21 .10 25 .65 28 .79 32 .88 37.17 38 .81 22 18.75 22 .80 25 .59 29 .23 33 .04 34.50 23 16.41 19 .95 22 .39 25.58 28 .91 30.19 24 14.06 17.10 19.19 21 .92 24.78 25 .87 25 11.72 14.25 16.00 18 .27 20 .65 21.56 26 9.38 11.40 12.80 14.61 16.52 17.25 27 7.03 8.55 9.60 10.96 12.39 12.94 28 4.69 5.70 6.40 7.31 8.26 8.62 29 2.34 2.85 3.20 3 .65 4 .13 4 .31 30 0.00 0.00 0.00 0.00 0.00 0.00 Post-Development "Free-Flow" Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 1.08 1.31 1.47 1.68 1.90 1.98 2 2.15 2.62 2.94 3.36 3.80 3.96 3 3.23 3.93 4.41 5.04 5.69 5.95 4 4.31 5.24 5.88 6.72 7.59 7.93 5 5.39 6.55 7.35 8.40 9.49 9.91 6 6.46 7.86 8.82 10.07 11.39 11.89 7 7.54 9.17 10.29 11.75 13.29 13.87 8 8.62 10.48 11.76 13.43 15.18 15.85 9 9.69 11.79 13.23 15.11 17.08 17.84 Peak=> c:· 10 10.77 13.10 14.70 16.79 18.98 19.82 11 10.23 12.44 13.97 15.95 18.03 18.83 12 9.69 11.79 13.23 15.11 17.08 17.84 13 9.16 11.13 12.50 14.27 16.13 16.84 14 8.62 10.48 11.76 13.43 15.18 15.85 15 8.08 9.82 11.03 12.59 14.23 14.86 16 7.54 9.17 10.29 11.75 13.29 13.87 17 7.00 8.51 9.56 10.91 12.34 12.88 18 6.46 7.86 8.82 10.07 11.39 11.89 19 5.92 7.20 8.09 9.23 10.44 10.90 20 5.39 6.55 7.35 8.40 9.49 9.91 21 4.85 5.89 6.62 7.56 8.54 8.92 22 4.31 5.24 5.88 6.72 7.59 7.93 23 3.77 4.58 5.15 5.88 6.64 6.94 24 3.23 3.93 4.41 5.04 5.69 5.95 25 2.69 3.27 3.68 4.20 4.74 4.95 26 2.15 2.62 2.94 3.36 3.80 3.96 27 1.62 1.96 2.21 2.52 2.85 2.97 28 1.08 1.31 1.47 1.68 1.90 1.98 29 0.54 0.65 0.74 0.84 0.95 0.99 30 0.00 0.00 0.00 0.00 0.00 0.00 Post-Development Flow Routed Through Storm Sewer Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 3.60 4 .38 4 .91 5.61 6.35 6.63 2 7.20 8.76 9.83 11 .23 12 .69 13.25 3 10.80 13.14 14.74 16.84 19 .04 19.88 4 14.40 17.51 19 .66 22.45 25.38 26.50 5 18 .01 21 .89 24 .57 28.07 31 .73 33.13 6 21 .61 26 .27 29.49 33.68 38.07 39.75 7 25 .21 30.65 34.40 39.29 44.42 46.38 8 28 .81 35.03 39.32 44 .91 50.76 53 .00 9 32.41 39.41 44 .23 50.52 57.11 59.63 Peak=> 10 36.01 43.79 49.15 56.13 63.45 66.25 11 34 .21 41.60 46.69 53.33 60.28 62 .94 12 32.41 39.41 44 .23 50.52 57.11 59 .63 13 30.61 37.22 41 .78 47 .71 53.93 56.31 14 28.81 35.03 39 .32 44.91 50.76 53.00 15 27 .01 32.84 36 .86 42.10 47.59 49 .69 16 25 .21 30 .65 34.40 39.29 44.42 46 .38 17 23.41 28.46 31 .95 36.49 41 .24 43 .06 18 21 .61 26 .27 29.49 33 .68 38 .07 39.75 19 19 .81 24 .08 27 .03 30 .87 34 .90 36.44 20 18 .01 21.89 24 .57 28 .07 31.73 33.13 21 16.20 19 .70 22 .12 25 .26 28 .55 29 .81 22 14.40 17.51 19 .66 22.45 25 .38 26 .50 23 12 .60 15.33 17.20 19 .65 22.21 23 .19 24 10 .80 13.14 14.74 16 .84 19.04 19.88 25 9 .00 10.95 12 .29 14.03 15 .86 16.56 26 7 .20 8.76 9.83 11 .23 12 .69 13.25 27 5.40 6.57 7.37 8.42 9.52 9.94 28 3 .60 4.38 4 .91 5.61 6.35 6.63 29 1.80 2.19 2.46 2.81 3 .17 3 .31 30 0.00 0.00 0.00 0.00 0.00 0.00 ... GI Q.. -GI GI ...... 50 .00 45 .00 40 .00 35.00 Total Pre-Development Vs. Total Post-Development (N o Detention) Peak Discharge Rates 2-Year Storm Event . 2 ~ 30 .00 -----+--#----t------r--~----r--------t--------j ..0 c 8 8 25.00 ------+1-----:------r---~~--------t--------1 ....., GI GI Cl) 20 .00 +----1-+---7'<----+-----""o,..:::+-----+-~---t------1 2" _g 15.00 ~ 10 .00 +-----:;f---++-----+-----+------t----"'""'-o::,--------+~------l Ci 5.00 ~,_,,C---+-----+-----+-----+-----+~.,,--:"""'----1 0 .00 ~--_ ...... ___ ....., ___ _.., ___ _., ___ __., ___ ~ 0 5 10 15 20 25 30 Time (Minutes) ---Pre-Development Hydrograph ---Tota l Post-Development Hydrograph a; Total Pre-Development Vs . Total Post-Development (No Detention) Peak Discharge Rates 5-Year Storm Event Q.. 50 .00 ~----+---_,_-+--~--+-----+-----+------! -GI GI ~ ,..,. 40.00 1------+-----,~--+-----!--"'lio.:-----+---~---~ ·-,, ..0 c 8 8 30 .00 ...-----v----:7t'--,;;;:-----+------=""'-'f------l--------J ....., GI GI Cl) 2" 20 . 00 '1'-------,,._-t--T-'-----+-----+---=.......,,.---+-___::!io...:---l--------J 0 .c ~ 10 .00 ,.--,.~~-t------r-----r-----t-----'=-...=--i--"'~------j Ci 0 5 10 Pre-Development Hydrograph 15 20 25 30 Time (Minutes) ---Post-Development Outflow Hydrograph Without Detention 70 .00 ... 60.00 Cl) a.. -Cl) 50.00 Cl) u.. 0 ........ :a -g 40 .00 :::J 0 (.) 0 30 .00 ....... Cl) Cl> Cl) O> ... 20 .00 0 .s::. 0 I/) 10 .00 a 0 .00 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 10-Year Storm Event 5 10 15 20 25 Time (Minutes) 30 ---Pre-Development Hydrograph ---Post-Development Outflow Hydrograph Without Detention 80.00 ... 70.00 Cl) a.. -60.00 Cl) Cl) u.. .2 ~ 50 .00 ..0 c 8 8 40 .00 ....... Cl> Cl> Cl) 30 .00 O> ... 0 20.00 ..c 0 I/) a 10.00 0 .00 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 25-Year Storm Event 5 10 15 20 25 Time (Minutes) 30 Pre-Development Hydrograph Post-Development Outflow Hydrograph Without Detention 90 .00 ... 80 .00 Cl> 0.. -70.00 Cl> Cl> 60.00 LL. 0 ....... ·-'O .g c 50 .00 0 ~ ~ 40 .00 Cl> (/) O> 30 .00 ... 0 ..c 20 .00 0 U) i:5 10 .00 0.00 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates SO-Year Storm Event 5 10 15 20 25 Time (Minutes) 30 ---Pre-Development Hydrograph ---Post-Development Outflow Hydrograph Without Detention Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 100-Year Storm Event (6 80.00 ------;----:r--;-~...,_--t-------T------+-------i 0.. 10 .00.....--.'"7'---t-----t-----t----+----,,....-=-~----i o .oo ..----------+----------+----------+----------+----------+-------~ 0 5 10 ---Pre-Development Hydr ograph 15 20 25 30 Time (Minutes) ---Post-Development Outflow Hydrograph Wit hout Detention GARRETT ENGINEERING . . . , COlmJt.TillG EIGlll!DDIG & LAllD sm1V!Y1NG ..._ ~ CREB PARKWAY, SUllE 1a. 8AYAll, TEXAS 171a. (481l ....ml · ( .. ) 14&-21114 TO : e_f >. 1\5t ctv\S k?reA Jha QL u We Are Sending You: .L Herewith _ Under Scp:ume Cover The Followin g: Copies Dare Description Remnrk.-;: cc: RL:CCl\'t:d [3 y : ---------------- E ~I GI ~IEE RI ~I G CONSUL TING ENGINEERING & LAND SURVEYING 4444 CARTER CREEK PKWY, SUITE 108 BRYAN, TEXAS 77802 1409> 846-26881409> 846-3094 November 10, 1995 Veronica Morgan, P.E. Assistant City Engineer Department of Development Services P .O. Box 9960 College Station, Texas 77842-0960 RE: REVISIONS TO DRAINAGE REPORT FOR ARBORS AT WOLF PEN CREEK, COLLEGE STATION, BRAZOS COUN1Y, TEXAS. Dear Veronica, I wanted to let you know that the comments to the drainage report for the a bove referenced project that we discussed earlier this week have been addressed and are reflected in this latest submittal. The storm sewer calculations are consistent with latest plans and show proposed Inlets 2 and 3 to have one extension each providing a total of 10.0 feet of inlet length at these respective loca tions. (Your copies of the plans do not show the Inlet 2 change yet, but the originals have all been modified.) Initially, the storm sewer design called for all three inlets to have two extensions each (providing 15.0 feet of inlet length at each). However, in considering the lower expected flows at Inlets 2 & 3 and other factors, the plans were changed to show Inlets 2 & 3 with only one extension each. I am including the pages you redlined to facilitate your review. The letter mentioned concerning the issue of "no detention" will be following shortly. Also, if this submittal is s a tisfactory, it would helpful to have a ny old copies that you do not need ret urned to us. Thank you . Respectfully Submitted , Lisa R. Hagerman Garrett Engineering DRAINAGE COMPUTATIONS for ARBORS at WOLF PEN CREEK College Station, Brazos County, Texas Prepared for First Worthing Company c/o: Keller W. Webster 8144 Walnut Hill Lane, Suite 550, LB-6 Dallas, Texas 75231 Telephone: (214} 739-8141 Prepared by: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone: (409} 846-2688 *September, 1995 * • DRAINAGE COMPUTATIONS for ARBORS at WOLF PEN CREEK College Station, Brazos County, Texas Prepare d for First Worthing Company c/o : Keller W. Webster 8144 Walnut Hill Lane, Suite 550, LB -6 Dallas , Texas 75231 Telephone: (214) 739-8141 Prepared by: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan , Texas 77802 Telephone: (409) 846-2688 *September, 1995 * DRAINAGE COMPUTATIONS for ARBORS AT WOLF PEN CREEK College Station, Brazos County, Texas * September, 1995 * SUMMARY The project is situated off Holleman Drive and Lassie Lane in College Station, Brazos County, Texas. It is the intended site for the Arbors at Wolf Pen Creek Apartment Complex to be established within the bounds of the 9.90 acre tract. The total drainage area tributary to the project is 9.90 acres. The pre-development run-off coefficient was estimated to be 0.40. A conservative estimate of the post-development run-off coefficient, incorporating the nature of the site improvements planned, was taken to be 0.75 across th e entire site . No detention will be necessary for this project. The site has been broken up into four (4) areas for drainage analysis purposes. (See Site Plan.) Run-off from three (3) of these drainage areas, a total of 7 .63 acres of the property, is collected and emptys into a 30" underground storm sewer. This pipe will flow into Wolf Pen Creek, an improved primary channel of the City of College Station's drainage network. Surface drainage generated on the remaining 2.27 acres will "free-flow" across the project site unmetered to downstream adjacent properties. By incorporating the underground storm sewer, the run-off flows to the adjacent properties will actually be less than before development. The majority of the water will bypass surface flow and be collected directly into the 30" pipe and enter Wolf Pen Creek approximately 300 feet away. The computations are as follows: based on the total tributary drainage area of the project being estimated at 9.90 acres , the pre-development run-off coefficient being assumed at 0.40, and a minimum time of concentration of 10 minutes, the relative pre-development peak discharge rate ("Q") was determined. The Rational Method was utilized to compute the estimated peak pre- development discharge rates. The equation that represents the Rational Method is as follows: Q = CIA. "Q" is the peak discharge rate in cubic feet per second, "C" is the run-off coefficient, assumed to be 0.40 in the pre-development condition, "I" is the storm intensity in inches per hour , and "A" is the area of the corresponding basin in acres. Based on the same tributary area of 9.90 acres, the post-development run-off coefficient being assumed at 0.75, and a minimum time of concentration of 10 minutes, the relative post- development peak discharge rate ("Q") was determined usin g the same minimum time of concentration of 10 minutes. The Rational Method was again employed to compute the estimated peak post-development discharge rates . The formula is as follows : Q = CIA, where; "Q" is the peak discharge rate in cubic feet per second. "C" is the run-off coefficient, in the post-development condition "C" is assumed to be 0.75, "I" is the storm intensity in inches per hour, and "A" is the area of the corresponding basin in acres. The comparison between the peak pre-development discharge rate and post-development discharge rate is included. Also the corresponding volumes are approximated by simply determining the volumes generated from the difference of the pre-development and post-development hydrographs. See the following pages for pre-development and post-development hydrographs. Please note that the post-development hydrograph shown on these same graphs assumes no detention. Initially, drainage computations are broken down into surface run-off ("free-flow") and the total flow entering the storm sewer. From the "inflow" rate and time of concentration (10 minutes minimum), hydrographs were compiled to graphically represent flow concentrations. The hydrographs are triangular in shape and are based on the standard SCS unit hydrograph with time to peak set equal to the time of concentration and the total time base set at 3.00 times the time of concentration. (Please note that a 30 minute total storm event duration was utilized exclusively throughout this report.) Tabulations of the pre-development hydrograph and the post-development hydrograph graphing ordinates are included as well as the hydrographs themselves. In the following pages, the total post-development run-off entering the 30" pipe is further broken down into three sections according to the corresponding sewer inlet. (See attached Site Plan.) A comparison of pre-development and post-development run-off for each of these sections is provided. Inlet 1 collects flow from a 3.62 acre section of the site. Inlet 2 and Inlet 3 drain water off the other 1.57 acres and 2.44 acre sections, respectively. Storm sewer inlets and total pipe diameter are sized according to peak flow rates for the 100-year storm event and are shown in more detail in the Storm Sewer Capacity Calculations section. In closing, total post-development peak discharge from the site is less than the pre-development due to the incorporation of the underground storm facilities. The subsequent peak post-development surface discharge rates and velocities projected fall easily within reasonable limits and should not present effect any downstream . Storm Sewer Capacity Calculations 1.) DETERMINE STORM SEWER INLET SIZE: Q = CLH3/2 (Weir Equation) Where, C = Weir Coefficient = 3.0 H = Drop Height at Opening = 10.00 inches = 0.833 feet Q = Flow Rate (ft3/s) L = Weir Length (width of opening in feet) 100-Year Storm Peak Flow Rates (Q): Q at Inlet 1 = 31.52 ft3/s (cubic feet per second) ..../ Cantrof.s Q at Inlet 2 = 13.77 ft3/s (cubic feet per second) Q at Inlet 3 = 21.25 ft3/s (cubic feet per second) Solve for Weir Length (ft): Inlet 1: I L = Q/CH312 = 31.52 I (3.0 * (10/12) 3/2) L = 13.81 feet --2?.f,quirei L = 15.00 feet --Provitfei (3 rectangular box inlets @ 5' width each) Inlet 2: I L = Q/CH312 = 13.77 I (3.0 * (10/12) 312) L = 6.03 feet --2?.f,quirei '2. L = 15.00 feet --Provitfei Cf rectangular box inlets @ 5' width each) l..-:=-\O· ~ ~ Inlet 3: I "°" ----.. .. ¥ \~ L = Q/CH3/2 = 21.75 I (3.0 * (10112) 3/2) L = 9.3lfeet --2?.f,quirei z. L = 15.00 feet --Provitfei cjrectangular box inlets @ 5' width each) L..:: \0.(X) ~ Note: Water at these storm sewer inlets will be less than 6 inches deep. The inlets are sized according to designflowsfor the 100-Year storm conditions. Even at Inlet 1, with the highest flowrate, the inlets provide capacity beyond the flows expected with the 100-year storm event and will not overflow the curb. 2.) DETERMINE PIPE SIZE: Q = ( 1.486 In) A R213 s112 Where, n = Manning's Coefficient (for concrete= 0.0013) R = Hydraulic Radius (ft) -d/4 for round, full pipe S = Pipe Slope (feet per feet) Q = Flow Rate (ft3/s) A = Cross-Sectional Area of Flow (ft2) -ncf2;4 At Inlet 1: Q = 31.52 ft3/s --~quiretf 24" R.C.P. @ 2.00 % slope => 31.99 ft3/s -../ 24" R.C.P.(Velocity) => 10 .19 ft/s 30" R.C.P. @ 0.60 % slope => 31.77 ft3/s -../ --ProvUfei 30" R.C.P.(Velocity) => 6.47 ft/s At Inlet 2: Q = 31.52 ft3/s + 13 .77 ft3/s = 45.29 ft3/s --~quirei 30" R.C.P. @ 2.00% slope => 58.01 ft3/s 30" R.C.P.(Velocity) => 11.81 ft/s 30" R.C.P. @ 1.50 % slope => 50.24 ft3/s -../ 30" R.C.P .(Velocity) => 10.23 ft/s 36" R.C.P. @ 0.60 % slope => 51.66 ft3/s -../ --ProvUfei 36" R.C.P.(Velocity) => 7.31 ft/s At Inlet 3: Q = 31.52 ft3/s + 13.77 ft3/s + 21.25 ft3/s = 66.54 ft3/s --~quirei 30" R.C.P. @ 2.00 % drop => 58.01 ft3/s 30" R.C.P.(Velocity) => 11.81 ft/s 30" R .C.P. @ 3.00 % drop => 64 .85 ft3/s 30" R.C.P.(Velocity) => 13.21 ft/s 36" R .C.P. @ 1.00 % drop => 66.70 ft3/s -../ --ProvUfea 36" R.C.P.(Velocity) => 9.43 ft/s Note: AU pipe sizing meet capacities above the projections for the 100-year storm flow conditions and velocities remain less than 10.0 ft.Is in pipe sections. CITY OF COLLEGE STATION November 29, 1995 Don Garrett Garrett Engineering Post Office Box 9960 1101 Texas Avenue Colleg~ Station, Texas 77842-9960 (409) 764-3500 4444 Carter Creek Pkwy, Suite 108 Bryan, Texas 77802 re: Arbors Drainage Report Dear Don, We have completed the review of the above referenced report . The report submitted addresses our previous redline comments. The report is complete and accepted. Thank you for your work on this project.· ~ncerely, "· ~~ 1/n -/ · · · ~{J}tl{(. \ ~ Veronica J org~, Assistant City Engineer cc: Samantha Smith, Engineering Assistant Kent Laza, City Engineer Shirley Volk, Development Coordinator Keller Webster t/i=i1e o:\dev _ ser\v\arbordrg .doc Home of Texas A&M University er ~~-Ip ~ (j_A., • ~RBORS AT WP= ;;;t)<J \;1..Ul\ ~ !>~~ Case #95-505 -~~fo~~ wl~ID~ Punch List for Drainage Development Permit <~·IO') Item s remainingprior to issuance of drainage developm ent permit : (1) Irrigation demands in gallons per minute so that staff can size the necessary meters . (2) Payment for all water and sanitary sewer taps . Once the irrigation demands are submitted , staff will size all meters for the development and provide a total cost to the applicant. (3) Five copies of the revised landscape plan to attach to each complete building plan set. (4) Fire flows for the entire site . If fire flow calculations show the 6" water line loop is adequate, plans will not need to be revised . If fire flow calculations show inadequate flow or pressure, revised water line plans will have to be submitted and another five day review process . If any redlines are made , they will be returned for correction and will have to be resubmitted for another five day review time. (THIS FIVE DAY TURNAROUND TIME APPLIES TO ALL PLANS THAT ARE SUBMITTED FOR REVIEW .) (5) Approved civil plans for the site . Staff is currently revi ewing the revised plans submitted by Garrett Engineering on Wednesday, October 25 , 199 5 (late afternoon). (6) Complete drainage information for the entire site. Final drainage report . (Staff still does not know how high the water will stand in the parking lot.) Erosion control plan . Notice of Intent (Copy of the NOI that has been compl eted and sent to the Environmental Protection Agency .) (7) A site plan showing the proposed contours and retaining wall details . (8) Drainage development permit application and fees . (The application fee is $100 and the subdivision inspection fee is $300 .) (9) Parkland dedication fees ($225 x 172 dwelling units = $3 8, 700). (10) Off-site public drainage easements dedicated to the City and filed for record with the Brazos County Clerk's Office . IF ANY OF THE ABOVE INFORMATION AFFECTS THE BUILDING PLANS FOR THE SITE, REVISED BUILDING PLANS MUST BE SUBMITTED AND APPROVED BY STAFF PRIOR TO ISSUANCE OF A DRAINAGE DEVELOPMENT PE RMIT. Natalie Thomas 10 -26-95 1 ARBORS AT WPC Case #95-505 Punch List for Drainage Development Permit Items remaining prior to issuance of drainage developm ent permit: (1) Irrigation demands in gallons per minute so that staff can size the necessary meters. (2) Payment for all water and sanitary sewer taps . Once the irrigation demands are submitted, staff will size all meters for the development and provide a total cost to the applicant. (3) (4) (5) (6) (7) (8) F ive copies of the revised landscape plan to attach to each complete building plan set. Fire flows for the entire site. If fire flow calculations show the 6" water line loop is adequate, plans will not need to be revised . If fire flow calculations show inadequate flow or pressure, revised water line plans will have to be submitted and another five day review process . If any redlines are made, they will be returned for correction and will have to be resubmitted for another five day review time . (THIS FIVE DAY TURNAROUND TIME APPLIES TO ALL PLANS THAT ARE SUBMITTED FOR REVIEW.) Approved civil plans for the site. Staff is currently reviewing the revised plans submitted by Garrett Engineering on Wednesday, October 25, 1995 (late afternoon). Complete drainage information for the entire site . Final drainage report . (Staff still does not know how high the water will stand in the parking lot.) Erosio ~ co-ntrof pla n.-> ----=-c~ Notice of Intent (Copy of the NOI that has been completed and sent to the Environmental Protection Agency .) A site plan showing the proposed contours and retaining wall details . ~~r /1 vi wr:; {p Drainage development permit application and fees . (The application fee is $100 -aAEI tAe -!mbd i V"isigA ffis~ectien fee is $390 ~ ~ nA~ Gf Jt4 II nof ~rr' iCe.\.(,(e • '" (9) Parkland dedication fees ($225 x 172 dwelling units = $3 8, 700). ( 10) Off-site public drainage easements dedicated to the City and filed for record with the Brazos County Clerk's Office . IF ANY OF THE ABOVE INFORMATION AFFECTS THE BUILDING PLANS FOR THE SITE, REVISED BUILDING PLANS MUST BE SUBMITTED AND APPROVED BY STAFF PRIOR TO ISSUANCE OF A DRAINAGE DEVELOPMENT PERMIT. Natalie Thomas 10-26-95 .. ,.. ...... -............ _ ............... __ ~ ...... _ .. ,_. __ .. -'-.-h '.' ~ ~~ w ~t ~~~~H'-~· f~ · " f ( • ,, ...... -•. -_.., NP DES FORM &EPA See Reverse for Instructions Form Approved. a-No. 2040-00e6 United States Environmental Protection Agency Washington . DC 20460 Notice of Intent (NOi) for Storm Water Discharges Associated with Industrial Activity Under the NPDES General Permit Submission of ttiis Notice of Intent constitutes notice that the party identified in Section I of th is form intends to be authorized by a NPDES permit issued for storm water discharges associated with industrial activity in the State identified in Section II of ttiis form . Becoming a perminee otlligates such disdlarger to comply wrtti the terms and conditions of the permit. All NECESSARY INFORMATION MUST BE PROVIDED ON THIS FORM. . I. Facility Operator Information Addr3SS : City: II. Facility/Site Location Information Name: City : I lite Activity Information &u, 1 cc,E, State: GfiO, Status ot Owner/Operator. ZIP Code: t7 16 ·Z ,3, I I -I Is the Facility Located on I l 1 I Indian lands? (Y or N) I \J I I 10umt&t. 6:::1-Sectioo . b:::J ToMWli!': I , , Rm:ue. I ....45'40peratorName: ICd iTL'G a,F, Ca,c 1L1FC16 6iTiAwl ,o,f',L rt'iEiX1Ao Receiving Water Body: If You are Filing as a Co-pemiittee, Enter Storm Water General Permit Number: SIC oc Designated Adivity Code : Primary: k:: 01 If This Facility is a Member of a Group Application , Enter Group Application Number: If You Have Other Existing NPDES Permits, Enter Permit Numbers: 2rld . I ---f IV . Additional Information Required for Construction Activities Only Project Start Date : 11 , I lo, I l'1 61 Print Name: Signature : EPA F0<m 3510~ (6·92) Completion Date: 11,110,111,ca Estimated Area to be Disturbed (in Acres): I I I I I Are There Ex. ~ ~ . Is the Facility Required to Submit [] Ouan1itative D~. (Y or N) ~ Monitoring Oata? (1. 2 . or 3) 3rd . 4111. Is the Storm Water Pollution Prevention Plan in Compliance with State and/or LocaJ ~ .. "'-' _.___.___.__.,__,I Sediment and Erosion Plans? (Y or N) @ Printed on Recycled Paper ln81ructlons -EPA Fonn 3S1CH; Nollc:e Of lnlenl (NOi) For Stonn Water Olsch.mrges Auoa.ted Wtth lnduetrUll Acttvtty To Be Covered Under The NPOES General Permtt Who Muet File A Notice Of tnlent (NOi) Fonn Federal law al "40 CFR Part 122 prohibits point source discharges of storm water associated with industrial aCIMty to a water body(ies) of the U.S. without a National Pollutant Q;scnarge Elimination System (NPOES) permit. The operator ol an industrial aCIMty that has sucti a Slorm water discharge muSI submit a NOi to obtain coverage under the NPOES Storm Water ~ Permit. It you have questions about whether you need a permit under the NPOES Storm Water program. or if you need information as to whether a particular program is administered by EPA or a state agency , contact the Storm Wale< Hotline at (703) 821...a23 . WMre To Ate HOC Fonn NOls muSI be S«it to the lollowing address: Stonn Watllf Notio8 ol Intent PO Box 1215 Newington. VA 22122 Completing The Form You muSI type or prinl. using upper-case letters. in the appropriate areas only . Please place each character betwMn the matt<s . Abbreviate if necessal)' to stay withirl the number of ctiaracters allowed for each item. Use one space tor breaks between words . but not tor punduation maiils unless they are needed to clarify your response . tt you have any questions on this form. call the Storm Watllf Hotline at (703) a21...a23. Section I Flldttty Opere!OI' lnfonMtlon GiYe the legal name of· the person. firm . public organization . or any other entity that operates the facifity or site described in this application . The name of the operator may or may not be the same as the name of Ille lacitily. The responsible party is the legal entity that controls the facility's operation . rather than the ptanl or site manager. Do not use a coHoquial name. Enler the complete address and telephone number of the operator. Enler the appropriate letter to indicate the legal status of the operator of the facility . F •Federal S •Stale M • Public (other than federal or state) P. Private Section a F lldltty/Slte L.ocetloa Information Enler the facility's or site's officiaJ or legal name and complete Slreet address . including city, Stale . and ZIP code . It the facility or site tacks a S1reet address . indicate the state . the latitude and longitude of the facility to the nearest 15 seconds. or the quarter. section . township. and range (to the nearest quarter section) ol the approximate center of the site. Indicate whether the facifity is located on Indian lands. s.ctlon Ill Site Activity Information It the storm water dischaf985 to a municipal separate storm -sySlem (MS4). enter the name of the operator.of the MS4 (e .g ., municipality name. county name) and the receiving water of the discharge from the MS4 . (A MS4 is defined as a conveyance or system of conveyances (induding roads with drainage syslems. municipal streets. catch basins. curbs . gutters, ditches. man-made channels. or storm drains) ttla1 is owned or operated by a state . city. town . borough. eounly, parish. diSlrict. association. or other pubjic body which is designed or used tor coltecling or conveying s1orm water.) If the facility dischaf98S Slorm wale< directly to receiving wate<(s ), enter the name of the rec:eMng water. It you are filing as a co-permittee and a storm water oeneraJ permit number has been issued. enter that number in the space provided . Indicate whether or not the owner or operator of the facility has existing quantitative data that represent the Characteristics and concentration of polfulants in storm water disehatges. Indicate whether the facility is required to submit monitoring data by en1ering one of the fOllOWIOg : . 1 • Not required to submit monitonng data : 2 • Required to submit monitonng data ; 3 • Not required to SUbmrt monrtonng data: submitting certification lor monitonng exdu5'on Those lacilities that must submit monitoring data (e .g .. choice 2) are : Sec1aon 313 EPCRA facilities : primary metal industries: land disposal units/inoneratorSIBIFs : wood treatment facilities : facilities with coal pile runoff: and , battery reclaimers . List. in descending order of significance. up to four 4-dig1t standard in dustrial dassification (SIC) codes that best describe the principal products or services provided at the facifity or site identified in Section II of ttiis application . For industrial activities defined in "40 CFR 122.26(b)(1"4)(i)·(•i) that do not have SIC codes that a=iratety describe the principal products produced or services provided . the following 2-dlaracler codes are to be used: HZ • Hazardous wasle trealmenl storage. or disposal faci~ties . induding those that are operating under interim status or a permit under subtitle C ol RCRA [-40 CFR 122.26 (b)(14)(iv)J ; LF • Landfills. land application sites. and open dump$ that receive or have received any industrial was18S, including those that are subject to regulation under sublitle 0 ol RCRA (40 CFR t22.26 (b)(1"4)(v)); SE • Steam etectric power generating facifities . induding coal handling sites (-40 CFR 122.26 (b)(1"4)(vii)J ; TW • T reatrnenl wonts treating domestic sewage or any other sewage s!udge or waSlewater treatment device or sySlem . used in the storage , treatment, recycling . and reclamation of municipal or domestic sewage (40 CFR 122 .26 (b)(I 4)(ix)J; or. CO • Cons1ruction activities [-40 CFR 122.26 (b)(1"4)(x)). It the facility listed in Section II has participated in Part 1 of an approved storm water group application and a group number has been assigned. enter the group application number in the space provided. If there are other NPOES permits presently issued for the facility or site listed in Section II. list the permit numbe~. It an application for the facility has been sut>mined but no permit number has been assigned. enter the application number. Sec:tlon IV Addttlonal lnfonMtlon Required fOf' CQnstruct1on Actlvtttea Only Construction activities must complete Section IV in addition to Sections I through Ill. Only construction ac1ivities need to complete Section IV. Enter the project start date and the estimated completion date for the entire de-<elopment plan. Provide an estimate of the total number of acres of the site on which soil will be disturtled (round to the nearest acre). Indicate whether the storm water pollution prevention plan for the site is in compliance with approved sute and/or tocal sediment and erosion plans. permits, or S1orm water management plans. Federal statules provide for severe penalties tor submitting false information on this application form . Federal regulations require this application to be signed as follows : For a corporation: by a responsible corporate officer. which means : (i) president. secrvtal)'. treasurer. or vice-president of the corporation in charge of ·.a principal business function, or any ott.. person whO performs similar poticy or decision making functions. or (ii) the manager of one or more manufacturing • production . or operating facilities employing more than 250 persons or having gross annual sales or expenditures exceeding $25 million (in second-quarter 1980 dollars), if authOrity to sign documents has been assigned or delegated to the manager in accordance with corporate procedU<es ; For a partMHship or sole proprietorship: by a general partner or the proprietor : or For a municipality. state, Federal, or other public facility: by either a principal executive officer or ranking elected official. Public reporting burden tor this application is estimated to average 0 .5 hours per application. including time tor reviewing instructions. searching exisbng data sources . gathering and maintaining the data needed. and completing and reviewing the collectJOn of information. Send comments regarding the burden estimate. any other aspect of the coHectJon of in1ormation. or suggestions for improving this form . including any suggestions which may increase or reduce this burden to : Chiel . Information Polley Branch . PM -223 . U .S . Environmental Protection Agency . 401 1.4 Street. SW . Washington . DC 2CM60 . or Director. Office of lnformabon and Regulatory AHaars . Office of Managemen1 and Budget. Washington . DC 20503 . October 26, 1995 Ms . Natalie Thomas City of College Station Development Services l l 0 l Texas A venue South College Station, Texas 77840 LINDA TYCHER & ASSOC IATES Ldndscape Arch1t ecrt ire RE: ARBORS AT WOLF PEN CREEK Dear Ms. Thomas : Per yo ur request, the following is the calculation of gallons per day , information received from Mr. Stephen Berkenbile, registered irrigator, state of Texas : 1.)Av . -\' . \2 l. 2. 3. (3) -2" irrigation meters . s ' \ ~ &. v-. 4. 5. 6. (3)-18 station controllers (one per meter) (60) -G .P.M. (gallons per minute) per zone (1,080) -G.P.M. per controller x 3 controllers (3,2 40) -G.P .M . - 3 controllers 0 ~' x:.,11' el r \9 \) r ~ . J.i" \ ~ _;, t x'f-~ rA. . 7. 8 . 9. 10 . l 0 minute water duration per zone (32,400) gallons/day for 10 minute water cycie system runs 3 times per week (usually maximum, sometimes far less) 32,400 x 3 = 97 ,200 gal./day -7-7 = 13 ,886 average gal./day this system will utilize Please let me know if we can provide any further information. Sincerely, LT/pr cc: Mr. Keller Webster, First Worthing Company I 14 I I N (L'l llf.1 1 Expre '>>W c1\ S1 •l[C V Oall.:i'>. I c~,J '> /';./'13 Phone (21 1 J /'JO 1210 V" r li" V\J ,, \\'\, 100"" ;;-Ir ~(,t. 'JY' ~~L\ l_, .Pf!\ ~ x: -~ ~ .,f\ \\ ef' . \l ~ ~ ~ G '(0 ~rf1 ~ ~~ «o< <( --<l' fl? «-i\ }~'' ~ /{'Q ti \ ~ \0~ ~ \(J ~ Li\jl' Q -I'~~· frJ ~ ;11 J:~~ '-l~ A-1 ' - {6·~~ ~ CITY OF COLLEGE STATION Engineering Division c,owL-,v -1. oK -t-2 .oj = 1..., ~ C6)vLl.?n 1. D(o-f-2 .(Y7 ~ Z Lt vi.vi~ ~o .. 2.Dt/ .f 'Z .C)S ~ -ztA ~ SfZe,s ::> ·u.h~n/ratr~le ~ ~r "7?in-v 1 c k,, .-t e:r -is -h ~ (J.J t, ; di i ~ t P vs'rv~ " 0 /\ ti 4 'i we_ are rccordance_ w171, v~ ... 4.rl-t-1.it ::z: 2 11~ ~ tm.--0o .. /,lo+'3·b~ = 2"dl(f/z,"~ A 1 1z/t4/cu;. E i'I G I i'I EE RI i'I G CONSUL TING ENGINEERING & LAND SURVEYING 4444 CARTER CREEK PKWY, SUITE 108 BRYAN, TEXAS 77802 (4091846-2688 C4091 846-3094 October 23, 1995 Veronica Morgan, P.E. Assistant City Engineer Department of Development Services P.O. Box 9960 College Station, Texas 77842-0960 RE: WATER (DOMESTIC) AND SANITARY SEWER LoADING FOR ARBORS AT WOLF PEN CREEK, COLLEGE STATION, BRAZOS COUNTY, TEXAS. ' Dear Veronica, Enclosed herewith are computations projecting the peak loading for water (domestic) and sanitary sewer for the above referenced project. Sanitary Sewer Loading will be calculated based on a direct 1: 1 ratio between water (domestic) usage and sanitary sewer discharge. The project calls for 292 bedrooms yielding a total occupancy of 292 persons at an assumed standard average of one (1) person per room. However, considering the nature of the project and the fact that College Station is a college town, it seems both reasonable and safe to double the design occupancy value to an average of two (2) persons per bedroom. Therefore, a more realistic determination of 584 occupants is used in the calculations. At 100 gallons per day design usage, 584 occupants equates to 58,400 gallons per day. Peaking 58,400 gallons per day by a factor of three (3) yields 175,200 gallons per day or 0 .271 cubic feet per_V second peak fl oW" rate. (121.67"gallons per minute) It is anticipated that a six (6) inch diameter water line will "loop" through the project connecting to the existing eight (8) inch diameter water line running along the northwest side of Holleman Drive. Utilizing Manning's Equation. Flow Rate = (l .486/n)(AR213 S 112), full flow capacity of a six (6) inch diameter water line is estimated at 0.397 cubic feet/second at a mean velocity of 2.02 ft/sec. Please note that the slope of the aforementioned six (6) inch diameter water line was assumed to be 0.005 ft/ft or 0.50% grade. The actual flow capacity will be much higher as the flow will be "pressurized". It can be seen from the data presented above that a six (6) in diameter water line will be more than adequate for the anticipated domestic flows . . . ~ r,,.. ... f , . Sanitary Sewer Loading is directly proportionate t o the domestic water flow with the exception of infiltration. An a d ditional 10 % of the calculated d omestic water peak fl ow rate will be added to the peak b ase fl ow and used to determined the peak discharge rate for sanitary sewer loading. 0 .271 ft3/sec + (0 .271) x (0 .0 1) = 0 .298 ft3 /sec. V Please note that the above computed discharge has been peaked by a factor of three (3 ). Water demands for determining meter sizes are tabulated as follows: BUILDING FIXTURE/UNITS GALLONS/MINUTE 1.1 0 256 80 1.11 ,/ 2 5 6 80 c 2 .04/ 2 5 6 80 2.05 .-' 2 5 6 80 ~I 2 .07 " 2 5 6 80 ti 2.0 9 I ~ 2 5 6 80 3 .03 76 38 4 .12 ./ 3 0 4 85 5.0 1 ./ 19.5 19.6 7.0 6 " 332 <S~ ~85 7.0 8 ' 332 ~~ 85 \I\ If) No te: Conversions from Fixture/ Units to Gallons per Minute from enclosed Table Fl02. /t1erG w II I k ho /;J~her<;I AUt'rd; ' fo 1iLelf e.r /)J eJt?5fe;. ~ lh15 see-m$ !cw f;r P111 t1{{c.e /p(JI ( d 1'.g , .. Y/O w~?h1 ~,. ? If !Cf.(, Is to~;> A o/tt''~ Vu o v I d /'C.Q\J M (}re., ti c,c,,urtfl kl7 . , • I TABLE F102 TABLE FOR ESTIMATING DEMAND ....., ......... ...,_, •• ..., lar ....., ....... , ........ ...,lor Aull!T ... """"*- La9d o.nw..t La9d Denw>d cw......, (Gellolw per (CUlllc-(W_....., (Glllalw,. (CUlllc- Allln~I ........ ) ,. ........ ) ADnUnllal ........ ) ,. ..... ) 1 , 3 .0 0 .04104 ... 2 5.0 0.0684 3 6 .5 0 .86892 4 8 .0 1.06944 5 9 .4 1.256592 5 15.0 2.0052 6 10.7 -1 .430376 6 17 .4 2.320032 7 11 .8 1.5n424 7 19.8 2.646364 8 12.8 1.71 1104 8 22.2 2.967696 9 13.7 1.831416 9 24.6 3.288528 10 14.6 1.951728 10 27.0 3.&>936 11 15.4 2.058672 11 27.8 3.71~ 12 16.0 2.13888 12 28.6 3.823248 13 16.5 2.20572 13 29.4 3.!0>192 14 17.0 2.27256 14 30.2 4.037136 15 17.5 2.3394 15 3 1.0 4.14406 16 18.0 2.90624 16 31 .8 4.241024 17 18.4 2.459712 17 32.6 4.357968 18 18.8 2.513184 18 33.4 4.464912 19 19.2 2.566656 19 34.2 4.571856 20 19.6 2.620128 20 35.0 4.6788 25 21 .5 2.87412 25 38.0 5 .07984 30 23.3 3.114744 30 '42.0 5 .61356 35 24.9 3.328632 35 44.0 5 .88192 40 26.3 3.515784 40 46.0 6 .14928 45 27.7 3.702936 45 48.0 6.41664 50 29.1 3.890088 50 50.0 6.684 60 32.0 4.2m6 60 54.0 7.21872 70 v..J.U 4.6788 70 58.0 7.75344 Ill 38.0 5 .07984 Ill 61 .2 8.181216 00 41 .0 5 .48088 00 64 .3 8.595624 100 43.5 5 .81508 100 67.5 9.0234 120 48.0 6 .41664 120 73.0 9.75864 140 52.5 7.0182 1"40 n.o 10.29336 160 57.0 7.61976 160 81 .0 10.820 1/l) 61 .0 8 .15448 11l> 85.5 11 .42964 200 65.0 8 .6892 200 00.0 12.0312 225 70.0 9.3576 225 95.5 12.76644 250 75.0 10.0260 250 101 .0 13.50168 275 ll>.O 10.6944 275 104.5 13.96956 300 85.0 11 .3628 300 100.0 14.43744 400 105.0 14.0364 400 127.0 16 .97736 500 124.0 16.57632 500 143.0 19.11624 750 170.0 22.7256 750 1n.o 23.66136 1000 200.0 27.80544 1000 200.0 27.80544 1250 239.0 31 .94952 1250 239.0 31 .94952 1500 269.0 35.95992 1500 269.0 35.95992 1750 297.0 39.70296 1750 297.0 39.70296 2000 325.0 43.446 2000 325.0 43.446 2500 31l>.O 50.7984 2500 31l>.O 50.7984 3000 433.0 57.88344 3000 433.0 57.88344 4000 535.0 70.182 4000 525.0 70.182 5000 593.0 79.27224 5000 593.0 79.27224 204 Standard Plumbing Code/01991 - FILE NOTE Date : August 21 , 1995 To : File Arbors of Wolf Pen Creek Case #95-505 From: Steve Homeyer # Graduate Engineer After speaking with Jon Mies of the fire department about the placement of fire lanes, he was concerned about the possibility of the Arbors complex having a security entrance in the future . If this were the case, then all radii in the complex would have to be designed to accommodate the ladder truck. Also, he and I noticed that there were not enough fire hydrants to adequately protect the complex. I spoke with Edward Stefoniak of WSI Architects about the fire lanes and faxed him a copy of the layout Jon and I created . I also mentioned the security entrance and he stated that the idea had surfaced but the owners did not feel it would be necessary due to the complex being occupied primarily by college students . I then indicated that if there were plans to install security gates, then they would need to be addressed at this time . I also told him of the need to either see if they could move the hydrants around to insure protection or simply add another one somewhere around building 1.11 . cc: Veronica Morgan, Asst. City Engineer Jane Kee, City Planner Shirley Volk, Development Coordinator DEVELOPMENT PERMIT PERMIT NO . 310R Arbors at Wolf Pen Creek FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Tract 97 of the Morgan Rector League SITE ADDRESS: 301 Holleman Drive East OWNER: Arbors at Wolf Pen Creek Partners 8144 Walnut Hill Lane, Suite 550 Dallas, Texas 75231 DRAINAGE BASIN: Wolf Pen Creek, Channel Reach #3 TYPE OF DEVELOPMENT: This permit is valid for all site construction associated with the approved plans . Any trees required to be protected by ordinance must be completely fenced before any operations of this permit can begin . 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 existing city streets or infrastructure due to heavy machinery and/or equipment. 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 . Administrator/Representative Date~ ' Date { rit11~ Date DEVELOPMENT PERMIT PERMIT NO . 310 Arbors at Wolf Pen Creek FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Tract 97 of the Morgan Rector League SITE ADDRESS: 301 Holleman Drive East OWNER: Arbors at Wolf Pen Creek Partners 8144 Walnut Hill Lane, Suite 550 Dallas , Texas 75231 DRAINAGE BASIN: Wolf Pen Creek, Channel Reach #3 TYPE OF DEVELOPMENT: This permit is valid for grubbing and clearing only . Any trees required to be protected by ordinance must be completely fenced before any operations of this permit can begin . 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 existing city streets or infrastructure due to heavy machinery and/or equipment. This permit, being temporary, is valid only within si xty (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 . Contractor Date .- Figure XII Development Permit City of College Station, Texas A.rekit;;t/r Engineer: W~~~/~G; 7 / Contractor: /:;i5I )do~, IJ, Date Application Filed : #K Application is hereby made for the following development specific waterway alterations : 0 Application Fee 0 Signed Certifications 0 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . 0 Site and Construction Plans, with supporting Drainage Report two (2) copies each. 0 Other: ~---------------------------~ ACKNOWLEDGMENTS: I, ___________ ___, design engineer, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in thi aQ ication according to these documents and the requirements of Chapter 13 of the~ tat· i C Figure XII Development Permit City of College Station, Texas Site Legal Description : Lo1"" ( / f:>L,Pct::: ON£ 1 Ap~ A:r WOLF"' ~ cee:e.~ ~e: ~o-...1 ~- . ,-:: _.. 1 8~44 WA<..Nl.)j -l-llCL c...,Af..JG. ~ rrE $5"0 Site Owner: nee;i {12DenlttJ?i Ca. LTD. Address : c ·E5-c, ~'A? ':"[ACA? :J&j?h/ I I I Telephone : (Zlu-) 7??9-514-\ t:"(' '' ~ CAetE"(2. ceee~ ~e~wA.:r' Architect/ Address :~~ I08)~4.N~27&72 Engineer : GAee~ e.J.& 1tJEP!i?1N~ Telephone No : @1ii E4lR-a__E_ Contractor : fifd l120l2:rli1t-X: C.O.J l;rO. Address : ~m~ ~ Aex:vE Telephone No : _________ _ Date Application Filed : ----"lo=-+/~'2:2""-"""_,/'--q.._0_.-'---, I Approved : __________ _ Application is hereby made for the following development specific waterway alterations : ~w;:pObJ oe: A?Aen·-tauT c:nM-~a .&->o Aeeuerau&.1c.ars Wrn./1"1 '1J+E" l,,JOkf" Fm-.1 Q?f:::EK :{lZlfZJ-rAey:" ~<; Ar: uJILF 0 Application Fee 0 Signed Certifications 0 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . 0 Site and Construction Plans, with supporting Drainage Report two (2) copies each . )'(. Other : ]WO (z) ~·ES aE e:.eo.,aitON ~ a...,At-...£ ,6.No ASSO. 11>:-te:O ~tL-c:;::.. ACKNOWLEDGMENTS : I, [)::?Nb.L..D D GAeeeIT, design engineer, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. Property Owner(s) Contractor Figure XII Continued CERTIFICATIONS: (for proposed alterations within designated flood hazard areas .) A. I, lJ /A , certify that any nonresidential structure on or proposed to be on this site as p~rt of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B . I, f\] /A , certify that the finished floor elevation of the lowest floor, including any bJement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended . Engineer Date C . I, ~ Q GA1ZeEfI , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are,ce.~ nt with requirements of the City of College Station City Code, Chapter 13 c~ncer · --~o .. ' p ts of flood ways and of flo(ill::odw fringes .~ f.1······· * ···,{:'\ _.I_ ~.·.: .................. ~·~ &7 ~~~f.~.k. ....... : .... i 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. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. ACCOUNT NO. --3 7 7 8 5 3 CITY OF COLLEGE STATION q~..c::. $ /OD . -. 19-==--QU I I~ __) RECE1vE6J 6+-LlJi)y(b lf1« ( _ rYj~ FOR ~f"2:6/irvt~~~__µ~- Paid by _ Chec'!i 5 'J lcash __ _ 1571 f Kent Laza SS SMITH 2/26/96 4:06pm Aroor at Wo l f Pen Creek -Reply This is something tha t Veronica got started a couple of months ago. When construction staking started out there, '1 er<J n ica noticed tha t one of the inlets appeared to be in the middle of a driveway and she asked that Garrett Eng .. c.l18 ck i nto it. Sure enough there wa o a problem and Garrett had to mc ve and/or redesign t he inlet. What you h ave is Garrett'e attempt to do that. it doesn't matter 1 Garrett took almost two months to redesign this and now they want us to push 1 · =lse to get it out. Treat it like you would any other rep ort or set of plans. >>> Samantha .3mith 02/26/96 03:5lpm >>> Are any of you fam i ~iar with what came in last Thursday? It looks like revised drainage calculations. If so , please either take a look at it or give me some Lackgrou nd information so that I can review it. Thanks. vi l?-e.~f-, Cfl( Sk - ( Vl r--e/111·~ fht~ fv 0 f='t>t. i-vf-bvf-vvn 1 viee.d ~l fp -{{ 'J ,-sh;) ,-t Uf · (,o~<:.. ~f hie ~h~ ( ~~;· /ovrl' % DRAINAGE COMPUTATIONS for ARBORS at WOLF PEN CREEK College Station, Brazos County, Texas Pre.pared for First Worthing Company c/o: Keller W. Webster 8144 Walnut Hill Lane, Suite 550, LB-6 Dallas, Texas 75231 Telephone: (214) 739-8141 Pre.pared by: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone: (409) 846-2688 * September, 1995 * DRAINAGE COMPUTATIONS for ARBORS at WOLF PEN CREEK College Station, Brazos County, Texas Prepared for First Worthing Company c/o: Keller W. Webster 8144 Walnut Hill Lane, Suite 550, LB-6 Dallas, Texas 75231 Telephone: (214) 739-8141 Prevared by: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone: (409) 846-2688 DRAINAGE COMPUTATIONS for ARBORS AT WOLF PEN CREEK College Station, Brazos County, Texas * September, 1995 * SUMMARY The project is situated off Holleman Drive and Lassie Lane in College Station, Brazos County, Texas. It is the intended site for the Arbors at Wolf Pen Creek Apartment Complex to be established within the bounds of the 9.90 acre tract. The total drainage area tributary to the project is 9.90 acres. The pre-development run-off coefficient was estimated to be 0.40. A conservative estimate of the post-development run-off coefficient, incorporating the nature of the site improvements planned, was taken to be 0 .75 across the entire site. No detention will be necessary for this project. The site has been broken up into four (4) areas for drainage analysis purposes. (See Site Plan.) Run-off from three (3) of these drainage areas, a total of 7 .63 acres of the property, is collected and emptys into a 30" underground storm sewer. This pipe will flow into Wolf Pen Creek, an improved primary channel of the City of College Station's drainage network Surface drainage generated on the remaining 2.27 acres will "free-flow" across the project site unmetered to downstream adjacent properties. By incorporating the underground storm sewer, the run-off flows to the adjacent properties will actually be less than before development. The majority of the water will bypass surface flow and be collected directly into the 30" pipe and enter Wolf Pen Creek approximately 300 feet away. The computations are as follows : based on the total tributary drainage area of the project being estimated at 9.90 acres, the pre-development run-off coefficient being assumed at 0.40, and a minimum time of concentration of 10 minutes, the relative pre-development peak discharge rate ("Q") was determined. The Rational Method was utilized to compute the estimated peak pre- development discharge rates. The equation that represents the Rational Method is as follows: Q = CIA. "Q" is the peak discharge rate in cubic feet per second, "C" is the run-off coefficient, assumed to be 0.40 in the pre-development condition, "I" is the storm intensity in inches per hour, and "A" is the area of the corresponding basin in acres. Based on the same tributary area of 9.90 acres, the post-development run-off coefficient being assumed at 0.75, and a minimum time of concentration of 10 minutes, the relative post- development peak discharge rate ("Q") was determined using the same minimum time of concentration of 10 minutes. The Rational Method was agai n employed to compute the estimated peak post-development discharge rates. The formula is as follows: Q = CIA, where; "Q" is the peak discharge rate in cubic feet per second. "C" is the run-off coefficient, in the post-development condition "C" is assumed to be 0.75, "I" is the storm intensity in inches per hour, and "A" is the area of the corresponding basin in acres . The comparison between the peak pre-development discharge rate and post-development discharge rate is included. Also the corresponding volumes are approximated by simply determining the volumes generated from the difference of the pre-development and post-development hydrographs . See the following pages for pre-development and post-development hydrographs. Please note that the post-development hydrograph shown on these same graphs assumes no detention. Initially, drainage computations are broken down into surface run-off ("free-flow") and the total flow entering the storm sewer. From the "inflow" rate and time of concentration (10 minutes minimum), hydrographs were compiled to graphically represent flow concentrations. The hydrographs are triangular in shape and are based on the standard SCS unit hydrograph with time to peak set equal to the time of concentration and the total time base set at 3.00 times the time of concentration. (Please note that a 30 minute total storm event duration was utilized exclusively throughout this report.) Tabulations of the pre-development hydrograph and the post-development hydrograph graphing ordinates are included as well as the hydrographs themselves. In the following pages, the total post-development run-off entering the 30" pipe is further broken down into three sections according to the corresponding sewer inlet. (See attached Site Plan.) A comparison of pre-development and post-development run-off for each of these sections is provided. Inlet 1 collects flow from a 3.62 acre section of the site. Inlet 2 and Inlet 3 drain water off the other 1.57 acres and 2.44 acre sections, respectively. Storm sewer inlets and total pipe diameter are sized according to peak flow rates for the 100-year storm event and are shown in more detail in the Storm Sewer Capacity Calculations section. In closing, total post-development peak discharge from the site is less than the pre-development due to the incorporation of the underground storm facilities . The subsequent peak post-development surface discharge rates and velocities projected fall easily within reasonable limits and should not present effect any downstream. Determine Tota l Pre-De velo pm en t , Peak Storm Wa ter Discharge Rates Tributary Area ("A"): 9 .90 Acres Pervious Area: 9.90 Ac res Impervious Area : 0.00 Acres Run-Off Coeffic ient ("Cwt"): 0.40 Time Of Concentration ("T/c"): Woodlands: Low Elevation: High Elevation: Distance (Feet): Slope (%Grade): Velocity ("Vw"): Time : Pastures: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vp "): T ime : Paveme nts: Low Elevation : High Elevation : Distance (Feet): Slope(% Grade): Veloc ity ("Vpave"): T ime : Total Travel T ime: Hourly Intensity Rates ("I"): 2-Year : 6.33 5-Year: 7.69 10-Year: 8.63 25 -Year: 9 .86 50-Year: 11 .15 100-Year: 11 .64 Peak Discharge Rate ("Q "): 2-Year: 25.05 5 -Year: 30.46 10-Year: 34 .19 25-Year: 39.05 50-Year: 44.14 100-Year: 46.09 C= 0.40 C= 0 .90 0.00 0.00 0.00 0 .00 0 .00 Feet I Second 0.00 Minutes 0.00 0.00 0 .00 0.00 0.00 Feet I Second 0 .00 Minutes 0.00 0 .00 0 .00 0.00 0.00 Feet I Second 0 .00 Minutes 10.00 M inutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second DetermineTotal Post-development Peak Storm Water Discharge (No Detention) Tributary Area ("A"): 9.90 Acres Pervious Area : 3.00 Acres Impervious Area : 6.90 Acres Run-Off Coefficient ("Cwt"): 0.75 Time Of Concentration ("T/c "): 10 Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8.63 25-Year: 9.86 50-Year: 11.15 100-Year: 11 .64 C= 0.40 C= 0.90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Peak Discharge Rate ("Q "): 2-Year: 46 .88 Cubic Feet I Second 5-Year: 57.00 Cubic Feet I Second 10-Year: 63 .98 Cubic Feet I Second 25-Year: 73.07 Cubic Feet I Second 50-Year: 82 .60 Cubic Feet I Second 100-Year: 86 .25 Cubic Feet I Second Comparison of Total Predevel op ment and Post-development Peak Discharge Rates Predevelopment Post-Development Increase 2-Year : 25 .05 Ft3/sec 46.88 Ft3/sec 21 .83 Ft3/sec 5-Year: 30.46 Ft3/sec 57 .00 Ft3/sec 26.54 Ft3/sec 10-Year: 34 .19 Ft3/sec 63 .98 Ft3/sec 29.79 Ft3/sec 25-Year: 39 .05 Ft3/sec 73 .07 Ft3/sec 34.02 Ft3/sec 50-Year: 44.14 Ft3/sec 82.60 Ft3/sec 38.46 Ft3/sec 100-Year: 46 .09 Ft3/sec 86.25 Ft3/sec 40.16 Ft3/sec Preliminary Esti mate ·of Runoff Fl ow Volumes 2-Year: 21 .83 Ft3/sec x (30 Min . x 60 Sec . I 2 ) = 19 ,644 Cubic Feet 5-Year: 26 .54 Ft3/sec x (30 Min. x 60 Sec. I 2 ) = 23,886 Cubic Feet 10-Year: 29.79 Ft3/sec x (30 Min . x 60 Sec. I 2 ) = 26 ,810 Cubic Feet 25-Year: 34 .02 Ft3/sec x (30 Min . x 60 Sec. I 2 ) = 30 ,620 Cubic Feet 50-Year: 38.46 Ft3/sec x (30 Min . x 60 Sec . I 2 ) = 34 ,613 Cubic Feet 100-Year: 40 .16 Ft3/sec x (30 Min . x 60 Sec . I 2 ) = 36 ,140 Cubic Feet Determine Post-Development"''. Free-Flow" Peak Storm Water Discharge :,;,~, Tributary Area ("A"): 2 .27 Acres Pervious Area : 0 .90 Acres Impervious Area : 1.37 Acres Run-Off Coefficient ("Cwt"): 0 .75 Time Of Concentration ("T/c"): 1 O Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7 .69 10-Year: 8.63 25-Year: 9.86 50-Year: 11 .15 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2-Year: 10 .77 5-Year: 13.10 10-Year: 14.70 25-Year: 16.79 50-Year: 18.98 100-Year: 19 .82 .. Sheet Flow to Adjacent Propery C= 0.40 C= 0.98 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Determine Post-D~velopment ~Total '}s Flow Underground Into Wolf Pen Creek Tributary Area ("A"): 7 .63 Acres Pervious Area: 2.35 Acres Impervious Area : 5.28 Acres Run-Off Coefficient ("Cwt"): 0 .75 Time Of Concentration ("T/c"): 10 Minutes (Min) Hourly Intensity Rates ("I "): 2-Year: 6.33 5-Year: 7 .69 10-Year: 8 .63 25-Year: 9.86 50-Year : 11.15 100-Year: 11.64 Peak Discharge Rate ("Q"): 2-Year: 36.01 5-Year: 43 .79 10-Year: 49.15 25-Year: 56 .13 50-Year: 63.45 100-Year: 66 .25 C= 0.40 C= 0.90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Det ermin e Pre-Devel op me nt Pea k Storm Water Dis ch arges for O utl et 1 Tributary Area ("A"): 3 .62 Acres Pervious Area : 3 .62 Ac res Impervious Area : 0 .00 Acres Run-Off Coefficient ("Cwt"): 0.40 Time Of Concentration ("T/c"): Woodlands: Low Elevation: High Elevation: Distance (Feet): Slope(% Grade): Velocity ("Vw"): Time : Pastures: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vp"): Time: Paveme nts: Low Elevation : High Elevation: Distance (Feet): Slope (%Grade): Velocity ("Vpave"): Time : Total Travel Time: Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8.63 25-Year: 9.86 50-Year: 11.15 100-Year: 11.64 Peak Discharge Rate ("Q"): 2-Year: 9.16 5-Year: 11 .14 10-Year: 12.50 25-Year: 14.28 50-Year: 16.14 100-Year: 16.85 c = 0.40 C= 0.90 0.00 0.00 0.00 0.00 0.00 Feet I Second 0 .00 Minutes 0 .00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0 .00 0 .00 0.00 0 .00 0.00 Feet I Second 0 .00 Minutes 10 .00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Determine Post-development Peak Storm Water Discharge for Outlet 1 Tributary Area ("A"): 3 .62 Acres ' Pervious Area : 1.10 Acres C = 0.40 C= 0 .90 Impervious Area : 2 .52 Acres Run-Off Coefficient ("Cwt"): 0 .75 Time Of Concentration ("T/c"): 1 O Minutes (Min) Hou rly Intensity Rates ("I"): 2 -Year : 6.33 Inches I Hour 5-Year: 7 .69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11 .15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharg e Rate ("Q"): 2-Year: 17.13 Cubic Feet I Second 5-Year: 20.83 Cubic Feet I Second 10-Year: 23.38 Cubic Feet I Second 25-Year: 26 .70 Cubic Feet I Second 50-Year: 30.19 Cubic Feet I Second 100-Year: 31 .52 Cubic Feet I Second Comparison Of Predeve lopment And Post-de velopme nt Peak Discharge Rates Predevelopment Post-Development Increase 2-Year: 9 .16 Ft3/sec 17.13 Ft 3/sec 7.97 Ft3/sec 5 -Year: 11 .14 Ft3/sec 20 .83 Ft3/sec 9 .69 Ft3/sec 10-Year: 12 .50 Ft3/sec 23 .38 Ft3/sec 10.88 Ft3/sec 25-Year: 14.28 Ft3/sec 26 . 70 Ft3/sec 12.43 Ft3/sec 50-Year : 16 .14 Ft3/sec 30 .19 Ft3/sec 14.05 Ft3/sec 100-Year: 16.85 Ft3/sec 31 .52 Ft3/sec 14.67 Ft3/sec Determine Pre-Development, Peak Storm Water Discharges for Outlet 2 Tributary Area ("A"). 1.57 Acres Pervious Area: 1.57 Acres Impervious Area : 0.00 Acres Run-Off Coefficient ("Cwt"): 0.40 Time Of Concentration ("T/c"): Woodlands: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vw"): Time : Pastures: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vp"): Time : Pavements: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vpave"): Time : Total Travel Time : Hourly Intensity Rates ("I"): 2-Year: 6 .33 5-Year: 7 .69 10-Year: 8.63 25-Year: 9 .86 50-Year: 11.15 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2 -Year: 3.97 5-Year: 4 .83 10-Year: 5.42 25-Year: 6.19 50-Year: 7.00 100-Year: 7 .31 c = 0.40 C= 0.90 0.00 0.00 0.00 0 .00 0 .00 Feet/ Second 0 .00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0 .00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Determine Post-development Peak Storm Water Discharge for Outlet 2 Tributary Area ("A"): 1.57 Acres Pervious Area : 0.46 Acres c = 0.40 C= 0 .90 Impervious Area : 1.11 Acres Run-Off Coefficient ("Cwt"): 0.75 Time Of Concentration ("T/c"): 1 O Minutes (Min) Hourly Intensity Rates ("I "): 2-Year: 6.33 Inches I Hour 5-Year: 7.69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9 .86 Inches I Hour 50-Year: 11.15 Inches I Hour 100-Year: 11.64 Inches I Hour Peak Discharge Rate ("Q "): 2-Year: 7.48 Cubic Feet I Second 5-Year: 9.10 Cubic Feet I Second 10-Year: 10 .21 Cubic Feet I Second 25-Year: 11 .67 Cubic Feet I Second 50-Year: 13.19 Cubic Feet I Second 100-Year: 13.77 Cubic Feet I Second Comparison Of Predevelopment And Post-development Peak Discharge Rates Predevelopment Post-Development Increase 2-Year: 3.97 Ft3/sec 7.48 Ft3/sec 3.51 Ft3/sec 5-Year: 4 .83 Ft3/sec 9 .10 Ft3/sec 4.27 Ft3/sec 10-Year: 5.42 Ft3/sec 10 .21 Ft3/sec 4 .79 Ft3/sec 25-Year: 6.19 Ft3/sec 11 .67 Ft3/sec 5.47 Ft3/sec 50-Year: 7 .00 Ft3/sec 13.19 Ft3/sec 6.19 Ft3/sec 100-Year: 7.31 Ft3/sec 13 . 77 Ft3/sec 6.46 Ft3/sec Determin e Pre-Deve lopm en t Peak Storm Water Discharges for Ou tlet 3 Tributary Area ("A"): 2.44 Acres Pervious Area : 2.44 Acres Impervious Area: o.oo Acres Run-Off Coefficient ("Cwt "): 0.40 Time Of Concentration ("T/c"): Woodlands: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vw "): Time: Pastures: Low Elevation: High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vp"): Time : Pavements: Low Elevation: High Elevation : Distance (Feet): Slope(% Grade): Velocity ("Vpave"): Time : Total Travel Time : Hourly Intensity Rates ("I "): 2-Year: 6 .33 5-Year: 7 .69 10-Year: 8 .63 25-Year: 9 .86 50-Year: 11 .15 100-Year: 11.64 Peak Discharge Rate ("Q"): 2-Year: 6.17 5-Year: 7 .51 10-Year: 8.43 25-Year: 9.62 50-Year: 10.88 100-Year: 11 .36 C= 0 .40 C= 0 .90 0.00 0.00 0.00 0.00 0 .00 Feet I Second 0.00 Minutes 0 .00 0 .00 0.00 0.00 0 .00 Feet I Second 0 .00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Determine Post-development Peak Storm Water Discharge for Outlet 3 Tributary Area ("A "): 2 .44 Acres Pervious Area : 0.74 Acres c = 0.40 C= 0.90 Impervious Area : 1.70 Acres Run-Off Coeffic ient ("Cwt "): 0.75 Time Of Concentration ("T/c"): 1 O Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.33 Inches I Hour 5-Year: 7.69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hou r 50-Year: 11 .15 Inches I Hour 100-Year: 11.64 Inches I Hour Peak Discharge Rate ("Q "): 2-Year: 11 .55 Cubic Feet I Second 5-Year: 14.05 Cubic Feet I Second 10-Year: 15 .77 Cubic Feet I Second 25-Year: 18.01 Cubic Feet I Second 50-Year: 20.36 Cubic Feet I Second 100-Year: 21 .25 Cubic Feet I Second Compa rison Of Predeve lo pm ent And Post-development Peak Discharge Rates Predevelopment Post-Development Increase 2-Year: 6.17 Ft3 /sec 11 .55 Ft3/sec 5.38 Ft3/sec 5-Year : 7.51 Ft3/sec 14 .05 Ft3/sec 6.54 Ft3/sec 10-Year: 8.43 Ft3/sec 15 . 77 Ft3/sec 7 .34 Ft3/sec 25-Year: 9.62 Ft3/sec 18 .01 Ft3/sec 8.38 Ft3/sec 50-Year: 10.88 Ft3/sec 20 .36 Ft3/sec 9.48 Ft3/sec 100-Year: 11 .36 Ft3/sec 21.25 Ft3 /sec 9.89 Ft3/sec Storm Sewer Capacity Calculations 1.) DETERMINE STORM SEWER INLET SIZE: Q = CLH3/2 (Weir Equation) Where, C = Weir Coefficient = 3.0 H = Drop Height at Opening = 10.00 inches = 0.833 feet Q = Flow Rate (ft3/s) L = Weir Length (width of opening in feet) 100-Year Storm Peak Flow Rates (Q): Q at Inlet 1 = 31.52 ft3 /s (cubic feet per second) "' Controfs Q at Inlet 2 = 13.77 ft3/s (cubic feet per second) Q at Inlet 3 = 21.25 ft3/s (cubic feet per second) Solve for Weir Length (ft): Inlet 1: I L = Q/CH312 = 31.52 I (3.0 * (10/12) 312) L = 13.81 feet --~qu.irea L = 15 .00 feet --ProvUfea (3 rectangular box inlets @ 5' width each) Inlet 2: I L = Q/CH312 = 13 .77 I (3.0 * (10112) 3/2) L = 6.03 feet --~qu.iretf L = 15.00 feet --ProvUfetf (3 rectangular box inlets@ 5' width each) Inlet 3: I L = Q/CH312 = 21.75 I (3 .0 * (10/12) 3/2) L = 9. 31 feet --~qu.iretf L = 15.00 feet --ProvUfetf (3 rectangular box inlets @ 5' width each) Note: Water at these storm sewer inlets wiU be less than 6 inches deep. The inlets are sized according to designjlowsfor the 100-Year storm conditions. Even at Inlet 1 , with the highest jlowrate, the inlets provide capacity beyond the flows expected with the 100-year storm event and wiU not oveTjlow the curb. /'-~" . . -.· .. -i. :: ~ •, . . . . ,• 4 · ..... . . . . . . . . . : .d . . . .. . . ~ ... . :.1 -· .. /,}. •I _......, . ......._: .. ~ THROAT DETAIL N:tS. , . . "·~· · ... ... . ·.: ~. jj ·~ . . . ,. .. ..... . . 2.) DETERMINE PIPE SIZE: Q = ( 1.486/n) AR213Sll2 Where, n = Manning's Coefficient (for concrete = 0.0013) R = Hydraulic Radius (ft) -d/4 for round, full pipe S = Pipe Slope (feet per feet) Q = Flow Rate (ft3/s) A = Cross-Sectional Area of Flow (ft2) -nd2!4 At Inlet 1: Q = 31.52 ft3/s --!J<i-quirea 24" R.C .P. @ 2 .00% slope => 31.99 ft3/s --J 24" R.C.P .(Velocity) => 10 .19 ft/s 30" R.C.P. @ 0 .60 % slope => 31.77 ft3/s --J --Provitfuf 30" R.C.P.(Velocity) => 6.47 ft/s At Inlet 2: Q = 31.52 ft3/s + 13. 77 ft3/s = 45 .29 ft3/s --!J<i-quirea 30" R.C.P. @ 2.00 % slope => 58 .01 ft3/s 30" R.C.P.(Velocity) => 11.81 ft/s 30" R.C.P. @ 1.50% slope => 50.24 ft3/s --J 30" R.C.P.(Velocity) => 10.23 ft/s 36" R.C.P. @ 0.60% slope => 51.66 ft3/s --J - -Provitfuf 36" R.C.P.(Velocity) => 7 .31 ft/s At Inlet 3: Q = 31.52 ft3/s + 13 .77 ft3/s + 21.25 ft3/s = 66.54 ft3/s --!J<i-quirea 30" R.C.P . @ 2 .00% drop => 58.01 ft3/s 30" R.C.P.(Velocity) => 11.81 ft/s 30" R.C.P. @ 3.00% drop => 64 .85 ft3/s 30" R.C.P .(Velocity) => 13.21 ft/s 36" R.C.P . @ 1.00% drop => 66.70 ft3/s --J --Provitfuf 36" R.C.P .(Velocity) => 9.43 ft/s Note: AU pipe sizing meet capacities above the projections for the 100-year storm flow conditions and velocities remain less than 10.0 ft! s in pipe sections. APPENDIX Pre-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year ~Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 2.51 3.05 3.42 3.91 4.41 4.61 2 5.01 6.09 6.84 7.81 8.83 9.22 3 7.52 9.14 10.26 11.72 13.24 13.83 4 10.02 12.19 13.68 15.62 17.66 18.44 5 12.53 15 .23 17 .10 19 .53 22.07 23.05 6 15.03 18 .28 20.52 23.43 26.49 27 .65 7 17.54 21 .32 23.93 27.34 30 .90 32.26 8 20.04 24 .37 27 .35 31.24 35.32 36.87 9 22.55 27.42 30.77 35.15 39.73 41.48 Peak=> 10 25.05 30.46 34.19 39.05 44.14 46.09 11 23 .80 28 .94 32.48 37.1 0 41.94 43.79 12 22 .55 27.42 30 .77 35.15 39 .73 41.48 13 21.30 25 .89 29.06 33 .19 37.52 39 .18 14 20 .04 24 .37 27.35 31.24 35 .32 36 .87 15 18.79 22 .85 25.64 29.29 33.11 34.57 16 17 .54 21 .32 23.93 27 .34 30.90 32.26 17 16.28 19 .80 22 .23 25 .38 28.69 29.96 18 15 .03 18.28 20.52 23.43 26.49 27.65 19 13.78 16 .75 18 .81 21.48 24.28 25.35 20 12 .53 15 .23 17.10 19 .53 22.07 23 .05 21 11 .27 13 .71 15.39 17.57 19.87 20.74 22 10.02 12 .19 13.68 15.62 17.66 18.44 23 8.77 10 .66 11.97 13.67 15.45 16.13 24 7.52 9.14 10 .26 11.72 13.24 13.83 25 6.26 7.62 8.55 9.76 11 .04 11 .52 26 5.01 6.09 6.84 7.81 8.83 9.22 27 3.76 4 .57 5.13 5.86 6.62 6.91 28 2.51 3 .05 3.42 3.91 4.41 4 .61 29 1.25 1.52 1.71 1.95 2.21 2.30 30 0.00 0.00 0.00 0.00 0.00 0.00 Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 4 .69 5.70 6.40 7.31 8.26 8.62 2 9.38 11.40 12 .80 14.61 16.52 17.25 3 14.06 17.10 19.19 21.92 24 .78 25.87 4 18.75 22 .80 25 .59 29 .23 33.04 34.50 5 23.44 28.50 31.99 36.54 41 .30 43 .12 6 28.13 34 .20 38.39 43.84 49 .56 51.75 7 32.82 39 .90 44.79 51.15 57 .82 60.37 8 37.50 45 .60 51.19 58.46 66 .08 69 .00 9 42 .19 51 .30 57.58 65 .77 74 .34 77 .62 Peak=> 10 46.88 57.00 63.98 73.07 82.60 86 .25 11 44 .54 54 .15 60.78 69.42 78.47 81 .93 12 42 .19 51 .30 57 .58 65 .77 74 .34 77.62 13 39.85 48.45 54.38 62 .11 70 .21 73 .31 14 37.50 45 .60 51.19 58.46 66 .08 69 .00 15 35 .16 42.75 47 .99 54 .81 61 .95 64 .68 16 32 .82 39 .90 44 .79 51 .15 57 .82 60 .37 17 30.47 37 .05 41.59 47 .50 53.69 56 .06 18 28 .13 34 .20 38 .39 43 .84 49 .56 51 .75 19 25 .78 31 .35 35.19 40 .19 45 .43 47.44 20 23.44 28 .50 31 .99 36 .54 41 .30 43.12 21 21.10 25.65 28 .79 32.88 37.17 38.81 22 18.75 22 .80 25 .59 29 .23 33 .04 34 .50 23 16.41 19 .95 22 .39 25 .58 28 .91 30 .19 24 14.06 17.10 19.19 21 .92 24.78 25 .87 25 11 .72 14.25 16.00 18.27 20 .65 21 .56 26 9.38 11.40 12.80 14.61 16.52 17.25 27 7.03 8.55 9.60 10.96 12 .39 12 .94 28 4 .69 5.70 6.40 7.31 8.26 8.62 29 2.34 2.85 3 .20 3.65 4 .13 4 .31 30 0.00 0.00 0.00 0.00 0.00 0.00 Post-Development "Free-Flow" Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 1.08 1.31 1.47 1.68 1.90 1.98 2 2 .15 2 .62 2.94 3.36 3.80 3.96 3 3 .23 3 .93 4.41 5.04 5.69 5.95 4 4 .31 5.24 5.88 6.72 7.59 7.93 5 5.39 6.55 7.35 8.40 9.49 9.91 6 6.46 7.86 8.82 10 .07 11 .39 11 .89 7 7.54 9.17 10.29 11.75 13.29 13.87 8 8.62 10.48 11 .76 13.43 15.18 15.85 9 9.69 11 .79 13.23 15.11 17.08 17.84 Peak=> 10 10.77 13.10 14.70 16.79 18.98 19.82 11 10.23 12.44 13 .97 15.95 18.03 18.83 12 9.69 11 .79 13.23 15.11 17.08 17.84 13 9.16 11 .13 12.50 14.27 16.13 16 .84 14 8.62 10.48 11.76 13.43 15.18 15.85 15 8.08 9.82 11.03 12 .59 14.23 14.86 16 7.54 9.17 10.29 11 .75 13 .29 13 .87 17 7.00 8.51 9.56 10.91 12 .34 12 .88 18 6.46 7.86 8.82 10.07 11.39 11 .89 19 5.92 7.20 8.09 9.23 10.44 10.90 20 5.39 6.55 7.35 8.40 9.49 9.91 21 4 .85 5.89 6.62 7.56 8.54 8.92 22 4 .31 5.24 5.88 6.72 7.59 7.93 23 3.77 4 .58 5.15 5.88 6.64 6.94 24 3.23 3.93 4 .41 5.04 5.69 5.95 25 2 .69 3.27 3 .68 4 .20 4 .74 4.95 26 2.15 2.62 2.94 3.36 3 .80 3.96 27 1.62 1.96 2.21 2.52 2.85 2.97 28 1.08 1.31 1.47 1.68 1.90 1.98 29 0.54 0.65 0.74 0.84 0.95 0 .99 30 0.00 0.00 0.00 0.00 0.00 0.00 Post-Development Flow Routed Through Storm Sewer Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 3.60 4.38 4.91 5.61 6.35 6.63 2 7.20 8.76 9.83 11.23 12.69 13.25 3 10.80 13.14 14.74 16.84 19 .04 19 .88 4 14.40 17.51 19.66 22.45 25.38 26 .50 5 18.01 21.89 24 .57 28.07 31.73 33 .13 6 21.61 26.27 29.49 33.68 38.07 39.75 7 25 .21 30 .65 34.40 39.29 44.42 46.38 8 28.81 35 .03 39.32 44.91 50.76 53.00 9 32.41 39.41 44.23 50.52 57.11 59.63 Peak=> 10 36.01 43.79 49.15 56.13 63.45 66.25 11 34.21 41.60 46 .69 53.33 60.28 62.94 12 32.41 39.41 44.23 50.52 57.11 59 .63 13 30.61 37.22 41.78 47.71 53.93 56.31 14 28 .81 35 .03 39 .32 44.91 50.76 53.00 15 27 .01 32.84 36.86 42.10 47 .59 49.69 16 25 .21 30.65 34.40 39 .29 44.42 46.38 17 23.41 28.46 31.95 36.49 41.24 43.06 18 21 .61 26 .27 29.49 33 .68 38 .07 39.75 19 19 .81 24 .08 27.03 30 .87 34.90 36.44 20 18.01 21 .89 24.57 28 .07 31.73 33.13 21 16 .20 19.70 22.12 25.26 28.55 29.81 22 14.40 17 .51 19.66 22.45 25 .38 26.50 23 12 .60 15.33 17.20 19 .65 22.21 23.19 24 10 .80 13 .14 14.74 16.84 19.04 19 .88 25 9.00 10.95 12.29 14.03 15.86 16.56 26 7.20 8.76 9.83 11 .23 12 .69 13.25 27 5.40 6.57 7.37 8.42 9.52 9.94 28 3 .60 4 .38 4 .91 5.61 6.35 6.63 29 1.80 2.19 2.46 2.81 3 .17 3.31 30 0.00 0.00 0.00 0.00 0.00 0.00 -G> Q. -G> G> IA. 50 .00 45 .00 40 .00 35 .00 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 2-Year Storm Event .2 lJ 30 .00 -------+---#----+-----_.....,---+------+---------< ..0 c 8 8 25 .00 .-----~---...::::----r-----..n--------r--------; ........ G> G> Cl) 20 .00 +---~"-t------,,,,C....---+---=""'"'==t-----t-~:----+--------i 2> _g 15.00 ~ 10 .00 +-----.,_~'--+------+----+------+---""-...::---+'=:------l Ci 5 .00 +.,~~~+-~~~+-~~~+-~~~+-~~~-t=-~~----I 0 .00 ..----+----+----+----+----+---~ 0 5 lO 15 20 25 30 Time (Minutes) ---Pre-Developm e nt Hydrograph ---Tot al Post-Develop ment Hydrograph (i) Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 5-Year Storm Event Q. 50.00 -----r------+--..,.---r-----+-----+-------1 -; G> ~ ...... 40 .00 ...-----r--.,_---+----t--"'..::-----+-----+------l :0 -g 8 8 30 .00 ...----_,,.----7"1"-...::----t-----""lll::f-----+------l ........ G> G> Cl) 2> 20.00 ...-------..,.,_-t---7"'"------+----+--""""'-=---+-----+------l 0 .t: ~ l 0.00 ...---1--...c---t------+----+------+------"'........,-+-""'r------l Ci 0.00 .,....---t-----t~---+----+-----+---__;;: .. 0 5 10 Pre-Dev elopm e nt Hydr o graph 15 20 25 30 Time (Minutes) Post-Development Outflow Hydr o graph Without Detention 70 .00 ... 60 .00 C1> Q.. -C1> 50.00 C1> u.. 0 ...... :0 -g 40.00 :::> 0 (.) 0 30.00 ....., C1> C1> en 0) ... 20.00 0 ~ 0 Cl) 10 .00 i5 0 .00 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 10-Year Storm Event 5 10 15 20 25 Time (Minutes) 30 Pre-Development Hydrograph ---Post-Development O utflow Hydrograph Witho ut Detention 80 .00 ... 70 .00 C1> Q.. -60.00 C1> C1> u.. 0 ...... 50.00 ·-"O .0 c 8 8 40.00 .._, C1> C1> en 30.00 0) ... 0 20 .00 ~ 0 Cl) i5 10 .00 0 .00 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 25-Year Storm Event 5 10 15 20 25 Time (Minutes) 30 ---Pre-Development Hydr ograph ---Post-Development Outflow Hydrograph Wit hout Detention 90.00 .... 80.00 Cl> n. -70 .00 Cl> Cl> 60 .00 u.. 0 ........ ·-1J .g c 50.00 0 ~ ~ 40.00 Cl> Cl) 0) 30.00 .... 0 s::. 20 .00 ~ i5 10 .00 0 .00 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rotes 50-Yeor Storm Event 5 10 15 20 25 Time (Minutes) 30 ---Pre-Development Hydrograph ---Post-Development Outflow Hydrograph Without Detent io n Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rotes 100 -Yeor Storm Event 90 .00 .-----.-----.-----.-------.------.---- a; 80.00 +-----+---~"-+--31oo.,-----+-----l-----lf----___j n. Q) 70 .00 +-----+--~~-+---~:-+-----+----lf----_____.j Q) ~ ........ 60.00 +-----;--.,._---+----+--"'"'-::----+-----+-----I ·-1J .g c 50.00 -----t------+----+-----"Oa,---+-----+---~ 0 0 ; ~ 40.00 E> 30.00 +-----:.,_-+--r----+-----+---"'~---+-___:~-1f----_____.j 0 s::. 20 .00 +----:.,_---7'q-----+-----+-----+_::::,,,,,,..::::-_~~--_____.j ~ i5 l 0 .00 +-~,,C.---+-----+-----+------l--------=1~-:::!....____j 0 .00 of5----+----+----+----+----+-----=::11!1 0 5 10 Pre-Development Hydrograph 15 20 25 30 Time (Minutes) Post-Development Outflow Hydrograph Without Detention DRAINAGE COMP UT A TIO NS /or ARBORS at WOLF PEN CREEK College Station, Brazos County, Texas · Prepared for First Worthing Company c/o: Keller W. Webster 8144 Walnut Hill Lane, Suite 550, LB-6 Dallas, Texas 75231 Telephone: (214) 739-8141 Prepared by: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone: (409) 846-2688 *September, 1995 * DRAINAGE COMPUTATIONS for ARBORS at WOLF PEN CREEK College Station, Brazos County, Texas Prepared for First Worthing Company c/o: Keller W. Webster 8144 Walnut Hill Lane, Suite 550, LB-6 Dallas, Texas 75231 Telephone: (214) 739-8141 Prepared by.· Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone: (409) 846-2688 DRAINAGE COMPUTATIONS for ARBORS AT WOLF PEN CREEK College Station, Brazos County, Texas *September, 1995 * SUMMARY The project is situated off Holleman Drive and Lassie Lane in College Station, Brazos County, Texas. It is the intended site for the Arbors at Wolf Pen Creek Apartment Complex to be established within the bounds of the 8.49 acre tract. The total drainage area tributary to~ project is 9.90 acres. The pre-development run-off coefficient was estimated to be _0.40. A conservative estimate of the post-development run-off coefficient, incorporating the nature of the site improvements planned, was taken to be 0.7;;eross the entire site. The site has been broken up into four (4) areas for drainage analysis purposes. (See Site Plan.) Run-off from three (3) of these drainage areas, a total of 7.63 acres of the property, is collected and empties into a proposed underground storm sewer. This pipe will flow into Wolf Pen Creek, an improved primary channel of the City of College Station's drainage network Surface drainage generated on the remaining 2.27 acres will "free-flow" off site. By incorporating the underground storm sewer, the run-off flows to the adjacent property will actually be less than before development. The majority of the water will bypass surface flow and be collected directly into the proposed underground conduit entering Wolf Pen Creek approximately 300 feet away. The computations are as follows: based on the total tributary drainage area of the project being estimated at 9.90 acres, the pre-development run-off coefficient being assumed at 0.40, and a minimum time of concentration of 10 minutes, the relative pre-development peak discharge rate ("Q") was determined. The Rational Method was utilized to compute the estimated peak pre- development discharge rates. The equation that represents the Rational Method is as follows: Q = CIA. "Q" is the peak discharge rate in cubic feet per second, "C" is the run-off coefficient, assumed to be 0.40 in the pre-development condition, "I" is the storm intensity in inches per hour, and "A" is the area of the corresponding basin in acres. Based on the same tributary area of 9.90 acres, the post-development run-off coefficient being assumed at 0.75, and a minimum time of concentration of 10 minutes, the relative post- development peak discharge rate ("Q") was determined using the same minimum time of concentration of 10 minutes. The Rational Method was again employed to compute the estimated peak post-development discharge rates. The formula is as follows: Q = CIA, where; "Q" is the peak discharge rate in cubic feet per second. "C" is the run-off coefficient, in the post-development condition "C" is assumed to be 0.75, "I" is the storm intensity in inches per hour, and "A" is the area of the corresponding basin in acres . The comparison between the peak pre-development discharge rate and post-development discharge rate is included. Also the corresponding volumes are approximated by simply determining the volumes generated from the difference of the pre-development and post-development hydrographs . See the appendix for pre-development and post-development hydrographs. Please note that the post-development hydrographs show no detention. Initially, drainage computations are broken down into surface run-off ("free-flow") and the total flow entering the storm sewer. From the "inflow" rate and time of concentration (10 minutes minimum), hydrographs were compiled to graphically represent flow concentrations. (See Appendix.) The hydrographs are triangular in shape and are based on the standard SCS unit hydrograph with time to peak set equal to the time of concentration and the total time base set at 3.00 times the time of concentration. (Please note that a 30 minute total storm event duration was utilized exclusively throughout this report.) Tabulations of the pre-development hydrograph and the post-development hydrograph graphing ordinates are also included in addition to the hydrographs themselves . (See Appendix.) The total post-development run-off entering the proposed underground conduit is further broken down into three sections according to the corresponding sewer inlet. (See attached Site Plan.) A comparison of pre-development and post-development run-off for each of these sections is provided. Inlet 1 collects flow from a 3.62 acre section of the site. Inlet 2 and Inlet 3 drain water off the remaining 1.57 acres and 2.44 acre sections, respectively. Storm sewer inlets and total pipe diameter are sized according to peak flow rates for the 100-year storm event and are shown in more detail in the Storm Sewer Capacity Calculations section of this report. The proposed configuration consists of a 30" R.C.P. running between Inlets 1 & 2 followed by a 36" R.C.P. between Inlets 2 & 3 and continuing on to the Wolf Pen Creek Channel. In closing, total post-development peak discharge from the site is less than the pre-development due to the incorporation of the underground storm facilities. The subsequent peak post-development surface discharge rates and velocities projected are well within reasonable limits and should not present any problems downstream. The proposed underground conduit is sized to readily handle 100-year storm peak flow conditions and provide effective transport of the runoff to the Wolf Pen Creek. Tributary Area ("A "): 9 .90 Acres Pervious Area: 9.90 Acres C= 0.40 Impervious Area: 0 .00 Acres C= 0.90 Run-Off Coefficient ("Cwt"): 0.40 Time Of Concentration ("T/c"): Woodlands: Low Eievation : 0.00 High Elevation: 0.00 Distance (Feet): 0.00 Slope (% Grade): 0 .00 Velocity ("Vw"): 0.00 Feet I Second Time : 0.00 Minutes Pastures: Low Elevation: 0.00 High Elevation: 0.00 Distance (Feet): 0.00 Slope (% Grade): 0.00 Velocity ("Vp"): 0.00 Feet I Second Time :· 0.00 Minutes Pavements: Low Elevation: 0.00 High Elevation: 0.00 Distance (Feet): 0.00 Slope (% Grade): 0.00 Velocity ("Vpave"): 0.00 Feet I Second Time : 0.00 Minutes Total Travel Time: 10.00 Minutes Hourly Intensity Rates ("I"): 2-Year: 6 .33 Inches I Hour 5-Year: 7 .69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9 .86 Inches I Hour 50-Year: 11.15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 25.05 Cubic Feet I Second 5-Year: 30.46 Cubic Feet I Second 10-Year: 34.19 Cubic Feet I Second 25-Year: 39.05 Cubic Feet I Second 50-Year: 44.14 Cubic Feet I Second 100-Year: 46.09 Cubic Feet I Second Tributary Area ("A"): 9.90 Acres Pervious Area : 3.00 Acres C= 0.40 Impervious Area: 6.90 Acres C= 0 .90 Run-Off Coefficient ("Cwt"): 0.75 Time Of Concentration ("T/c"): 1 O Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.33 Inches I Hour 5-Year: 7 .69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11 .15 Inches I Hour 100-Year: 11.64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 46.88 Cubic Feet I Second 5-Year: 57 .00 Cubic Feet I Second 10-Year: 63 .98 Cubic Feet I Second 25-Year: 73.07 Cubic Feet I Second 50-Year: 82.60 Cubic Feet I Second 100-Year: 86.25 Cubic Feet I Second Predevelopment Post-Development Increase 2-Year: 25.05 Ft3/sec 46.88 Ft3/sec 21 .83 Ft3/sec 5-Year: 30.46 Ft3/sec 57.00 Ft3/sec 26.54 Ft3/sec 10-Year: 34 .19 Ft3/sec 63 .98 Ft3/sec 29.79 Ft3/sec 25-Year: 39 .05 Ft3/sec 73.07 Ft3/sec 34.02 Ft3/sec 50-Year: 44 .14 Ft3/sec 82 .60 Ft3/sec 38.46 Ft3/sec 100-Year: 46 .09 Ft3/sec 86.25 Ft3/sec 40.16 Ft3/sec Preliminary Estimate of Runoff Flbw Volumes 2-Year: 21.83 Ft3/sec x (30 Min. x 60 Sec. I 2 ) = 19,644 Cubic Feet 5-Year: 26.54 Ft3/sec x (30 Min . x 60 Sec. I 2 ) = 23,886 Cubic Feet 10-Year: 29 .79 Ft3/sec x (30 Min. x 60 Sec. I 2 ) = 26 ,810 Cubic Feet 25-Year: 34 .02 Ft3/sec x (30 Min. x 60 Sec. I 2 ) = 30,620 Cubic Feet 50-Year: 38.46 Ft3/sec x (30 Min. x 60 Sec . I 2 ) = 34,613 Cubic Feet 100-Year: 40.16 Ft3/sec x (30 Min . x 60 Sec . I 2 ) = 36,140 Cubic Feet Tributary Area ("A"): 2.27 Acres Pervious Area: 0.90 Acres Impervious Area : 1.37 Acres Run-Off Coefficient ("Cwt"): 0.75 Time Of Concentration ("T/c"): 1 O Minutes (Min) Hourly Intensity Rates ("I "): 2-Year: 6.33 5-Year: 7.69 10-Year: 8 .63 25-Year: 9 .86 50-Year: 11.15 100-Year: 11 .64 Peak Discharge Rate ("Q "): 2-Year: 10.77 5-Year: 13.10 10-Year: 14.70 25-Year: 16.79 50-Year: 18.98 100-Year: 19.82 * Sheet Flow to Adjacent Propery C= 0.40 C= 0.98 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second ~~s .)../ Determine Post-Development Total Flow uifae~ round Into Wolf Pen Creek Tributary Area ("A"): 7.63 Acres Pervious Area: 2.3S Acres Impervious Area: S.28 Acres Run-Off Coefficient ("Cwt"): 0 .7S c = 0.40 C= 0.90 Time Of Concentration ("T/c"): 1 O Minutes (Min) ( W r- Hourly Intensity Rates ("I"): 2-Year: 6 .33 Inches I Hour S-Year: 7.69 Inches I Hour 10-Year: 8 .63 Inches I Hour 2S-Year: 9.86 Inches I Hour SO-Year: 11.1S Inches I Hour 100-Year: 11.64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 36 .01 Cubic Feet I Second S-Year: 43.79 Cubic Feet I Second 10-Year: 49.1S Cubic Feet I Second 2S-Year: S6 .13 Cubic Feet I Second SO-Year: 63 .4S Cubic Feet I Second 100-Year: 66 .2S Cubic Feet I Second Tributary Area ("A"): 3 .62 Acres Pervious Area: 3 .62 Acres Impervious Area : 0.00 Acres Run-Off Coefficient ("Cwt"): 0.40 Time Of Concentration ("T/c"): Woodlands: Low Elevation : High Elevation: Distance (Feet): Slope (% Grade): Velocity ("Vw"): Time : Pastures: Low Elevation : High Elevation : Distance (Feet): Slope (% Grade): Velocity {"Vp"): Time:· Pavements: Low Elevation : High Elevation : Distance (Feet): Slope (% Grade): Velocity ("Vpave"): Time : Total Travel Time: Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8.63 25-Year: 9.86 50-Year: 11 .15 100-Year: 11.64 Peak Discharge Rate ("Q"): 2-Year: 9.16 5-Year: 11.14 10-Year: 12.50 25-Year: 14.28 50 -Year: 16.14 100-Year : 16.85 C= 0 .40 C= 0.90 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Determine Post-development Peak Storm Water Discharge for Outlet 1 Tributary Area ("A"): 3 .62 Acres Pervious Area: 1.10 Acres c = 0.40 C= 0 .90 Impervious Area : 2.52 Acres Run-Off Coefficient ("Cwt"): 0 .75 Time Of Concentration ("T/c "): 1 O Minutes (Min) Hourly Intensity Rates ("I"}: 2-Year: 6.33 Inches I Hour 5-Year: 7 .69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9 .86 Inches I Hour 50-Year: 11.15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 17.13 Cubic Feet I Second 5-Year: 20.83 Cubic Feet I Second 10-Year: 23.38 Cubic Feet I Second 25-Year: 26.70 Cubic Feet I Second 50-Year: 30.19 Cubic Feet I Second 100-Year: 31 .52 Cubic Feet I Second Comparison Of Pred evelop ment And Post-develo ment Peak Dis char e Rate s Predevelopment Post-Developme nt Increase 2-Year: 9 .16 Ft3/sec 17.13 Ft3/sec 7 .97 Ft3/sec 5-Year: 11 .14 Ft3/sec 20.83 Ft3/sec 9.69 Ft3 /sec 10-Year: 12 .50 Ft3/sec 23.38 Ft3/sec 10.88 Ft3/sec 25-Year: 14.28 Ft3/sec 26.70 Ft3/sec 12.43 Ft3/sec 50-Year: 16.14 Ft3/sec 30.19 Ft3/sec 14.05 Ft3/sec 100-Year: 16.85 Ft3/sec 31 .52 Ft3/sec 14.67 Ft3 /sec Determine Pre-Development Peak Storm Water Dischar es for Outlet 2 Tributary Area ("A"): 1.57 Acres Pervious Area: 1.57 Acres Impervious Area : 0.00 Acres Run-Off Coefficient ("Cwt"): 0.40 Time Of Concentration ("T/c "): Woodlands: Low Elevation : High Elevation: Distance (Feet): Slope (% Grade): Velocity ("Vw"): Time : Pastures: Low Elevation : High Elevation : Distance (Feet): Slope (% Grade): Velocity ("Vp"): Time : Pavements: Low Elevation: High Elevation : Distance (Feet): Slope(% Grade): Velocity ("Vpave"): Time: Total Travel Time: Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7 .69 10-Year: 8 .63 25-Year: 9.86 50-Year: 11.15 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2-Year: 3 .97 5-Year: 4 .83 10-Year: 5.42 25-Year: 6.19 50-Year: 7 .00 100-Year: 7.31 c = 0.40 C= 0 .90 0.00 0.00 0.00 0.00 0 .00 Feet I Second 0.00 Minutes 0 .00 0 .00 0.00 0.00 0 .00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0 .00 0 .00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Determine Post-development Peak Storm Water Dischar e for Outlet 2 Tributary Area ("A "): 1.57 Acres Pervious Area : 0.46 Acres C= 0.40 C= 0.90 Impervious Area : 1.11 Acres Run-Off Coefficient ("Cwt"): 0.75 Time Of Concentration ("T/c "): 10 Minutes (Min) Hourly Intensity Rates ("I"): 2-Year : 6.33 Inches I Hour 5-Year: 7.69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year : 11 .15 Inches I Hour 100-Year: 11.64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 7.48 Cubic Feet I Second 5-Year: 9.10 Cubic Feet I Second 10 -Year : 10 .21 Cubic Feet I Second 25-Year: 11 .67 Cubic Feet I Second 50-Year : 13.19 Cubic Feet I Second 100-Year: 13.77 Cubic Feet I Second Comparison Of Predevelopment And Post-development Peak Discharge Rates Predevelopment Post-Development Increase 2-Year: 3 .97 Ft3/sec 7.48 Ft3 /sec 3 .51 Ft3/sec 5-Year: 4.83 Ft3/sec 9 .1 O Ft3/sec 4 .27 Ft3 /sec 10-Year: 5.42 Ft3/sec 10 .21 Ft3 /sec 4 .79 Ft3 /sec 25-Year: 6.19 Ft3/sec 11 .67 Ft3/sec 5.47 Ft3 /sec 50-Year: 7.00 Ft3/sec 13.19 Ft3/sec 6.19 Ft3 /sec 100-Year: 7.31 Ft3/sec 13. 77 Ft3/sec 6.46 Ft3 /sec Tributary Area ("A"): 2.44 Acres Pervious Area : 2.44 Acres Impervious Area : 0.00 Acres Run-Off Coefficient ("Cwt "): 0.40 Time Of Concentration ("T/c"): Woodlands: Low Efevation : High Elevation : Distance (Feet): Slope (% Grade): Velocity ("Vw"): Time : Pastures: Low Elevation: High Elevation : Distance (Feet): Slope(% Grade): Velocity ("Vp "): Time : Pavements: Low Elevation: High Elevation : Distance (Feet): Slope {% Grade): Velocity ("Vpave"): Time : Total Travel T i me : Ho urly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8.63 25 -Year: 9.86 50-Year: 11 .15 100-Year: 11.64 Peak Discharge Rate ("Q"): 2-Year: 6.17 5-Year: 7.51 10-Year: 8.43 25-Year: 9.62 50-Year: 10.88 100-Year: 11 .36 C= 0.40 C= 0.90 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Tributary Area ("A"): 2.44 Acres Pervious Area : 0 .74 Acres C= 0.40 Impervious Area : 1.70 Acres C= 0.90 Run-Off Coefficient ("Cwt"): 0 .75 Time Of Concentration ("T/c "): 1 O Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6 .33 Inches I Hour 5-Year: 7 .69 Inches I Hour 10 -Year: 8.63 Inches I Hour 25 -Year: 9.86 Inches I Hour 50-Year: 11.15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 11 .55 Cubic Feet I Second 5-Year: 14.05 Cubic Feet I Second 10-Year: 15.77 Cubic Feet I Second 25-Year: 18.01 Cubic Feet I Second 50-Year: 20.36 Cubic Feet I Second 100-Year: 21.25 Cubic Feet I Second Predevelopment Post -Development Increase 2-Year: 6.17 Ft3/sec 11 .55 Ft3/sec 5 .38 Ft3/sec 5-Year: 7 .51 Ft3/sec 14.05 Ft3/sec 6.54 Ft3/sec 10-Year: 8.43 Ft3/sec 15.77 Ft3/sec 7.34 Ft3/sec 25-Year: 9.62 Ft3/sec 18.01 Ft3/sec 8.38 Ft3/sec 50-Year: 10 .88 Ft3/sec 20 .36 Ft3/sec 9.48 Ft3/sec 100-Year: 11 .36 Ft3/sec 21.25 Ft3/sec 9.89 Ft3/sec Storm Sewer Capacity Calculations 1.) Determine Inlet Box Size: Q = CL H3/2 (Wier Equation) Where, C = Weir Coefficient = 3.0 H = Drop Height at Opening = 10.0 inches = 0.833 feet Q = Row Rate (ft3/s) L = Weir Length (mouth width) = ? 100-Year Storm Peak Row Rates (Q): Q at Inlet 1 = 31.52 ft3/s (cubic feet per second) ...J Controfs Q at Inlet 2 = 13.77 ft3/s (cubic feet per second) Q at Inlet 3 = 21.25 ft3/s (cubic feet per second) Solve for the length of weir needed, L = Q/CH3/2 L = 31.52 /(3.0*~ L = 13.81 feet --!JV,quiruf L = 15 .00 feet --Proviauf (3 ectangular box inlets at 5' width each) 2.) Determine Pipe Size: Q = ( 1.486/n) AR213Sll2 Where, n = Manning's Coefficient (for concrete= 0.0013) R = Hydraulic Radius (ft) -d/4 for round, full pipe S = Pipe Slope (feet per feet) Q = Flow Rate (ft3/s) A = Cross-Sectional Area of Flow (ft2) -IT fll4 Atlnlet 1: Q = 31.52 ft3/s --'l{f,quirea 24" R.C .P. @ 2.00 % dr p ~ 31.99 ft3/s --J 30" R.C.P. @ 0.60 % dr p ~ 31.77 ft3/s --J --ProvUfetf At Inlet 2: Q = 31.52 ft3/s + 13.77 ft3/s = 45.29 ft3/s --~quiretf 30" R.C.P. @ 2.00 % dr p ~ 58.01 ft3/s 30" R.C.P. @ 1.50 % dr p ~ 50 .24 ft3/s --J 36" R.C.P. @ 0 .60 % dr p ~ 51.66 ft3/s --J - -ProvUfea At Inlet 3: Q = 31.52 ft3/s + 3.77 ft3/s + 21.25 ft3/s = 66 .54 ft3/s --'l{f,quiretf 30" R.C.P. @ 2.00 % dr p ~ 58.01 ft3/s 30" R.C.P. @ 3.00% dr p ~ 64 .85 ft3/s 36" R.C.P. @ 1.00 % dr p ~ 66.70 ft3/s --J --ProvUfea Q-=='1A =-i>' \! = Q{A (_ Pipe Artcu ~~ ~ ~--· APPENDIX I • APPENDIX Pre-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year {Minutes} Storm Storm Storm Storm Storm Storm 0 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 1 2.51 3 .05 3.42 3.91 4.41 4 .61 2 5.01 6.09 6.84 7.81 8.83 9 .22 3 7.52 9 .14 10 .26 11 .72 13 .24 13 .83 4 10.02 12 .19 13 .68 15 .62 17.66 18.44 5 12 .53 15 .23 17.10 19 .53 22 .07 23 .05 6 15.03 18.28 20 .52 23.43 26.49 27.65 7 17.54 21 .32 23.93 27 .34 30.90 32 .26 8 20 .04 24 .37 27.35 31 .24 35.32 36 .87 9 22 .55 27.42 30.77 35 .15 39 .73 41.48 Peak=> 10 25.05 30.46 34.19 39.05 44.14 46.09 11 23 .80 28.94 32 .48 37 .10 41 .94 43 .79 12 22 .55 27.42 30 .77 35 .15 39 .73 41.48 13 21 .30 25 .89 29 .06 33 .19 37.52 39 .18 14 20 .04 24 .37 27 .35 31 .24 35 .32 36 .87 15 18.79 22.85 25 .64 29.29 33 .11 34.57 16 17.54 21.32 23 .93 27.34 30.90 32 .26 17 16.28 19.80 22 .23 25 .38 28 .69 29 .96 18 15 .03 18 .28 20 .52 23.43 26.49 27 .65 19 13 .78 16.75 18.81 21.48 24 .28 25 .35 20 12.53 15.23 17.10 19 .53 22.07 23.05 21 11.27 13.71 15.39 17 .57 19 .87 20 .74 22 10 .02 12 .19 13 .68 15 .62 17.66 18.44 23 8 .77 10.66 11.97 13 .67 15.45 16.13 24 7 .52 9.14 10.26 11 .72 13.24 13 .83 25 6.26 7 .62 8.55 9 .76 11 .04 11 .52 26 5 .01 6.09 6.84 7.81 8.83 9.22 27 3 .76 4.57 5 .13 5 .86 6 .62 6.91 28 2.51 3 .05 3.42 3 .91 4.41 4 .61 29 1.25 1.52 1.71 1.95 2.21 2.30 30 0.00 0.00 0.00 0.00 0 .00 0 .00 Post-Development "Free-Flow" Inflow Hydrograph Ordinates (Cubic Feet per Second) T i me 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (M i nutes) Storm Storm Storm Storm Storm Storm 0 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 1 1.08 1.31 1 .47 1 .68 1.90 1.98 2 2 .15 2 .62 2 .94 3.36 3 .80 3.96 3 3 .23 3 .93 4.41 5 .04 5.69 5 .95 4 4.31 5 .24 5.88 6 .72 7 .59 7 .93 5 5 .39 6 .55 7 .35 8.40 9.49 9 .91 6 6.46 7 .86 8.82 10.07 11.39 11 .89 7 7 .54 9 .17 10.29 11 .75 13.29 13.87 8 8.62 10.48 11 .76 13.43 15.18 15.85 9 9 .69 11.79 13.23 15.11 17.08 17.84 Pea k=> 10 10.77 13.10 14.70 16.79 18.98 19.82 11 10.23 12.44 13.97 15.95 18.03 18.83 12 9 .69 11 .79 13.23 15.11 17.08 17.84 13 9 .16 11 .13 12.50 14.27 16.13 16.84 14 8 .62 10.48 11 .76 13.43 15.18 15.85 15 8 .08 9.82 11 .03 12.59 14.23 14.86 16 7 .54 9 .17 10.29 11.75 13 .29 13.87 17 7 .00 8 .51 9.56 10 .91 12.34 12.88 18 6.46 7 .86 8.82 10.07 11 .39 11.89 19 5 .92 7.20 8.09 9 .23 10.44 10.90 20 5 .39 6 .55 7 .35 8.40 9.49 9.91 21 4.85 5.89 6.62 7.56 8.54 8 .92 22 4 .31 5 .24 5.88 6.72 7.59 7.93 23 3 .77 4.58 5 .15 5 .88 6.64 6.94 24 3 .23 3 .93 4.41 5 .04 5 .69 5 .95 25 2 .69 3 .27 3 .68 4 .20 4 .74 4 .95 26 2.15 2 .62 2.94 3 .36 3 .80 3 .96 27 1.62 1 .96 2.21 2 .52 2 .85 2 .97 28 1.08 1.31 1.47 1.68 1.90 1.98 29 0 .54 0 .65 0 .74 0 .84 0 .95 0 .99 30 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 1 4.69 5.70 6.40 7 .31 8.26 8 .62 2 9.38 11.40 12 .80 14.61 16 .52 17.25 3 14.06 17.10 19.19 21 .92 24.78 25.87 4 18.75 22.80 25 .59 29 .23 33.04 34.50 5 23 .44 28 .50 31 .99 36 .54 41.30 43 .12 6 28.13 34 .20 38.39 43.84 49.56 51 .75 7 32.82 39 .90 44.79 51 .15 57 .82 60 .37 8 37.50 45.60 51.19 58.46 66.08 69 .00 9 42.19 51.30 57.58 65 .77 74 .34 77 .62 Peak=> 10 46.88 57.00 63.98 73.07 82.60 86.25 11 44.54 54.15 60 .78 69.42 78 .47 81 .93 12 42 .19 51 .30 57 .58 65 .77 74 .34 77 .62 13 39.85 48.45 54.38 62.11 70.21 73.31 14 37.50 45.60 51 .19 58.46 66 .08 69 .00 15 35 .16 42 .75 47.99 54 .81 61 .95 64 .68 16 32 .82 39 .90 44.79 51 .15 57 .82 60 .37 17 30.47 37 .05 41.59 47.50 53 .69 56.06 18 28 .13 34 .20 38.39 43 .84 49 .56 51 .75 19 25 .78 31 .35 35.19 40.19 45.43 47.44 20 23 .44 28 .50 31.99 36.54 41 .30 43.12 21 21 .10 25 .65 28.79 32.88 37.17 38 .81 22 18 .75 22 .80 25 .59 29 .23 33 .04 34 .50 23 16.41 19 .95 22 .39 25 .58 28 .91 30 .19 24 14.06 17 .10 19 .19 21.92 24 .78 25 .87 25 11 .72 14 .25 16.00 18 .27 20 .65 21.56 26 9.38 11.40 12 .80 14.61 16 .52 17.25 27 7 .03 8 .55 9.60 10.96 12 .39 12.94 28 4.69 5 .70 6.40 7.31 8.26 8 .62 29 2.34 2.85 3 .20 3 .65 4 .13 4.31 30 0 .00 0 .00 0 .00 0.00 0.00 0.00 ' - Post-Development Flow Routed Through Storm Sewer Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 3 .60 4 .38 4 .91 5.61 6.35 6.63 2 7 .20 8 .76 9.83 11.23 12.69 13.25 3 10.80 13.14 14.74 16.84 19 .04 19 .88 4 14.40 17.51 19.66 22.45 25.38 26.50 5 18.01 21.89 24.57 28 .07 31.73 33.13 6 21.61 26.27 29.49 33 .68 38.07 39.75 7 25.21 30.65 34.40 39 .29 44.42 46.38 8 28 .81 35.03 39 .32 44.91 50.76 53 .00 9 32.41 39.41 44.23 50.52 57.11 59 .63 Peak=> 10 36.01 43.79 49.15 56.13 63.45 66.25 11 34 .21 41.60 46.69 53 .33 60.28 62.94 12 32.41 39.41 44.23 50 .52 57.11 59 .63 13 30 .61 37.22 41 .78 47 .71 53 .93 56 .31 14 28 .81 35 .03 39 .32 44.91 50 .76 53 .00 15 27.01 32.84 36 .86 42.10 47.59 49 .69 16 25 .21 30 .65 34.40 39 .29 44.42 46.38 17 23.41 28.46 31.95 36.49 41.24 43 .06 18 21.61 26 .27 29.49 33.68 38.07 39.75 19 19.81 24.08 27.03 30.87 34.90 36.44 20 18.01 21.89 24.57 28.07 31 .73 33 .13 21 16.20 19.70 22.12 25 .26 28 .55 29 .81 22 14.40 17.51 19.66 22.45 25 .38 26.50 23 12 .60 15 .33 17.20 19.65 22.21 23.19 24 10.80 13 .14 14.74 16.84 19 .04 19 .88 25 9.00 10.95 12 .29 14.03 15.86 16.56 26 7.20 8.76 9.83 11.23 12.69 13 .25 27 5.40 6.57 7 .37 8.42 9.52 9 .94 28 3.60 4 .38 4.91 5.61 6.35 6.63 29 1.80 2.19 2.46 2.81 3.17 3 .31 30 0.00 0.00 0.00 0.00 0.00 0.00 -Q> Q. -Q) Q> u.. 50.00 45.00 40.00 35 .00 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 2-Year Storm .Event .Q is-30 .00 -----+---1----+------t------------i-----i .0 c: 8 8 25 .00 -------1#------=-------t-------'-.+-----i-----i ...., Q> G> Cl> 20.00 +---_,-+------7'<---t---~...+----+------i-----I e> _g 15 .00 +--~"---t--:~---+-----+---""""""'=""-+---".,.-1-------1 ~ l 0 .00 +----.~-,,C.-+-----+-----+-----+--'""""=:----i~----1 0 5 .00 +-#-7C----+-----+-----+-----+------i"""""-~.....,_--I 0.00 ..-----+-----+----+----+----+---~ 0 5 10 15 20 25 30 Time (Minutes) ---Pre-Development Hyd rograph ---Total Po st-Development Hydr ograph 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 5-Year Storm Event · 5 10 15 20 25 Time (Minutes) Pr e -Developme nt Hydrograph Post -Development Outflow Hydro graph Wit hout Detention 30 70 .00 ... 60 .00 Q) 0.. -Q) 50.00 Q) ..... o- :0 -g 40 .00 ::I 0 ~o 30 .00 Q) ~ O> ... 20 .00 0 .c 0 \/) 10 .00 i5 0 .00 0 Total Pre-Development Vs . Total Post-Development (No Detention) Peak Discharge Rates 10-Year Storm Event 5 10 15 20 25 Time (Minutes) 30 Pre-Development Hydrograph ----Po st-Devel opme nt Outflow Hydrograp h Wi thout Detenti on 80 .00 .... 70 .00 Q) 0.. -60.00 Q) Q) ..... . 2 1i' 50 .00 ..0 c 8 8 40 .00 ......... Q) Q) V) 30 .00 O> ... 0 20 .00 .c 0 \/) i5 10 .00 0 .00 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 25-Year Storm Event 5 10 15 20 25 Time (Minutes) 30 ----Pre-Development Hydrograph Post-Development Outflow Hydrograph With out Detention \ ... Cl> 0.. -CD Cl> LL. o- 90.00 80.00 70 .00 60.00 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 50-Year Storm Event ·-'O .g c 50.00 0 0 _o G> ~ 40.00 O> 30 .00 ... 0 ..c 20.00 0 Cl) 0 10.00 0.00 0 5 10 15 20 25 30 Time (Minutes) ---Pre-Development Hydrograph ----Post-Development Outflow Hydrograph Without Detention Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 100-Year Storm Event 90.00 ------..-------.------.------.-----~--~ ... ~ 80.00 +-----t------:~-""-...:---+-----+-----+----i 'i 70.00 +-----+--~l'----t---~,-t------t----1----~ G> ~ -60.00 +-----t----:,_--+----+-3-...:-----t-----+----i ·-'O .g c 50.00 +-----l-,_---+----+----31~-+-----+------l 0 0 ; ~ 40.00 e> 30.00 +--~~t-:..,-C---t------t___:: ........ ::---t---""'-c--+----l 0 ..c 20.00 +----:,_-7"9-----l-----+------t~....,,--___;:~----l g 0 10 .00 1--:;""7'---+----+----+----+----..,,....~~--l O .OO fl'-----~1-------+-------+-------+-------.._--__;::11111 0 5 10 15 20 25 Time (Minutes) ----· Pre-Development Hydrograph ----Post-Development Outflow Hydrograph Without Detention 30 ACCOUNT NO . ______________ _ CITY OF COLLEGE STATION 3 7 7 8 7 7 s f 3~, i1XJ . O(A 11 / ;.)-q _ ;;:EIVEDOF in h l "z /) {!J ihZtf ar Di/ei' ) Ji~~ttt'~k p '71E!d~ ·, ' ' P .db , ,,. r1 ()A~ Clid.vccd<t·''l. 3 ?1 ±<.h a1 Y Ch ecK IL.._ Cash ='bl---THANK vou ~ From: To: Date: Subject: Tom Brymer VMORGAN 11/2/95 2:04pm fire flows at arbors at wolfpen creek -Reply Thanks for the "heads up". This is just a suggestion, but perhaps Shirley Volk could help you on this one from the standpoint of "holding the customer's hand" in an attempt to get acceptable fire flows. Just a thought. >>>Veronica Morgan 10/31/95 01:37pm >>> i recieved these fire flows on this project on friday morning from garrett engineering. we have reviewed the waterlines plans for this project, twice now, and since the first review have asked for these flows. Our concern was that the 6" waterline interior that they were proposing would not be adequate to serve the complex with fire flows. Unfortunately, we were correct. We now have a developer who is on an extremely tight time schedule, where we are now going to have to ask them to reassess their design and propose a solution. (They need to break ground on November 10, 1995.) I have offered to the developer a partial ddp -which will let them do tree clearing, grubbing, etc. but I do not feel comfortable with approving much more than that until we get this resolved. To explain their "problem": Their current design has line velocities during fire flow @18.86 feet/sec "good design" allows line velocities during fire flows @ 8-10 feet/sec** we have allowed some developers to go up to 12feet/sec (i.e. circuit city). **per design criteria -"analysis of water distribution systems by Tom Walski" bottom line: i will be calling the engineer and relaying this info to him. i expect we will hear from the developer on this item.so the intent of this email is a "heads up" CC: EASH, JCALLAWAY Vv / v I I ~o .l..1.; .J O • -u -.:.1. .. .J O~ ".l.vV r J..l\;)J. \'IV.l\J.nJ.1~1., .It 0 3 /08 /96 l l • ~l. O H r"<"C. I I ..._. ,._. • • ·~~· • • · ·---• FAX MESSAGE 2!3_·~---~-~ __ ,,.E_-=""_T._1_.r~-"~-J}~~~_ .. _"~~_.:::.._~-=-~----~~ _ ATT. v~~·,N cf')" I ~'ia Project: AR.MRS A.-< 'Ho To: From: K~ux (}BIJQ.. #Pages (lnduding cover sh 1 , . ...... :C¥ You ~~t b.~ C\\~NSf;S / <Cl0$~€511olJS , Pl6~4?E C.M.L . \(f.< kHM1 UM IF FAX INCOMPLETE PLEASE CAL (409) '846-2688 FAX ( 409) 846-3094 ~ 00 11 002 • • 3Nll0 fMN3110H .fr .:·· :_.~· _-,.· :: .. _,.,._ .· ........... ,: :· ,}•. : NOi ~: · ... ·:·')· ·.• --I ON •, '. I . ' u I i{ i{ IT I\ I- f L 0 u .c I-v I! I.' . ' ::: ~~ I };! l :'. ~ ... . ,. " ... Ei ~ ~I' 7 _,,,(?. i)•n\ 7 Arbors At Wolf Pen Creek -Inlet at Holleman and Proposed Drive - Existine Inlet: Q = C * L * H 312 where: Q = flow (cfs) C =weir coefficient= 3.0 L = weir length = 5.0 ft H = drop height at opening= 0.833 ft ~<--- Q = 3.0 • 5.0 • 0.8333 12 Q = 11.40 cfs Proposed Grate: Q = c •A • ( 2 • g • h) 1 /2 where: Q = 11.40 cfs c = 0.60 A = area of opening required ( sq. ft.) g = 32.2 ft /s2 h = 0.5 ft (6 inches) W :'11 '! ov l9e. ~ ~ o t-, fv. ·\i 11.40 = 0.60 •A• ( 2 • 32.2 • 0.5)1/2 A= 3.35 sq. ft -required ~ c-;f-k vk-t".-1~ h t4 fi l-i r o P G '' ? 7 ec r1a "' \i'ltvv cfn.,~~·'--';. NEENAH R-1878-810 Heavy Duty Grate will provide an open space of 5.83 sq. ft .~ d · . t 7 · .J.L ,-:7 #<!CA C'-11 V-Go-' • /-iv ii\) V\I t\4 r .. tu ,... c ul f-o s~ <:.-N c c ri ,,,i., 's t:°"· }-a lo j V 4 / vC ~cv f- 5/Fv-rf? i't-.. . . . . . .,, ' .. . ;·· . ·: ... . . ,,.,_ ...... ·· ... . . :·: ID" . ~ tu/!PJ i·· ·' . . -' . . · i~:· . . · :·'.-rjc t'/t./7 c ' .. .t .. •, -,;t Ml. 8'I "1 I J . ·;· . . ~ . ... . ' I o t o' •"" • ' · . . . I /iOUEMAN DtflV£ (~PJIAJ.:r) ~~~~·~-- : . -~ ~rJt V\)1'(/ nceol r"n ~ 0/ev-a h 'o-ns --thrt?vf'ovf fht.-6f C4'1 i J ,;"! Y1 o/ ~ ~ "") /tv · t/ (-?'V? a -~ --v~ h 1'c:Ji (_,()S1.Jrc ~vr thc.-c ~ vv-/i( ~ G ti 61 ~-.. <;h--o~~ ,, he 1'r..)Vi·f-. .h' i' 11 j1le i ""/C r k en <)a~d <'. C'-Y r'ri 5~ ? . . . . . •. . 1YPICAl SEAl JOINT N.-r.s. !' .... -.. . . . • .. . ' . " .. A • .. '· -s' . .. .. t----------.......i . . . . . . . , - SE.CT/ON @. -@. ~.. . ... . . . . . . .. . . . •. ·. ' ... -------.,,..--------t ----,i' l .• , .,"I . . . • t •• . . . . ,i ,/1 ,S-1 . . . .. GRATE Grate No: R-1878-BlO • (Heavy Duty) • RECTANGULAR WITH COVER IN 'IWO (2) . PIECES: INSTALLED WITH FLANGE AT TOP DIMENSIONS (in Inches) A = 3llh x 491h B = l1h c = 30 x 48 D = 31% x 49% E = 36x 54 F = 4 WEIGHT (in Pounds) 680 E A c \.)..:. ,:_ .L :;1 U 1.,.1 ~I . \.Ill Y lr'/£"~/-='D R-1874 Series for Pipe Bell ~ . -~ ... ~. ··---·-., .. f.(' ":· : .· Light Duty Specify: A a 1. Catalog rwmber . 16 1v. Solid lid 1ho-n , 2 . cu or grate cu 22 rn requ ired . 27 1~ I 7\1. 1 R· 1 877 Series ·with Double lids . J Heavy' D11ty Lo rge reclongvlor frcmo .... ar. double lid ellows eoly cc· cen to valves, wolet meters , lrQtiJform<1u, or conduit line1 in $freet manh1;1 la,, Spodf'r: 1 . Catolog nutT1bar , C.llltl Olrn1•sio~$ 14 ln<hU I Wt. Mo . "' B c c I [ I F L!>.s , ~·1&17·' ' ZJ I 58 1 21 a 56 2• l 691 35 I )O I e 111 · 1000 A·lS 71-ES · 23 1 SS 1 211 K z~. n JS i >O Ylt 825 11.1m.t1 2sy. i •s~ ! y, u t '8 2c.sc \ H•!a \' G?! A·IS77 ·F 36 160 I ~. &OU l4 • 58 41 'rt ' 69 y, 6 "1090 •ft1IM fumi1h•d •It~ to~ •••hot rlnl llmllar lo A·lllio . .c ·' 20Y, 23 'l6 28 a• 28 R·1878 Series Frames Heavy ·O"~y :.Lids, Grates R· 1879 Series · Frames Light Du~:<~ids, Grates These st-allow fr1;1mu ere designed for 11,e In tl'i ln or dup <=on · cralo di:ib,, All 1iio1 of fromei or• rv.,.enJblo ond eon be insrollod w ith flange ol b1;15e or top . Speci?: OPTIONAL: 1 . Cotolog numl:usr , 2 . Solid lid or grote> oi requlrad. 3 . To be iMfolied with Aongo o t ba~e or loll · ' SOLID LID or . OPEN GP.A. TEO COVER Olrn•n1 ions in lnelles Heory Cvty Wt . Lbi. light Outy A & c D :Cater~,$.'~ W/ >ti/ ·ea1a ofi· -. .. . ' ··f" E F : · N' o.·~·r ;:l:(f--: rid irate No;··: .. :.'·'· 13"' x 13:a,,; ll \12 \12x 12 \.4 x 14 18 x 18 1"' R·l 878·~1 ·,•. 12s \ 11s R·l879~A1 · 1 a~1a 1 1vi 16x16 \8!4 )I; 18V.. 22 )( 22 4 R•1'87.!;;*j';~·: 215 I 175 R·l Sro~A=: ::., ::zo x ,0 lYi 18 x 18 20\4 .i; 2014 24 a: 24 "' R-1878~3'" · 205 210 R·l819...&.$· ·. 21~"21% 1~ 20 :i 20 22 x22 26 x 26 "' :R-1178•~i, 2"45 225 Jt.::1 •79-A.:4 "'· 23'ir. x :ZJ~ I 1.1 22 x 22 214 x24 2a x 2a "' · -11.-H f8.i;U':il , 280 305 R~l 8.7·9fAs :: :, 25~ IC 25'.4 m 24 ir 24 26 ){ 26 30 x 30 "'· R~l818~~7·!.:: 325 285 ·R~ \~ 79•A6 ;·,. 271' 11 27~ 1 \!2 26 x 26 28 % 28 3h: 32 1" R~1·87S•A7·>· 380 315 R· 1.879.A'T . : :i!9'fJ I; 29Yt rn 28 1[ 29 29'4 J;, 29% 34"' Ji "' ~-11118.-A:s ; -'IS "'30 1~1879·:A.$:· ... 3P~xJ1"j1\} 30 x 30 32 .( 32 36 z 3~ I" l(•.1878 •,\9. ; '70 470 :R· 187.9.oA9 ." J1 IC 37 l 'Jl 36"' 36 37 !-!i "'371/i 42 11 A2 A 1t-1 i7.8·A1 o• oes 820 lt-1879·A1 O• 1 ·"' 20 f1Yi 12ii18 141(. 11 2014 t Bx 2"4 4 'R.;1 &18•8 t . 160 160 R-1819-B1 · lJ~ x 25'1': 11~ 12 )( 24 1J·~x25~ 18 z30 4 'l~l87•~•2 · ,: 225 185 R·l 179-&2 · 19'\.7 .t 25Y2 1 Yi 18 .11:.24 19"' ll 25~ 24 x 30 " ; R-\87.8.~83 , 240 235 R·l 879•83 191/i • 31\12 1 JV, 18 x 30 :!O,. 32 2" I; 36 " · R-1878.-14 .. 290 2!10 ~·1.879•1M . 1 9'14.tJ7~ l\l:i ,18x36 20 x :n 1A II 42 \4 R-·1 a1a:.ss ' :.l45 \ 2SO R~l 879°85 · 25\fi /( 31 Vt \ l \.c, 24 )( 30 25'4 J: 31~ 30 x 36 ... R~l 87.il'~l'!h '.'-375 . 355 R-lB79·a6 2s\11f. :'.l'J4 \1v~1 2• )I 36 26 x Je 30 )( 4:2 " a., s1a.:.n~.: 4:l5 .415 l~l 879 ~81 2s•• "' 49'.4 . nl 24 x 48 26 "' so JOx S4 4 R-187~8cll : 535 555 ·11.1879~88. ·.· J l '~ "Jrn I 1'121 30 ·X 36 1 32 x:38 j6 x "'' "' ·~·l87B~B9j : 510 510 'l•l879~~9·. 3 l't~.t:-'9\A:i l\11 J01148 3PJli49~: 36 x 5~ .. R-1878·B10ij 6J5 680 ·R-1819-810* .... ·----- '00 2 .-002 V'<:J .L r ,. I I II I • ' ) I ~ lllu1tralln11 ! R· 1877.~ I ,. I • l i ( Wt, LOs. t "' w/ lid ,,.,. Heo•'I' Dllt'J' I· 1871 S.ction1 100 100 175 \55 t~S 180 20$ 190 23S 25..5 240 220 280 260 415 360 360 305 475 .uo 160 160 205 185 n9 22) 225 215 345 300 245 260 335 30.5 41S 405 510 410 U;llt OvlY l· ll7t Section< 430 425 QUESTIONS REGARDIN~ THE ISSUES: VJ\µ,d ~"'-') ~ \y_ ~ft lfuo ~ ·-k ~ ·~ --\o ~~G~~· jslclformslassist 12113195 SUPPORTING DOCUMENTATION: 1. t~w,., "Z{;V1,"€A_, ~\JY!,J- 2. ~ i)v;0-~\xt\-(vt-l)903 ,"J </-oi 10~ 1<,~t 'it. ~.s 3. .Qt, ~ ~ cW:,wnw..J--"€· 4. LEGAL DEPARTMENT RECOMMENDATION ATTORNEY RECOMMENDATION: EXPLANATION OF LAW: RANGE OF OPTIONS: ;sic/form s/assist 12113195 STATE OF TEXAS COUNTY OF BRAZOS § § -1 ....,.._,,~ ~-9274.Z STORM SEWER EASEMENT ; ~ '''i q .~ r.·· t KNOW ALL MEN BY THESE PREsENrS:: I 8 § Atj?:!:· : I . -~--::: : ~. . ,,,. WHEREAS, DRUCOX PETROLEUM, INC., a Texas corporation ~."Granfor''Jiis ·tli~'"'J,; owner of that certain strip of land located in Brazos County, Texas more parii~utmYLfi~ by metes and bounds on Exhibit A attached hereto and hereby made a part hereof and depicted on the drawing attached hereto as Exhibit B attached hereto and hereby made a part hereof (such strip of land being hereinafter referred to as the "Easement Area·); and WHEREAS , ARBORS OF WOLF PEN CREEK PARTNERS, a Texas general partnership ("Grantee") is the owner of that certain tract of land located adjacent to the Easement Area more particularly described on Exhibit C attached hereto and hereby made a part hereof ("Grantee's Parcel"); and WHEREAS , Grantor, for the consideration herein stated, has agreed to grant to Grantee , for the benefit of Grantee 's Parcel, an easement and right-of-way for the purpose or purposes herein stated. NOW, THEREFORE, Grantor, for and in consideration of the sum of Ten and Nol 1 OOth Dollars ($10. 00) and other good and valuable consideration, all cash in hand paid by Grantee , the receipt and sufficiency of such consideration being hereby confessed and acknowledged, and the mutual promises and covenants hereinafter contained, has GRANTED, SOLD , and CONVEYED and by these presents does GRANT, SELL, and CONVEY unto Grantee, its successors and assigns, an exclusive easement and right-of-way (the •Easement") for the purpose or purposes hereinafter specifically stated, on, in and under the Easement Area. The purposes for which the Easement is granted hereunder are solely for the construction, maintenance, operation, repair, replacement, changing the size of, and removal of storm sewer lines, pipes, and appurtenances (the "Facilities") and each of such purposes and for no other purposes. Subject to the terms and conditions hereof, during and after the completion of the construction of the Facilities, Grantee, its successors and assigns shall have all the rights, privileges and benefits necessary or appropriate for the full enjoyment and use of the Easement Area for the purposes herein specified, including, without limitation, the free right of ingress and egress to and from the Easement Area. Grantor expressly reserves unto itself, its successors and assigns, the right to use and enjoy the Easement Area for any and all purposes which do not interfere unreasonably with the use of the Easement Area by Grantee for the herein specified purposes and further reserves unto itself, its successors and assigns, the right to construct and maintain a parking lot on the Easement Area (the "Parking Lot•) and the right to park motor vehicles upon the Parking Lot. The Easement is subject to all liens, encumbrances, easements, restrictions, covenants, conditions, leases, mineral and royalty reservations, of record, if any, affecting the Easement Area . In addition, the Easement is subject to the following terms, agreements, reservations, conditions and limitations: (1) Grantee shall not have any rights whatsoever with respect to any premises of Granter outside the boundaries of the Easement Area. (2) Granter reserves all oil, gas and other minerals in, on and under the Easement Area, but Granter shall not drill or operate for minerals on the surface of the Easement Area. However, Granter will be permitted to extract the oil, gas and other minerals from and under the Easement Area by directional drilling and other means. (3) Granter reserves for Granter and Grantor's heirs, successors and assigns the unlimited right and privilege at any time and from time to time to construct, place, lay, maintain, inspect, protect, operate, repair, alter, change the size of, substitute, replace and remove the Parking Lot on, over and across the Easement Area. (4) Grantee shall construct and maintain the Facilities in such a manner and using such standards as will enable Granter to utilize the surface of the Easement Area for vehicular parking. (5) Upon the completion of the initial installation or subsequent repairs of the Facilities , Grantee shall restore the surface of the Easement Area to standard grade. (6) In the event that, subsequent to the initial installation of the Facilities, Grantee's use of the Easement Area for the purposes herein stated disturbs the existing condition of the surface of the Parking Lot, Grantee shall restore the surface of the Parking Lot to substantially the same condition in which it existed prior to such use. (7) The consideration given to Grantor for this grant of easement and right- of-way includes payment for all damages and injuries to any property and improvements of Granter now located (but excluding those hereafter located as herein permitted) within the boundaries of the Easement Area. TO HA VE AND TO HOLD the Easement for the purposes herein set forth, unto Grantee, its successors and assigns, forever; and Granter hereby binds Grantor and Grantor's successors and assigns, to warrant and forever defend all and singular the Easement unto Grantee, its successors and assigns, against every person whomsoever lawfully claiming or to claim the same or any part thereof. All rights, privileges and obligations created by this instrument shall inure to the benefit of and be binding upon the successors and assigns of the parties hereto. No sale or subdivision of the Easement Area or the land adjoining the Easement Area shall increase or change the rights and obligations of Grantee hereunder, and any subsequent owner or owners of said lands shall be substituted for and in place of Granter herein. -2- FWHPSSE .DOC vo~ 24n r~z 16 Grantee's acceptance of delivery of this instrument shall evidence Grantee's agreement to all o f the terms and provisions of this instrument. EXECUTED to be effective as of the Z(~ day of ___.C_".·....,C.....:f____;. ____ , 1995 . STATE OF iLLIN!JtS § coUNTY oF CcoK· § § GRANTOR: DRUCOX PETROLEUM, INC ., a Texas corporation By: .!}&-c,l,M~'-- Michael Shuman, Vice President This instrument was acknowledged before me on { O-2..(c. , 1995, by Michael Shuman, Vice President of DRUCOX PETROLEUM, INC., a Texas corporation, on beh~· · · OFFICIAL SEAL /-.:/ ~ O ~ [S ALT LYNETTE A HILL =>, ~~.CJ.'-1_(~ lY:. ' Notary Public, State of T-ettS 7 ::J]_j,_.; tJO( :S, l YNETTE A . !-lit/ 5-4--<15 Printed Name of Notary -3- FWHPSSE .DOC vo~ 24 77 PAGf 17 . ' Field Notes 0.11 Acres Being a drainage easement and being situated in the Morgan Rector League, A-46, College Station, Brazos County, Texas and being a pa.rt of that 13.45 acre tract of land conveyed to S.W . Equity Co. by James E. Jen. recorded in Volume 1128, Page 713, all Offic ial Records of Brazos County , Texas and being more particularly described as follo ws: C ommencing at a 112" Iron Rod found at the most southeast corner of the J.C. Noonan, Trustee 8.00 Acre tract (949n29), same being the most southerly corner of the 0.48 acre tract out of the S .W . Equity Co. 13.45 Acre Tract (1128n13) and also in the north westerly R.O.W. line of Holleman Drive; THENCE: N 49°33'44" W -463.66' along the common line of said 8.00 tract and said 0 .48 acre tract to a 112" Iron Rod found for the PLACE OF BEGINNING ; same being the mos t northerly common corner of said 8.00 acre tract, said .48 acre tract, said 13.45 acre · tract, and the Lacour Investments 12 .18 Acre Tract (398n68); THENCE: N 49°33'44" W -240.00' along the common line of said Lacour Investments trac t and said 13 .45 acre tract to a 1/2" Iron Rod set at the westerly corner of this C!ase ment; THENCE: N 42°09'43" E -20.00' across said 13.45 Acre Tract to a 1/2 " Iron Rod set at the most northerly corner of this easement; THENCE: S 49°33'44" E -240.00' across said 13.45 acre tract to a 112" Iron Rod set at the most easterly corner of this easement, same being in the common property line of said 13.45 acre tract and said 0.48 acre tract; THE NCE: S 42°09'43" W -20.00' along the common line between said 13.45 acre tract and said 0.48 acre tract to the PLACE OF BEGINNING; and containing 4,800 square feet, or 0.11 acre of land more or less. ~0~ 24 77 rAG~ 18 }(/F L~~OL//" y, y~f ,,,bJ/ s 12./$ kl"~ {.:YfB I 7~ J ~ ~ .:J.t!. NccnaJ?, ~ta~ II tJtJ 11~~j ' f~'//729 ~ ~ ~ ~ ' ~ ~ 0. 19 kl't! P~t oqt <11' 5.Ai Ef_uity Cd. 1.:J. -fS-kJt1 ~r 112'1/7/,5 St:;!~ : /" c 5"0 I I, Donald D. Garrett, Registered Professional Land Surveyor, No. 2972 do hereby cer+: i "'·.· that the above plat is true and correct and .agrees with a survey made on ~he Q~~u~~ my supervision on October 4, 1995. EXHIBIT C DESCRIPTION OF GRANTEE'S PARCEL Field notes of an 8.21 acre tract or parcel of land lying and being situated in the MORGAN RECTOR LEAGUE, A-56, College Station, Brazos County, Texas. Said 8.21 acre tract being a portion of that certain 8.00 acre tract conveyed to J.C. Noonan, Trustee by Andrew D. Difiore, Trustee, by Deed recorded in Volume 949, Page 729, Official Records of Brazos County, Texas and also being a portion of the S.W. Equity 13.5 acre tract as described in Volume 1128, Page 713 and Volume 1137, Page 574, Official Records of Brazos County, Texas and being described as follows: COMMENCING; at a 1/2" diameter iron rod found marking the most southerly corner of the aforementioned 8. 00 acre tract; same iron rod also marking the southeast corner of the Don R. Dale 6.03 acre tract (2751113) and lying on the northwest line of Lot 7 of Pooh's Park Subdivision (314/618); THENCE: N 41 ° 31' 31" E along the aforesaid northwest line of Lot 7 of Pooh's Park Subdivision for a distance of 35. 00 feet to a 1/2" diameter iron rod marking the PLACE OF BEGINNING; THENCE: N 47° 33' 18" W along a line 35.00 feet off of and running parallel with the common line between the aforementioned Don R. Dale 6.03 acre tract and the southwest line of same 8.00 acre tract for a distance of 346.92 feet to a 1/2" iron rod for corner; said iron rod also lying on the ·common line between the Lacour Investments' 12.18 acre tract (3981768) and the northwest line of said 8.00 acre tract; THENCE: N 42° 09' 43" E along same common line between said Lacour Investments' 12.18 acre tract and the northwest line of same 8.00 acre tract at a distance of 817.65 feet past a 112" diameter iron rod found marking the most northerly corner of same 8.00 acre tract and continuing 45.02 feet for a total distance of 862.67 feet to a 1/2" iron rod set for corner; said iron rod also marking the most northerly corner of the 8.21 acre tract; THENCE: S 49° 33' 44" E along a line 45.00 feet off of and running parallel with the common line between the aforementioned S.W. Equity 13.5 acre tract and the northwest line of same 8.00 acre tract for a distance of 463.16 feet to a 112" diameter iron rod set for corner. Same iron rod also lying in the northwest right-of-way line of Holleman Drive (60' R.0.W.) and also marking the northeast corner of 8.21 acre tract; THENCE: S 41° 31' 31" W along same northwest right-of-way of Holleman Drive (60' R.O.W.) at 45.01 feet pass a 112" diameter iron rod found marking the northeast corner of same 8. 00 acre tract and continuing 411. 75 feet for a total distance of 456. 76 feet to a 112 • diameter iron rod marking the beginning of a curve to the right; THENCE: in a southwesterly direction along curve to the right for an arc distance of 38.83 feet to a 1/2" iron rod lying in the northeast right-of-way line of Lassie Lane (50' R.0.W.) EXHIBIT C -Page 1 of 2 Pages FWHPSSE.DOC VOL 24 77 P~~~ 20 . · ~d marking the end of said curve to the right; said curve to the right having a central angle of 88° 59' 18", Radius = 25.00 feet, Tangent = 24 .56 and Chord bearing S 86° 00' 49" W for a distance of 35 .04 feet; THENCE: N 49° 29' 53" W along said northeast right-of-way line of Lassie Lane for a distance of 101.25 feet to a 112• diameter iron rod for corner; THENCE: S 41 ° 31' 31" W along the common line between the northwest line of Pooh's Park Subdivision and the southeast line of same 8.00 acre tract for a distance of 393.41 feet to the PLACE OF BEGINNING; and containing 8.21 acres of land, more or less. EXHIBIT C -Page 2 oC 2 Pages FWHPSSE.DOC VO~ 24 77 PAGf 21 STORM SEWER EASEMENT f rom DRUCOX PETROLEUM, INC., a Texas corporation to ARBORS OF WOLF PEN CREEK PARTNERS, a Texas general partnership UTC t/ 950826/df STA '.E Or iU 4s r 1 ~e re;;, c••,';'·· .,_1 ·~ -DUNrr o; RRAJ.os d I ...... ' .:i;: Ht lS Jn"• ' -ate :;,i d e 8 ~ q -l':>iJP<f • ··'~'~€,, w~s frreo on t"e · . --• " -~ ·~erc o,i b• '' corc.xJ 1.1 t11 e ~.,1 ~,, •• d · Y rr:e anrt -.vas Ouly re- of Bra zos wunty r :x·n Nge cf the named records • -as as ~tam;ied h ereon by me ·,· 10 -02 -95 04: 14PM FROM H. A. C. & A. TO 022~102 *018~3694130~ P002 /008 ·~. HERBERT, ADAMS & CRAWFORD, L.L.P. WRlI'BJt'S DIRECJ' DIAL NUMBER (214) !JS3-S406 VIA TBLEC<Jfl Mr. Bart Munro c/o Omar Smith Enterprises 3833 Texas A venue, Suite 276 Bryan , Texas 77802 LAWYERS 1%GO MAXUS BNEROY TOWEil 717 NOJtTH HARWOOD DALLAS, TEXAS 75201 (214) 9.S3-.S400 FACSIMII..B: (.214) 953.5491oc5450 October 2, 1995 OUll FD..S NVMBER 102 .011 Re: Anticipated purchase of a 0.48 acre tract of land located in College Station, Brazos County, Texas by First Worthing Company Limited or its assigns from Drucox Petroleum, Inc. ("Seller•) Dear Mr. Munro: Attached for your review is the proposed form of Storm Sewer Easement which has been prepared by our office in connection with the above referenced matter (the .. F.a.sement Grant"). Please let David Herbert or me know your comments with respect to the proposed Easement Grant as soon as possible . By copy of this letter, I am simultaneously providing copies of the proposed Easement Grant to Steve Utley, Keller Webster and David Greenblatt for review. Accordingly, the attached document is also subject to the comments of each of those gentlemen as well. Thank you for your attention to this m:i.tter. Should you have any questions or comments, please do not hesitate to call. DK/dk Attachment ~ce~ely you~rs! -I "') ~~ -i.c::- Diana Kennedy Legal Assistant cc: Mr . Steven R. Utley (w/ attachment, VIA TELECOPY) Mr. Keller Webster {w/ attachment, VIA TELECOPY) David A. Greenblatt, Esq. (w/ attachment, VIA TELECOPY) David L. Herbert. Esa . I 0-02-95 04: ! 4PM FROM H. A. C. ~ A. STATE OF TEXAS COUNTY OF BRAZOS § § § TO 022tt!02*018tt3694!30tt P003 /008 STORM SEWER EASEMENT DRAFT KNOW ALL MEN BY THESE PRESENTS: WHEREAS, DRUCOX PETROLEUM, INC., a Texas corporation (11 Grantor•) is the owner of that certain strip of land located in Brd.Zos County, Texas more particularly described by metes and bounds on Exhibit A attached hereto and hereby made a part hereof and depicted on the dra.win2 attached hereto as Exhibit B attached hereto and hereby made a part hereof (such strip of land being hereinafter referred to as the •E.asement Are.a .. ); and WHEREAS, ARBORS OF WOLF PEN CREEK PAR1NERS, a Texas general partnership (11 Grantee") is the owner of that certain tract of land located adjacent to the &scmcnt Area more particularly described on Exhibit C attached hereto and hereby made a part hereof ("Grantee's Parcel"); and WHEREAS, Gran tor, for the consideration herein stated, has agreed to grant to Grantee, for the benefit of Grantee 1 s Parcel, an easement and right-of-way for the purpose or purposes herein stated. NOW, THEREFORE, Grantor, for and in consideration of the sum of Ten and No/lOOth Dollars ($10.00) and other good and valuable consideration, all cash in hand paid by Grnntee, the receipt . and sufficiency of such consideration being hereby confessed and acknowledged, and the mutual promises and covenants hereinafter contained, has GR.ANTED, SOLD. and CONVEYED and by the~ presents does GRANT, SELL, and CONVEY unto Grantee, its successors and assigns, an exclusive easement and right-of-way (the "Easement•) for the purpose or purposes hereinafter specifically stated, on. in and under the Easement Area. The purposes for which the Easement is granted hereunder are solely for the construction, maintenance, operation, repair, replacement, changing the size of, and removal of storm sewer lines, pipes, and appurtenances (the "Facilities") and each of such purposes and for no other purposes. ' Subject to the tenns and conditions hereof, from and after the completion of the construction of the Facilities, Grantee, its successors and assigns shall have all the rights, privileges and benefitS necessary or appropriate for the full enjoyment and use of the Easement Area for the purposes herein specified, including, without limitation, the free right of ingress and egre~s to and from the wement Area. Granter expressly reseives unto itself, its successors and assigns, the right to use and enjoy the F.asement Area for any and all purposes which do not interfere unreasonably with the use of the Easement Area by Grantc:c for tbe herein specified purposes and further reserves unto itself, its successors and assigns, the right to construct and maintain a parking lot on the Easement Are.a (the "Parking Lot 11 ) and the right to park motor vehicles ~pon the Parking Lot. 10-02-95 04: 14PM FROM H. A. C. i A. TO 022ttl02*018tt3694130tt P004 /008 , . The Easement is subject to all liens, encumbrances, easements, restrictions, covenants, conditions, l~, mineral and royalty reservations, of record, if any, affecting the Easement Area. In addition , the Easement is subject to the following terms, agreements, reservations , conditions and limitations : (1) Grantee shall not have any rights what~oever with respect to any premises of Granter outside the boundaries of the F.asement Ar~. (2) Grantor reserves all oil, gas and other minerals in , on and under the Easement Area, but Grantor shall not drill or operate for minerals on the surface of the Easement Area. However, Granter will be permitted to extract Lhc oil, gas and other minerals from and under the Easement Area by directional drilling and other me.ans . (3) ·Granter reserves for Gran tor and Grantor's heirs, successors and assigns the unlimited right and privilege at any time and from time to time to construct, place, lay, maintain, inspect, protect, operate, repair, alter, change the size of, substitute, replace and remove the Parking Lots on, over and across the E.a.sement Area. (4) Grantee shall construct and maintain the Facilities in such a manner and using such standards as will enable Granter to utilize the surface of the Easement Area for vehicular parking . (5) The consideration given to Granter for this grant of easement and right- of-way inclu_des payment for all damages and injuries to any property and improvements of Grantor now located (but excluding those hereafter located as herein permitted) within the boundaries of the Easement Area . TO HA VE AND TO HOLD the Easement for the purposes herein set forth, unto Grantee, its successors and assigns , forever ; and Grantor hereby binds Granter and GI4Iltor's successors and assigns, to warrant and forever defend all and singular the F.asement unto Grantee, its successors and assigns , against every person whomsoever lawfully claiming or to claim the same or any part thereof. _,I AlJ ri.ght.s, privileges and obligations cre.ited by this instrument shall inure to the benefit of and be binding upon the successors and assigns of the parties hereto . No sale or subdivision of the Easement Area or the land adjoining the Easement Area shall increase or change the rights and obligations of Grantee hereunder, and any subsequent owner or owners of said lands shall be substituted for and in place of Granter herein. Grantee's acceptance of delivery of this instrument shall evidence Grantee 's agreement to all of the terms and provisions of this instrum~nt . -2- 10 -02 -95 04: l 4PM FROM H. A. C. & A. TO 022ttl02*0 1Btt3694130tt P005 /008 ' EXECUTED t.o be effective as of the_ day of _______ , 1995 . . .. STATE OF---;-- COUNTY OF __ _ § § § GRANTOR: DRUCOX PETROLEUM, INC., a Texas corporation Michael Shuman, Vice President This instrument was acknowledged before me on , 1995 , by Michael Shuman , V \ce President of DRUCOX PETROLEUM, INC ., a Texas corporation, on behalf of said corporation . [SEAL] Notary Public, State of Texas My commission expires: Printed Name of Notary -3- PWHPSSJL DOC 10-02-95 04: l 4PM FROM H. A· C & A. TO 022~102*018~3694130~ P006 /008 EXHIBIT A -Solo Page FWHPSSB.I>OC EXHIBIT A :METES AND BOUNDS DESCRIPTION OF THE EASEMENT AREA rro BE PROVIDED] 10-02-95 04: ! 4PM FROM H. A. C. & A. TO 022~102*018~3694130~ P007 /008 EXHIBITB DEPICTION OF THE EASEMENT AREA EXHIBIT B -Solo Page FWHPSSBJX>c [TO BE PROVIDED] 10 -02 -95 04: ! 4PM FROM H. A. C. & A . TO 022~102*018~3694130~ P008 /008 ....... ,_ EXHmrr.c DESCRIPI'ION OF GRANTEE'S PARCEL rro BE PROVIDED] EXUIBIT C • Solo Page ~crannr f ' I Od 1~ 1 I .\ ID: OCT 06'95 10:30 No.003 P.02 ' HERBERT, ADAMS & CRAWFORD, L.L.P. WRrmR 'S Dllt.BCT DIAL NUMBBR (214) 953-5406 YTA TELECQPY Mr. Steven R. Utley First Worthing Company Limited 8144 Walnut Hill Lane Suite 550, LB-6 Dallas, Texas 75231 LAWYl!U 1260 MAXUS llNEROY TOWBR 717 N02.TH HAJlWOOD DAU.Al, TBXAI 7S201 (214) tsJ-.S.00 PACllMILB: (114) 95S-.S4'2 cs WO October 6, 1995 OUR. PILB NUMBER 101.0111 Re: Anticipated purchase of a 7. 73 acre tract of land and a 0.48 acre tract of land located in College Station, Brazos County, Texas by Arbors of Wolf Pen Creek Partners from J.C. Noonan, Trustee and Drucox Petroleum, Inc. Dear Steve: Attached for your review are copies of the metes and bounds description and the depiction of the storm sewer easement prepared by Garrett Engineering . Please let David Herbert or me know as soon as possible whether you approve of the location of this easement. By copies of this letter, I am simultaneously providin& copies of the attachments to Keller Webster and David Greenblatt and asking them to also let us know whether they approve of the location of the easement. Thank you for your attention to this matter. Should you have any questions or comments, please do not hesitate to call. DK/dk Attachments r ... _$._incerely yours, 1 ,.~.lG...~. -mW, Ke"nnedy ( Legal Assistant .. cc: Mr. Keller W. Webster (w/ attachment, VIA TELBCOPY) David A. Greenblatt, Esq. (w/ attachment, VIA TELBCOPY) David L. Herbert, Esq. 111r- '-~~ovr In v~t •l!'Ai 6 1;.111 k~ (~817~) : i ID: ~o.~. OCT 06'95 10:30 ~I~ 1 /"• S-0' ~"4. 'It'/.~. I, Donald D. Garrett, Registered Professional Land Surveyor, No. 2972 do hereby cortify that the above plat is true and correct and agrees with a survey made on the ground under my supervision on October 4, 1995. · ' .. ' . ,,. ID: Field Notes 0.11 Acres OCT 06'95 10:30 No.003 P.04 Being a drainage easement and being situated in the Morgan Rector League, A-46, College Station, Brazos County, Texas and being a part of that 23.63 acre tract made up of all of that 1.00 acre tract of land conveyed to The Rhett Group, L.L.C. by Donald B. Ganter. recorded in Volume 217 6, page 221. and all of that 9. 77 acre tract of land conveyed to Pool Portfolio Properties, I.C. by Donald B. Ganter, recol"'~":d in V0lume 1758. page 155 and all of that 13.45 acre tract of land conveyed to S.W. Equity Co. by James E. Jett, recorded in Volume 1128, Page 713, all Official Reconis of Brazos ·county, Texas and being more panicularly dtscribed ~ follows: Commencing at a 1/2" Iron Rod found at the most southeast ·comer of the J.C. Noonan, Trustee 8.00 Acre tract (949/729), same being the most southerly comer of the 0.48 acre tract out of the S.W. Equity Co. 13.45 Acre Tract (1128/713) and also in the northeasterly R.0.W. line of Holleman Drive; THENCE: N 49°33'44" W • 463.66' along the common line of said 8.00 tract and said 0.48 acre tract to a 1/2" Iron Rod found for the PLACE OF BEGlNNING; same being the most northerly common comer of said 8.00 acre tract, said .48 acre tract, said 23.36 acre LracL, and Lhe Lacour Investments 12.18 Acre Tract (398n68); TIIENCE: N 49°33'44" W -240.00' along the common line of said Lacour Investments tract and said 23.63 acre tract to a l/2"'Iron Rod set at the westerly comer of this easement; TIIENCE: N 42°09'43" £ -20.00' across said 23.63 Acre Tract to a 1/2" Iron Rod set at the most northerly comer of this ensement; THENCE: S 49°33'44" E -240.00' across said 23.63 acre tract to a 1/2" Iron Rod set at the most easterly comer of this easement. same being in the common property line of said 23.63 acre tract and said 0.48 acre tract; THENCE: S 42°09'43" W • 20.00' along the common line between said 23.63 acre tract and said 0.48 acre tract to the PLACE OF BEGINNING; and containing 4,800 square feet. or 0.11 acre of land more or less. • l 1 ) • ud T es al 11, ,.s an c;h l not d Ill or o r, Granto ill b r le E semc t ~ II c struct W1 1 naul ... rant V\!r ith re ~t to any ~ under the s rt ce of the and re<t ""omplet'on o th n il in tJ.11 uon 01 u equ ·nt repa'rs of ii re tore th urf: e cf t.c Eaueme • Area t ->tan ard .,rad ~. • • s ie exis•m e'i o e tt e urface of •he ed J nor to sud use t o ·ea em nt and right herein n s t forth, unto tor and Grant r's is instrumen s ial inure o th ~ ·'ies he eto 4 'o ~ )r Ar · shall i. c v 1 c ein. • • • i::· "1: t to d.ll l b ___ .19 .. • l . '· r . J I - tr .... ts a .2.' n t fl : r 111 f-I' rau .. u ~ 1i ------- ; /'' S-0' "'. I ,....: I " . ;Y? .. r .J· c . l S' 0 G . ui) i VI T t. e r I .. .. CITY OF COi .I .EGE STATION Post Office Box 9960 1101 Texas Avenue College Station, Texas 77842-9960 (409) 764-3500 . May 21, 1996 First Worthing Company 8144 Walnut Hill Lane, Ste 550, LB-6 Dallas, TX 75231 Attn : Steven R. Utley RE: Availability of Public Water/Wastewater Service Phase 2, Arbors of Wolf Pen Creek Adjacent to Northeast Side of Phase 1 Dear Mr. Utley: According to our best sources, and based on the location drawings we received from your office, it appears that there are public water and s~tary sewer mains available to the subject tract. I cannot tell you at this point whether the existing mains are sufficiently sized for your needs . Please be aware that it may become necessary for you to extend one or both of these existing public mains through your property. Should extensions be required, the water and/or sewer lines must be designed by an engineer according to our standard specifications. Call me at 764-3570 if I can be of further help to you. Sincerely, Samantha Smith Engineering Assistant Home of Texas A&M University FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110.0 1 2 106.0 6.0 110.0 2 3 14.0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309.5 6.0 110.0 5 6 142.5 6.0 110.0 6 7 246.0 6.0 110.0 7 8 150.0 6.0 110.0 8 9 87.0 6.0 110.0 9 10 134.0 6.0 110.0 10 0 214.0 6.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 2500.00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY= .00497 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS bQ YHU1000 0 1 837.71 1.82 .00 2.95 9.50 72.79 2 1 2 837.71 7.72 .00 .98 9.50 72.79 3 2 3 837.71 1.02 .00 .42 9.50 72.79 4 3 4 837.71 14.49 .00 .98 9.50 72.79 5 4 5 837.71 22.53 .00 2.67 9.50 72.79 6 5 6 837.71 10.37 .00 .42 9.50 72.79 7 6 7 837.71 17.91 .00 .42 9.50 72.79 8 7 8 837.71 10.92 .00 1.68 9.50 72.79 9 8 9 837.71 6.33 .00 2.52 9.50 .79 10 9 10 -1662.29 -34.70 .00 -6.08 -18.86 258.98 11 10 0 -1662.29 -55.42 .00 -9.94 -18.86 258.98 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 498.63 295.00 88.24 2 .00 489.93 290.00 86.64 3 .00 488.49 290.00 86.01 4 .00 473.02 288.70 79.87 5 .00 447.83 285.50 70.34 6 .00 437.04 281.00 67.62 7 .00 418.71 281.00 59.67 8 .00 406.11 277.00 55.95 9 2500.00 397.25 278.35 51.52 10 .00 438.03 282.40 67.44 THE NET SYSTEM DEMAND = 2500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 837.71 11 1662.29 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 ~TAT\L <:_ONO\ T\ON~ FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110.0 1 2 106.0 6.0 110.0 2 3 14.0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309 .5 6.0 110.0 5 6 142.5 6.0 110.0 6 7 246.0 6.0 110.0 7 8 150.0 6.0 110.0 8 9 87.0 6.0 110.0 9 10 134.0 6.0 110.0 10 0 214.0 6.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277 .00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RES UL TS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS , r •• THE RESULTS ARE OBTAINED AFTER 10 TRIALS WITH AN ACCURACY= .00127 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 1.46 .00 .00 .00 .02 .00 2 1 2 1.46 .00 .00 .00 .02 .00 3 2 3 1.46 .00 .00 .00 .02 .00 4 3 4 1.46 .00 .00 .00 .02 .00 5 4 5 1.46 .00 .00 .00 .02 .00 6 5 6 1.46 .00 .00 .00 .02 .00 7 6 7 1.46 .00 .00 .00 .02 .00 8 7 8 1.46 .00 .00 .00 .02 .00 9 8 9 1.46 .00 .00 .00 .02 .00 10 9 10 1.46 .00 .00 .00 .02 .00 11 10 0 1.46 .00 .00 .00 .02 .00 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 503.39 295.00 90.30 2 .00 503.39 290.00 92.47 3 .00 503.39 290.00 92.4 7 4 .00 503.39 288. 70 93.03 5 .00 503.39 285.50 94.42 6 .00 503.39 281.00 96.37 7 .00 503.39 281.00 96.37 8 .00 503.39 277.00 98.10 9 .00 503.39 278.35 97.52 10 .00 503.39 282.40 95.76 THE NET SYSTEM DEMAND= .00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1.46 11 -1.46 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 1.46 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= -1.46 / ~LCJW \ c;oo ........ FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110.0 1 2 106 .0 6.0 110.0 2 3 14.0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309.5 6.0 110 .0 5 6 142.5 6.0 110.0 6 7 246.0 6.0 110.0 7 8 150 .0 6.0 110.0 8 9 87 .0 6 .0 110.0 9 10 134.0 6.0 110.0 10 0 214 .0 6.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290 .00 2 3 3 .00 290.00 3 4 4 1500.00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION : ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS .. ·-· THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00316 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 990.25 2 1 2 990.25 3 2 3 990.25 4 3 4 990.25 5 4 5 -509.75 6 5 6 -509 .75 7 6 7 -509.75 8 7 8 -509 .75 9 8 9 -509.75 10 9 10 -509.75 11 10 0 -509 .75 2.48 10 .52 1.39 19 .75 -8.98 -4.13 -7.14 -4 .35 -2.52 -3.89 -6.21 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 4.12 1.37 .59 1.37 -.99 -.16 -.16 -.62 -.93 -.57 -.93 11.24 99.23 11.24 99.23 11.24 99.23 11.24 99.23 -5.78 -29.01 -5.78 -29.01 -5.78 -29 .01 -5.78 -29.01 -5.78 -29 .01 -5.78 -29.01 -5.78 -29 .01 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 496 .79 295.00 87.44 2 .00 484.90 290.00 84.46 3 .00 482.93 290.00 83.60 4 1500.00 461.81 288.70 75.01 5 .00 471.77 285.50 80.72 6 .00 4 76.06 281.00 84.53 7 .00 483.36 281.00 87.69 8 .00 488 .33 277.00 91 .58 9 .00 491 .79 278.35 92.49 10 .00 496.25 282.40 92.67 THE NET SYSTEM DEMAND = 1500 .00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 990.25 11 509.75 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 1500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110.0 1 2 106.0 6.0 110.0 2 3 14.0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309.5 6.0 110.0 5 6 142.5 6.0 110.0 6 7 246.0 6.0 110.0 7 8 150.0 6.0 110.0 8 9 87.0 6.0 110.0 9 10 134.0 6.0 110.0 10 0 214.0 6.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295 .00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288 .70 4 5 5 1500.00 285.50 5 6 6 .00 281.00 6 7 7 .00 281 .00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RES UL TS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00001 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO . NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 822 .88 2 1 2 822.88 3 2 3 822.88 4 3 4 822.88 5 4 5 822.88 1.76 7.46 .99 14.01 21.80 -6.99 .00 .00 .00 .00 .00 .00 2 .84 .95 .41 .95 2.57 -.27 9 .34 70.42 9.34 70.42 9.34 70.42 9.34 70.42 9.34 70.42 6 5 6 -677.12 -7.68 -49.08 7 6 7 -677 .12 8 7 8 -677 .12 9 8 9 -677 .12 1 0 9 1 0 -677 .12 11 10 0 -677 .12 -12.07 -7.36 -4.27 -6.58 -10.50 .00 .00 .00 .00 .00 -.27 -7.68 -49.08 -1.10 -7.68 -49.08 -1.65 -7.68 -49 .08 -1.01 -7.68 -49.08 -1.65 -7.68 -49.08 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 498.79 295.00 88.31 2 .00 490.38 290.00 86 .83 3 .00 488.98 290 .00 86.23 4 .00 474.02 288 .70 80 .31 5 1500.00 449.65 285.50 71.13 6 .00 456.92 281.00 76 .23 7 .00 469.27 281.00 81.58 8 .00 477.73 277.00 86.98 9 .00 483.65 278.35 88.96 10 .00 491.24 282.40 90.50 THE NET SYSTEM DEMAND = 1500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 822.88 11 677.12 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 1500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110.0 1 2 106 .0 6.0 110.0 2 3 14.0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309.5 6.0 110.0 5 6 142.5 6.0 110.0 6 7 246.0 6.0 110.0 7 8 150.0 6.0 110.0 8 9 87.0 6.0 110.0 9 10 134.0 6.0 110 .0 10 0 214.0 6.0 110.0 2 .10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281 .00 6 7 7 .00 281 .00 7 8 8 1500.00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION : ALL RES UL TS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS , 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00017 Static Conditions (90psi) for Arbo ~s at Wolf Pen Creek PIPE NO. NODE NOS. VELOCITY HU1000 1 0 1 566 .61 2 1 2 566.61 3 2 3 566 .61 4 3 4 566.61 5 4 5 566.61 6 5 6 566.61 7 6 7 566.61 8 7 8 566.61 9 8 9 -933 .39 10 9 10 -933.39 11 10 0 -933.39 FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS .88 3.74 .49 7.02 10.92 5.03 8.68 5 .29 -7.74 -11 .92 -19.03 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1.35 6.43 35.28 .45 6.43 35.28 .19 6.43 35.28 .45 6.43 35 .28 1.22 6.43 35.28 .19 6.43 35.28 .19 6.43 35 .28 .77 6.43 35.28 -3 .13 -10 .59 -88 .93 -1.92 -10.59 -88.93 -3.13 -10 .59 -88.93 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 501.16 295 .00 89.34 2 .00 496.97 290.00 89.69 3 .00 496.29 290.00 89.39 4 .00 488.81 288.70 86.72 5 .00 476.67 285.50 82.84 6 .00 471.45 281.00 82.53 7 .00 462.58 281.00 78.69 8 1500 .00 456.52 277 .00 77.79 9 .00 467 .39 278.35 81.92 10 .00 481.22 282.40 86.16 THE NET SYSTEM DEMAND = 1500 .00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES Pl PE NUMBER FLOWRA TE 1 566.61 11 933.39 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 1500 .00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110 .0 1 2 106 .0 6.0 110.0 2 3 14 .0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309.5 6.0 110.0 5 6 142.5 6.0 110.0 6 7 246.0 6.0 110.0 7 8 150.0 6.0 110.0 8 9 87.0 6.0 110.0 9 10 134.0 6.0 110.0 10 0 214.0 6.0 110 .0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277 .00 8 9 9 1500 .00 278 .35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS , 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY= .00013 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 502.25 .71 .00 1.06 5.70 28.22 2 1 2 502.25 2.99 .00 .35 5.70 28.22 3 2 3 502.25 .40 .00 .15 5.70 28.22 4 3 4 502 .25 5.62 .00 .35 5.70 28.22 5 4 5 502.25 8.74 .00 .96 5.70 28.22 6 5 6 502.25 4.02 .00 .15 5.70 28.22 7 6 7 502.25 6.94 .00 .15 5.70 28.22 8 7 8 502 .25 4.23 .00 .61 5.70 28.22 9 8 9 502.25 2.46 .00 .91 5.70 28.22 10 9 10 -997 .74 -13.48 .00 -2.19 -11.32 -100.62 11 10 0 -997.75 -21.53 .00 -3.58 -11.32 -100.62 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 501.63 295 .00 89.54 2 .00 498.28 290 .00 90.26 3 .00 497 .74 290.00 90.02 4 .00 491 .77 288.70 88 .00 5 .00 482.07 285.50 85.18 6 .00 477 .90 281.00 85.32 7 .00 470.80 281 .00 82.25 8 .00 465.97 277 .00 81.89 9 1500.00 462.60 278 .35 79.84 10 .00 478.28 282.40 84.88 THE NET SYSTEM DEMAND = 1500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 502 .25 11 997.75 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 1500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 " . FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110.0 1 2 106.0 6.0 110.0 2 3 14.0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309.5 6.0 110.0 5 6 142.5 6.0 110.0 6 7 246.0 6.0 110.0 7 8 150.0 6.0 110.0 8 9 87.0 6.0 110.0 9 10 134.0 6.0 110.0 10 0 214.0 6.0 110.0 2 .10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 JUNCTION NUMBER DEMAND 1 2250.00 295.00 ELEVATION 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 503.39 503.39 CONNECTING PIPES OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS .. ... THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY= .00018 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. VELOCITY HU1000 1 0 1 1913.82 2 1 2 -336.18 FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS 8.40 -1.42 .00 .00 15.37 -.16 21.72 336.19 -3.81 -13.42 3 2 3 -336 .18 -.19 .00 .00 .00 .00 .00 .00 .00 -.07 -3.81 -13.42 4 3 4 -336.18 -2.67 -.16 -3 .81 -13.42 5 4 5 -336.18 -4.15 -.43 -3 .81 -13.42 6 5 6 -336.18 -1.91 -.07 -3.81 -13.42 7 6 7 -336 .18 -3 .30 -.07 -3.81 -13.42 8 7 8 -336 .18 -2.01 -.27 -3.81 -13.42 9 8 9 -336.18 -1.17 -.41 -3.81 -13.42 10 9 10 -336.18 -1.80 11 10 0 -336.18 -2.87 .00 .00 -.25 -3.81 -13.42 -.41 -3.81 -13.42 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 2250.00 479 .61 295.00 80 .00 2 .00 481.19 290.00 82 .85 3 .00 481.45 290.00 82 .96 4 .00 484 .28 288.70 84.75 5 .00 488 .86 285.50 88.12 6 .00 490.84 281.00 90.93 7 .00 494.21 281.00 92.39 8 .00 496.49 277.00 95.11 9 .00 498.07 278.35 95 .21 10 .00 500.11 282.40 94.34 THE NET SYSTEM DEMAND = 2250.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1913.82 11 336.18 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2250.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 l FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110.0 1 2 106.0 6.0 110.0 2 3 14.0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309.5 6.0 110.0 5 6 142.5 6.0 110.0 6 7 246.0 6 .0 110.0 7 8 150.0 6.0 110.0 8 9 87.0 6.0 110.0 9 10 134.0 6.0 110.0 10 0 214.0 6.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 2250 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS .. • 4 THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY= .00132 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 1484.15 2 1 2 1484.15 3 2 3 1484.15 4 3 4 1484.15 5 4 5 -765.85 5.25 22 .25 2.94 41.78 -19.08 9.25 3.08 1.32 3.08 -2.23 16.84 209.93 16.84 209.93 16.84 209.93 16 .84 209 .93 -8.69 -61.65 6 5 6 -765.85 -8.79 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 -.35 -8 .69 -61.65 7 6 7 -765.85 -15.17 -.35 -8.69 -61.65 8 7 8 -765.85 -9.25 -1.41 -8.69 -61.65 9 8 9 -765.85 -5.36 -2 .11 -8 .69 -61.65 10 9 10 -765.85 -8.26 -1.29 -8.69 -61 .65 11 10 0 -765.85 -13.19 .00 -2.11 -8.69 -61.65 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 488.90 295.00 84.02 2 .00 463.56 290.00 75.21 3 .00 459.30 290.00 73.36 4 2250.00 414.44 288.70 54.49 5 .00 435.75 285.50 65.11 6 .00 444.89 281.00 71.02 7 .00 460.41 281.00 77.74 8 .00 471.06 277.00 84.09 9 .00 478.54 278.35 86.75 10 .00 488.09 282.40 89.13 THE NET SYSTEM DEMAND = 2250.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1484.15 11 765.85 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2250.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 . . FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110.0 1 2 106.0 6.0 110.0 2 3 14.0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309.5 6.0 110.0 5 6 142.5 6.0 110.0 6 7 246.0 6.0 110.0 7 8 150.0 6.0 110.0 8 9 87.0 6.0 110.0 9 10 134.0 6.0 110.0 10 0 214.0 6.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 2250.00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278 .35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RES UL TS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS , 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY= .00000 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 1233.72 3.73 2 1 2 1233.72 15.80 3 2 3 1233.72 2.09 4 3 4 1233.72 29.67 5 4 5 1233.72 46.14 6 5 6 -1016.28 -14.84 7 6 7 -1016.28 -25 .61 8 7 8 -1016.28 -15.62 9 8 9 -1016.28 -9.06 10 9 10 -1016.28 -13.95 11 10 0 -1016.28 -22.28 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 6.39 14.00 149.09 2.13 14.00 149.09 .91 14.00 149.09 2.13 14.00 149.09 5.78 14.00 149.09 -.62 -11.53 -104.11 -.62 -11.53 -104.11 -2.48 -11.53 -104.11 -3.72 -11.53 -104.11 -2.27 -11.53 -104.11 -3.72 -11.53 -104.11 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 493.27 295.00 85.92 2 .00 475.34 290.00 80.31 3 .00 472.34 290.00 79.01 4 .00 440.54 288.70 65.80 5 2250.00 388.62 285.50 44.69 6 .00 404.07 281.00 53.33 7 .00 430.31 281.00 64.70 8 .00 448.40 277.00 74.27 9 .00 461.17 278.35 79.22 10 .00 477.39 282.40 84.50 THE NET SYSTEM DEMAND = 2250.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1233.72 11 1016.28 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2250.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 _ ... - FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110.0 1 2 106.0 6.0 110.0 2 3 14.0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309.5 6.0 110.0 5 6 142.5 6.0 110.0 6 7 246.0 6.0 110.0 7 8 150.0 6.0 110.0 8 9 87.0 6.0 110.0 9 10 134.0 6.0 110.0 10 0 214.0 6.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 2250.00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RES UL TS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS , 0 LOOPS AND 2 FGNS • , THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY= .00059 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 851.15 1.87 2 1 2 851.15 7.95 3 2 3 851.15 1.05 4 3 4 851.15 14.92 5 4 5 851.15 23.20 6 5 6 851.15 10.68 7 6 7 851.15 18.44 8 7 8 851.15 11.25 9 8 9 -1398.85 -16.37 10 9 10 -1398.85 -25.21 11 10 0 -1398.85 -40.26 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 3.04 9.66 74.97 1.01 9.66 74.97 .43 9.66 74.97 1.01 9.66 74.97 2.75 9.66 74.97 .43 9.66 74.97 .43 9.66 74.97 1.74 9.66 74.97 -7.04 -15.87 -188.14 -4.30 -15.87 -188.14 -7.04 -15.87 -188.14 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 498.48 295.00 88.17 2 .00 489.52 290.00 86.46 3 .00 488.03 290.00 85.81 4 .00 472.10 288.70 79.47 5 .00 446.14 285.50 69.61 6 .00 435.03 281.00 66.75 7 .00 416.15 281.00 58.57 8 2250.00 403.17 277 .00 54.67 9 .00 426.58 278.35 64.23 10 .00 456.09 282.40 75.26 THE NET SYSTEM DEMAND= 2250.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 851.15 11 1398.85 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2250.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110.0 1 2 106.0 6.0 110.0 2 3 14.0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309.5 6.0 110.0 5 6 142.5 6.0 110.0 6 7 246.0 6.0 110.0 7 8 150.0 6.0 110.0 8 9 87.0 6.0 110.0 9 10 134.0 6 .0 110.0 10 0 214.0 6.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 2250.00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS , 0 LOOPS AND 2 FGNS # ; THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY= .00364 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 753.82 2 1 2 753.82 3 2 3 753.82 4 3 4 753.82 5 4 5 753.82 6 5 6 753.82 7 6 7 753.82 8 7 8 753.82 9 8 9 753.82 10 9 10 -1496.18 11 10 0 -1496.18 1.50 6.35 .84 11.91 18.53 8.53 14.73 8.98 5.21 -28.56 -45.60 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 2.39 8.55 59.87 .80 8.55 59.87 .34 8.55 59.87 .80 8.55 59.87 2.16 8.55 59.87 .34 8.55 59.87 .34 8.55 59.87 1.36 8.55 59.87 2.04 8.55 59.87 -4.92 -16.98 -213.10 -8.05 -16.98 -213.10 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 499.51 295.00 88.62 2 .00 492.37 290.00 87.69 3 .00 491.19 290.00 87.18 4 .00 478.48 288.70 82.24 5 .00 457.79 285.50 74.66 6 .00 448.92 281.00 72.77 7 .00 433.85 281.00 66.24 8 .00 423.51 277.00 63.49 9 2250.00 416.26 278.35 59.76 10 .00 449.73 282.40 72.51 THE NET SYSTEM DEMAND = 2250.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 753.82 11 1496.18 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2250.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE . 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110.0 1 2 106.0 6.0 110.0 2 3 14.0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309.5 6.0 110.0 5 6 142.5 6.0 110.0 6 7 246.0 6.0 110.0 7 8 150.0 6.0 110.0 8 9 87.0 6.0 110.0 9 10 134.0 6.0 110.0 10 0 214.0 6.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 JUNCTION NUMBER DEMAND 1 2500.00 295.00 ELEVATION 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 503.39 503.39 CONNECTING PIPES OUTPUT SELECTION: ALL RES UL TS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY= .00085 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. VELOCITY HU1000 0 1 2125.01 2 1 2 -374.99 3 2 3 -374.99 4 3 4 -374.99 5 4 5 -374.99 6 5 6 -374.99 7 6 7 -374.99 8 7 8 -374.99 9 8 9 -374.99 10 9 10 -374.99 11 10 0 -374.99 FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS 10.20 -1.74 -.23 -3.27 -5.08 -2.34 -4.04 -2.46 -1.43 -2.20 -3.52 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 18.95 -~, ... 408.11 -.20 -16.43 -.08 -4.25 -16.43 -.20 -4.2 -16.43 -.53 -4.2 -16.43 -.08 -4.2 -16.43 -.08 -4.25 -16.43 -.34 -4.25 -16.43 -.51 -4.25 -16.43 -.31 -4.25 -16.43 -.51 -4.25 -16.43 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 2500.00 474.23 295.00 77.67 2 .00 476.17 290.00 80.67 3 .00 476.49 290.00 80.81 4 .00 479.95 288.70 82.88 5 .00 485.57 285.50 86.70 6 .00 488.00 281.00 89.70 7 .00 492.12 281.00 91.49 8 .00 494.92 277.00 94.43 9 .00 496.86 278.35 94.69 10 .00 499.37 282.40 94.02 THE NET SYSTEM DEMAND = 2500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 2125.01 11 374.99 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 .r FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110.0 1 2 106.0 6.0 110.0 2 3 14.0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309.5 6.0 110.0 5 6 142.5 6.0 110.0 6 7 246.0 6.0 110.0 7 8 150.0 6.0 110.0 8 9 87.0 6.0 110.0 9 10 134.0 6 .0 110.0 10 0 214.0 6.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 2500.00 288. 70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS , 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY= .00109 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS . FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 1648.69 6.38 .00 11.41 18.71 255.06 2 1 2 1648.69 27.04 .00 3.80 18.71 255.06 3 2 3 1648.69 3.57 .00 1.63 18.71 255.06 4 3 4 1648.69 50.76 .00 3.80 18.71 255.06 5 4 5 -851.31 -23.21 .00 -2.75 -9.66 -75.00 6 5 6 -851.31 -10.69 .00 -.43 -9.66 -75.00 7 6 7 -851.31 -18.45 .00 -.43 -9.66 -75 .00 8 7 8 -851.31 -11.25 .00 -1.74 -9.66 -75.00 9 8 9 -851.31 -6.52 .00 -2.61 -9.66 -75 .00 10 9 10 -851.31 -10.05 .00 -1.59 11 10 0 -851.31 -16.05 .00 -2.61 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 485.60 295.00 82.60 2 .00 454.76 290.00 71.40 3 .00 449.56 290.00 69.14 4 2500.00 395.00 288 .70 46.06 5 .00 420.97 285.50 58.70 6 .00 432.09 281.00 65.47 7 .00 450.97 281.00 73.65 8 .00 463.96 277.00 81.02 9 .00 473.09 278.35 84 .39 10 .00 484. 73 282.40 87 .68 THE NET SYSTEM DEMAND= 2500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1648.69 11 851.31 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 6.0 110.0 1 2 106 .0 6.0 110.0 2 3 14 .0 6.0 110.0 3 4 199 .0 6.0 110.0 4 5 309.5 6.0 110.0 5 6 142.5 6.0 110.0 6 7 246 .0 6.0 110.0 7 8 150.0 6.0 110.0 8 9 87.0 6.0 110 .0 9 10 134.0 6.0 110 .0 10 0 214.0 6.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288 .70 4 5 5 2500.00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION : ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS ,. .. THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY= .00446 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS HU1000 1 0 1 1370.63 4.53 .00 7.89 15.55 j 81.17 2 1 2 1370.63 19 .20 .00 2.63 15.55 181.17 3 2 3 1370.63 2.54 .00 1.13 15.55 181.17 4 3 4 1370.63 36 .05 .00 2.63 15.5 181.17 5 4 5 1370.63 56.07 .00 7.13 15.55 181.17 6 5 6 -1129.37 -18.04 .00 -.76 -12.81 126.58 7 6 7 -1129.37 -31.14 .00 -.76 -12.81 -126.58 8 7 8 -1129.37 -18.99 .00 -3.06 -12.81 -126.58 9 8 9 -1129.37 -11.01 .00 -4 .59 -12.81 126.58 10 9 10 -1129.37 -16 .96 .00 -2.80 -12.81 -126.58 11 10 0 -1129.37 -27 .09 .00 -4.59 -12.81 -126.58 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 490.98 295.00 84 .92 2 .00 469.14 290.00 77 .63 3 .00 465.48 290.00 76.04 4 .00 426.80 288.70 59.84 5 2500.00 363.59 285.50 33.84 6 .00 382.40 281.00 43.94 7 .00 414 .30 281.00 57.76 8 .00 436 .35 277.00 69.05 9 .00 451.95 278.35 75 .23 10 .00 471.71 282.40 82.04 THE NET SYSTEM DEMAND = 2500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1370.63 11 1129.37 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2500 .00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET} (INCHES) 0 1 25.0 6.0 110.0 1 2 106.0 6.0 110.0 2 3 14.0 6.0 110.0 3 4 199.0 6.0 110.0 4 5 309.5 6 .0 110.0 5 6 142.5 6.0 110.0 6 7 246.0 6.0 110.0 7 8 150.0 6.0 110.0 8 9 87 .0 6.0 110.0 9 10 134.0 6.0 110.0 10 0 214.0 6.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281 .00 7 8 8 2500.00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY= .00102 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. ELOC Y HU1000 FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS 0 1 946.09 2 1 2 946.09 3 2 3 946.09 4 3 4 946.09 5 4 5 946.09 6 5 6 946.09 7 6 7 946.09 8 7 8 946.09 9 8 9 -1553.91 10 9 10 -1553.91 11 10 0 -1553.91 2.28 9.67 1.28 18.15 28.22 12.99 22.43 13.68 -19 .89 -30.63 -48.91 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 3.76 1.25 .54 1.25 3.40 .54 .54 2.15 -8.69 -5.31 -8.69 10.73 91.19 10.73 91.19 10.73 91.19 10.73 91.19 10.73 91.19 10.73 91.19 10.73 91.19 10.73 91 .19 -17.63 -228 .57 -17.6 -228.57 -17 .63 -228.57 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 497.35 295.00 87.69 2 .00 486.44 290.00 85.12 3 .00 484.62 290.00 84.34 4 .00 465.22 288.70 76.49 5 .00 433.60 285.50 64.18 6 .00 420.07 281.00 60.26 7 .00 397.10 281.00 50.31 8 2500.00 381.28 277.00 45.19 9 .00 409.85 278.35 56.98 10 .00 445.79 282.40 70.80 THE NET SYSTEM DEMAND = 2500 .00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 946.09 11 1553.91 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 / • .. FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14.0 8.0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142.5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8.0 110.0 8 9 87 .0 8.0 110.0 9 10 134.0 8.0 110.0 10 0 214.0 8.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 JUNCTION NUMBER DEMAND ELEVATION 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 2250.00 278.35 9 10 10 .00 282.40 10 11 503.39 503.39 CONNECT! NG Pl PES .. OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY= .00022 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 755.85 .37 .00 .76 4.82 14.82 2 1 2 755.85 1.57 .00 .25 4.82 14.82 3 2 3 755.85 .21 .00 .11 4.82 14.82 4 3 4 755.85 2.95 .00 .25 4.82 14.82 5 4 5 755.85 4.59 .00 .69 4.82 14.82 6 5 6 755.85 2.11 .00 .11 4.82 14.82 7 6 7 755.85 3.65 .00 .11 4.82 14.82 8 7 8 755.85 2.22 .00 .43 4.82 14.82 9 8 9 755.85 1.29 .00 .65 4.82 14.82 10 9 10 -1494.15 -7.02 .00 -1.55 -9.54 -52.36 11 10 0 -1494.15 -11.21 .00 -2.54 -9.54 -52.36 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 502.26 295.00 89.81 2 .00 500.44 290.00 91.19 3 .00 500.12 290.00 91.05 4 .00 496.92 288.70 90.23 5 .00 491.64 285.50 89.33 6 .00 489.42 281.00 90.32 7 .00 485.67 281.00 88.69 8 .00 483.01 277.00 89.27 9 2250.00 481.07 278.35 87.85 10 .00 489.64 282.40 89.81 THE NET SYSTEM DEMAND = 2250.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 755.85 11 1494.15 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2250.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 8.0 110.0 1 2 106 .0 8.0 110.0 2 3 14 .0 8.0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142 .5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8 .0 110.0 8 9 87.0 8.0 110.0 9 10 134.0 8.0 110.0 10 0 214.0 8 .0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288 .70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RES UL TS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS , 0 LOOPS AND 2 FGNS ; THE RESULTS ARE OBTAINED AFTER 10 TRIALS WITH AN ACCURACY = .00043 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 3.08 .00 .00 .00 .02 .00 2 1 2 3.08 .00 .00 .00 .02 .00 3 2 3 3.08 .00 .00 .00 .02 .00 4 3 4 3.08 .00 .00 .00 .02 .00 5 4 5 3.08 .00 .00 .00 .02 .00 6 5 6 3.08 .00 .00 .00 .02 .00 7 6 7 3.08 .00 .00 .00 .02 .00 8 7 8 3 .08 .00 .00 .00 .02 .00 9 8 9 3.08 .00 .00 .00 .02 .00 10 9 10 3 .08 .00 .00 .00 .02 .00 11 10 0 3 .08 .00 .00 .00 .02 .00 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 503.39 295.00 90.30 2 .00 503.39 290.00 92.47 3 .00 503.39 290.00 92.47 4 .00 503.39 288 .70 93.03 5 .00 503.39 285.50 94.42 6 .00 503.39 281.00 96.37 7 .00 503 .39 281.00 96.37 8 .00 503 .39 277.00 98.10 9 .00 503.39 278.35 97.52 10 .00 503.39 282.40 95.76 THE NET SYSTEM DEMAND= .00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 3 .08 11 -3 .08 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 3.08 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= -3.08 / \ c:;oo FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14.0 8.0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142.5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8.0 110.0 8 9 87 .0 8.0 110.0 9 10 134.0 8.0 110.0 10 0 214.0 8.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 JUNCTION NUMBER DEMAND 1 1500.00 295.00 ELEVATION 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 503.39 503.39 CONNECTING PIPES OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS • THE RESULTS ARE OBTAINED AFTER 6 TRIALS WITH AN ACCURACY = .00144 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 1264.84 2 1 2 -235.16 3 2 3 -235 .16 4 3 4 -235.16 5 4 5 -235.16 6 5 6 -235 .16 7 6 7 -235 .16 8 7 8 -235 .16 9 8 9 -235.16 10 9 10 -235 .16 11 10 0 -235.16 .96 -.18 -.02 -.34 -.53 -.24 -.42 -.26 -.15 -.23 -.36 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 2.12 -.02 -.01 -.02 -.07 -.01 -.01 -.04 -.06 -.04 -.06 8.07 38.46 -1.50 -1.71 -1.50 -1.71 -1.50 -1.71 -1.50 -1.71 -1.50 -1.71 -1.50 -1.71 -1 .50 -1 .71 -1.50 -1.71 -1.50 -1 .71 -1.50 -1 .71 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 1500.00 500.30 295.00 88 .97 2 .00 500.51 290.00 91.22 3 .00 500.54 290.00 91.24 4 .00 500.91 288.70 91 .96 5 .00 501 .50 285.50 93.60 6 .00 501.76 281.00 95.66 7 .00 502.19 281.00 95.85 8 .00 502.48 277.00 97 .71 9 .00 502 .70 278.35 97.22 10 .00 502.96 282.40 95.58 THE NET SYSTEM DEMAND = 1500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1264.84 11 235 .16 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 1500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 ,.. THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY = .00008 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 986.62 2 1 2 986.62 3 2 3 986 .62 4 3 4 986 .62 5 4 5 -513.38 6 5 6 -513.38 7 6 7 -513.38 8 7 8 -513.38 9 8 9 -513 .38 1 0 9 10 -513.38 11 10 0 -513.38 .61 2 .57 .34 4.83 -2.24 -1.03 -1 .78 -1.09 -.63 -.97 -1 .55 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1.29 .43 .18 .43 -.32 -.05 -.05 -.20 -.30 -.18 -.30 6.30 24.28 6.30 24.28 6.30 24.28 6.30 24.28 -3.28 -7 .24 -3.28 -7.24 -3.28 -7.24 -3.28 -7 .24 -3 .28 -7 .24 -3 .28 -7.24 -3 .28 -7 .24 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 501.49 295 .00 89.48 2 .00 498.49 290.00 90.34 3 .00 497.96 290.00 90.12 4 1500.00 492.70 288.70 88.40 5 .00 495.26 285.50 90.89 6 .00 496.34 281 .00 93.31 7 .00 498.17 281 .00 94.11 8 .00 499.46 277.00 96.40 9 .00 500.39 278.35 96.22 10 .00 501 .54 282.40 94.96 THE NET SYSTEM DEMAND= 1500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 986 .62 11 513.38 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 1500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14.0 8.0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142.5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8.0 110.0 8 9 87.0 8.0 110.0 9 10 134.0 8 .0 110.0 10 0 214.0 8 .0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 1500.00 288. 70 4 5 5 .00 285.50 5 6 6 .00 281 .00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14.0 8.0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142.5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8.0 110.0 8 9 87.0 8.0 110.0 9 10 134.0 8.0 110.0 10 0 214.0 8.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 1500.00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RES UL TS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS , 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY= .00005 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 821.11 2 1 2 821.11 3 2 3 821.11 4 3 4 821.11 5 4 5 821.11 6 5 6 -678.89 7 6 7 -678.89 8 7 8 -678.89 9 8 9 -678.89 10 9 10 -678.89 11 10 0 -678.89 .43 1.83 .24 3.44 5.35 -1.73 -2.99 -1.82 -1.06 -1.63 -2.60 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .90 .30 .13 .30 .81 -.09 -.09 -.35 -.52 -.32 -.52 5.24 17.28 5.24 17.28 5.24 17.28 5.24 17.28 5.24 17.28 -4.33 -12.15 -4.33 -12.15 -4.33 -12.15 -4.33 -12.15 -4 .33 -12.15 -4.33 -12.15 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 502.06 295.00 89.73 2 .00 499.93 290.00 90.97 3 .00 499.56 290.00 90.81 4 .00 495.83 288.70 89.75 5 1500.00 489.67 285.50 88.47 6 .00 491.49 281.00 91.21 7 .00 494.56 281.00 92.54 8 .00 496.74 277.00 95 .22 9 .00 498.32 278.35 95.32 10 .00 500.27 282.40 94.41 THE NET SYSTEM DEMAND= 1500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 821.11 11 678 .89 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 1500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 .... FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14.0 8.0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142.5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8.0 110.0 8 9 87.0 8.0 110.0 9 10 134.0 8 .0 110.0 10 0 214.0 8 .0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 1500.00 277 .00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OU T PUT SELECTION: ALL RES UL TS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS .. THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY= .00002 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 570.32 .22 .93 .12 .00 .00 .00 .43 .14 .06 3.64 8.80 2 1 2 570.32 3.64 8.80 3 2 3 570.32 3.64 8.80 4 3 4 570.32 5 4 5 570.32 6 5 6 570.32 7 6 7 570.32 8 7 8 570.32 1.75 2.72 1.25 2.16 1.32 3.64 8.80 3.64 8.80 3.64 8.80 3.64 8.80 3.64 8.80 9 8 9 -929.68 -1.89 .00 .00 .00 .00 .00 .00 .14 .39 .06 .06 .25 -.98 -5.93 -21.75 10 9 10 -929.68 -2.91 11 10 0 -929.68 -4.65 .00 .00 -.60 -.98 -5.93 -21.75 -5.93 -21.75 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 502.74 295.00 90.02 2 .00 501.66 290.00 91.72 3 .00 501.48 290.00 91.64 4 .00 499.58 288.70 91.38 5 .00 496.47 285.50 91.42 6 .00 495.15 281.00 92.80 7 .00 492.93 281.00 91.84 8 1500.00 491.36 277.00 92.89 9 .00 494.24 278.35 93.55 10 .00 497. 75 282.40 93.32 THE NET SYSTEM DEMAND= 1500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 570.32 11 929.68 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 1500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 r FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14.0 8.0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142.5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8.0 110.0 8 9 87.0 8.0 110.0 9 10 134.0 8.0 110.0 10 0 214.0 8.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290 .00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 1500.00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RES UL TS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY= .00002 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO . NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 503.56 .17 .74 .10 1.39 .00 .00 .00 .34 .11 .05 3.21 6.99 2 1 2 503.56 3.21 6.99 3 2 3 503.56 3.21 6.99 4 3 4 503.56 5 4 5 503.56 6 5 6 503.56 7 6 7 503.56 8 7 8 503.56 .00 .00 .00 .00 .00 .11 .30 .05 .05 .19 3.21 6.99 3.21 6.99 3.21 6.99 3.21 6.99 3.21 6.99 9 8 9 503.56 2.16 1.00 1.72 1.05 .61 .00 .00 .00 .29 -.69 3.21 6.99 10 9 10 -996.44 -3.31 -6.36 -24.73 11 10 0 -996.44 -5.29 -1.13 -6.36 -24. 73 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 502.88 295.00 90.08 2 .00 502.03 290.00 91.88 3 .00 501.88 290.00 91.82 4 .00 500.38 288.70 91.73 5 .00 497.91 285.50 92.04 6 .00 496.87 281.00 93.54 7 .00 495.10 281.00 92.78 8 .00 493.86 277.00 93.97 9 1500.00 492.96 278 .35 93.00 10 .00 496.97 282.40 92.98 THE NET SYSTEM DEMAND= 1500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 503.56 11 996.44 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 1500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 • ' \\ 'J FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14 .0 8.0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142.5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8 .0 110.0 8 9 87.0 8.0 110.0 9 10 134.0 8.0 110.0 10 0 214.0 8.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 JUNCTION NUMBER DEMAND 1 2250.00 295.00 ELEVATION 1 2 2 .00 290 .00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285 .50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277 .00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 503.39 503.39 CONNECTING PIPES OUTPUT SELECTION: ALL RES UL TS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS , 0 LOOPS AND 2 FGNS •;;i THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY= .00051 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 1891.72 2 1 2 -358.28 3 2 3 -358.28 4 3 4 -358.28 5 4 5 -358.28 6 5 6 -358.28 7 6 7 -358.28 8 7 8 -358.28 9 8 9 -358.28 10 9 10 -358.28 11 10 0 -358.28 2.03 -.39 -.05 -.74 -1.15 -.53 -.91 -.56 -.32 -.50 -.80 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 4.75 -.06 -.02 -.06 -.15 -.02 -.02 -.10 -.15 -.09 -.15 12.07 81.06 -2.29 -3.72 -2.29 -3.72 -2.29 -3.72 -2.29 -3.72 -2.29 -3.72 -2.29 -3.72 -2.29 -3.72 -2.29 -3.72 -2.29 -3.72 -2.29 -3.72 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 2250.00 496.61 295.00 87.37 2 .00 497.06 290.00 89.73 3 .00 497 .14 290.00 89. 76 4 .00 497.94 288.70 90.67 5 .00 499.24 285.50 92.62 6 .00 499.80 281.00 94.81 7 .00 500.74 281.00 95.22 8 .00 501.39 277.00 97.24 9 .00 501.86 278.35 96.85 10 .00 502.45 282.40 95.35 THE NET SYSTEM DEMAND= 2250.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1891.72 11 358.28 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2250.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 1 ! FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25 .0 8.0 110 .0 1 2 106.0 8.0 110.0 2 3 14.0 8 .0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142.5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8.0 110 .0 8 9 87 .0 8.0 110 .0 9 10 134.0 8.0 110.0 10 0 214.0 8.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295 .00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 2250.00 288. 70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277 .00 8 9 9 .00 278 .35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION : ALL RES UL TS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS ·, 5" THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY= .00445 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 1478.46 2 1 2 1478.46 3 2 3 1478.46 1.28 5.44 .72 .00 .00 .00 2.90 .97 .41 9.44 51.35 9.44 51.35 9.44 51.35 4 3 4 1478.46 5 4 5 -771.54 10.22 -4.77 .00 .00 .00 .00 .00 .00 .97 -.72 9.44 51.35 -4.92 -15.40 6 5 6 -771.54 -2.19 -.11 -4.92 -15.40 7 6 7 -771.54 -3.79 -.11 -4.92 -15.40 8 7 8 -771.54 -2.31 -.45 -4.92 -15.40 9 8 9 -771.54 -1.34 -.68 -4.92 -15.40 10 9 10 -771.54 -2.06 11 10 0 -771.54 -3.30 .00 .00 -.41 -4.92 -15.40 -.68 -4.92 -15.40 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 499 .20 295.00 88.49 2 .00 492 .79 290.00 87.88 3 .00 491.66 290.00 87.39 4 2250.00 480.47 288.70 83.10 5 .00 485.95 285.50 86.86 6 .00 488.26 281.00 89.81 7 .00 492.16 281.00 91.50 8 .00 494.92 277.00 94.43 9 .00 496.94 278.35 94.72 10 .00 499.42 282.40 94.04 THE NET SYSTEM DEMAND = 2250.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1478.46 11 771.54 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2250.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14.0 8.0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142.5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8.0 110.0 8 9 87 .0 8.0 110.0 9 10 134.0 8.0 110.0 10 0 214.0 8.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 2250.00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS , 0 LOOPS AND 2 FGNS •' ,,. THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY= .00001 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 1230.95 2 1 2 1230.95 3 2 3 1230.95 4 3 4 1230.95 5 4 5 1230.95 6 5 6 -1019.05 7 6 7 -1019.05 8 7 8 -1019.05 9 8 9 -1019.05 10 9 10 -1019.05 11 10 0 -1019.05 .91 3.88 .51 7.28 11.32 -3.67 -6.34 -3.87 -2.24 -3.45 -5.52 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 2.01 .67 .29 .67 1.82 -.20 -.20 -.79 -1.18 -.72 -1.18 7.86 36.57 7.86 36.57 7.86 36.57 7.86 36.57 7.86 36.57 -6.50 -25.78 -6.50 -25.78 -6.50 -25.78 -6.50 -25.78 -6.50 -25.78 -6.50 -25.78 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 500.46 295.00 89.03 2 .00 495.92 290.00 89.23 3 .00 495.12 290.00 88.88 4 .00 487.17 288.70 86.00 5 2250.00 474.03 285.50 81.70 6 .00 477.90 281.00 85.32 7 .00 484.44 281.00 88.16 8 .00 489.09 277.00 91.91 9 .00 492.51 278.35 92.80 10 .00 496.69 282.40 92.86 THE NET SYSTEM DEMAND= 2250.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1230.95 11 1019.05 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2250.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET} (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14 .0 8.0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142.5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8 .0 110.0 8 9 87.0 8.0 110.0 9 10 134.0 8.0 110.0 10 0 214.0 8.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503 .39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 2250.00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS , 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY= .00116 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO . NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 856.95 2 1 2 856.95 .47 1.98 .26 .00 .00 .98 .33 5.47 18.70 5.47 18.70 3 2 3 856.95 4 3 4 856 .95 5 4 5 856.95 6 5 6 856.95 7 6 7 856.95 8 7 8 856.95 3 .72 5.79 2.67 4.60 2.81 -4.00 .00 .00 .00 .00 .00 .00 .14 .33 .88 .14 .14 .56 5.47 18.70 5.47 18.70 5.47 18 .70 5.47 18.70 5 .47 18.70 5.47 18.70 9 8 9 -1393.05 10 9 10 -1393.05 11 10 0 -1393.05 -6.16 -9.84 .00 .00 .00 -2.21 -8.89 -45.99 -1.35 -8 .89 -45.99 -2.21 -8.89 -45.99 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 501.95 295.00 89.68 2 .00 499.64 290.00 90.84 3 .00 499.24 290.00 90.67 4 .00 495.19 288.70 89.48 5 .00 488.52 285.50 87.98 6 .00 485 .72 281 .00 88 .71 7 .00 480.98 281.00 86.66 8 2250.00 477.61 277.00 86.93 9 .00 483.83 278.35 89.04 10 .00 491.34 282.40 90.54 THE NET SYSTEM DEMAND = 2250.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 856.95 11 1393.05 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2250 .00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 ' \ \ FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET} (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14 .0 8.0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142.5 8 .0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8.0 110.0 8 9 87.0 8.0 110.0 9 10 134.0 8.0 110.0 10 0 214.0 8.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 JUNCTION NUMBER DEMAND 1 2500 .00 295.00 ELEVATION 1 2 2 .00 290 .00 2 3 3 .00 290 .00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278 .35 9 10 10 .00 282.40 10 11 503.39 503.39 CONNECTING PIPES OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS , 0 LOOPS AND 2 FGNS • THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY= .00005 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 2100.30 2 1 2 -399.70 3 2 3 -399.70 4 3 4 -399.70 5 4 5 -399.70 6 5 6 -399.70 7 6 7 -399.70 8 7 8 -399.70 9 8 9 -399 .70 10 9 10 -399.70 11 10 0 -399.70 2.46 -.48 -.06 -.91 -1.41 -.65 -1.12 -.68 -.40 -.61 -.97 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 5.86 -.07 -.03 -.07 -.19 -.03 -.03 -.12 -.18 -.11 -.18 13.40 98.38 -2.55 -4.55 -2.55 -4.55 -2.55 -4.55 -2.55 -4.55 -2.55 -4.55 -2.55 -4.55 -2.55 -4.55 -2.55 -4.55 -2.55 -4.55 -2.55 -4.55 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 2500.00 495.07 295.00 86.70 2 .00 495.63 290.00 89.10 3 .00 495.72 290.00 89.15 4 .00 496.70 288.70 90.13 5 .00 498.30 285.50 92.21 6 .00 498.98 281.00 94.46 7 .00 500.13 281.00 94.96 8 .00 500.93 277.00 97.04 9 .00 501 .51 278.35 96 . 70 10 .00 502.23 282.40 95.26 THE NET SYSTEM DEMAND= 2500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 2100.30 11 399 .70 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2500 .00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINA L DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET} (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14 .0 8 .0 110.0 3 4 199.0 8.0 110.0 4 5 309 .5 8.0 110.0 5 6 142 .5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150 .0 8.0 110.0 8 9 87.0 8.0 110.0 9 10 134.0 8.0 110.0 10 0 214.0 8.0 110 .0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503 .39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290 .00 3 4 4 2500.00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS , 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY= .00335 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 1642.30 2 1 2 1642 .30 3 2 3 1642.30 4 3 4 1642.30 5 4 5 -857.70 6 5 6 -857.70 7 6 7 -857.70 8 7 8 -857.70 9 8 9 -857 .70 10 9 10 -857.70 11 10 0 -857.70 1.56 6.61 .87 12.41 -5.80 -2.67 -4.61 -2 .81 -1.63 -2.51 -4.01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 3.58 1.19 .51 1.19 -.88 -.14 -.14 -.56 -.84 -.51 -.84 10.48 62.38 10.48 62.38 10.48 62.38 10.48 62.38 -5.47 -18.73 -5.47 -18.73 -5.47 -18.73 -5.47 -18.73 -5.47 -18.73 -5.47 -18.73 -5.47 -18.73 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 498.25 295.00 88.07 2 .00 490.44 290.00 86.86 3 .00 489.06 290.00 86.26 4 2500.00 475.45 288 .70 80.92 5 .00 482.13 285.50 85.21 6 .00 484.94 281.00 88 .37 7 .00 489.69 281.00 90.43 8 .00 493.05 277.00 93.62 9 .00 495.52 278.35 94.11 10 .00 498.54 282.40 93 .66 THE NET SYSTEM DEMAND= 2500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1642 .30 11 857.70 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2500 .00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 . , FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14.0 8.0 110 .0 3 4 199.0 8.0 110.0 4 5 309 .5 8.0 110.0 5 6 142.5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150 .0 8.0 110.0 8 9 87.0 8.0 110.0 9 10 134.0 8.0 110.0 10 0 214.0 8.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 2500.00 285.50 5 6 6 .00 281.00 6 7 7 .00 281 .00 7 8 8 .00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS • -- THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY= .00001 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 1367.51 2 1 2 1367.51 3 2 3 1367.51 4 3 4 1367.51 5 4 5 1367.51 6 5 6 -1132.49 7 6 7 -1132.49 8 7 8 -1132.49 9 8 9 -1132.49 10 9 10 -1132.49 11 10 0 -1132.49 1.11 4.71 .62 8.84 13.76 -4.47 -7.71 -4.70 -2.73 -4.20 -6.71 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 2.48 .83 .35 .83 2.25 -.24 -.24 -.97 -1.46 -.89 -1.46 8.73 44.44 8.73 44.44 8.73 44.44 8.73 44.44 8.73 44.44 -7.23 -31.34 -7.23 -31.34 -7.23 -31.34 -7.23 -31.34 -7.23 -31.34 -7.23 -31.34 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 499.80 295.00 88.75 2 .00 494.26 290.00 88.51 3 .00 493.28 290.00 88.09 4 .00 483.61 288.70 84.46 5 2500.00 467.61 285.50 78.91 6 .00 472.32 281.00 82.90 7 .00 480.27 281.00 86.35 8 .00 485.94 277.00 90.54 9 .00 490.13 278.35 91.77 10 .00 495.22 282.40 92.22 THE NET SYSTEM DEMAND= 2500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1367.51 11 1132.49 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14.0 8.0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142.5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8.0 110.0 8 9 87 .0 8.0 110.0 9 10 134.0 8.0 110.0 10 0 214.0 8.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 2500.00 277.00 8 9 9 .00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION : ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY= .00047 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 952.60 2 1 2 952.60 3 2 3 952.60 4 3 4 952.60 .57 2.41 .32 4.53 7.04 3.24 5.60 3.41 -4.86 .00 .00 .00 .00 .00 .00 .00 .00 1.21 .40 .17 .40 1.09 .17 .17 .69 -2.73 6.08 22.75 6.08 22.75 6.08 22.75 6.08 22.75 5 4 5 952.60 6 5 6 952.60 7 6 7 952.60 8 7 8 952.60 9 8 9 -154 7.40 1 0 9 1 0 -154 7.40 11 10 0 -1547.40 -7.49 -11.96 .00 .00 .00 -1.67 -2.73 6 .08 22.75 6.08 22.75 6 .08 22.75 6 .08 22 .75 -9.88 -55.87 -9.88 -55.87 -9.88 -55.87 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 501.62 295.00 89.53 2 .00 498.80 290.00 90.48 3 .00 498.31 290.00 90.27 4 .00 493.38 288.70 88.70 5 .00 485.25 285.50 86.56 6 .00 481.84 281.00 87.03 7 .00 476.07 281.00 84.53 8 2500.00 471.97 277.00 84.49 9 .00 479.55 278 .35 87.19 10 .00 488.71 282.40 89.40 THE NET SYSTEM DEMAND= 2500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 952.60 11 1547.40 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 -,. FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE 1 2 3 4 5 6 7 8 9 10 11 (FEET) (INCHES) 0 1 25.0 8.0 110.0 1 2 106.0 8.0 110.0 2 3 14.0 8.0 110.0 3 4 199.0 8.0 110.0 4 5 309.5 8.0 110.0 5 6 142.5 8.0 110.0 6 7 246.0 8.0 110.0 7 8 150.0 8.0 110.0 8 9 87.0 8.0 110.0 9 10 134.0 8.0 110.0 10 0 214.0 8.0 110.0 2.10 .70 .30 .70 1.90 .30 .30 1.20 1.80 1.10 1.80 503.39 503.39 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 295.00 1 2 2 .00 290.00 2 3 3 .00 290.00 3 4 4 .00 288.70 4 5 5 .00 285.50 5 6 6 .00 281.00 6 7 7 .00 281.00 7 8 8 .00 277.00 8 9 9 2500.00 278.35 9 10 10 .00 282.40 10 11 OUTPUT SELECTION : ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS 11 PIPES WITH 10 JUNCTIONS, 0 LOOPS AND 2 FGNS .. THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY= .00349 Static Conditions (90psi) for Arbors at Wolf Pen Creek PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HU1000 1 0 1 839.99 .45 .00 .94 5.36 18.02 2 1 2 839.99 1.91 .00 .31 5.36 18.02 3 2 3 839.99 .25 .00 .13 5.36 18.02 4 3 4 839.99 3.59 .00 .31 5.36 18.02 5 4 5 839.99 5.58 .00 .85 5.36 18.02 6 5 6 839.99 2.57 .00 .13 5.36 18.02 7 6 7 839.99 4.43 .00 .13 5.36 18.02 8 7 8 839.99 2.70 .00 .54 5.36 18.02 9 8 9 839.99 1.57 .00 .80 5 .36 18.02 10 9 10 -1660.01 -8.53 .00 -1.92 -10.59 -63.64 11 10 0 -1660.01 -13.62 .00 -3.14 -10.59 -63.64 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 502.00 295.00 89.70 2 .00 499.78 290.00 90.90 3 .00 499.39 290.00 90.74 4 .00 495.50 288.70 89.61 5 .00 489.07 285 .50 88.21 6 .00 486.37 281.00 88.99 7 .00 481.80 281.00 87.01 8 .00 478.56 277.00 87.34 9 2500.00 476.19 278.35 85.73 10 .00 486.63 282.40 88.50 THE NET SYSTEM DEMAND= 2500.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 839.99 11 1660.01 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 2500.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00