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Drainage Report
i ; ~ i i l • I ' 1 : I I • ~ t i ~-. ' , DRAINAGE REPORT F OR UNIVERSITY PARK 4.95 ACRE TRACT (VOLUME 538, PAGE 721) RICHARD CARTERILEAGUE, A-8 MDG JOB NO. 000292-3801 COLLEGE STATION, BRAZOS COUNTY, TEXAS NOVEMBER 2005 2551 Texas Ave. outh, Ste. A, College Station, TX 77840 Ofc: 979.693.5359 Fax: 979.693.4243 Email: mdgcstx@yahoo.com Project Scope: This report outlines the drainage improvements for University Park site. This drainage report will consist of the requirements necessary for the improvements of this 4.95-acre site in accordance with the provisions of the Drainage Policy and Design Standards of the City of College Station. General Location and Description: The project site is located south of Spring Loop and north of University Drive in the Carter Creek Drainage Basin. Currently, the project site is undeveloped and exists in a relatively natural state that is covered with native grasses, weeds, and light underbrush. This land generally slopes radially outward from a highpoint located in the southern part of the site with a grade of approximately 3.11 %. Because of the high point, the majority of the site drains to the northern corner of the tract. Drainage System Modeling: For all drainage system modeling, the volume of runoff will be calculated. The drainage calculations are summarized accordingly using the Rational Method: Q = CIA, where "Q" is the runoff in cubic feet/second, "C" is the runoff coefficient, "I" is the storm intensity in inches/hour for each selected frequency, and "A" is the drainage area in acres. The time of concentration was calculated using the equation: T = D/60V. A minimum 10-minute time of concentration for all calculations will be assumed. The selected frequencies will be 2, 5, 10, 25, 50, and 100-year rainfall events. Tabulations of pre-development and post-development runoffs for the site are provided. Storm Sewer Inlets Storm sewer inlets are a part of the storm sewer system evaluation. The R-3357-A concave gutter inlet frame and grate for the Neenah Foundry Company was chosen. They were spaced according to the determined 10-year land area runoffs and the spread that would occur using the equation provided by the manufacturer: QL = 3.3Pd312, where "Qi" is the intercepted flow in cubic feet/second, "P" is the perimeter of the opening which water enters into the inlet, and "d" is the total depth of water or head on the inlet. A table showing the location, intercepted flow and other variables is provided. Storm Sewer System Using the intercepted flow and Manning's Equation the size of the storm sewer pipes was found to be 24 inches with a velocity between 5 and 7 ft/s. Using concrete pipe the total outer diameter will be 30 inches. The slopes were adjusted to give at least a foot of ground cover as well as a foot of cover between pipes at intersecting sewer and water line locations. These elevations and calculations are in an attached table. Drainage Improvements: As previously discussed, the majority of the storm water runoff flows to the northern comer of the site. Because of this, a detention basin will be located in the northern comer of the tract. The storm sewer enters the detention pond at a base flow line elevation of 302.1. Outflow from the detention basin will be regulated by a circular weir and transported off site directly into an existing drainage path. Detention Basin: Detention requirements are determined by graphical means. Tabulations of pre-development and post-development hydrographs of the site are provided. The hydrographs are based on the standard SCS unit hydrograph with time to peak discharge set to equal the time of concentration and the total base time set at 3.00 times the time of concentration. The following calculation was used to determine the required volume for each drainage area: Volume Required= Volpost -Volpre Where Volpost = Yz(Qpos1)(3Tc)(60) Volpre = Yz(Qpre)(3Tc)(60) The initial estimate of the required volume for the detention basin was calculated to be 22,092 cf. When the storage retained was calculated for each storm event it was found that 22,864 cf was required. Making this adjustment the detention basin was designed as 23,340 cf, plus an additional one-foot of freeboard. Routing Methods The following routing calculations were performed after sizing the circular weir to regulate the detention basin outflow to be less than the pre-development runoff flows. The circular weir was sized using the following equation: Where Q = discharge in cfs A = cross sectional opening (ft2) Cd = orifice coefficient (0.62) g = gravity (32.2 ft/s2) H =depth of basin (ft) This equation determined the maximum diameter for the weir that would regulate the outflows from the detention basin to that of the pre-development flows. Knowing the dimensions of the circular weir, a routing analysis of the detention basin could be performed. The inflow to the detention basin was determined as the total post-development flow from the site. The outflow from the weir of the detention basin was determined using the Puls routing method. H1 was determined from the function of the plot of Depth vs. Storage. 2S1 I Lit -0 was determined from the storage indication function from the plot of 2S I ~t-0 vs. Depth. 2S2 I ~t +O was calculated using the following equation: 282/~t +O = (11 + li)/2 + (281 /M-0) H was determined from the storage indication function from the plot of Depth vs. 2S/~t+O. The total outflow from the outlet structure was determined from the resulting function of the plot of Outflow vs. Depth. Graphs and tables representing this routing process are provided. Results: The pre-development runoff for the site was determined to be 14.21, 17.28, 19.39 22 15, 25 04 aud ~ 4 cfs for the 2, 5, 10, 25, 50, and 100-year rainfall events, respectively. After performing a routing analysis of the detention basin with a 20 inch circular weir, it was determined that the above mentioned drainage improvements will satisfy the needs of the site in accordance with the provisions of the City of College Station Drainage Policy and Design Standards. The maximum calculated outflows from the weir for the previously mentioned rainfall events are 14.2L 16.25, 17.56, 19.1 §. 20.80, and 21.40 cfs. These flows are below the pre-development flows as required by the Drainage Policy and Design Standards. Pre-Development Runoff Drainage Area Drainage Area = Given Velocity of Runoff= Coefficient of Runoff= Travel Distance = Time of Concentration = 4.95 acres ft 2.28 fsec 0.45 400 ft 2.92 min **NOTE: Minimum Tc allowed = 10 min. 2 Year Frequency Constants Coefficient (e) = 0.806 Coefficient (b) = Coefficient ( d) = 5 Year Frequency Constants 65 8 Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficient (d) = 8.5 10 Year Frequency Constants Coefficient (e) = 0.763 Coefficient (b) = 80 Coefficient (d) = 8.5 25 Year Frequency Constants Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d) = 8.5 50 Year Frequency Constants Coefficient (e) = 0.745 Coefficient (b) = 98 Coefficient (d) = 8.5 100 Year Frequency Constants Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient ( d) = 8 Result Rainfall Intensity (1 2) : 6.327 in/hr 102 = 14.210 cfs Rainfall Intensity (1 5): 7.693 in/hr las= 17.278 cfs Rainfall Intensity (1 10) 8.635 in/hr 1010 = 19.394 cfs Rainfall Intensity (125) 9.861 in/hr I02s= 22.150 cfs Rainfall Intensity (150) 11.148 in/hr IOso = 25.038 cfs Rainfall Intensity (1 100 11 .639 in/hr I 0100 = 26.142 cfs River Ridge Townhomes Job# 000292-3801 Project Engineer: Lee Adams Calculations: Celeste Slaughter 11/14/2005 Post-Development Runoff Drainage Area Percent Impervious= 90 % Land Area= 0.50 acres Impervious Area = 4.46 acres Total Drainage Area = 4.95 acres I Given , Land Coefficient of Runoff= 0.62 Land Velocity of Runoff= 2.28 1\ec Land Travel Distance = 40 ft Land Time of Concentration = 0.29 min Impervious Coefficient of Runoff= 0.90 Impervious Velocity of Runoff= 7 .38 1\ec Impervious Travel Distance = 360 ft Impervious Time of Concentration = 0.81 min Composite Coefficient of Runoff= 0.87 Total Time of Concentration = 1.11 min **NOTE: Minimum Tc allowed= 10 min. 2 Year Frequency Constants Result Coefficient (e) = 0.806 Coefficient (b) = 65 Rainfall Intensity (12) = Coefficient (d) = 8 la2= 5 Year Freguenc~ Constants Coefficient (e) = 0.785 Coefficient (b) = 76 Rainfall Intensity (Is) = Coefficient (d) = 8.5 las= 10 Year Freguenc~ Constants Coefficient (e) = 0.763 Coefficient (b) = 80 Rainfall Intensity (110) = Coefficient (d) = 8.5 l010= 25 Year Freguenc~ Constants Coefficient (e) = 0.754 Coefficient (b) = 89 Rainfall Intensity (12s) = Coefficient (d) = 8.5 l02s= 50 Year Frequenc~ Constants Coefficient (e) = 0.745 Coefficient (b) = 98 Rainfall Intensity (Isa) = Coefficient (d) = 8.5 lOso= 100 Year Freguenc~ Constants Coefficient (e) = 0.73 Coefficient (b) = 96 Rainfall Intensity (1 100) = Coefficient (d) = 8 l0100= River Ridge Townhomes Job# 000292-3801 Project Engineer: Lee Adams Calculations: Celeste Slaughter 6.327 '"!hr 27.552 cfs 7.693 in/hr 33.502 cfs 8.635 '"!hr 37.603 cfs 9.861 in/hr 42.947 cfs 11 .148 in/hr 48.548 cfs 11 .639 '"!hr 50.689 cfs 11/14/2005 Storage Volume and Hydrographs 2 Year 5 Year Tc (min) Post (cfs) Pre (cfs) Tc (min) Post (cfs) 0 0 0 0 0 0 0 10.00 10.00 27.552 14.210 10.00 10.00 33.502 20.00 20.00 13.776 7.105 20.00 20.00 16.751 30.00 30.00 0 0 30.00 30.00 0 I VOL = 12008 VOL = 14601 25 Year 50 Year Tc (min) Post (cfs) Pre (cfs) Tc (min) Post (cfs) 0 0 0 0 0 0 0 10.00 10.00 42.947 22.150 10.00 10.00 48.548 20.00 20.00 21.473 11 .075 20.00 20.00 24.274 30.00 30.00 0 0 30 30 0 VOL = 18718 VOL = 21159 Total Storage Required = 2-Year Hydrograph 30 ~ 25 +-----#'+-~-+---+-------< ~ 20 +--#---+--.,___+---+-------< " ~ 15-t--t----=~--------t----; -fi 10+-.,--,~+--~~+-"---+------< 0 c 5 ttf---t---P'C~t----i 10 40 20 Time (min) 30 40 10-Year Hydrograph -35 +--____,.+-"'"""-+---+--- $ 30+--+-+---~+---+------: -; 25 -l----j'-t--~+---t----< ei 20 t--t---:;-_,---~'t-----t----: ~ 15 +--1-'9"-t----"..-~--t------: 0 10 ........... -+--~...,,..---+------> 0 5 ffl'--t---t--""<>"<"-t----: 0-1'---+---+---"""------; 0 10 60 20 Time (min) 30 40 50-Year Hydrograph :F 50 -i----=----i----i----< ~ 40 t--+-t-_,,.---:t---t----< " ~ 30 t---1--+--__,.,+---+---: ii 20 t--1->"'-+--"'~+...--t---: 0 c 10 ++..f----t---.P. ...... ...-t---: 0 -¥----+----+---_::!'l'I-----< 10 20 Time (min) 30 40 --Post-Development --Pre-Development --Post-Development --Pre-Development --Post-Development --Pre-Development 10 Year Pre (cfs) Tc (min) Post (cfs) Pre (cfs) 0 0 0 0 0 17.278 10.00 10.00 37.603 19.394 8.639 20.00 20.00 18.802 9.697 0 30.00 30.00 0 0 I VOL = 16389 100 Year Pre (cfs) Tc (min) Post (cfs) Pre (cfs) 0 0 0 0 0 25038 10.00 10.00 50.689 26.142 12.519 20.00 20.00 25.344 13.071 0 30.00 30.00 0 0 VOL= 22092 22092 tt3 5-Year Hydrograph 40 ""·'"·"·-"·----------------····--· -35 t---=--t---t-----: ~ 30-t---+t-~-t---t----< ';;' 25 +--1-t---'--+---t----: ~ 20 +--#--+--~+----+---~ 15+--l--,.£+..:.::,,.,.-1'.---1--------' 0 10+---<.-+-+-----'<o,_"'"""_+-----< c 5 +b"--+---~...,.,..__1-------: 0 10 50 ~ 40 20 Time (min) 30 40 25-Year Hydrograph -; 30 +-~,___+-_.,___+---+-----> ei ~ 20+--l----,/-+:' ...... -~--1------< 0 0 10 +...c,,<--+--~--...... -+----> 0 -¥'----+----+----'-"'<--------l 0 10 60 20 Time (min) 30 40 100-Year Hydrograph ----------·····················"'"'"'···· ................ .,.,1 ~ 50 t------..,...,--t---t------; ~ 40 +--,#----+------.-+----+-------; " ~ 30 t--1--t-----.t---t------; -fi 20+-~<"---+---~ ...... --+-----l 0 0 10 -t-1;1'--t---t""'> ...... .---t-----; 10 20 Time (min) 30 40 River Ridge Townhomes Job# 000292-3801 Project Engineer: Lee Adams Calculations: Celeste Slaughter --Post-Developmen --Pre-Development --Post-Development --Pre-Development --Post-Developmen --Pre-Development 11 /14/2005 River Ridge Townhomes Job# 000292-3801 Detention Basin Elevation Depth Area Storage (ft) (ft) (ft") (ft;J) 302.0 0.0 5835 0 302.5 0.5 5835 2918 303.0 1.0 5835 5835 303.5 1.5 5835 8753 304.0 2.0 5835 11670 304.5 2.5 5835 14588 305.0 3.0 5835 17505 305.5 3.5 5835 20423 306.0 4.0 5835 23340 306.5 4.5 5835 26258 307.0 5.0 5835 29175 307.5 5.5 5835 32093 308.0 6.0 5835 35010 Project Engineer: Lee Adams Calculations: Lesley Brooks 11/14/2005 Time (min) 0 1 2 3 4 5 6 7 8 Pre-Development Outflow Hydrograph Ordinates (Cubic Feet per Second) 2-Year 5-Year 10-Year 25-Year 50-Year Storm 0.00 1.42 2.84 4.26 5.68 7.10 8.53 9.95 11.37 Storm 0.00 1.73 3.46 5.18 6.91 8.64 10.37 12.09 13.82 Storm 0.00 1.94 3.88 5.82 7.76 9.70 11.64 13.58 15.51 Storm 0.00 2.21 4.43 6.64 8.86 11.07 13.29 15.50 17.72 Storm 0.00 2.50 5.01 7.51 10.02 12.52 15.02 17.53 20.03 100-Year Storm 0.00 2.61 5.23 7.84 10.46 13.07 15.69 18.30 20.91 9 12.79 15.55 17.45 19.93 22.53 23.53 MM 14121.? i%2e.? 1l:W,~~.? 22fa&. 2sdi4 ?. @Wt# ? · ··11 ···· 13:sa·· ··· 1·5:41· ··1·a:42 ·•· 21 :04········· 23:79 •· ··24:8·4······ 12 12.79 15.55 17.45 19.93 22.53 23.53 13 12.08 14.69 16.48 18.83 21.28 22.22 14 11.37 13.82 15.51 17.72 20.03 20.91 15 10.66 12.96 14.55 16.61 18.78 19.61 16 9.95 12.09 13.58 15.50 17.53 18.30 17 9.24 11.23 12.61 14.40 16.27 16.99 18 19 20 21 22 23 24 25 26 27 28 29 30 River Ridge Townhomes Job # 000292-3801 8.53 7.82 7. 10 6.39 5.68 4.97 4.26 3.55 2.84 2. 13 1.42 0.71 0.00 10.37 9.50 8.64 7.78 6.91 6.05 5. 18 4.32 3.46 2.59 1.73 0.86 0.00 11.64 10.67 9.70 8.73 7.76 6.79 5.82 4.85 3.88 2.91 1.94 0.97 0.00 13.29 12.18 11.07 9.97 8.86 7.75 6.64 5.54 4.43 3.32 2.21 1. 11 0.00 Project Engineer: Lee Adams Calculations:Celeste Slaughter 15.02 13.77 12.52 11.27 10.02 8.76 7.51 6.26 5.01 3.76 2.50 1.25 0.00 15.69 14.38 13.07 11.76 10.46 9.15 7.84 6.54 5.23 3.92 2.61 1.31 0.00 11/14/2005 Post-Development Detention Inflow (Cubic Feet per Second) Time 2-Year 5-Ye ar 10-Year 25-Year 50-Year (min) Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 1 2.76 3.35 3.76 4.29 4.85 2 5.51 6.70 7.52 8.59 9.71 3 8.27 10.05 11 .28 12.88 14.56 4 11 .02 13.40 15.04 17.18 19.42 5 13.78 16.75 18.80 21.47 24.27 6 16.53 20.10 22.56 25.77 29.13 7 19.29 23.45 26.32 30.06 33.98 8 22.04 26.80 30.08 34.36 38.84 9 24.80 30.15 33.84 38.65 43.69 :10 21N55 3315.tl : az lso /(( :·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:···:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:-:-:-:-:-:-:-:-:-:-:-:-:-:·:·:·:·:·:·:·:·:-: 4~;~.$ m m~~;?? 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 River Ridge Townhomes Job# 000292-3801 26.17 24.80 23.42 22.04 20.66 19.29 17.91 16.53 15.15 13.78 12.40 11 .02 9.64 8.27 6.89 5.51 4.13 2.76 1.38 0.00 31 .83 35.72 40.80 30.15 33.84 38.65 28.48 31 .96 36.50 26.80 30.08 34.36 25.13 28.20 32.21 23.45 26.32 30.06 21 .78 24.44 27.92 20.10 22.56 25.77 18.43 20.68 23.62 16.75 18.80 21.47 15.08 16.92 19.33 13.40 15.04 17.18 11 .73 13.16 15.03 10.05 11 .28 12.88 8.38 9.40 10.74 6.70 7.52 8.59 5.03 5.64 6.44 3.35 3.76 4.29 1.68 1.88 2.15 0.00 0.00 0.00 Project Engin eer: Lee Adams Calculation s: Celeste Slaughter 46.12 43.69 41 .27 38 .84 36.41 33 .98 31 .56 29.13 26.70 24.27 21 .85 19.42 16.99 14.56 12.14 9.71 7.28 4.85 2.43 0.00 100-Yea r Storm 0.00 5.07 10.14 15.21 20.28 25.34 30.41 35.48 40.55 45.62 !§9.i§$.]U 48.15 45.62 43.09 40.55 38.02 35.48 32.95 30.41 27.88 25.34 22.81 20.28 17.74 15.21 12.67 10.14 7.60 5.07 2.53 0.00 11/14/2005 Post-Development Detention Outflow (Cubic Feet per Second) Time 2-Year 5-Yea r 10-Year 25-Year 50-Year 100-Year (min) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 1.82 2.01 2.13 2.27 2.42 2.47 2 2.78 3.11 3.32 3.57 3.82 3.91 3 3.79 4.24 4.54 4.89 5.25 5.37 4 4.80 5.39 5.76 6.22 6.67 6.84 5 5.82 6.53 6.99 7.55 8.11 8.31 6 6.83 7.68 8.22 8.88 9.54 9.78 7 7.85 8.83 9.45 10.22 10.97 11.25 8 8.87 9.98 10.68 11 .55 12.40 12.72 9 9.89 11.13 11.92 12.88 13.84 14.19 10 10.91 12.28 13.15 14.22 15.27 15.66 11 11 .72 13.20 14.14 15.30 16.44 16.86 12 12.37 13.95 14.96 16.19 17.41 17.85 13 12.90 14.56 15.62 16.93 18.21 18.68 14 13.32 15.06 16.17 17.54 18.88 19.37 15 13.65 15.45 16.61 18.03 19.43 19.94 16 13.89 15.76 16.96 18.43 19.88 20.41 17 14.07 15.99 17.22 18.73 20.23 20.77 18 14.17 16.14 17.41 18.96 20.49 21.05 19 :MA@t ]}~~;¢$ 17.52 19.11 20.67 21 .24 20 14.19 Jt;§§ rn@=a~ :rr~~ 20.77 21 .36 21 14.12 16.20 17.54 19.18 41iq1.9 ::$tA-o >> 22 13.98 16.10 17.46 19.12 20.76 21 .37 23 13.80 15.94 17.31 18.99 20.66 21 .27 24 13.55 15.71 17.10 18.80 20.48 21 .09 25 13.25 15.43 16.82 18.54 20.23 20.85 26 12.90 15.09 16.49 18.21 19.92 20.54 27 12.48 14.68 16.09 17.82 19.53 20.16 28 12.01 14.21 15.62 17.36 19.07 19.71 29 11.46 13.67 15.08 16.82 18.54 19.17 30 10.84 13.05 14.47 16.21 17.93 18.56 31 10.23 12.44 13.86 15.60 17.32 17.95 32 9.61 11 .82 13.24 14.99 16.71 17.34 33 8.99 11 .20 12.63 14.37 16.10 16.73 34 8.36 10.59 12.01 13.76 15.48 16.12 35 7.74 9.97 11 .39 13.14 14.87 15.50 36 7.11 9.35 10.78 12.53 14.26 14.89 37 6.48 8.73 10.16 11.91 13.64 14.28 38 5.85 8.10 9.54 11.30 13.03 13.66 39 5.22 7.48 8.92 10.68 12.41 13.05 40 4.58 6.85 8.29 10.06 11 .80 12.43 41 3.93 6.22 7.67 9.44 11 .18 11 .82 42 3.27 5.59 7.04 8.82 10.56 11 .20 43 2.61 4.95 6.41 8.20 9.94 10.58 44 1.91 4.31 5.78 7.57 9.32 9.96 45 1.17 3.66 5.15 6.94 8.70 9.34 46 0.00 3.00 4.50 6.31 8.08 8.72 47 0.00 2.32 3.86 5.68 7.45 8.10 48 0.00 1.61 3.20 5.05 6.82 7.47 49 0.00 0.81 2.53 4.40 6.19 6.85 50 0.00 0.00 1.83 3.75 5.56 6.22 51 0.00 0.00 1.07 3.10 4.92 5.58 52 0.00 0.00 0.00 2.42 4.28 4.95 53 0.00 0.00 0.00 1.72 3.63 4.30 54 0.00 0.00 0.00 0.94 2.97 3.65 55 0.00 0.00 0.00 0.00 2.29 2.99 56 0.00 0.00 0.00 0.00 1.58 2.32 57 0.00 0.00 0.00 0.00 0.77 1.61 58 0.00 0.00 0.00 0.00 0.00 0.81 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Project Engineer: Lee Adams River Ridge Townhomes Calculations: Celeste Slaughter 11114/2005 Job # 0001019-3801 River Ridge Townh omes Job# 000292-3801 El evation (ft) 302.0 302.5 303.0 303.5 304.0 304 .5 305.0 305.5 306 .0 Detention Basin Depth Area (ft) (fr;) 0.0 5835 0.5 5835 1.0 5835 1.5 5835 2.0 5835 2.5 5835 3.0 5835 3.5 5835 4.0 5835 Depth vs. Storage y = 0.00017x Storage (ftj) 0.0 2917.5 5835.0 8752.5 11670.0 14587.5 17505.0 20422.5 23340.0 :;::-4.0 -1-----+----+-----+----jf----=ooo--: -::; 3.0 +----+------+-----+--::a--=-.jf--------i g. 2.0 +---+----t..-.~--1-----lf---------; Cl 1.0 +---~_,,::::__-+-----+-----lf----- 0.0 __ :::;:__-..J.--__ -.!------1------i'------' 0 5000 10000 15000 20000 Volume (tt3) Project Engineer: Lee Adams Calculations: Lesley Brooks 25000 11 /14/2005 River Ridge Townhomes Job# 000292-3801 Outlet Control Depth Velocity Outflow (ft) (ft/s) (cfs) 0.0 0.00 0.00 0.5 3.52 7.68 1.0 4.98 10.85 1.5 6.09 13.29 2.0 7.04 15.35 2.5, ~ <17 1fD 3.0 8.62 18.80 3.5 9.31 20.31 4.0 9.95 21 .71 For a circular weir: Q =A *C/SQRT(2gH) 0.0 D= 20.0 in D= 1.7 ft A= 2.2 ft2 Cd= 0.6 H= 4.0 ft g= 32.2 ft/s2 Qmax= 21.7 cfs Outflow vs. Depth y=-1 .1181x2 +9.2891x + 1.6643 1.0 2.0 3.0 Depth (ft) 4.0 Project Engineer: Lee Adams Calculations: Celeste Slaughter 5.0 11/14/2005 Depth (ft) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 Storage Indication Storage Discharge 25/t-O (cf) (cfs) (cfs) 0 0.00 0.00 2918 7.68 89.57 5835 10.85 183.65 8753 13.29 278.46 11670 15.35 373.65 14588 17.16 469.09 17505 18.80 564.70 20423 20.31 660.44 23340 21.71 756 .29 Depth vs. 25/t+O y = 0.005x-0.0213 25/t+O (cfs) 0.00 104.93 205.35 305.04 404.35 503.41 602.30 701 .06 799.71 5 ·---.·~•<A•W•»-• . .-• •-••••w-.•'°~•·•• '"°"·'"·""'""·"·'""'"·"'"· -·'"·••.o•.•.•.•.w .'"·'"·••.•.•.• ..•. ..,, ....... •.•.-.•.••.••.•••.•••1 4 +-~~--+~~~-+--~~~+-~~---~~~~ 4 +-~~-+~~~-1-~~~+-----~-+~~~~ z-3 +-~~-+~~~-1-~~--,,,~~~-+~~~~ :t:.. ~ 3 +-~~-+~~~-1-----o~~+-~~-+~~~~ a. 2 +-~~-+~~~~~~~+-~~-+~~~~ ~ 2 +-~~-+~~"'---f-~~~+-~~-+~~~~ 1 +-~~-..-~~~-1-~~~+-~~-+~~~~ 0.0 200.0 400.0 600.0 800.0 1000.0 25/t+O ( cfs) 25/t-O vs. Depth y = 189.68x -4.2733 800 ··································································································································; 700 +--~~----jf----~~--+~~~+-~~~t--~~--i~ -600 +-~~---jf--~~--+-~~~--+...,_~~+-~~--< (/) b 500 +-~~---jf--~~--+-~---..,_-t-~~~+-~~--i -0 I :t:: en N River Ridge Townhomes Job# 000292-3801 400 300 200 100 0 0.0 1.0 2.0 3.0 Depth (ft) Project Engineer: Lee Adams Calculations: Celeste Slaughter 4.0 5.0 11/14/2005 River Ridge Townhomes Job# 0001019-3801 Time (min) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Inflow (cfs) 0.00 2.76 5.51 8.27 11.02 13.78 16.53 19.29 22.04 24.80 27.55 26.17 24.80 23.42 22.04 20.66 19.29 17.91 16.53 15.15 13.78 12.40 11.02 9.64 8.27 6.89 5.51 4.13 2.76 1.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (inflow"60) Inflow (cf) 0.00 165.31 330.62 495.94 661 .25 826.56 991 .87 1157.18 1322.49 1487.81 1653.12 1570.46 1487.81 1405.15 1322.49 1239.84 1157.18 1074.53 991 .87 909.22 826.56 743.90 661 .25 578.59 495.94 413.28 330.62 247.97 165.31 82.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Inflow I Outflow Simulation 2-Year Storm Event (depth (2S/bt -0 vs. vs.storage eq.) depth eq.) H1 2S/6t -0 (ft) (cfs) 0.00 0.00 0.03 0.07 0.12 0.20 0.29 0.40 0.52 0.67 0.83 1.01 1.17 1.30 1.41 1.51 1.58 1.64 1.68 1.70 1.71 1.71 1.69 1.66 1.62 1.56 1.49 1.41 1.32 1.22 1.12 1.00 0.89 0.78 0.69 0.59 0.51 0.43 0.36 0.29 0.23 0.18 0.13 0.09 0.06 0.03 0.01 0.00 0.00 0.00 0.00 0.00 1.49 8.65 19.28 33.31 50.72 71 .50 95.66 123.18 154.06 188.31 217.92 243.27 264.69 282.43 296.67 307.61 315.40 320.18 322.09 321 .25 317.76 311 .76 303.34 292.61 279.68 264.66 247.66 228.79 208.17 185.94 164.91 145.07 126.44 109.01 92.79 77.78 63.99 51.41 40.06 29.94 21 .07 13.45 7.10 2.04 -1 .67 -3.86 -3.86 -3.86 -3.86 -3.86 (11+12+25/At- O) 2S/6t + 0 (cfs) 0.00 2.76 9.75 22.42 38.56 58.11 81 .03 107.32 136.99 170.02 206.41 242,04 268.89 291.49 310.16 325.13 336.62 344.81 349.84 351 .87 351 .02 347.42 341 .18 332.42 321 .25 307.76 292.08 274·.30 254.55 232.92 209.55 185.94 164.91 145.07 126.44 109.01 92.79 77.78 63.99 51.41 40.06 29.94 21 .07 13.45 7.10 2.04 -1 .67 -3.86 -3.86 -3.86 -3.86 (Outflow vs. depth eq.) Outflow (cfs) 0.00 1.82 2.78 3.79 4.80 5.82 6.83 7.85 8.87 9.89 10.91 11 .72 12.37 12.90 13.32 13.65 13.89 14.07 14.17 14.21 14.19 14.12 13.98 13.80 13.55 13.25 12.90 12.48 12.01 11.46 10.84 10.23 9.61 8.99 8.36 7.74 7.11 6.48 5.85 5.22 4.58 3.93 3.27 2.61 1.91 1.17 0.00 0.00 0.00 0.00 0.00 Inflow/Outflow Simulation 2-Year Storm Event Outflow (cf) 0.00 109.18 167.00 227.17 287.94 348.93 410.01 471 .16 532.33 593.53 654.74 703.36 742.49 774.00 799.14 818.78 833.55 843.91 850.21 852.70 851 .60 847.03 839.08 827.81 813.23 795.30 773.95 749.04 720.40 687.74 650.69 613.57 576.39 539.13 501 .78 464.33 426.75 389.03 351 .13 313.01 274.59 235.80 196.46 156.30 114.72 69.91 0.00 0.00 0.00 0.00 0.00 30.00 .-------------------, ~ 25.00 ~-~-_, ________ -+--------! (Inflow-outflow) (Depth vs. 25/t cummulative +O} Storage H (cf) (ft) 0.00 0.00 165.31 386.75 715.69 1149.76 1688.38 2331 .33 3078.49 3929.83 4885.30 5944.89 6860.61 7645.06 8307.72 8856.22 9296.92 9635.32 9876.30 10024.26 10083.27 10057.13 9949.43 9763.65 9503.16 9171 .29 8771 .34 8306.66 7780.68 7196.95 6559.21 5871.47 5220.79 4607.21 4030.82 3491.69 2989.91 2525.58 2098.83 1709.79 1358.66 1045.65 771 .06 535.26 338.80 182.50 67.78 -2.13 -2.13 -2.13 -2.13 -2.13 -0.01 0.03 0.09 0.17 0.27 0.39 0.52 0.67 0.83 1.01 1.19 1.33 1.44 1.53 1.61 1.66 1.70 1.73 1.74 1.74 1.72 1.69 1.64 1.59 1.52 1.44 1.35 1.25 1.15 1.03 0.91 0.81 0.71 0.61 0.53 0.44 0.37 0.30 0.24 0.18 0.13 0.09 0.05 0.02 -0.01 -0.03 -0.04 -0.04 -0.04 -0.04 ~ 20.00 +--_, __ __,. ____________ __, ~ 15.00 -j---j~-=;;;;;;?o..,_==----~---------i ~ 10.00 -t-_,----7'"'------"'---""'-=---~------j 0 -Inflow u: 5.00 +1r--------"...----""-...:::--------; 0.00 ~--~--~--->1-----,----"'--.------' 0 10 20 30 Time (min) 40 50 Project Engineer: Lee Adams Calculations: Lesley Brooks 60 -outflow 11/14/2005 River Ridge Townhomes Job# 0001019-3801 Time (min) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Inflow (cfs) 0.00 3.35 6.70 10.05 13.40 16.75 20.10 23.45 26.80 30.15 33.50 31.83 30.15 28.48 26.80 25.13 23.45 21 .78 20.10 18.43 16.75 15.08 13.40 11 .73 10.05 8.38 6.70 5.03 3.35 1.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (inftow"60) Inflow (cf) 0.00 201.01 402.03 603.04 804.05 1005.06 1206.08 1407.09 1608.10 1809.12 2010.13 1909.62 1809.12 1708.61 1608.10 1507.60 1407.09 1306.58 1206.08 1105.57 1005.06 904.56 804.05 703.55 603.04 502.53 402.03 301.52 201.01 100.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 Inflow I Outflow Simulation 5-Year Storm Event (depth (25/At -0 vs. vs.storage eq.) depth eq.) (11+12+251.6.t - 0) (Outflow vs. depth eq.) 10 H1 25/l'lt -0 (ft) (els) 0.00 0.00 0.03 2.64 0.08 11.75 0.15 25.21 0.25 0.36 0.50 0.66 0.84 1.05 1.28 1.48 1.65 1.80 1.92 2.03 2.11 2.17 2.21 2.24 2.24 2.23 2.20 2.16 2.10 2.02 1.93 1.83 1.71 1.59 1.45 1.31 1.19 1.07 0.95 0.84 0.74 0.65 0.56 0.47 0.40 0.33 0.26 0.21 0.16 0.11 0.08 0.05 0.02 0.01 0.00 42.97 65.01 91 .33 121 .92 156.78 195.91 239.31 277.23 310.11 338.29 362.03 381.56 397.07 408.74 416.71 421 .14 422.16 419.88 414.45 405.96 394.55 380.32 363.39 343.88 321.91 297.60 271.09 245.77 221.65 198.72 176.99 156.46 137.13 119.00 102.08 86.37 71.86 58.58 46.51 35.68 26.08 17.73 10.63 4.82 0.32 -2.80 0.00 25/l'lt + 0 (els) 0.00 3.35 12.69 28.50 48.66 73.12 101.86 134.88 172.17 213.73 259.56 304.64 339.21 368.74 3931_57 413.96 430.14 442.30 450.62 455.24 456.32 453.98 448.36 439.57 427.74 412.98 395.40 375r12 352.25 326.93 299.27 271 .09 245.77 221.65 198.72 176.99 156.46 137.13 119.00 102.08 86.37 71.86 58.58 46.51 35.68 26.08 17.73 10.63 4.82 0.32 0.00 Outflow (cfs) 0.00 2.01 3.11 4.24 5.39 6.53 7.68 8.83 9.98 11 .13 12.28 13.20 13.95 14.56 15.06 15.45 15.76 15.99 16.14 16.23 16.25 16.20 16.10 15.94 15.71 15.43 15.09 14.68 14.21 13.67 13.05 12.44 11.82 11.20 10.59 9.97 9.35 8.73 8.10 7.48 6.85 6.22 5.59 4.95 4.31 3.66 3.00 2.32 1.61 0.81 0.00 Inflow/Outflow Simulation 5-Year Storm Event 20 30 Time (min) 40 Project Engineer: Lee Adams Calculations: Lesley Brooks 50 Outflow (cf) 0.00 120.40 186.56 254.63 (Inflow-outflow) (Depth vs. 2Sft cummulative + 0) Storage H (cf) (ft) 0.00 0.00 201.01 0.00 482.64 0.04 899.13 0.1 2 323.19 1448.55 0.22 391 .95 2130.42 0.35 460.79 2944.55 0.49 529.69 3890.84 0.66 598.61 4969.26 0.84 667.55 6179.77 1.05 736.50 7522.34 1.28 791.85 8695.46 1.50 836.89 9712.73 1.68 873.64 10584.45 1.82 903.44 11318.91 1.95 927.24 11923.07 2.05 945.71 12402.92 2.13 959.37 12763. 79 2.19 968.60 13010.49 2.23 973.69 13147.47 2.26 974.85 13178.84 2.26 972.24 13108.56 2.25 965.99 12940.36 2.22 956.14 12677.92 2.18 942.73 12324.82 2.12 925.74 11884.62 2.05 905.12 11360.90 1.96 880.74 10757.31 1.86 852.46 10077.58 1.74 820.04 9325.62 1.62 783.16 8505.58 1.48 746.23 7722.42 1.34 709.26 6976.19 1.21 672.24 6266.92 1.09 635.16 5594.68 0.97 598.02 4959.52 0.87 560.81 4361.50 0.76 523.51 3800.69 0.67 486.12 3277.17 0.58 448.62 2791 .05 0.49 410.99 2342.43 0.41 373.20 1931.44 0.34 335.21 1558.24 0.27 296.97 1223.03 0.21 258.41 926.06 0.16 219.42 667.64 0.11 179.78 448.23 0.07 139.13 268.44 0.03 96.56 129.31 0.00 48.60 32.75 -0.02 0.00 -15.85 -0.02 --Inflow --Outflow 60 11/14/2005 River Ridge Townhomes Job# 0001019-3801 Time (min) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 Inflow (cfs) Inflow I Outflow Simulation 10-Year Storm Event (depth (2S/t.\t · 0 vs. (11+12+25/t.\t-(Outflow vs. (inflow"60) vs.storage eq.) depth eq.) oj depth eq.) Inflow (cf) H, (ft) 2S/8t -0 25/1\.t + 0 Outflow (cfs) (cfs) (cfs) 0 00 0.00 0.00 3.76 14.72 32.70 55.67 83.57 116.38 154.,10 196.73 244.26 296.70 348.40 388.43 422.88 452.11 476.39 495.97 511 .05 521 .80 2.13 3.32 4.54 5.76 6.99 8.22 9.45 10.68 11.92 13.15 14.14 14.96 15.62 16.17 16.61 16.96 17.22 17.41 Outflow (cf) 0.00 127.55 199.02 272.15 345.72 419.45 493.26 567.12 641.00 714.90 788.82 848.48 897.30 937.41 970.20 996.67 1017.53 1033.32 1044.44 (lnflow-outnow) (Depth vs. 2Slt cummulative + 0) Storage (cf) H (ft) 0.00 3.76 7.52 11.28 15.04 18.80 22.56 26.32 30.08 33.84 37.60 35.72 33.84 31.96 30.08 28.20 26.32 24.44 22.56 20.68 18.80 16.92 15.04 13.16 11 .28 9.40 7.52 5.64 3.76 1.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 225.62 451 .24 676.86 902.48 1128.10 1353.72 1579.34 1804.96 2030.58 2256.20 2143.39 2030.58 1917.77 1804.96 1692.15 1579.34 1466.53 1353.72 1240.91 1128.10 1015.29 902.48 789.67 676.86 564.05 451 .24 338.43 225.62 112.81 0.00 0.04 0.09 0.17 0.28 0.41 0.57 0.76 0.97 1.20 1.47 1.70 1.90 2.07 2.22 2.34 2.44 2.52 2.57 2.61 2.62 2.61 2.59 2.54 2.48 2.40 2.31 2.20 2.07 1.93 1.78 1.63 1.49 1.35 1.22 1.10 0.99 0.88 0.77 0.67 0.58 0.50 0.42 0.35 0.28 0.22 0.17 0.13 0.09 0.05 0.03 0.01 0.00 0.00 0.00 0.00 3.44 13.90 29.35 49.72 75.01 105.21 140.32 180.34 225.25 275.08 318.87 357.08 390.06 418.11 441.45 460.28 474.80 485.15 491.50 493.99 492.74 487.89 479.56 467.87 452.95 434.90 413.86 389.95 363.30 334.05 305.98 279.11 253.42 228.93 205.64 183.54 162.64 142.94 124.44 107.15 91 .06 76.19 62.53 50.09 38.88 28.90 20.16 12.68 6.47 1.56 -1.99 --'!'1911--1051.20 0.00 225.62 549.31 1027.15 1657.47 2439.86 3374.13 4460.21 5698.05 7087.63 8628.93 9983.50 111 65.61 12186.08 13053.63 13775.58 14358.25 14807.25 15127.65 15324.12 15401.02 15362.48 15212.44 14954.75 14593.16 14131.39 13573.17 12922.27 12182.58 11358.12 10453.11 9584.91 8753.54 7959.05 7201.47 6480.85 5797.23 5150.67 4541.23 3968.99 3434.01 2936.39 2476.23 2053.67 1668.84 1321.94 1013.19 742.89 511 .44 319.40 167.64 57.69 -6.81 0.00 0.00 0.05 0.14 0.26 0.40 0.56 0.75 0.96 1.20 1.46 1.72 1.92 2.10 2.24 2.36 2.46 2.54 2.59 2.62 2.64 2.63 2.60 2.56 2.50 2.42 2.33 2.22 2.10 1.96 1.81 1.65 1.51 1.38 1.25 1.13 1.01 0.90 0.79 0.70 0.60 0.52 0.44 0.36 0.29 0.23 0.18 0.13 0.08 0.04 0.01 -0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -4.08 -4.08 -4.08 -4.08 516.10 504.01 488.56 469.87 448.06 423.26 395.59 365.18 334.05 305.98 279.11 253.42 228.93 205.64 183.54 162.64 142.94 124.44 107.15 91 .06 76.19 62.53 50.09 38.88 28.90 20.16 12.68 6.47 1.56 -1 .99 -4.08 -4.08 -4.08 17.46 17.31 17.10 16.82 16.49 16.09 15.62 15.08 14.47 13.86 13.24 12.63 12.01 11.39 10.78 10.16 9.54 8.92 8.29 7.67 7.04 6.41 5.78 5.15 4.50 3.86 3.20 2.53 1.83 1.07 0.00 0.00 0.00 0.00 Inflow/Outflow Simulation 10-Year Storm Event 053.83 1052.52 1047.36 1038.45 1025.82 1009.46 989.32 965.31 937.28 905.00 868.20 831.36 794.49 757.58 720.62 683.62 646.56 609.44 572.25 534.98 497.62 460.16 422.56 384.82 346.90 308.75 270.30 231.45 192.04 151.76 109.95 64.50 0.00 0.00 0.00 0.00 -6.81 -6.81 -6.81 ~::::~ ~ 20.00 ----------" ~ 1:::.~:s: -Inflow -Outflow 0 10 20 30 40 50 Time (min) Project Engineer: Lee Adams Calculations: Lesley Brooks 60 -0.03 -0.04 -0.04 -0.04 11/14/2005 River Ridge Townhomes Job# 0001 019-3801 Time (min) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 (innoW-60) Inflow Inflow (els) (cf) 0.00 0.00 4.29 257.68 8.59 515.36 12.88 773.04 17.18 1030.72 21.47 1288.41 25.77 1546.09 30.06 1803.77 34.36 2061.45 38.65 2319.13 42.95 2576.81 40.80 2447.97 38.65 2319.13 36.50 2190.29 34.36 2061.45 32.21 1932.61 30.06 1803.77 27.92 1674.93 25.77 1546.09 23.62 1417.25 21.47 1288.41 19.33 1159.57 17.18 1030.72 15.03 901 .88 12.88 773.04 10.74 644.20 8.59 515.36 6.44 386.52 4.29 257.68 2.15 128.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50.00 ~ 40.00 u -; 30.00 ~ 20.00 0 10.00 ii: 0.00 0 Inflow I Outflow Simulation 25-Year Storm Event (depth (2Sh\t -0 vs. (11+12+251~1-(Outflow vs. vs.storage eq.) depth eq.) OJ depth eq.) H, 2$/llt-O 2$/llt + 0 Outflow (ft) (els} (els} (els) 0.00 0.00 0.00 0.00 0.04 4.47 4.29 2.27 0.11 16.73 17.36 3.57 0.20 34.79 38.20 4.89 0.33 58.62 64.85 6.22 0.48 88.20 97.27 7.55 0.67 123.53 135.44 8.88 0.89 164.60 179.36 10.22 1.13 211.42 229.02 11 .55 1.41 263.99 284.43 12.88 1.72 322.30 345.59 14.22 1.99 373.86 406.05 15.30 2.22 419.15 453.31 16.19 2.43 458.55 494.31 16.93 2.61 492.36 529.42 17.54 2.76 520.82 558.93 18.03 2.88 544.16 583.10 18.43 2.98 562.56 602.14 18.73 3.05 576.20 616.24 18.96 3.10 585.24 625.59 19.11 3.12 589.84 630.34 19.18 3.12 590.12 630.64 19.18 3.10 586.23 626.62 19.12 3.06 578.30 618.44 18.99 3.00 566.45 606.21 18.80 2.92 550.81 590.07 18.54 2.82 531 .51 570.14 18.21 2.70 508.68 546.54 17.82 2.56 482.45 519.42 17.36 2.40 452.94 488.89 16.82 2.23 420.31 455.09 16.21 2.07 388.87 420.31 15.60 1.91 358.61 388.87 14.99 1.75 329.54 358.61 14.37 1.61 301 .67 329.54 13.76 1.47 274.98 301 .67 13.14 1.33 249.48 274.98 12.53 1.20 225.18 249.48 11.91 1.08 202.08 225.18 11.30 0.97 180.17 202.08 10.68 0.86 159.46 180.17 10.06 0.76 139.95 159.46 9.44 0.66 121.64 139.95 8.82 0.57 104.53 121 .64 8.20 0.49 88.64 104.53 7.57 0.41 73.96 88.64 6.94 0.34 60.49 73.96 6.31 0.27 48.24 60.49 5.68 0.22 37.22 48.24 5.05 0.16 27.44 37.22 4.40 0.12 18.89 27.44 3.75 0.08 11 .61 18.89 3.10 0.05 5.61 11 .61 2.42 0.03 0.91 5.61 1.72 0.01 -2.42 0.91 0.94 0.00 -4.25 -2.42 0.00 Inflow/Outflow Simulation 10 25-Year Storm Event 20 30 40 Time (min) Project Engineer: Lee Adams Calculations: Lesley Brooks 50 (Inflow-outflow) (Depth vs. 2S/t cummulative •OJ Outflow Storage H (cf) (cf) (ft) 0.00 0.00 0.00 136.31 257.68 0.00 214.28 636.73 0.07 293.61 1195.50 0.17 373.31 1932.61 0.30 453.15 2847.71 0.47 533.07 3940.64 0.66 613.02 5211.34 0.88 692.99 6659.77 1.13 772.98 8285.91 1.40 852.98 10089.75 1.71 917.93 11684.74 2.01 971.40 13085.95 2.25 1015.64 14304.83 2.45 1052.11 15350.64 2.63 1081 .86 16231 .14 2.78 1105.66 16953.05 2.90 1124.07 17522.31 2.99 1137.53 17944.33 3.06 1146.36 18224.05 3.11 1150.82 18366.10 3.13 1151 .09 18374.85 3.13 1147.31 18254.48 3.11 1139.58 18009.05 3.07 1127.92 17642.52 3.01 1112.35 17158.80 2.93 1092.83 16561 .82 2.83 1069.27 15855.51 2.71 1041 .55 15043.92 2.58 1009.46 14131.22 2.43 972.73 13121.76 2.26 935.98 12149.03 2.08 899.21 11213.04 1.93 862.40 10313.84 1.77 825.56 9451.44 1.63 788.68 8625.88 1.49 751.76 7837.20 1.36 714.79 7085.45 1.23 677.78 6370.65 1.11 640.71 5692.87 0.99 603.58 5052.16 0.88 566.38 4448.58 0.78 529.10 3882.19 0.68 491 .72 3353.10 0.59 454.24 2861 .37 0.50 416.63 2407.13 0.42 378.86 1990.51 0.35 340.90 1611.65 0.28 302.71 1270.74 0.22 264.21 968.03 0.17 225.28 703.83 0.12 185.76 478.54 0.08 145.30 292.78 0.04 103.12 147.48 0.01 56.55 44.35 -0.01 0.00 -12.20 -0.03 -Inflow -Outflow 60 11/14/2005 River Ridge Town homes Job# 0001019-3801 Time (min) 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 Inflow I Outflow Simulation 50-Year Storm Event (depth (2S/Ll.t -O vs. (11+12+2Sh~t -(Outflow vs. (lnnow-outnow) (Depth vs. 2Slt (innow"60) Inflow (cf) vs.storage eq.) depth eq.) 0) depth eq.) cummulative + 0) Inflow (cfs) 0.00 4.85 9.71 14.56 19.42 24.27 29.13 33.98 38.84 43.69 48.55 46.12 43.69 41.27 38.84 36.41 33.98 31.56 29.13 26.70 24.27 21.85 19.42 16.99 14.56 12.14 9.71 7.28 4.85 2.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 291.29 582.58 873.87 1165.15 1456.44 1747.73 2039.02 2330.31 2621.60 2912.88 2767.24 2621.60 2475.95 2330.31 2184.66 2039.02 1893.38 1747.73 1602.09 1456.44 1310.80 1165.15 1019.51 873.87 728.22 582.58 436.93 291 .29 145.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 H, 2S/6t -0 2S/6t + 0 Outflow (ft) (cfs) (cfs) (cfs) om ooo QOO om 0.05 5.56 4.85 2.42 0.12 19.71 20.12 3.82 0.23 40.54 43.98 5.25 0.38 68.03 74.53 6.67 0.56 102.17 111 .73 8.11 0.77 1.02 1.31 1.62 1.98 2.29 2.57 2.81 3.03 3.20 3.35 3.47 3.56 3.63 3.66 3.67 3.66 3.62 3.56 3.47 3.37 3.24 3.09 2.92 2.73 2.55 2.37 2.20 2.03 1.88 1.73 1.58 1.44 1.31 1.18 1.06 0.95 0.84 0.74 0.64 0.55 0.47 0.40 0.33 0.26 0.21 0.16 0.11 0.07 0.04 0.02 0.01 142.94 190.36 244.41 305.10 372.42 432.26 485.12 531.40 571.40 605.40 633.63 656.29 673.55 685.61 692.60 694.68 691.99 684.67 672.86 656.68 636.27 611.77 583.30 551.02 515.05 480.27 446.68 414.27 383.05 353.02 324.18 296.53 270.07 244.80 220.72 197.84 176.16 155.68 136.39 118.31 101.44 85.77 71.32 58.08 46.06 35.28 25.72 17.42 10.38 4.62 0.17 -2.89 155.57 206.06 263.18 326194 397.34 467.09 522.07 570.08 61 1.50 646.65 675.80 699.17 716.97 729.39 736.58 738.72 735194 728.40 716.23 599)55 678.53 653.27 623.91 590.59 553.,44 515.05 480.27 446.68 414.27 383.05 353.02 324.18 296.53 270.07 244.80 220.72 197.84 176.16 155.68 136.39 118.31 101.44 85.77 71.32 58.08 46.06 35.28 25.72 17.42 10.38 4.62 0.17 9.54 10.97 12.40 13.84 15.27 16.44 17.41 18.21 18.88 19.43 19.88 20.23 20.49 20.67 20.77 20.80 20.76 20.66 20.48 20.23 19.92 19.53 19.07 18.54 17.93 17.32 16.71 16.10 15.48 14.87 14.26 13.64 13.03 12.41 11 .80 11 .18 10.56 9.94 9.32 8.70 8.08 7.45 6.82 6.19 5.56 4.92 4.28 3.63 2.97 2.29 1.58 0.77 Inflow/Outflow Simulation 60.00 ·--· .. ·--·--·-.. -... -.................................................. . Outflow (cf) 0.00 144.93 229.27 314.71 400.46 486.33 572.26 658.21 744.19 830.18 916.18 986.34 1044.41 1092.71 1132.81 11 65.81 1192.51 1213.51 1229.28 Storage (cf) 0.00 291.29 728.94 1373.53 2223.97 3279.95 4541 .35 6008.12 7680.21 9557.62 11640.32 13491.38 15126.64 16558.19 17795.79 18847.64 19720.86 20421 .73 20955.95 1240.17 21328.75 1246.44 21545.02 1248.30 21609.38 1245.90 21526.24 1239.33 21299.85 1228.65 20934.39 1213.88 20433.96 11 94.98 19802.66 1171.88 19044.62 1144.47 18164.03 1112.56 17165.20 1075.90 16052.65 1039.22 14976.75 1002.51 13937.53 965.79 929.03 892.25 855.43 818.59 781.70 744.77 707.80 670.78 633.70 596.55 559.34 522.04 484.64 447.14 409.50 371.70 333.70 295.46 256.88 217.86 178.20 137.49 94.82 46.40 12935.02 11969.23 11040.20 10147.95 9292.51 8473.93 7692.23 6947.45 6239.65 5568.88 4935.18 4338.63 3779.29 3257.25 2772.61 2325.47 1915.97 1544.27 1210.57 915.11 658.23 440.36 262.17 124.67 29.86 -50.00 +---~--------------1 J!! ~ 40.00 .,___ __ ,_~ .. ---------------< .S! 30.00 ·------~~-------------; ~ 15 20.00 t--/---=---""1:---=----------j u:: 10.00 -/--;~------'\.------'=--;:::,-----! 0.00 ~----~--~--...---~-='--1 0 10 20 30 40 Time(min) Project Engineer: Lee Adams Calculations: Lesley Brooks 50 60 -Inflow -Outflow H (ft) 0.00 0.00 0.08 0.20 0.35 0.54 0.76 1.01 1.30 1.62 1.97 2.32 2.59 2.83 3.04 3.21 3.36 3.48 3.57 3.63 3.66 3.67 3.66 3.62 3.56 3.48 3.37 3.25 3.10 2.93 2.75 2.56 2.38 2.21 2.05 1.90 1.75 1.60 1.46 1.33 1.20 1.08 0.97 0.86 0.76 0.66 0.57 0.49 0.41 0.34 0.27 0.21 0.16 0.11 0.07 0.03 0.00 -0.02 11/14/2005 River Ridge Townhomes Job# 0001019-3801 Time (min) 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 Inflow (els) 0.00 5.07 10.14 15.21 20.28 25.34 30.41 35.48 40.55 45.62 50.69 48.15 45.62 43.09 40.55 38.02 35.48 32.95 30.41 27.88 25.34 22.81 20.28 17.74 15.21 12.67 10.14 7.60 5.07 2.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (inflow"60) Inflow (cf) 0.00 304.13 608.26 912.40 1216.53 1520.66 1824.79 2128.93 2433.06 2737.19 3041.32 2889.26 2737.19 2585.12 2433.06 2280.99 2128.93 1976.86 1824.79 1672.73 1520.66 1368.60 1216.53 1064.46 912.40 760.33 608.26 456.20 304.13 152.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Inflow I Outflow Simulation 100-Year Storm Event (depth (2SIAt · 0 vs. vs.storage eq.) depth eq.) H1 2S/6t ·O (ft) (els) 0.00 0.00 0.05 5.97 0.13 20.85 0.25 42.75 0.40 71 .66 0.59 107.55 0.81 150.42 1.07 200.27 1.37 257.11 1.71 320.93 2.08 391 .72 2.41 454.75 2.71 510.54 2.96 3.19 3.38 3.53 3.66 3.76 3.83 3.87 3.89 3.88 3.84 3.78 3.69 3.58 3.45 3.30 3.12 2.92 2.74 2.55 2.38 2.20 2.04 1.88 1.73 1.58 1.45 1.31 1.19 1.06 0.95 0.84 0.74 0.65 0.56 0.47 0.40 0.33 0.26 0.21 0.16 0.11 0.08 0.05 0.02 0.01 559.48 601 .89 638.05 668.19 692.51 711.21 724.45 732.41 735.22 733.04 726.00 714.25 697.91 677.13 652.04 622.77 589.46 552.27 516.27 481.45 447.82 415.37 384.11 354.04 325.15 297.46 270.96 245.65 221.53 198.61 176.89 156.36 137.03 118.91 102.00 86.29 71 .79 58.51 46.46 35.63 26.03 17.69 10.60 4.79 0.30 -2.81 (11•12•2$16.t· 0) 2S/6t+ 0 (els) 0.00 5.07 21 .18 46.19 78.24 117.28 163.30 216.31 276.31 343.28 417.24 490.57 548.53 599.25 643.11 680.46 711.55 736.62 755.87 769.50 777.68 780.56 778.30 771.05 758.95 742.13 720.72 694.87 664.71 630.37 592.00 552.27 516.27 481.45 447.82 415.37 384.11 354.04 325.15 297.46 270.96 245.65 221.53 198.61 176.89 156.36 137.03 118.91 102.00 86.29 71.79 58.51 46.46 35.63 26.03 17.69 10.60 4.79 0.30 (Outftowvs. depth eq.) Outflow (els) 0.00 2.47 3.91 5.37 6.84 8.31 9.78 11 .25 12.72 14.19 15.66 16.86 17.85 18.68 19.37 19.94 20.41 20.77 21.05 21.24 21.36 21.40 21.37 21.27 21.09 20.85 20.54 20.16 19.71 19.17 18.56 17.95 17.34 16.73 16.12 15.50 14.89 14.28 13.66 13.05 12.43 11.82 11.20 10.58 9.96 9.34 8.72 8.10 7.47 6.85 6.22 5.58 4.95 4.30 3.65 2.99 2.32 1.61 0.81 Inflow/Outflow Simulation Outflow (ct) 0.00 148.09 234.76 322.46 410.43 498.51 586.64 674.80 762.99 851 .18 939.38 1011 .46 1071 .21 1121 .01 1162.44 1196.63 1224.40 1246.36 1262.98 1274.63 1281 .57 1284.01 1282.12 1275.98 1265.67 1251 .19 1232.52 1209.60 1182.30 1150.45 1113.82 1077.16 1040.48 1003.78 967.05 930.30 893.51 856.70 819.85 782.97 746.04 709.07 672.05 634.97 597.83 560.62 523.32 485.93 448.43 410.79 373.00 335.01 296.77 258.21 219.21 179.58 138.92 96.34 48.31 60.00 ~-----------------~ -50.00 +---·A----------------l ¥.! ~ 40.00 (lnflow-outnow) (Depth vs. 25/t cummulative + 0) Storage H (ct) (ft) 0.00 0.00 304.13 0.01 764.31 0.09 1441.94 0.21 2336.01 0.37 3446.25 0.57 4 772.53 0.80 6314.82 1.06 8073.07 1.36 10047.28 1.70 12237.42 2.07 14187.29 2.43 15913.02 2.72 17426.94 18738.99 19857.54 20789.84 21542.30 22120.73 22530.47 22776.51 22863.54 22796.05 22578.40 22214.81 21709.48 21066.56 20290.23 19384.77 18354.53 17204.08 16090.26 15013.10 13972.63 12968.85 12001.80 11071.51 10177.99 9321.29 8501.44 7718.47 6972.43 6263.36 5591.31 4956.34 4358.51 3797.89 3274.57 2788.64 2340.21 1929.41 1556.41 1221.40 924.63 666.41 447.20 267.62 128.70 32.37 2.98 3.20 3.38 3.54 3.66 3.76 3.83 3.87 3.88 3.87 3.84 3.78 3.69 3.58 3.46 3.30 3.13 2.94 2.74 2.56 2.39 2.22 2.06 1.90 1.75 1.61 1.47 1.34 1.21 1.09 0.97 0.87 0.76 0.67 0.58 0.49 0.41 0.34 0.27 0.21 0.16 0.11 0.07 0.03 0.00 -0.02 J!! 30.00 +--•-----....-------------! -Inflow ~ i!i 20.00 -1--/------o------=--f-------l u: 10.00 -H--,,..C....-----',-----=-...:::-----J 0.00 ~-------~--------='-l 0 10 20 30 Time(min) 40 Project Engineer: Lee Adams Calculations: Lesley Brooks 50 60 -Outflow 11/14/2005 Storm Depth (ft) Storm Elevation (ft) Storm Volume (cf) Supplied Capacity (cf) Percent of Capacity Supplied Freeboard (ft) ., E ::s 0 > E ::s E "i( "' :E 0 c ., e ., 0.. River Ridge Townhomes Job# 000292-3801 100% 90% 80% 70% - 60% - 50% - 40% 30% - 20% - 10% - 0% Storm Simulation Synopsis 2-Year 5-Year 10-Year 25-Year 50-Year 1.74 2.26 2.64 3.13 3.67 303.74 304.26 304.64 305.13 305.67 10083.27 13178.84 15401 .02 18374.85 21609.38 23340 23340 23340 23340 23340 43% 56% 66% 79% 93% 3.26 2.74 2.36 1.87 1.33 Detention Storage Volume as Percent of Maximum Volume 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year Design Storm Project Manager: Lee Adams Calculations: Lesley Brooks 100-Year 3.88 305.88 22863.54 23340 98% 1.12 11/14/2005