The URL can be used to link to this page

Home My WebLink About20 Development Permit 372 Alpha PhiDRAINAGE REPORT FOR ALPHA PHI SORORITY HOUSE LOT 4, TIMBER RIDGE ADDITION THIRD INSTALLMENT ·Morgan Rector Survey, A-46 College Station, Texas August 22, 1994 Revised October 4, 1994 DEVELOPED BY: Julie Garth 6923 Kelsey Rae Court Houston, TX 77069 (713) 583 -2282 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue , Suite 212 Bryan, TX 77802 (409) 846-6212 Drainage Report for Alpha Phi Sorority House Morgan Rector Survey, A-46 College Station, Brazos County, Texas August 22, 1994 GENERAL LOCATION & DESCRIPTION The proposed site is Lot 4, Timber Ridge Addition, Third Installment, which is located at the south corner· of the intersection of Plantation Oaks Drive & Rhett Butler Drive. The tract is currently undeveloped with grass cover and scattered trees . Proposed improvements include .the construction of a sorority house with associated parking lot and drives. DRAINAGE BASINS & SUB-BASINS The proposed site is located in the Wolf Pen Creek Drainage Basin, which is a sub-basin of Carter's Creek. Two primary studies have been performed on Carter's Creek and its tributaries. The first is a study performed by the Federal Emergency Management Agency in July, 1992, titled Flood Insurance Study -Brazos County, Texas and Incorporated Areas. The purpose of this report was to investigate the existence and severity of flood hazards for Brazos County and to aid in the administration of the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973. The second study is the Stormwater Management Plan, Phase Ill, performed by Walton and Associates -Consulting Engineers, Inc. contracted with the City of College Station in 1987. The purpose of this study was to gain knowledge of the existing and future drainage conditions in the City and to identify flood problems and flood prone areas. The site currently drains via overland flow across Lots 3 , 2, & 1 and into a 42" RCP crossing Hwy 30. The 42" RCP then discharges into an open channel which leads into the Wolf Pen Creek Amphitheater lake. All off site runoff is intercepted by the curb and gutters of Plantation Oaks and Rhett Butler. Curb inlets are located at the intersection of Plantation Oaks and Rhett Butler , which begin a storm sewer running parallel with Rhett Butler that ends at the 42" RCP crossing Hwy 30. DRAINAGE DESIGN CRITERIA/FACILITY DESIGN Due to the expected increase in peak runoff caused by this development , detention will be provided. Two small ponds will be created utilizing the east and west parking lots by using 2' wide flumes, with a "V" shaped opening as the metering devices that lead into the south pond. This flow is further detained in the main pond located in the south parking lot. All runoff from the site will be routed through this pond, which consists of 6 -6" diameter orifices spaced every 20 feet in an 8" curb. The 10 year and 25 year storms were designed for and the effects of the 100 year storm were analyzed. Alpha Phi Sorority House -Drainage Report Page 2 The Rational Method was used to calculate peak runoffs and the Modified Rational Method was used to estimate detention storage requirements. A runoff coefficient of 0.45 was used for pre-development conditions while a runoff coefficient of 0.90 was used for post-development impervious areas and 0.40 for post-development landscaped areas. This yielded a pre- development peak runoff of Q10 = 5.63 cfs , Q25 = 6.43 cfs, and Q 100 = 7.59 and a post- development peak runoff of Q10 = 8.94 cfs, Q25 = 10.21 cfs, and Q 100 = 12.06 cfs and thus a required attenuation ofQ10 = 3.31 cfs, Q25 = 3.78 cfs, and Q100 = 4.47 cfs. The site will drain into the detention pond via swales in the front yard that lead into the west parking lot and east parking lot. Inflow hydrographs were created using triangular hydrographs with a time to peak of 10 minutes and a total base time of 30 minutes. The west detention pond collects approximately 0.47 acres of runoff with peak flows of Q 10 =2 .84 cfs, Q25 = 3.24 cfs, and Q 100 = 3.83 cfs. After routing the three hydrographs through the pond, the following results were obtained: 10 year 25 year 100 year Inflow 2.84 cfs 3.24 cfs 3.83 cfs Outflow 2.18 cfs 2.51 cfs 3.11 cfs Depth 0.66' 0.69' 0.73' WSEL 296.91 296.94 296.98 Volume 632 ft 3 708 ft 3 801 ft 3 The east detention pond collects approximately 0.42 acres of runoff with peak flows of Q 10 = 2.28 cfs, Q25 = 2.61 cfs, and Q 100 = 3.08 cfs into the east pond. After routing these hydrographs through the pond , the following results were obtained : 10 year 25 year 100 year Inflow 2.28 cfs 2.61 cfs 3.08 cfs Outflow 2.04 cfs 2.35 cfs 2.79 cfs Depth 0.50' 0.52' 0.55' WSEL 297.10 297 .12 297.15 Volume 266 ft 3 298 ft 3 341 ft 3 The outflow hydrographs from the east and west ponds were added together with the area that drains directly into the south detention pond (approximately 0.56 acres). This yielded peak inflows of Q 10 = 7.49 cfs, Q25 = 9.42 cfs , and Q 100 = 11.48 cfs into the south pond. The follow ing results were obtained after routing these hydrographs through the pond: 10 year 25 year 100 year Inflow 7.49 cfs 8.61 cfs 10.35 cfs Outflow 5.28 cfs 5.62 cfs 8.56 cfs Depth 0.59' 0.67' 0.70' WSEL 296.09 296.17 296.20 Volume 1927 ft 3 2562 ft 3 2856 ft 3 Atten. 3.66 cfs 4.59 cfs 3.50cfs The south pond will release flow through 6 -6" circular orifices spaced 20' apart along the southeast property line. The flow through each orifice is approximately 1.0 cfs and is expected to dissipate to sheet flow within the 5' between the curb and property line. Alpha Phi Sorority House -Drainage Report Page 3 CONCLUSIONS All on-site runoff will be detained within a series of detention ponds that utilize the parking lot. Peak flows are attenuated to the pre-developed conditions or less for the 10 and 25 year storms. The 100 year storm will top the 8" curb, but is not expected to be damaging. The outflow of the south pond will be distributed over a large area, thus minimizing concentrated flow onto the adjoining lot, therefore, no impact is expected. "I hereby certify that this report and plan for the drainage design of the Alpha Phi Sorority House was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Stand s for he owners thereof." Alpha Phi Sorority House -Drainage Report Page 4 APPENDICES 1) General Location Map -U.S. G. S. Quad 2) Flood Insurance Rate Map -FEMA 3) Grading Plan -Kling Engineering & Surveying 4) Hydrologic Calculations 5) Storage -Routing Calculations kes94-02b :\alphaphi.rpl 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS -- •'\-. --·r-r-r-11-1--+---+--l--l.----t-t-t--t--r--t--t---t--t-+--+-+-~'~-~-L-j_ ---1---+----r'--f--~+..--..i..-fJ -----------~i-.-----------1--t--t--+-->-- t-1-··--___ ....... __ ·-1---·-'-"--·-!-----l---t ·--+--1-........;i--1-r · -1-- ---+-+---1---l--~-·-f----··-_..,__ -· ------;,.___. ~ -~....__ -~--·---... ~-·--i..-1----· : r ---+--+-i----1 ·--·---1-----t--'-· - --. . -- ''"'"" ......... ......... ......... ::c::c::c "'"'"' 000 11100 -C"4 _("4.., ..,..,.., ---NNN C"4C"4C"4 f .O A = o. '-I z .;\t. ,...ts c-;. · ,q(.q ).-1-t.f·:~(_.t.1) -:; • 63 tc.L..10~ \ 1;;-::-z. 1-S :r.:-· I I Q-t.5 -= Z .b/ c.l~ 1 Qer;-:: 3 .08 j b ·, /(} zo t L....'......} \r Q. 0 -= 3.<oz. ~ ·, o.,, i >b J,, I . J I Q,CD :: 6 ,/5 ".:> !CD '/r- ~/() ~ 6,b 3 )i_ ~u; :: 9.Bb V .- I ,,,t:_ I t'.c /Q ~ OND-2 Version: 5.17 S/N: EXECUTED: 10-11-1994 10:44:51 ************************************* * * * Alpha Phi Sorority House * * West Parking Lot Detention Pond * * 10 Year Storm * * * * * ************************************* Inflow Hydrograph: AP-W-10 .HYO Rating Table file: ALPHWEST.PND ----INITIAL CONDITIONS---- Elevation = 296.25 ft Outflow = 0.00 cfs Storage = 0 cu-ft Page 1 GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS !ELEVATION OUTFLOW STORAGE I 2S/t 2S/t + 0 I (ft) Ccfs) (cu-ft) I I Ccfs) Ccfs) I I 1---------.............. --------------1 1-------------------------! I 296.25 o.o 01 I 0.0 0.0 I I 296.35 0.0 31 I 0.1 0.1 I I 296.45 0.1 261 I 0.9 1.0 I I 296.55 0.3 871 I 2.9 3.2 I I 296.65 0.6 1871 I 6.2 6.8 I I 296.75 1.1 3221 I 10.7 11.8 I I 296.85 1.6 5001 I 16.7 18.3 I I 296.95 2.6 7301 I 24.3 26.9 I -------------------------------------------------------- Time increment (t) = 1.0 min. POND-2 Version: 5.17 S/N: EXECUTED: 10-11-1994 10:44:51 Pond File: ALPHYEST.PND Inf low Hydrograph: AP-Y-10 .HYO Outflow Hydrograph: OUT INFLOY HYDROGRAPH TIME (min) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.01 23.o I 24.o I 25.o I 26.0 I 21.0 I 28.0 I 29.o I 3o.o I INFLOY I ccts> I ---------1 0.001 0.281 0.571 0.85 I 1.14 I 1.42 I 1. 10 I 1.991 2.271 2.561 2.841 2.701 2.561 2.411 2.271 2.13 I 1.991 1.85 I 1.701 1.561 I 1.421 I 1.281 I i.14 I I o.991 I o.85 I I o . 111 I o.571 I o.431 I 0.281 I o. 141 I 0.001 I .HYO 11+12 Ccfs) 0.3 0.9 1.4 2.0 2.6 3.1 3.7 4.3 4.8 5.4 5.5 5.3 5.0 4.7 4.4 4.1 3.8 3.6 3.3 I 3.o I 2.1 I 2.4 I 2.1 I 1.8 I 1.6 I 1.3 I i.o I 0.1 I o.4 I 0.1 I Page 2 ROUTING COMPUTATIONS 2S/t -0 2S/t + 0 I OUTFLOY IELEVATIONI Ccfs) (cfs) I Ccfs) I (ft) I --------------··-·---··1---------1-·---··--1 0.0 0.2 0.9 1.9 3.1 4.7 6.4 8.3 10.2 12.3 14.6 16.5 17.8 18.5 18.8 18.9 18.7 18.4 17.9 17.3 16.6 15.8 15. 1 I 14.2 I 13.2 I 12. 1 I 10.9 I 9.7 I 8.5 I 7.3 I 6.1 I 0.01 0.31 1.1 I 2.31 3.81 5.71 7.81 10. 11 12.51 15.ol 17.71 20.11 21.81 22.71 23.21 23.21 23.ol 22.51 21.9 I 21.11 20.21 19.31 18.31 17.2 I 16.01 14.71 13.31 11.91 10.41 8.91 7.41 o.oo I 296.25 I 0.02 I 296.37 I 0.11 I 296.46 I 0.22 I 296.51 I o.35 I 296.57 I o.5o I 296.62 I 0.10 I 296.67 I o.93 I 296.72 I 1.15 I 296.76 I 1.35 I 296.80 I 1.56 I 296.84 1.82 I 296.87 2.01 I 296.89 2.12 I 296.90 2. 11 I 296. 91 2.18 I 296.91 2.15 I 296.90 2.10 I 296.90 2.02 I 296.89 1.93 I 296.88 1.83 I 296.87 i. 12 I 296.86 1.60 I 296.85 I 1.52 I 296.83 I 1.42 I 296.81 I i.32 I 296. 79 I i. 22 I 296. n I i. 11 I 296. 75 I o.96 I 296.12 I 0.81 I 296.69 I o.66 I 296.66 I POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 10-11-1994 10:44:51 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPH~EST.PND Inf low Hydrograph: AP-~·10 .HYO Outflow Hydrograph: OUT .HYO Starting Pond ~.s. Elevation = 296.25 ft ***** SLrrmary of Peak Outflow and Peak Elevation Peak Inf low = Peak Outflow Peak Elevation 2.84 cfs 2.18 cfs 296.91 ft ***** SLrrmary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond 0 cu-ft 632 cu-ft 632 cu-ft ***** POND-2 Version : 5.17 S/N: Pond File: ALPHWEST.PND Inflow Hydrograph: AP-W-10 .HYO Outflow Hydrograph: OUT .HYO Peak Inflow Peak Outflow Peak Elevation = 2.84 cfs 2.18 cfs 296.91 ft Page 4 EXECUTED: 10-11-1994 . 10:44:51 Flow (cfs) o.o 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 .o -I* x * x * x * • 1 x x 6.1 x x .2 - 10.2 - 2.2 - 4.3 - 16.3 - 8.4 - 20.4 - 2.4 - * * * * * B.6 -* x * TIME (min> x Fi le: OUT x * * x x * * * * x x x x x * x * x x * x x x x* *x * x * x x x x .HYO Qmax = * File: AP-W -10 .HYO Qmax = * * * * * * 2.2 cfs 2.8 cfs POND-2 Version: 5.17 S/N: EXECUTED: 10-11-1994 10:50:53 ************************************* * * * Alpha Phi Sorority House * * West Parking Lot Detention Pond * * 25 Year Storm * * * * * ************************************* Inflow Hydrograph: AP-W-25 .HYO Rating Table file: ALPHWEST.PND ----INITIAL CONDITIONS---- Elevation = 296.25 ft Outflow = 0.00 cfs Storage = 0 cu-ft Page 1 GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS I ELEVATION OUTFLOW I STORAGE I 2S/t 2S/t + 0 I (ft) Ccfs> I (cu-ft) I I Ccfs) Ccfs) I I 1------------------1----------1 1-------------------------1 I 296.25 0.0 I 01 I 0.0 0.0 I I 296.35 0.0 I 31 I 0.1 0.1 I I 296.45 0.1 I 261 I 0.9 1.0 I I 296.55 0.3 I 871 I 2.9 3.2 I I 296.65 0.6 I 1871 I 6.2 6.8 I I 296.75 1.1 I 3221 I 10.7 11.8 I I 296.85 1.6 I 5001 I , 16.7 18.3 I I 296.95 2.6 I 7301 I 24.3 26.9 I Time increment Ct) = 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 10:50:53 Pond File: ALPHIJEST.PND Inf low Hydrograph: AP-IJ-25 .HYO Outflow Hydrograph: OUT .HYO INFLOIJ HYDROGRAPH ROUTING COMPUTATIONS ---------------·------------------------------------------------------ I TIME INFLOIJ I 11+12 I 2S/t -0 2S/t + 0 I OUTFLOIJ ELEVATION I (min) Ccfs) I Ccfs) I Ccfs) Ccfs) I Ccfs) (ft) , _________________ , _________ , ____________ -----------1-----------·-·---- 0.0 0.001 0.0 0.01 0.00 296.25 1.0 0.321 0.3 0.3 0.31 0.03 296.38 2.0 0.651 1.0 1.0 1.21 0.13 296.46 3.0 0.971 1.6 2.1 2.61 0.25 296.52 4.0 1.301 2.3 3.6 4.41 0.40 296.58 5.0 1.621 2.9 5.4 6.5 I 0.57 296.64 6.0 1.94 I 3.6 7.3 8.91 0.81 296.69 7.0 2.271 4.2 9.4 11.5 I 1.07 296.74 8.0 2.591 4.9 11. 7 14.21 1.29 296.79 9.0 2.921 5.5 14.1 I 17.2 I 1.52 296.83 10.0 3.241 6.2 16.6 I 20.31 1.84 296.87 11.0 3.081 6.3 18.1 I 22.91 2. 14 296.90 12.0 2.921 6.0 20.0 I 24.71 2.34 296.92 13.0 2. 75 I 5.7 20.1 I 25.6 1 2.45 296.94 14.0 2.591 5.3 21.1 I 26.1 I 2.50 296.94 15.0 2.431 5.0 21.1 I 26.1 I 2.51 296.94 16.0 2.271 4.7 20.9 I 25 .81 2.47 296.94 17.0 2. 111 4.4 20.4 I 25.21 2.40 296.93 18.0 1.94 I 4.1 19.8 I 24.51 2.32 296.92 19.0 1.781 3.7 19. 1 I 23.61 2.21 296.91 20.0 1.621 3.4 18.3 I 22.51 2.09 296.90 21.0 1.461 3.1 17 .5 I 21.4 I 1.97 296.89 22.0 1.301 2.8 16.6 I 20.21 1.83 296.87 I 23.0 1.13 I 2.4 15.6 I 19.01 1.69 296.86 I 24.0 0.971 2.1 14.6 I 17.71 1.56 296.84 I 25.0 0.811 1.8 13.5 I 16.41 1.46 296.82 I 26.0 0.651 1.5 12.3 I 15.01 1.34 296.80 I 27.0 0.491 1. 1 11.0 I 13.41 1.22 296.77 I 28.0 0.321 0.8 9.6 I 11.81 1.09 296.75 I 29.0 0.161 0.5 8.2 I 10.1 .1 0.92 296.71 I 30.0 0.001 0.2 6.9 I 8.41 0. 75 296.68 I ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 10-11-1994 10:50:53 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHWEST.PND Inflow Hydrograph: AP -W-25 .HYO Outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevat i on 296.25 ft ***** SUllllary of Peak Outflow and Peak Elevation Peak I nflow Peak Outflow Peak Elevation = 3.24 cfs 2.51 cfs 296.94 ft ***** SUllllary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = 0 cu -ft 708 cu-ft 708 cu -ft ***** POND-2 Version: 5.17 S/N: Pond File: ALPHYEST.PND Inflow Hydrograph: AP-Y-25 .HYO Outflow Hydrograph: OUT .HYO Peak Inflow = 3.24 cfs Peak Outflow = 2.51 cfs Peak Elevation = 296.94 ft Page 4 EXECUTED: 10-11-1994 10:50:53 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 .o -I* 2.0 Ix * -I x • 1 I x -I I 6.1 -1 I .2 - 0.2 - 12.2 - 14.3 - 16.3 - 18.4 - 0.4 -I I 2.4 -I I ~4.5 -I I 26.5 -1 I _8.6 -1 * I * I TIME (min) x File: * File: * * x * x x x x * * * * * x * x x x OUT .HYO AP-Y-25 .HYO * * * * x * x * x * x * x * x* *x * x * x * x * x * x * x x x x x Cmax = 2.5 cfs Qmax = 3.2 cfs ' POND-2 Version: 5.17 S/N: EXECUTED: 1D-11-1994 1D:57:28 ************************************* * * * Alpha Phi Sorority House * * Yest Parking Lot Detention Pond * * 100 Year Storm * * * * * ************************************* Inf low Hydrograph: AP-Y-100.HYD Rating Table file: ALPHYEST.PND ----INITIAL CONDITIONS---- Elev~tion = 296.25 ft Outflow O.DO cfs Storage = 0 cu-ft Page 1 GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATIONj OUTFLOY STORAGE I 2S/t I 2S/t + 0 (ft) I Ccfs) (cu-ft) I (cfs) I Ccfs) I I ---------1-------------------1 ------------1-------------1 296.25 I 0.0 OJ 0.0 I 0.0 I 296.35 I 0.0 3J 0.1 I 0.1 I 296.45 I 0.1 26J 0.9 I 1.0 I 296.55 I 0.3 87J 2.9 I 3.2 I 296.65 I 0.6 187J 6.2 I 6.8 I 296. 75 I 1. 1 322J 10.7 I 11.8 I 296.85 I 1.6 500J 16.7 I 18.3 I 296.95 I 2.6 730J 24.3 I 26.9 I 297.05 I 4.6 1, 013 J 33.8 I 38.4 I Time increment (t) 1.0 min . POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11 -1994 10:57:28 Pond File: ALPHWEST.PND Inf low Hydrograph: AP-W -100.HYD Outflow Hydrograph: OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------------------------------------------------- TIME I INFLOW I I 1+I2 2S/t -0 2S/t + 0 I OUTFLOW IELEVATIONI I (min) I Ccfs) I Ccfs) Ccfs) Ccfs) I Ccfs) I (ft) I ....................... ---------1 ---------............................ -----------1---------1 ---------1 0.0 0.001 0.0 0.01 0.00 I 296.25 1.0 0.381 0.4 0.3 0.41 0.03 I 296.38 2.0 o.n1 1.1 1.2 1. s 1 0 .15 I 296.47 3 .0 1.15 I 1.9 2.5 3.11 0 .29 I 296.54 4.0 1.531 2.7 4.3 s.21 0.46 I 296.60 5.0 1.921 3.4 6.3 1.11 o.69 I 296.67 6.0 2.301 4.2 8.6 10.61 o.97 I 296.72 7.0 2.681 5.0 11. 1 13.61 1.24 296.78 8.0 3.061 5 .7 13.9 16 .91 1.49 296 .83 9.0 3.451 6 .5 16.7 20.4 1 1.85 296.87 10.0 3.831 7 .3 19.5 24.ol 2.26 296.92 11.0 3.641 7.5 21.7 26 .91 2.60 296.95 12.0 3.45 1 7 .1 I 22.9 28.81 2.93 296.97 13.0 3.26 1 6.7 I 23.5 29 .71 3.08 296.97 14.0 3.061 6 .3 I 23.6 29.81 3.11 296.98 15 .0 2.871 5.9 I 23.4 29.SI 3.06 296 .97 16.0 2.681 5 .6 I 23. 1 29 .ol 2.96 296 .97 17.0 2.491 5.2 I 22.6 28.21 2.83 296.96 18.0 2.301 4.8 I 22.0 27.41 2 .68 296.95 19.0 2. 111 4 .4 I 21.3 26.41 2.54 296.94 20 .0 1.92 I 4 .0 20.5 25.31 2.42 296.93 21.0 1.72 1 3 .6 19.6 24.21 2.28 296.92 22 .0 1.531 3 .3 18 .6 22 .81 2.13 296.90 23.0 1.34 I 2 .9 17 .5 21.5 I 1.97 296.89 24.0 1. 15 I 2.5 16.4 20.01 1.80 296.87 25.0 0.96 1 2 . 1 15.2 18.5 I 1.63 296.85 26.0 o.n 1 1.7 14.0 11.01 1.50 I 296.83 27.0 0.57 1 1.3 12.6 15.3 1 1.31 I 296.80 28.0 0.38 1 1.0 11. 1 13 .SI 1.23 I 296.78 29.0 0.191 0.6 9 .5 11.61 1.08 I 296.75 30.0 0.001 0.2 7.9 9.71 0.88 I 296.71 ---------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 10-11 -1994 10:57:28 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHYEST.PND Inflow Hydrograph: AP-Y-100.HYD Outflow Hydrograph: OUT .HYO Starting Pond Y.S. Elevation = 296.25 ft ***** Surrrnary of Peak Outflow and Peak Elevation Peak Inf low = 3.83 cfs Peak Outflow = 3.11 cfs Peak Elevation 296.98 ft ***** Surrrnary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = 0 cu-ft 801 cu -ft 801 cu-ft ***** POND-2 Version: 5.17 S/N: Pond File: ALPHUEST.PND Inflow Hydrograph: AP-U-100.HYD Outflow Hydrograph: OUT .HYO Peak Inflow Peak Outflow = 3.83 cfs 3.11 cfs Peak Elevation = 296.98 ft 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 Page 4 EXECUTED: 10-11-1994 10:57:28 Flow Ccfs) 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- I 0.0 -I* x * 2.0 -x * x * . 1 x * x * 6.1 x * x * 8.2 -x * x * 10.2 -x * x * 2.2 -x * x* 4.3 -*x * x * x * x 8.4 -* x * x 20.4 -* x * x ~2.4 -* x * x 4.5 -* x * x 6.5 -* x * x _8.6 -* x * x TIME (min) x File: OUT .HYO Qmax = 3.1 cfs * File: AP-U-100.HYD cmax = 3.8 cfs PON0-2 Version: 5.17 S/N: EXECUTED: 10-11-1994 11:12:36 ************************************* * * * Alpha Phi Sorority House * * East Parking Lot Detention Pond * * 10 Year Storm * * * * * ************************************* Inf low Hydrograph: AP-E-10 .HYO Rating Table file: ALPHEAST.PNO ----INITIAL CONOITIONS---- Elevation = 296.60 ft Outflow 0.00 cfs Storage = 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN PONO DATA COMPUTATIONS IELEVATIONI OUTFLOY I STORAGE I I 2S/t I 2S/t + 0 I (ft) I Ccfs) I (cu-ft) I I (cfs) I (cfs) I I 1---------1---------1----------1 1------------1-------------1 I 296.60 I 0.0 I 01 I o.o I 0.0 I I 296.70 I 0.0 I s 1 I 0.2 I 0.2 I I 296.80 I 0.1 I 281 I 0.9 I 1.0 I I 296.90 I 0.8 I 741 I 2.5 I 3.3 I I 297.00 I 1.0 I 1511 I 5.0 I 6.0 I I 297 .10 I 2.0 I 2631 I 8.8 I 10.8 I I 297.20 I 3.5 I 411 I I 13.7 I 17.2 I Time increment (t) = 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 11:12:36 Pond File: ALPHEAST.PND Inflow Hydrograph: AP-E-10 .HYO Outflow Hydrograph: OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS -----------------------·--......................... ------------------------------- TIME INFLOIJ I 11+12 2S/t -0 2S/t + 0 I OUTFLOIJ ELEVATION (min) (cfs) I (cfs) (cfs) (cfs) I Ccfs) (ft) ................. ---------1 -------------------·------------1------------------ 0.0 0.001 0.0 0.01 0.00 296.60 1.0 0.231 0.2 0.2 0.21 0.01 296.71 2.0 0.461 0.7 0.7 0.9 1 0.08 296.78 3.0 0.681 1.1 1.1 1.91 0.36 296.84 4.0 0.911 1.6 1.5 2.71 0.63 296.88 5.0 1.14 I 2.1 1.9 3.51 0.82 296.91 6.0 1.371 2.5 2 .6 4.41 0.88 296.94 7.0 1.601 3.0 3.7 5.61 0.97 296.98 8.0 1.821 3.4 I 4.6 7. 11 1.22 297.02 9.0 2.051 3.9 I 5.5 8.5 I 1.53 297.05 10.0 2.281 4.3 I 6.2 9 .8 1 1.80 297.08 11.0 2.171 4.4 I 6.7 10.6 1 1.98 297.10 12 .0 2.05 I 4.2 I 6.8 I 10.91 2.04 297.10 13.0 1.941 4.0 I 6.8 I 10.8 1 2.02 297 .10 14.0 1.821 3.8 I 6.6 I 10.61 1.96 297 .10 15.0 1. 71 I 3.5 I 6.4 I 10.21 1.88 297.09 16.0 1.601 3.3 I 6.2 I 9.71 1. 78 297.08 17.0 1.481 3.1 I 5.9 I 9.21 1.68 297.07 18 .0 1.371 2.9 I 5.6 I 8.71 1.57 297.06 19.0 1.25 I 2.6 I 5.3 I 8.21 1.46 297.05 20 .0 1.14 I 2.4 I 5 .o I 7.71 1.35 297.03 I 21.0 1.031 2.2 I 4.7 I 7 .1 1 1.24 297.02 -22.0 0.911 1.9 I 4.4 I 6.61 1. 12 297.01 23.0 0.801 1.7 I 4.1 I 6.11 1.01 297.00 24 .0 0.651 1.5 I 3.6 I 5.51 0.96 296.98 I 25.0 0.541 1.2 I 3.0 I 4.81 0.91 296.95 26.0 0.431 1.0 I 2.2 I 3.9 1 0.85 296.92 27.0 0.311 0.7 I 1.6 I 3.0 1 0.70 296.89 28.0 0.201 0.5 I 1.2 I 2.11 0.42 296.85 29.0 o.081 0.3 I 1.0 I 1.SI 0.25 296.82 30.0 0.001 0.1 I 0.9 I 1.1 I 0.12 296.80 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 10-11-1994 11:12:36 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHEAST.PND Inflow Hydrograph: AP·E-10 .HYO Outflow Hydrograph: OUT .HYO Starting Pond ~.S. Elevation 296.60 ft ***** SllllllBry of Peak Outflow and Peak Elevation ***** Peak Inf low 2.28 cfs Peak Outflow = 2.04 cfs Peak Elevation= 297.10 ft ***** SllllllBry of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 266 cu-ft 266 cu-ft POND-2 Version: 5.17 S/N: Pond File: ALPHEAST.PND Inf low Hydrograph: AP-E-10 .HYO Outflow Hydrograph: OUT .HYO Peak Inflow = 2.28 cfs Peak Outflow 2.04 cfs Peak Elevation= 297.10 ft Page 4 EXECUTED: 10-11-1994 11:12:36 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1 ·-·--1-----1- I .o -I* x * -x * x * •• 1 x * x 6. 1 x .2 - 10.2 - 2.2 - 4.3 - 16.3 - 8.4 - 20.4 . .2.4 -* * 4.5 -* * x 26.5 -* x * x .8.6 -* x I* x I TIME (min) x File: OUT * File: AP-E-10 * * x x x * * * x * x * x x x x .HYO .HYO * * * x x * * *x * x * x * x x x cmax = Qmax = * 2.0 cfs 2.3 cfs POND-2 Version: 5.17 S/N: EXECUTED: 10 -11-1994 11:13:29 ************************************* * * * Alpha Phi Sorority House * * East Parking Lot Detention Pond * * 25 Year Storm * * * * * ************************************* Inf low Hydrograph: AP-E -25 .HYO Rating Table file: ALPHEAST.PND ----INITIAL CONDITIONS ---- Elevation = 296.60 ft Outflow = 0.00 cfs Storage 0 cu -ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS IELEVATIONI OUTFLOW I STORAGE I 2S/t I 2S/t + 0 I (ft) I Ccfs) I (cu-ft) I I (cfs) I (cfs) I I 1---------1 ---------1----------1 1------------1-------------1 I 296.60 I 0.0 I 01 I 0 .0 I 0.0 I I 296.70 I 0.0 I s 1 I 0.2 I 0.2 I I 296.80 I 0.1 I 281 I 0 .9 I 1.0 I I 296.90 I 0.8 I 741 I 2.5 I 3.3 I I 297.00 I 1.0 I 1s11 I 5.0 I 6.0 I I 297.10 I 2.0 I 2631 I 8.8 I 10.8 I I 297.20 I 3.5 I 4111 I 13.7 I 17.2 I Time i nc r ement (t) 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 11:13:29 Pond Fi le: ALPHEAST.PND Inflow Hydrograph: AP-E-25 .HYO Outflow Hydrograph: OUT .HYO INFLOY HYDROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------1 TIME INFLOY I 11+12 2S/t -0 I 2S/t + 0 I OUTFLOY ELEVATION I (min) (cfs) I Ccfs) (cfs) I Ccfs) I (cfs) (ft) -----------------1 ---------------------1-----------1------------------0.0 0.001 --... --o.o I 0.01 0.00 296.60 1.0 0.261 0.3 0.2 I 0.31 0.01 296.71 2.0 0.521 0.8 o.8 I i.o I 0.10 296.80 3.0 0.781 1.3 1.2 2.11 0.44 296.85 4.0 1.041 1.8 1.6 3.11 0.73 296.89 5.0 1.31 I 2.3 2.3 4.01 0.85 296.92 6.0 1.571 2.9 3.3 5. 11 0.93 296.97 7.0 1.831 3.4 4.4 6.61 1.13 297.01 8.0 2.091 3.9 5.3 8.31 1.48 297.05 9.0 2.351 4.4 6.2 9.81 1. 79 297.08 10.0 2.61 I 5.0 7.0 11.1 I 2.09 297. 11 I 11.0 2.481 5.1 7.4 12. 11 2.30 297. 12 -12.0 2.351 4.8 7.6 12.31 2.35 297.12 13.0 2.221 4.6 7.5 12. 11 2.32 297.12 14.0 2.091 4.3 7.3 11.8 I 2.24 297 .12 15.0 1.961 4.0 7.1 11.4 I 2.14 297.11 16.0 1.831 3.8 6.8 10.91 2.02 297. 10 17.0 1.701 3.5 6.5 10.31 1.91 297.09 I 18.0 1.571 3.3 6.2 9.81 1. 79 297.08 I q 19.0 1.441 3.0 5.9 9.21 1.67 297.07 I 20.0 1.31 I 2.7 5.5 8.6j 1.54 297.05 I 21.0 1.171 2.5 5.2 8.01 1.41 297.04 I 22.0 1.041 2.2 4.8 I 7.41 1.29 297.03 I 23.0 0.91 I 2.0 4.4 I 6.81 1. 16 297.02 I 24.0 0.781 1. 7 4. 1 I 6.11 1.03 297.oo I 25.0 0.65 I 1.4 3.6 I 5 .5 I 0.96 296.98 I 26.0 0.521 1.2 3.o I 4.81 0.91 296. 95 I 27.0 0.391 0.9 2.2 I 3.91 0.84 296.92 I 28.0 0.261 0.7 1.5 I 2.81 0.66 296.88 I 29.0 0.13 I 0.4 i.2 I 1.9. I 0.37 296.84 I 30.0 0.001 0.1 o.9 I 1.3 I 0.18 296. 81 I ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 10-11-1994 11:13:29 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHEAST.PND Inf tow Hydrograph: AP-E-25 .HYO Outflow Hydrograph: OUT .HYO Starting Pond ~.s. Elevation 296.60 ft ***** Surrnary of Peak Outflow and Peak Elevation Peak Inf low Peak Outflow Peak Elevation 2.61 cfs 2.35 cfs 297.12 ft ***** Surrnary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond 0 cu-ft 298 cu-ft 298 cu-ft ***** POND-2 Version: 5.17 S/N: Pond File: ALPHEAST.PND Inf low Hydrograph: AP-E-25 .HYO Outflow Hydrograph: OUT .HYO Peak Inflow = 2.61 cfs Peak Outflow = 2.35 cfs Peak Elevation = 297.12 ft Page 4 EXECUTED: 10-11-1994 11: 13:29 Flow Ccfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1 -----1-----1-----1-----1-----1-----1-----1-----1-----1 - 1 .0 -1· x * 2.0 - x * x .1 6.1 .2 - 0.2 - * x x x * * * x * x * x * x x* 12.2 - 4.3 - 16.3 - 8.4 - 2.4 - I 4.5 -I I * 26.5 -1 * I * 8.6 -1 * x I * x I TIME (min) * * x * x * x * x * x * x * x * x * x * x * x * x x x x x File: OUT .HYO Qmax = * File: AP-E-25 .HYO Qmax = * 2.3 cfs 2.6 cfs POND-2 Version: 5.17 S/N: EXECUTED: 10-11-1994 11:14:45 ************************************* * * * Alpha Phi Sorority House * * East Parking Lot Detention Pond * * 100 Year Storm * * * * * ************************************* Inflow Hydrograph: AP-E-100.HYD Rating Table file: ALPHEAST.PND ----INITIAL CONDITIONS---- Elevation = 296.60 ft Outflow 0.00 cfs Storage 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS IELEVATIONI OUTFLOW I STORAGE I 2S/t I 2S/t + 0 I (ft) I (cfs) I (cu-ft) I I (cfs) I (cfs) I I 1---------1---------1----------1 1------------1-------------1 I 296.60 I 0.0 I 01 I 0.0 I 0.0 I I 296.70 I 0.0 I s 1 I 0.2 I 0.2 I I 296.80 I 0.1 I 281 I 0.9 I 1.0 I I 296.90 I 0.8 I 741 I 2.5 I 3.3 I I 297.00 I 1.0 I 1511 I 5.0 I 6.0 I I 297.10 I 2.0 I 2631 I 8.8 I 10.8 I I 297.20 I 3.5 I 411 I I 13. 7 I 17.2 I Time increment (t) 1.0 min. POND-2 Version: 5.17 S/N: Page 2 XECUTED: 10-11-1994 11:14:45 Pond File: ALPHEAST.PND nflow Hydrograph: AP-E-100.HYD Outflow Hydrograph: OUT .HYO NFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------------------------------- TIME I INFLOW I 11+12 2S/t -0 2S/t + 0 I OUTFLOW !ELEVATION (min) I Ccfs) I Ccfs) Ccfs) Ccfs) I Ccfs) I (ft) ---------1 --------------------------------1---------1--------- 0.0 0.001 0.0 0.01 0.00 I 296.60 1.0 0.311 0.3 0.3 0.31 0.02 I 296.72 2.0 0.621 0.9 0.9 1.2 I 0. 15 I 296.81 3.0 0.921 1.5 1.4 2.41 0.54 I 296.86 4.0 1.23 I 2.2 1.9 3 .51 0 .82 296.91 5.0 1.541 2.8 2.9 4.71 0.90 296.95 6.0 1.85 I 3.4 4.2 6.21 1.05 297.00 7.0 2.161 4.0 5.3 8.21 1.45 297.05 8.0 2.461 4.6 6.2 9.9 1.81 297.08 9.0 2.n1 5.2 7 .1 11.5 2.17 297.11 10.0 3.081 5.9 8.0 13.0 2.52 297 .13 11.0 2.931 6.0 8.5 14.0 2.75 297.15 12 .0 2.n1 5.7 8.6 14.2 2.79 297.15 13.0 2.621 5.4 8.5 14.0 2.75 297.15 14.0 2.461 5.1 8.2 13 .6 2.65 297. 14 15.0 2.31 I 4.8 8.0 13.0 2.53 297. 14 16.0 2.16 I 4.5 7.7 12.4 2.39 297. 13 17.0 2.001 4.2 7.3 11.8 2.25 297. 12 18.0 1.85 I 3.9 7.0 11.2 2.10 297. 11 19.0 1.691 3.5 6.6 10.5 1.95 297.09 20.0 1.541 3.2 6.2 9.91 1.81 297.08 21.0 1.391 2.9 5.8 9.21 1.66 297.07 22.0 1.23 I 2.6 5.4 8.5 I 1.51 297.05 23.0 1.081 2.3 5.0 7 .71 1.36 297.04 24.0 0.921 2.0 4.6 7.01 1.21 297.02 25.0 o.n1 1.7 4.2 6.31 1.06 297 .01 26.0 0.621 1.4 3.6 5 .61 0.97 296.98 27.0 0.461 1. 1 2.9 4.71 0.90 296.95 28.0 0.31 I 0.8 2.0 3.71 0.83 296.91 29.0 0.15 I 0.5 1.4 2.5 .I 0.55 296.86 30.0 0.00 1 0.2 1.0 1.5 I 0.26 296.82 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 10-11-1994 11:14:45 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHEAST.PND Inflow Hydrograph: AP-E-100.HYD Outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation 296.60 ft ••••• Sllllllary of Peak Outflow and Peak Elevation Peak Inf low = Peak Outflow = Peak Elevation 3.08 cfs 2.79 cfs 297. 15 ft ***** Sllllllary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0 cu·ft 341 cu-ft 341 cu-ft ***** POND-2 Version: 5.17 S/N: Pond File: ALPHEAST.PND Inf low Hydrograph: AP-E-100.HYD Outflow Hydrograph: OUT .HYO Peak Inf low = 3.08 cfs Peak Outflow = 2.79 cfs Peak Elevation= 297.15 ft 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 Page 4 EXECUTED: 10-11-1994 11:14:45 Flow (cfs) 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 0.0 .0 .1 6.1 .2 10.2 .2 .3 !l.4 20.4 2.4 .5 B.6 I -I* x - - - - - - - - - - * TIME (min) * x * x * * * * x * x * x * x * x x * * * x * x * x * x * x * x * x x x x x x File: OUT .HYO Qmax = * File: AP-E-100.HYD Qmax = * x * * x x * * x * x x * * * x x 2.8 cfs 3.1 cfs OND-2 Version: 5.17 S/N: EXECUTED: 10-11 -1994 12:58:40 *********************************************** * * * * Alpha Phi Sorority House South Parking Lot Detention Pond 10 Year Storm * * * * * * Outflow Represents Total Runoff from Site * * *********************************************** Inflow Hydrograph: AP10TOT .HYO Rating Table file: ALPHSOUT.PND ----INITIAL CONDITIONS---- Elevation = 295.50 ft Outflow = 0.00 cfs Storage = 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS --------· -·-------...................... -------------------------- ELEVATION OUTFLOIJ STORAGE I 2S/t 2S/t + 0 (ft) Ccfs) (cu-ft) I Ccfs) I Ccfs) I I ................... -------------------1 ------------1 -------------1 295.50 0 .0 01 0.0 I 0.0 I 295.60 0.2 241 0.8 I 1. 0 I 295.70 1.0 151 I 5.0 I 6.0 I 295.80 2.3 4021 13.4 I 15.7 I 295 .90 3.5 7821 26.1 I 29.6 I 296.00 5.0 1,2971 43.2 I 48.2 I 296.10 5.3 1, 965 I 65.5 I 70.8 I 296 , 17 5.4 2,5361 84.5 I 89.9 I 296.20 7.7 2,8091 93.6 I 101.3 I 296.30 26.1 3,8271 127.6 I 153 .7 I 296.40 53.8 4 ,9511 165.0 I 218.8 I -------------------------------------------------------- Time i ncrement Ct) = 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 12:58:40 Pond File: ALPHSOUT.PND Inflow Hydrograph: AP10TOT .HYO Outflow Hydrograph: OUT .HYO INFLO\J HYDROGRAPH ROUTING COMPUTATIONS --·----------------------· -------------------------------------------- TIME INFLOIJ I I 11+12 2S/t -0 I 2S/t + 0 I OUTFLOIJ !ELEVATION I (min) Ccfs) I I Ccfs) Ccfs) I Ccfs) I Ccfs) I (ft) ·----------------1 1---------------------1-----------1---------1--------- 0.0 0.001 0.0 I 0.01 0.00 295.50 1.0 0.41 I 0.4 0.2 I 0.41 0.08 295.54 2.0 0.951 1.4 1.0 I 1.61 0.29 295.61 3.0 1.731 2.7 2.4 I 3.7j 0.63 295.65 4.0 2.51 I 4.2 4.5 I 6.7 1.09 295.71 5.0 3.231 5.7 7.1 I 10.2 1.57 295.74 6.0 3.871 7 .1 10.0 I 14.2 2.10 295.78 7.0 4.571 8.4 13.4 I 18.5 2.54 295.82 8.0 5.431 10.0 17.4 I 23.4 2.96 295.86 9.0 6.321 11.8 22.3 I 29.2 3.47 295.90 10.0 7.181 13.5 27.8 I 35.8 4.00 295.93 11.0 7.431 14.6 33.3 I 42.4 4.53 295.97 12.0 7.491 14.9 38.2 I 48.2 5.00 296.00 13.0 7.391 14.9 43.0 I 53.1 5.06 296.02 14.0 7.191 14.6 47.3 I 57.6 5. 12 296.04 15.0 6.931 14. 1 51. 1 I 61.4 5. 18 296.06 16.0 6.601 13.5 54.2 I 64.6 5.22 296.07 17.0 6.261 12.9 56.5 I 67.0 5.25 296.08 18.0 5.881 12. 1 58.1 I 68.71 5.27 296.09 19.0 5.491 11.4 58.9 I 69.51 5.28 296.09 20.0 5.091 10.6 59.0 I 69.51 5.28 296.09 21.0 4.681 9.8 58.2 I 68.71 5.27 296.09 22.0 4.251 8.9 56.6 I 67.11 5.25 296.08 23.0 3.871 8. 1 54.3 I 64.71 5.22 296.07 24.0 3.531 7.4 51.3 I 61. 71 5. 18 296.06 25.0 3.191 6.7 47.8 I 58.11 5. 13 296.04 26.0 2.831 6.0 43.7 I 53.81 5.01 I 296.02 I 27.0 2.381 5.2 38.9 I 48.91 5.01 I 296.oo I 28.0 1.771 4.2 33.9 I 43.ol 4.58 I 295.97 I 29.0 1.25 I 3.0 28.7 I 36.91 4.09 I 295.94 I 30.0 0.781 2.0 23.5 I 30.71 3.59 I 295.91 I ---------·-----·------------------------------------·-----·------------ PON0-2 Version: 5.17 S/N: Page 3 XECUTEO: 10-11-1994 12:58:40 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHSOUT.PNO Inf low Hydrograph: AP10TOT .HYO Outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation 295.50 ft ***** Sllllllary of Peak Outflow and Peak Elevation Peak Inf low Peak Outflow Peak Elevation 7.49 cfs 5.28 cfs 296.09 ft ***** Sllllllary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond = 0 cu -ft 1, 927 cu-ft 1,927 cu -ft ***** Warning: Inf low hydrograph truncated on right side. POND-2 Version: 5.17 S/N: Pond File: ALPHSOUT.PND Inflow Hydrograph: AP10TOT .HYO Outflow Hydrograph: OUT .HYO Peak Inflow 7.49 cfs Peak Outflow = 5.28 cfs Peak Elevation = 296.09 ft 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Page 4 EXECUTED: 10·11·1994 12:58:40 Flow (cfs) 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- I .0 ·I* x * 2.0 -x * x * .1 x * x * 6.1 x * x * .2 -x * x * x * x * ·X * x * 4.3 -x * x * 16.3 -x * x * 8.4 -x * * 0.4 -* x * x * x * x .4.5 -* x * x 26.5 -* x * x !8.6 -* x * x TIME (min) x File: OUT .HYO Qmax = 5.3 cfs * File: AP10TOT .HYO Qmax = 7.5 cfs POND-2 Version: 5.17 S/N: EXECUTED: 10-11-1994 13:02:27 *********************************************** * * * * Alpha Phi Sorority House South Parking Lot Detention Pond 25 Year Storm * * * * * * Outflow Represents Total Runoff from Site * * *********************************************** Inflow Hydrograph: AP25TOT .HYO Rating Table file: ALPHSOUT.PND ----INITIAL CONDITIONS---- Elevation = 295.50 ft Outflow = 0.00 cfs Storage = 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------------------------------ ELEVATION OUTFLOIJ STORAGE I I 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) I I (cfs) I (cfs) ----------------------------1 1------------1------------- 295.50 0.0 01 I 0.0 I 0.0 295.60 0.2 241 I 0.8 I 1.0 295.70 1.0 1511 I 5.0 I 6.0 295.80 2.3 4021 I 13 •. 4 I 15.7 295.90 3.5 7821 I 26.1 I 29.6 296.00 5.0 1,2971 I 43.2 I 48.2 296.10 5.3 1, 965 I I 65.5 I 70.8 296.17 5.4 2,5361 I 84.5 I 89.9 296.20 7.7 2,8091 I 93.6 I 101.3 296.30 26.1 3,8271 I 127.6 I 153.7 296.40 53.8 4,951 I I 165.0 I 218.8 -------------------------------------------------------- Time increment (t) = 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 13:02:27 Pond File: ALPHSOUT.PND Inflow Hydrograph: AP25TOT .HYO Outflow Hydrograph: OUT .HYO INFLO\J HYDROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------TIME I INFLOIJ I 11+12 2S/t -0 25/t + 0 I OUTFLOIJ !ELEVATION I (min) I (cfs) I (cfs) (cfs) (cfs) I (cfs) I (ft) I --------1---------1 --------------------------------1------------------1 o.o I 0.001 ----... 0.0 0.01 0.00 295.50 I Lo I 0.481 0.5 0.3 o.51 0.09 295.55 I 2.0 I 1.10 I 1.6 1.2 1.91 0.34 295.62 I 3.o I 2.001 3.1 2.9 4.31 0.72 295.67 I 4.o I 2.871 4.9 5.3 7.71 1.23 295.72 5.o I 3.601 6.5 8.2 11. 71 1.77 295.76 6.o I 4.361 8.0 11.5 16.21 2.34 295 .80 7.0 5.251 9.6 15.6 21.11 2.77 295.84 8.0 6.261 11.5 20.5 I 27.1 I 3.28 295.88 9.0 7.231 13.5 26.3 34.ol 3.86 295.92 10.0 8.291 15.5 32.8 41.81 4.48 295.97 11.0 8.581 16.9 39.7 49.71 5.02 296.01 12.0 8.611 17.2 46.6 56.91 5. 11 296.04 13.0 8.481 17. 1 53.3 63.71 5.21 296.07 14.0 8.231 16.7 59.4 70.01 5.29 296.10 15.0 7.921 16.2 64.9 75.61 5.32 296.12 16.0 7.541 15.5 69.7 80.41 5.35 296.14 17.0 7.141 14.7 73.6 84.41 5.37 296.15 18.0 6.73, 13.9 76.7 87.51 5.39 296.16 19.0 6.281 13.0 78.9 89.71 5.40 296. 17 20.0 5.811 12. 1 79.8 91.01 5.62 296.17 21.0 5.341 11.2 79.7 90.91 5.60 296. 17 22.0 4.861 10.2 79.1 89.91 5.40 296.17 23.0 4.381 9.2 77.6 88.41 5.39 296.16 24.0 3.901 8.3 75.1 85.91 5.38 296.16 25.0 3.51 I 7.4 71.8 82.51 5.36 296.14 26.0 3.121 6.6 67.7 78.41 5.34 296. 13 27.0 2.711 5.8 63.0 73.61 5.31 296. 11 28.0 2.191 4.9 57.3 67.91 5.26 296.09 29.0 1.51 I 3.7 50.7 61.ol 5.17 296.06 30.0 0.931 2.4 43.0 53.1 I 5.06 296.02 ---------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 10-11-1994 13:02:27 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHSOUT.PND Inflow Hydrograph: AP25TOT .HYO Outflow Hydrograph: OUT .HYO Starting Pond W.S . Elevation = 295.50 ft ***** S'-"'llary of Peak Outflow and Peak Elevation Peak Inf low = Peak Outflow Peak Elevation 8.61 cfs 5.62 cfs 296.17ft ***** S'-"'llary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = 0 cu -ft 2,562 cu -ft 2,562 cu-ft ***** Warning : Inf low hydrograph truncated on right side. POND-2 Version: 5.17 S/N: Pond File: ALPHSOUT.PND Inflow Hydrograph: AP25TOT .HYO Outflow Hydrograph: OUT .HYO Peak Inflow = 8.61 cfs Peak outflow = 5.62 cfs Peak Elevation= 296.17 ft Page 4 EXECUTED: 10-11-1994 13:02:27 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 .------1-----1 -----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 0.0 -I* I x * .o -I x I -1 -1 I 6.1 -I .2 - 10.2 - 2.2 - 4.3 - 6.3 - 8.4 - 20.4 - 2.4 - 4.5 - 6.5 - 18.6 - TIME (min) x File: * File: * * x * x x x * * * * OUT .HYO AP25TOT .HYO * * * x * x * x * x * x * x * x * x * x * x * x * x * * * x * x * x * x * x x x x x Qmax = 5.6 cfs Qmax = 8.6 cfs POND-2 Version: 5.17 S/N: EXECUTED: 10-11-1994 13:04:56 *********************************************** * * * * Alpha Phi Sorority House South Parking Lot Detention Pond 100 Year Storm * * * * * Outflow Represents Total Runoff from Site * * * *********************************************** Inflow Hydrograph: AP100TOT.HYD Rating Table file: ALPHSOUT.PND ----INITIAL CONDITIONS---- Elevation = 295.50 ft Outflow = 0.00 cfs Storage = 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ---------.......................... ............................. .................................. ------------- ELEVATION OUTFLOW STORAGE I I 2S/t 2S/t + 0 (ft) (cfs) Ccu-ft) I I (cfs) (cfs) ----------------------------1 1------------............................... 295.50 o.o 01 I 0.0 0.0 295.60 0.2 241 I 0.8 1.0 295.70 1.0 151 I I 5.0 6.0 295.80 2.3 4021 I 13.4 15.7 295.90 3.5 7821 I 26.1 29.6 296.00 5.0 1,2971 I 43.2 48.2 296 .• 10 5.3 1,965 I I 65.5 70.8 296.17 5.4 2,5361 I 84.5 89.9 296.20 7.7 2,8091 I 93.6 101.3 296.30 26.1 3,8271 I 127.6 153.7 296.40 53.8 4,9511 I 165.0 218.8 -------------------------------------------------------- Time increment (t) 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 13:04:56 Pond File: ALPHSOUT.PND Inflow Hydrograph: AP100TOT.HYD Outflow Hydrograph: OUT .HYO INFLOIJ HYDROGRAPH ROUTING COMPUTATIONS ---------------------------................................... ------------------------------- TIME I INFLO\.I I 11+12 2S/t -0 2S/t + 0 I OUTFLO\.I ELEVATION I I (min) I Ccfs) I Ccfs) Ccfs) Ccfs) I Ccfs) (ft) I -----------------1 -------------------·-___________ , _________ ---------1 0.0 0.001 0.0 0.01 0.00 295.50 I 1.0 0.561 0.6 0.3 0 .61 0.11 295.56 I 2.0 1.331 1.9 1.4 2.21 0.39 295 .62 I 3.0 2.371 3.7 3.4 5 .11 0.86 295 .68 I 4.0 3.341 5.7 6.3 9.11 1.42 295 . 73 I 5.0 4.161 7.5 9.7 13.81 2.05 295.78 I 6.0 5. 111 9.3 13.8 19.ol 2.58 295.82 I 7.0 6.291 11.4 19.0 25.21 3.12 295.87 I 8.0 7.421 13.7 25.2 32 .71 3.75 295.92 I 9 .0 8.651 16. 1 32.4 41.21 4.44 295.96 I 10.0 9.931 18.6 40.9 50.91 5 .04 296.01 I I 11.0 10.241 20.2 50 .7 61.ol 5 .17 296.06 I 12.0 io.351 20.6 60.7 71.31 5.30 296.10 I 13.0 10.211 20.6 70.5 81.31 5.35 296.14 I 14 .0 9.881 20.1 79.6 90.61 5.54 296.11 I 15 .0 9.451 19.3 84.5 98.91 7 .21 296.19 I 16 .0 8.961 18.4 86.4 102.91 8.25 296.20 I 17.0 8.431 17.4 86.7 103 .81 8.56 296.20 I 18.0 7.871 16.3 86.4 103.ol 8.27 296.20 I 19.0 7.321 15.2 86.0 101.61 7.80 296.20 I 20 .0 6 .811 14. 1 85.2 100.11 7.46 296 .20 I 21.0 6.261 13.1 84.1 98.31 7.09 296.19 I 22.0 5.701 12 .0 82.8 96.11 6.64 296.19 I 23.0 5 .131 10 .8 81.3 93.61 6 .14 296. 18 I 24.0 4.561 9 .7 79.8 9i.01 5.62 296.11 I 25.0 3.981 8.5 n.5 88.31 5.39 296.16 I 26.0 3 .50 1 7.5 74.3 85.ol 5.37 296.15 I 27.0 3.041 6.5 70.1 80.81 5.35 296.14 I 28.0 2.581 5.6 65.1 75 .71 5.33 296 . 12 I 29 .0 1.891 4.5 59.0 69 .51 5.28 296 .09 I 30 .0 1.14 I 3.0 51.6 62.01 5. 18 296.06 I ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 10-11-1994 13:04:56 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHSOUT.PND Inflow Hydrograph: AP100TOT.HYD Outflow Hydrograph: OUT .HYO Starting Pond ~.s. Elevation = 295.50 ft ***** SUT111ary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow = Peak Elevation 10.35 cfs 8.56 cfs 296.20 ft ***** SUT111ary of Approximate Peak Storage ***** Initial .Storage Peak Storage From Storm Total Storage in Pond = = 0 cu-ft 2,856 cu-ft 2,856 cu-ft ***** ~arning: Inf low hydrograph truncated on right side. POND·2 Version: 5.17 S/N: Pond File: ALPHSOUT.PND Inflow Hydrograph: AP100TOT.HYD outflow Hydrograph: OUT .HYO Peak Inflow = 10.35 cfs Peak Outflow = 8.56 cfs Peak Elevation = 296.20 ft Page 4 EXECUTED: 10-11 -1994 13:04:56 Flow (cfs) 0.0 1.5 3.0 4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 l.o ·I* x * 2.0 -x * x * 4.1 x * x * 6.1 x * x * 8.2 -x * x * 10.2 -x * x * 12.2 -x * x * 14.3 -x * x * 16.3 -x * *x 18.4 -* x * x 20.4 -* x * x 22.4 -* x * x 24.5 -* x * x 26.5 -* x * x 28.6 -* x * x TIME (min) x File: OUT .HYO Qmax = 8.6 cfs * File: AP100TOT.HYO Qmax = 10.4 cfs DRAINAGE REPORT FOR ALPHA PHI SORORITY HOUSE LOT 4, TIMBER RIDGE ADDITION THIRD INSTALLMENT ·Morgan Rector Survey, A-46 College Station, Texas August 22, 1994 Revised October 4, 1994 DEVELOPED BY: Julie Garth 6923 Kelsey Rae Court Houston, TX 77069 (713 ) 583 -2282 PREPARED BY: Drainage Report for Alpha Phi Sorority House Morgan Rector Survey, A-46 College Station, Brazos County, Texas August 22, 1994 GENERAL LOCATION & DESCRIPTION / The proposed site is Lot 4, Timber Ridge Addition, Third Installment, which is located at the south corner of the intersection of Plantation Oaks Drive & Rhett Butler Drive . The tract is currently undeveloped with grass cover and scattered trees. Proposed improvements include .the construction of a sorority house with associated parking lot and drives. DRAINAGE BASINS & SUB-BASINS The proposed site is located in the Wolf Pen Creek Drainage Basin, which is a sub-basin of Carter's Creek. Two primary studies have been performed on Carter's Creek and its tributaries . The first is a study performed by the Federal Emergency Management Agency in July, 1992, titled Flood Insurance Study -Brazos County, Texas and Incorporated Areas. The / purpose of this report was to investigate the existence and severity of flood hazards for Brazos y ~ County and to aid in the administration of the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973 . The second study is the Stormwater Management Plan, Phase ill, performed by Walton and Associates -Consulting Engineers , Inc. contracted with the City of College Station in 1987. The purpose of this study was to gain knowledge of the existing and future drainage conditions in the City and to identify flood problems and flood prone areas. The site currently drains via overland flow across Lots 3, 2, & 1 and into a 42" RCP crossing Hwy 30. The 42" RCP then discharges into an open channel which leads into the Wolf V' Pen Creek Amphitheater lake. All off site runoff is intercepted by the curb and gutters of Plantation Oaks and Rhett Butler. Curb inlets are located at the intersection of Plantation Oaks and Rhett Butler, which begin a storm sewer running parallel with Rhett Butler that ends at the 42" RCP crossing Hwy 30. DRAINAGE DESIGN CRITERIA/FACILITY DESIGN Due to the expected increase in peak runoff caused by this development, detention will be provided. Two small ponds will be created utilizing the east and west parking lots by using 2' wide flumes, with a "V" shaped opening as the metering devices that lead into the south pond. This flow is further detained in the main pond located in the south parking lot. All runoff from the site will be routed through this pond, which consists of 6 -6" diameter orifices spaced every 20 feet in an 8" curb. The 10 year and 25 year storms were designed for and the effects of the 100 year storm were analyzed. Alpha Phi Sorority House J rainage Report Page 2 The Rational Method was used to calculate peak runoffs and the Modified Rational Method was used to estimate detention storage requirements. A runoff coefficient of 0.45 was used for pre-development conditions while a runoff coefficient of 0.90 was used for post-development impervious areas and 0.40 for post-development landscaped areas. This yielded a pre- development peak runoff of Q10 = 5.63 cfs, Q25 = 6.43 cfs, and Q100 = 7.59 and a post- development peak runoff of Q10 = 8.94 cfs, Q25 = 10.21 cfs, and Q100 = 12.06 cfs and thus a required attenuation of Q10 = 3.31 cfs, Q25 = 3. 78 cfs, and Q100 = 4.47 cfs. The site will drain into the detention pond via swales in the front yard that lead into the west parking lot and east parking lot. Inflow hydrographs were created using triangular h with a time to peak of 10 minutes and a total base time of 30 minutes. The (west') etention pond ollects approximately 0.47 acres of runoff with peak flows of Q10 =2 .84 cfs ~ .J7'1i__,......,., and Q 100 = 3. 83 cfs. After routing the three hydrographs through the pond, the following results were obtained: 10 year 25 year 100 year Inflow 2.84 cfs 3.24 cfs 3 .83 cfs Outflow 2.18 cfs 2.51 cfs 3.11 cfs Depth 0.66' 0.69' 0 .73' WSEL 296.91 296.94 296.98 Volume 632 ft 3 708 ft 3 801 ft 3 The east detention pond collects approximately 0.42 acres run = 2.28 cfs, Q25 = 2.61 cfs, and Q100 = 3.08 cfs into th east pon hydrographs through the pond, the following results were obtain ith peak flows of Q10 After routing these Inflow Outflow Depth WSEL Volume ~ST 10 year 2 .28 cfs 2.04 cfs 0.50' 297.10 266 ft 3 25 year 2.61 cfs 2.35 cfs 0.52' 297.12 298 ft 3 100 year 3.08 cfs 2. 79 cfs 0.55' 297.15 '?,~ ,'9:> 341 ft 3 The outflow hydrographs east and west ponds were a eel together with the area that drains directly into the uth detention nd (approximately 0.56 acres). This yielded peak inflows of Q10 = 7.49 cfs , Q25 = . cfs, and Q100 = 11.48 cfs into the south pond. The following resu were obtain ~~~after ro tin these hydrographs through the pond: 1~~ . ~1. 10 year 25 year 100 year Inflow 0 Outflo Depth WSEL Volume 7.49 cfs 5.28 cfs 0.59' 296.09 1927 ft 3 5.62 cfs 0.67' 296.17 2562 ft 3 8.56 cfs 0.70' 296.20 2856 ft 3 Atten. 3.66 cfs C>..1-\Tl \ 4.59 cfs J.JJH-'S. 3.50cfs The south pond will release flow through 6 -6" circular orifices spaced 20' apart along the southeast property line. The flow through each orifice is approximately 1.0 cfs and is expected to dissipate to sheet flow within the 5' between the curb and property line. ~ e0 ~ ~-\k ~~: ~\DrJ ~~s~~ ,.~.~~r~~, Alpha Phi Sorority House -Drainage Report Page 3 CONCLUSIONS All on-site runoff will be detained within a series of detention ponds that utilize the parking lot. Peak flows are attenuated to the pre-developed conditions or less for the 10 and 25 year storms. The 100 year storm will top the 8" curb, but is not expected to be damaging. The outflow of the south pond will be distributed over a large area, thus minimizing concentrated flow onto the adjoining lot, therefore, no impact is expected. "I hereby certify that this report and plan for the drainage design of the Alpha Phi Sorority House was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." Registered Professional Engi State of Texas No. 24705 Alpha Phi Sorority House -Drainage Report Page 4 APPENDICES 1) General Location Map -U.S. G . S. Quad 2) Flood Insurance Rate Map -FEMA 3) Grading Plan -Kling Engineering & Surveying 4) Hydrologic Calculations 5) Storage -Routing Calculations kes94 -02b : \alph a phi .rpt ''"'""' ............ ......... ......... ::c::c::c .,..., ... ,.. 000 onoo -C"4 -C"4"" """""" ---NNN C"4C"4C"4 f ,0 1-D tc_ L.. I 0 ,.,;_ ~10 ;. 8 ,./;; S ·71 ,.. l'Z'ii :q,6 b 'w-;i,... /.,etJ " I I. b Y i,._ If. /' _ .z s(.q)+ .1qc,t1.) == r-, L -,if ? • 10 I ~/, l,tl := 8.6 3 /i.r- l~s = <9 .B6 72r- ~oo: t/.t '/ ;.,/l- ""'"" ......... ......... ......... ::c::c::c "'"'"' 000 VIOO -<"4 -<"4• ••• ---NNN ("4("4("4 g,~~+ v~ At-~ A= (), '/Z fAt.r-ts l 1..0 IC) zo t t...:...... ') C-'1q(,q )+ /1.:~(..4) ::; -.tfZ.. .b3 I ~10:; s, b 3 ';i_ ~us := 9.Sb 71,... ~t~ c= '3. 6b Yi r- ~"'6 ~ it.bf :..;L OND-2 Version: 5.17 S/N: EXECUTED: 10-11-1994 10:44:51 ************************************* * * *~a Phi Sorority House * * West P rking Lot Detention Pond * * 10 Year Storm * * * * * ************************************* Inflow Hydrograph: AP-W-10 .HYO I/ Page 1 Rating Table file: ALPHWEST.PND ~ • ~ ----INITIAL CONDITIONS----If\ \O_ \t L~~~ Elevation= 296.25 ft / \'1 "\; ~ Outflow = 0.00 cfs Stora.ge = 0 cu-ft GIVEN POND DATA !ELEVATION! OUTFLOW STORAGE I I (ft) I (cfs) (cu-ft) I 1---------1-------------------1 I 296.25 I 0.0 01 I 296.35 I 0.0 31 I 296.45 I 0.1 261 I 296.55 I 0.3 871 I 296.65 I 0.6 1871 I 296.75 I 1.1 3221 I 296.85 I 1.6 5001 I 296.95 I 2.6 7301 I I INTERMEDIATE ROUTING COMPUTATIONS 2S/t 2S/t + 0 Ccfs) Ccfs) I I 1--------------------·----! I 0.0 0.0 I I 0.1 0.1 I I 0.9 1.0 I I 2.9 3.2 I I 6.2 6.8 I I 10.7 11.8 I I 16.7 18.3 I I 24.3 26.9 I POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 10 :44:51 Pond File: ALPHIJEST.PND Inflow Hydrograph: AP-IJ~10 .HYO Outflow Hydrograph: OUT .HYO INFLOIJ HYDR OGRAPH ROUTING COMPUTATI ON S ------------------------------------------------------------------------ TIME I INFLOIJ I 11+12 I 2S /t -0 I 2S/t + 0 I OUTFLOIJ IELEVATIONI I (min) I Ccfs) I (cfs) I Ccfs) I (cfs) I Ccfs) I (ft) I --------1---------1 ---------1------------1-----------1---------1--------- 0.0 0.001 o.o I 0.01 0.00 296.25 1.0 0.281 0.3 0.2 I 0.3 1 0.02 296.37 2.0 0.571 0.9 o.9 I 1.1 I 0.11 296.46 3.0 0.851 1.4 1.9 I 2.31 0.22 296.51 4.0 1.14 I 2.0 3.1 I 3.81 0.35 296.57 5.0 1.421 2.6 4.7 I 5.71 0.50 296.62 6.0 1. 701 3.1 6.4 I 7.81 0.70 296.67 7.0 1.991 3.7 8.3 I 10.11 0.93 296.72 8.0 2.271 4.3 10.2 I 12.51 1.15 296.76 9.0 2.561 4.8 12.3 I 15.o l 1.35 296.80 10.0 ~ 5.4 14.6 I 17.7 1 1.56 296.84 11.0 I 5.5 16.5 I 20.11 1.82 296.87 12.0 2.561 5.3 11.8 I 21.8 I 2.01 296.89 13.0 2.41 I 5.0 18.5 I 22.7 1 2.12 296.90 14 .0 2.271 4.7 18.8 I 23 .2 1 96.91 15.0 2.13 I 4.4 18.9 I 23.2 1 16.0 1.991 4.1 18.1 I 23.o l 2.15 I 296.90 I 17.0 1.851 3.8 I 18.4 I 22.51 2.10 I 296.90 I 18.0 1.701 3.6 I 11.9 I 21.91 2.02 I 296.89 I 19.0 1.561 3.3 I 11.3 I 21.11 1.93 I 296.88 I 20.0 1.421 3.o I 16.6 I 20.21 1.83 I 296.81 I 21.0 1.281 2.1 I 15.8 I 19.3 1 i. 12 I 296.86 I 22.01 1.14 I I 2.4 I 15. 1 I 18.31 1.60 I 296.85 I 23.o I 0.991 I 2.1 I 14.2 I 17.21 1.52 I 296.83 I 24.o I 0.851 I 1.8 I 13.2 I 16.ol 1.42 I 296.81 I 25.o I 0.711 I 1.6 I 12. 1 I 14.7 1 1.32 I 296.79 I 26.D I 0.571 I 1.3 I 10.9 I 13.3 I. 1.22 I 296.11 I 21.0 I 0.431 I Lo I 9.1 I 11.91 1. 11 I 296. 75 I 28.0 I 0.281 I 0 .1 I 8.5 I 10.41 o.96 I 296.12 I 29 .o I 0.14 I I o.4 I 1.3 I 8.9 1 0.81 I 296.69 I 3o.o I 0.001 I 0.1 I 6.1 I 7.41 o.66 I 296.66 I ----------------------------------------------------------------------- PON0-2 Version: 5.17 S/N: Page 3 XECUTEO: 10-11-1994 10:44:51 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHWEST.PNO Inflow Hydrograph: AP-W-10 .HYO Outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation 296.25 ft ***** Sl.JTlllary of Peak Outflow and Peak Elevation ***** Peak Inf low 2.84 cfs / Peak Outflow 2.18 cfs Peak Elevation 296.91 ft ***** Sl.JTlllary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = = 0 cu-ft 632 cu-ft 632 cu-ft POND-2 Version: 5.17 S/N: Pond File: ALPHWEST.PND Inflow Hydrograph: AP-W-10 .HYO Outflow Hydrograph: OUT .HYO Peak Inf low 2.84 cfs Peak Outflow 2.18 cfs Peak Elevation = 296.91 ft Page 4 EXECUTED: 10-11-1994 10:44:51 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 .o -I* Ix * -Ix I x • 1 -1 I 6.1 -I I .2 -1 I 10.2 -I I 2.2 -I I 4.3 -I I 16.3 -I I 8.4 -1 I 20.4 -I I 2.4 -I I 4.5 -1 I -I I 8.6 -I • I * I TIME (min) * x x * * x Fi le: OUT * x x * * * x x * * * * x x x x x x x* *x * x * x * x * x * x * x * x x x x x x .HYO Qmax = * File: AP-W-10 .HYO Qmax = * * * * * * 2.2 cfs 2.8 cfs POND-2 Version: 5.17 S/N: Page 1 EXECUTED: 10-11-1994 10:50:53 ************************************* * * * Alpha Phi Sorority House * * West Parking Lot Detention Pond * * 25 Year Storm * * * * * ************************************* Inflow Hydrograph: AP-W-25 .HYO ~Js. Rating Table file: ALPHWEST.PND ~-' ----INITIAL CONDITIONS----~ { Elevation = 296.25 ft / "~\SJ Outflow = 0.00 cfs \f' Storage = 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS I ELEVATION OUTFLOW STORAGE I 2S/t I 2S/t + 0 I Cft) Ccfs) (cu-ft) I I Ccfs) I Ccfs) I I 1----------------------------1 1------------1-------------1 I 296.25 0.0 01 I 0.0 I 0.0 I I 296.35 0.0 31 I 0.1 I 0. 1 I I 296.45 0.1 261 I 0.9 I 1.0 I I 296.55 0.3 871 I 2.9 I 3.2 I I 296.65 0.6 1871 I 6.2 I 6.8 I I 296.75 1.1 3221 I 10.7 I 11.8 I I 296.85 1.6 5001 I 16.7 I 18.3 I I 296.95 2.6 7301 I 24.3 I 26.9 I ------------------------------------............... -------............ --- Time increment Ct) 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 10:50:53 Pond File: ALPHWEST.PND Inflow Hydrograph: AP-W-25 .HYO Outflow Hydrograph: OUT .HYO INFLOW HYOROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------TIME INFLOW I I 1+12 2S/t -0 2S/t + 0 I OUTFLOW ELEVATION! I Cmin) (cfs) I (cfs) (cfs) (cfs) I Ccfs) (ft) I -----------------1 --------------------------------1------------------1 0.0 0.001 -----0.0 0.01 0.00 296.25 I 1.0 0.321 0.3 0.3 0.31 0.03 296.38 I 2.0 0.651 1.0 1.0 1.21 0.13 296.46 I 3.0 0.971 1.6 2.1 2.61 0.25 296.52 4.0 1.301 2.3 3.6 4.41 0.40 296.58 5.0 1.621 2.9 5.4 6.5 I 0.57 296.64 6.0 1.94 I 3.6 7.3 8.91 0.81 296.69 7.0 2.271 4.2 9.4 11.5 I 1.07 296.74 8.0 2.591 4.9 11. 7 14.21 1.29 296.79 9.0 e 5.5 I 14. 1 17.21 1.52 296.83 10.0 6.2 I 16.6 20.31 1.84 296.87 11.0 I 6.3 I 18.7 22.91 2. 14 296.90 12.0 2.921 6.o I 20.0 24.71 2.34 13.0 2.75, 5.7 I 20.7 25.61 2.45 14.0 2.591 5.3 I 21.1 26.1 I 2.50 15.0 2.431 5.o I 21.1 26.1 I ~ 16.0 2.271 4.7 I 20.9 25.81 7 17.0 2.111 4.4 I 20.4 25.21 2.40 296.93 18.0 1.94 I 4.1 I 19.8 24.5 I 2.32 I 296.92 I 19.0 1.781 3.7 I 19. 1 23.61 2.21 I 296.91 I 20.0 1.621 3.4 I 18.3 22.s1 2.09 I 296.90 I 21.0 1.461 3.1 I 17 .5 I 21.41 1.97 I 296.89 I 22.0 1.301 2.8 I 16.6 I 20.21 1.83 I 296.87 I 23.0 1.13 I 2.4 I 15.6 I 19.ol 1.69 I 296.86 I 24.0 0.971 2.1 I 14.6 I 17.71 1.56 I 296.84 I 25.0 0.81 I 1.8 I 13.5 I 16.41 1:46 I 296.82 I 26.0 0.651 1.5 I 12.3 I 15.ol 1.34 I 296.80 I 27.0 0.491 1.1 I 11.0 I 13.41 1.22 I 296.77 I 28.0 0.321 o.8 I 9.6 I 11.8 I 1.09 I 296.75 I 29.0 0.161 o.5 I 8.2 I 10. 1.1 o.92 I 296.71 I 30.0 0.001 0.2 I 6.9 I 8.41 o. 75 I 296.68 I ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 10-11-1994 10:50:53 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHYEST.PNO Inf low Hydrograph: AP-Y-25 .HYO Outflow Hydrograph: OUT .HYO Starting Pond Y.S. Elevation 296.25 ft ***** Sl.fllllary of Peak Outflow and Peak Elevation ***** Peak Inf low = 3.24 cfs I Peak Outflow 2.51 cfs Peak Elevation 296.94 ft ***** Sl.fllllary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = = 0 cu-ft 708 cu-ft 708 cu -ft POND-2 Version: 5.17 S/N: Pond File: ALPHWEST.PND Inflow Hydrograph: AP-W-25 .HYO Outflow Hydrograph: OUT .HYO Peak Inflow = Peak Outflow = 3.24 cfs 2.51 cfs Peak Elevation = 296.94 ft Page 4 EXECUTED: 10-11-1994 10:50:53 Flow Ccfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 .o -I* x * 2.0 - x * x • 1 6.1 .2 - 4.3 - 16.3 - 8.4 - 4.5 - 26.5 - 8.6 - * TIME (min) x x * * * * * x x x * * * * x x x x x Fi le: * File: OUT .HYO AP-W-25 .HYO x * x * x * * * x x x Qmax Qmax * * x x x * x x x* *x * x x x x * * * * * 2.5 cfs 3.2 cfs * j POND-2 Version: 5.17 S/N: Page 1 EXECUTED: 10-11-1994 10:57:28 ************************************* * * * Alpha Phi Sorority House * * Yest Parking Lot Detention Pond * * 100 Year Storm * * * :*****************************~······: ' •I\~~ Inf low Hydrograph: AP-Y-100.HYD ~ Rating Table file: ALPHYEST.PND ----INITIAL CONDITIONS----" ~~ Elev~tion = 296.25 ft ~ ~\~ Outflow = Storage 0.00 cfs 0 cu·ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ELEVATION! OUTFLOY I STORAGE I I 2S/t I 2S/t + 0 Cft) I Ccfs) I (cu·ft) I I Ccfs) I Ccfs) ---------1---------1·---------1 1------------1 ------------- 296.25 I 0.0 I 01 I 0.0 I 0.0 296.35 I 0.0 I 31 I 0.1 I 0.1 296.45 I 0.1 I 261 I 0.9 I 1.0 296.55 I 0.3 I 871 I 2.9 I 3.2 296.65 I 0.6 I 1871 I 6.2 I 6.8 296. 75 I 1.1 I 3221 I 10.7 I 11.8 296.85 I 1.6 I 5001 I 16.7 I 18.3 296.95 I 2.6 I 7301 I 24.3 I 26.9 297.05 I 4.6 I 1,013 I I 33.8 I 38.4 Time increment (t) = 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 10:57:28 Pond File: ALPHIJEST.PND Inf low Hydrograph: AP-IJ-100.HYD Outflow Hydrograph: OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------------------------ TIME I INFLOW I I 11+12 I 2S/t -0 I 2S/t + 0 I OUTFLOW IELEVATIONI I (min) I (cfs) I I (cfs) I (cfs) I Ccfs> I Ccfs) I (ft) I -----------------1 1---------1------------1-----------1---------1---------1 0.0 0.001 I 0.0 I 0 .01 o.oo I 296.25 I 1.0 0.381 o.4 I 0.3 I 0.41 o.o3 I 296.38 I 2.0 o.n1 1.1 I 1.2 I 1 .5 I 0.15 I 296.47 I 3.0 1. 15 I 1.9 I 2.5 I 3. 11 0.29 I 296.54 I 4.0 1.531 2.1 I 4.3 I 5.21 o.46 I 296.60 I 5.0 1.92 I 3.4 I 6.3 I 7.71 o.69 I 296.67 I 6.0 2.301 4.2 I 8.6 I 10.61 o.97 I 296.72 I 7.0 2.681 5.o I 11. 1 I 13.61 1.24 I 296.78 I 8.0 3.061 5.7 I 13.9 I 16.91 1.49 I 296.83 I 9.0 ct! 6.5 I 16.1 I 20.41 1.85 I 296.87 I 10.0 I 7.3 I 19.5 I 24.ol 2.26 I 296.92 I 11.0 7.5 I 21. 1 I 26.91 2.60 I 296.95 I 12.0 3.451 7 .1 I 22.9 I 28.81 2.93 I 296.97 I 13.0 3.261 6.7 I 23.5 I 29.7 ~ 14.0 3.061 6.3 I 23.6 I 29.8 15.0 2.871 5.9 I 23.4 I 29.5 7 16.0 2.681 5.6 I 23.1 I 29.0 2.96 296.97 17.0 2.491 5.2 I 22.6 I 28.2 2.83 296 .96 18.0 2.301 4.8 I 22.0 I 27.4 2.68 296.95 19.0 2. 111 4.4 I 21.3 I 26.4 2.54 296.94 20.0 1.92 I 4.0 I 20.5 I 25.3 2.42 296.93 21.0 1.721 3.6 I 19.6 I 24.2 2.28 296.92 22.0 1.531 3.3 I 18.6 I 22.8 2 .13 296.90 23.0 1.341 2.9 I 11.5 I 21.5 1.97 296 .89 24.0 1.15 I 2.5 I 16 .4 I 20.0 1.80 296.87 25.0 0.961 2.1 I 15.2 I 18.5 1.63 296.85 26 .0 o.n 1 1. 7 I 14 .0 I 17.0 1.50 296.83 27.0 0.57 1 1.3 I 12.6 I 15.3 1.37 296.80 28.0 0.38 1 1.0 I 11. 1 I 13.51 1.23 296.78 29.0 0.19 1 o.6 I 9.5 I 11.6 I 1.08 296 .75 30 .0 0.00 1 0.2 I 7.9 I 9 .71 0 .88 296 .71 ----------------------------------------------------------------------- POND-2 Version: 5-17 S/N: Page 3 EXECUTED: 10-11-1994 10:57:28 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHUEST.PND Inflow Hydrograph: AP-U-100.HYD Outflow Hydrograph: OUT .HYO Starting Pond U.S. Elevation 296.25 ft ***** Sunnary of Peak Outflow and Peak Inflow = Peak Outflow = Peak Elevation ***** 3.83 cfs 3.11 cfs Peak Elevation = 296.98 ft I ***** Surrmary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 801 cu-ft 801 cu-ft POND-2 Version: 5.17 S/N: Pond File: ALPHWEST.PND Inflow Hydrograph: AP-W-100.HYD Outflow Hydrograph: OUT .HYO Peak Inflow = 3.83 cfs Peak Outflow = 3.11 cfs Peak Elevation = 296.98 ft Page 4 EXECUTED: 10-11-1994 10:57:28 Flow Ccfs) o.o 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 0.0 .2.0 1 -I* Ix -1 x •• 1 I x -I 6.1 u - 10.2 - 2.2 - 4.3 - 16.3 - 8.4 - 20.4 - .2.4 - .8.6 - * TIME (min) * * x * x Fi le: OUT x * * * * * x x x x * * * * * x * x * x x x x x .HYO Qmax = * File: AP-W-100.HYD Qmax * x * * x x x * * x x x* *x * x * x x x x 3. 1 cfs 3.8 cfs * * * * I POND-2 Version: 5.17 S/N: EXECUTED: 10-11-1994 11:12:36 ************************************* * * * Alpha Phi Sorority House * * East Parking Lot Detention Pond * * 10 Year Storm * * * * * ************************************* \ 1 fl. Inflow Hydrograph: AP-E-10 .HYO ~ 0 Rating Table file: ALPHEAST.PND ~\) lO, \ ----INITIAL CONDITIONS----'1;C\ f Elevation = 296.60 ft /"" Outflow 0.00 cfs Storage = 0 cu-ft Page 1 GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS IELEVATIONI OUTFLOY I STORAGE I 2S/t I 2S/t + 0 I (ft) I Ccfs) I (cu-ft) I I Ccfs) I Ccfs) I I 1---------1---------1----------1 1------------1-------------1 I 296.60 I 0.0 I 01 I 0.0 I 0.0 I I 296.70 I 0.0 I SI I 0.2 I 0.2 I I 296.80 I 0.1 I 28 1 I 0.9 I 1.0 I I 296.90 I 0.8 I 741 I 2.5 I 3.3 I I 297.00 I 1.0 I 151 I I 5.0 I 6.0 I I 297.10 I 2.0 I 2631 I 8.8 I 10.8 I I 297.20 I 3.5 I 411 I I 13.7 I 17.2 I --------------------------(/_ ~ POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10 -11-1994 11:12:36 Pond File: ALPHEAST.PND Inflow Hydrograph: AP-E-10 .HYO Outflow Hydrograph: OUT .HYO INFLO\J HYDROGRAPH ROUTING COMPUTATIONS ----------------------·--·--------------------------------------------- I TIME INFLOW I 11+12 25/t -0 I 2S/t + 0 I OUTFLOW !ELEVATION I (min) Ccfs) I Ccfs) (cfs) I Ccfs) I (cfs) I (ft) -----------------1 ---------------------1-----------1---------1--------- 0.0 0.001 0.0 I 0.01 0.00 I 296.60 1.0 0.231 0.2 0.2 I 0.21 0.01 I 296. 71 2.0 0.461 0.7 0.1 I 0.9, 0.08 I 296.78 3.0 0.681 1.1 1.1 I 1.91 0.36 I 296.84 4.0 0.911 1.6 1.5 I 2.11 0.63 I 296.88 5.0 1.14 I 2.1 1.9 I 3.5, 0.82 I 296.91 6.0 1.371 2.5 2.6 I 4.41 0.88 I 296.94 7.0 1.601 3.0 3.7 5.61 0.97 I 296.98 8.0 1.821 3.4 4.6 7 .11 1.22 I 297.02 9.0 @( 3.9 5.5 8.5 I 1.53 I 297.05 10.0 4.3 6.2 9.81 1.80 I 11.0 I 4.4 6.7 10.61 0,f1 12.0 2.051 4.2 6.8 10.91 13.0 1.941 4.0 6.8 10.81 I 14.0 1.821 3.8 6.6 10.61 1.96 I 15.0 1. 71 I 3.5 6.4 10.21 1.88 I 297 .09 16.0 1.601 3.3 6.2 9.71 1. 78 I 297.08 17.0 1.481 3.1 5.9 9.21 1.68 I 297.07 18.0 1.371 2.9 5.6 a.11 1.57 I 297.06 19.0 1.25 I 2.6 5.3 a.21 1.46 I 297.05 20.0 1.14 I 2.4 5.0 7.71 1.35 I 297 .03 21.0 1.031 2.2 4.7 7 .11 1.24 I 297.02 22.0 0.911 1.9 4.4 6.61 1.12 I 297.01 23.0 0.801 1.7 4.1 6.11 1.01 I 297.00 24.0 0.651 1.5 3.6 5.51 0.96 I 296.98 25.0 0.541 1.2 3.0 4.81 0.91 I 296.95 26.0 0.431 1.0 2.2 3.91 0.85 I 296.92 27.0 0.311 0.7 1.6 3.01 0.70 I 296.89 28.0 0.201 0.5 1.2 2. 11 0.42 I 296.85 29 .0 0.08 1 0.3 1.0 1.SI 0.25 I 296.82 30.0 0.001 0.1 0.9 1. 11 0 .12 I 296.80 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 10-11-1994 11:12:36 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHEAST.PND Inflow Hydrograph: AP-E-10 .H YO Outflow Hydrograph: OUT .H YO Starting Pond ~.S. El evation 296.60 ft ***** SU111T1ary of Peak Outflow and Peak Inflow Peak Outfl ow Peak Elevation ***** 2.28 cf s I 2.04 cfs Peak Elevation 297.10 ft ***** SUlllTlary of Approximate Peak Storage ***** Initia l Storage = Peak Storage From Storm Total Storage in Pond 0 cu -ft 266 cu -ft 266 cu-ft POND-2 Version: 5.17 S/N: Pond File: ALPHEAST.PND Inflow Hydrograph: AP-E-10 .HYO Outflow Hydrograph: OUT .HYO Peak Inflow = 2.28 cfs Peak Outflow = 2.04 cfs Peak Elevation= 297.10 ft Page 4 EXECUTED: 10-11-1994 11: 12:36 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 .o -I* x * -x x • 1 6.1 .2 - 10.2 - 2.2 - 4.3 - 16.3 - 8.4 - 20.4 - .2.4 - * * .8.6 -* x I* x I TIME (min) * * * * x * x x * x x x * x * * * x x * * *x * x * x * x * x * x * x * x * x * x * x x x x x File: OUT .HYO Qmax = * File: AP-E-10 .HYO Qmax = * 2.0 cfs 2.3 cfs POND-2 Version: 5.17 S/N: EXECUTED: 10-11-1994 11:13:29 ************************************* * * * Alpha Phi Sorority House * * East Parking Lot Detention Pond * * 25 Year Storm * * * * * ************************************* Inflow Hydrograph: AP-E-25 .HYO _ nA~ Rating Table file: Page 1 ALPHEAST.PND ~~ -{ # ()iJ \O~ ----INITIAL CONDITIONS---~,,. Elevation = 296.60 ft Outflow = 0.00 cfs Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS IELEVATIONI OUTFLOU I STORAGE I 2S/t I 2S/t + 0 I (ft) I Ccfs) I (cu-ft) I I Ccfs) I Ccfs) I I 1---------1---------1----------1 1------------1-------------1 I 296.60 I 0.0 I 01 I 0.0 I 0.0 I I 296.70 I 0.0 I s 1 I 0.2 I 0.2 I I 296.80 I 0.1 I 281 I 0.9 I 1.0 I I 296.90 I 0.8 I 741 I 2.5 I 3.3 I I 297.00 I 1.0 I 1511 I 5.0 I 6.0 I I 297.10 I 2.0 I 2631 I 8.8 I 10.8 I I 297.20 I 3.5 I 411 I I 13. 7 I 17.2 I Time increment Ct) 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 11 :13:29 Pond File: ALPHEAST.PND Inflow Hydrograph: AP-E-25 .HYO Outflow Hydrograph: OUT .HYO INFLOW HYDR OGRAPH ROUTING COMPUTATIONS ---------------------·----------------------------------------------- TIME I INFLOIJ I 11+12 2S/t -0 2S/t + 0 OUTFLOW I ELEVATION I I (min) I (cfs) I (cfs) (cfs) Ccfs) (cfs) I (ft) I .. -........ -----------1 ........................... ------------............................... ---------1---------1 ' 0.0 0.001 0.0 0.0 0.00 296.60 1.0 0.261 0.3 0.2 0.3 0.01 296.71 2.0 0.521 0.8 0.8 1.0 0. 10 296.80 3.0 0.781 1.3 1.2 2.1 0.44 296.85 4.0 1.041 1.8 1.6 3.1 0.73 296.89 5.0 1.31 I 2.3 2.3 4.0 0.85 296.92 6.0 1.571 2.9 3.3 5. 1 0.93 296.97 7.0 1.831 3.4 4.4 6.6 1.13 297.01 8.0 2.091 3.9 5.3 8.3 1.48 297.05 9.0 Gr 4.4 6.2 9.8 1. 79 297.08 10.0 5.0 7.0 11. 1 2.09 . I 11.0 2.481 5.1 7.4 12. 1 -12.0 2.351 4.8 7.6 12.3 13.0 2.221 4.6 7.5 12. 1 I 14.0 2.091 4.3 7.3 11.8 I I 15.0 1.961 4.0 7.1 11.4 2.14 I 297.11 I 16.0 1.831 3.8 6.8 10.9 2.02 I 297.10 I 17.0 1. 701 3.5 6.5 10.3 1.91 I 297.09 I 18.0 1.571 3.3 I 6.2 9.8 1. 79 I 291.08 I 19.0 1.441 3.0 I 5.9 9.2 1.67 I 291.01 I 20.0 1.31 I 2.7 I 5.5 8.6 1 1.54 I 297.05 I 21.0 1.171 2.5 I 5.2 8.01 1.41 I 297.04 I 22.0 1.041 2.2 I 4.8 7.41 1.29 I 297.03 I 23.0 0.911 2.0 I 4.4 6.81 1. 16 I 297 .02 I 24.0 0.781 1. 1 I 4. 1 6., I 1 .03 I 297 .00 I 25.0 0.651 1.4 I 3.6 s.s1 0.96 I 296.98 I 26.0 0.521 1.2 I 3.0 4.81 0.91 I 296.95 I 27.0 0.391 0.9 I 2.2 3.91 0.84 I 296.92 I 28.0 0.261 o.7 I 1.5 2.81 o.66 I 296.88 I 29.0 0.13 I 0.4 I 1.2 1.91 o.37 I 296.84 I 30.0 0.001 0.·1 I 0.9 1.3 I 0.18 I 296.81 I ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED : 10-11-1994 11:13:29 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHEAST.PND Inflow Hydrograph: AP-E-25 .HY O Outfl ow Hydrograph: OUT .HYO Starting Pond ~.s. Elevation = 296.60 ft ***** Surrnary of Peak Outflow and Peak Elevation ***** Peak Inflow 2.61 cfs ~ Peak Outfl ow 2.35 cfs Peak Elevation = 297.12 ft ***** Surrnary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = 0 cu-ft 298 cu-ft 298 cu-ft POND-2 Version: 5.17 S/N: Pond File: ALPHEAST.PND Inf low Hydrograph: AP-E-25 .HYO Outflow Hydrograph: OUT .HYO Peak Inf low = Peak Outflow Peak Elevation = 2.61 cfs 2.35 cfs 297.12 ft Page 4 EXECUTED: 10-11-1994 11: 13 :29 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 .o -I* 2.0 Ix * -I x I •• 1 -1 I 6.1 -1 I .2 - 0.2 - 12.2 - 4.3 - 16.3 - 8.4 - 4.5 - 26.5 - * x * * * 8.6 -* x * x TIME (min) x Fi le: OUT * x * x x x * * * * x x * * x x* * * x * x * x * x * x * x * x * x x * x * x * x x x x .HYO Qmax = * File: AP-E-25 .HYO Qmax = * 2.3 cfs 2.6 cfs • POND-2 Version: 5 .17 S/N: EXECUTED: 10-11-1994 11:14:45 ************************************* * * * Alpha Phi Sorority House * * East Parking Lot Detention Pond * * 100 Year Storm * * * * * ********************************** ** Inf low Hydrograph: AP-E-100.HYD Rating Table file: ALPHEAST.PND ----INITIAL CONDITIONS ----~ Elevation = 296.60 ft _,/" Outflow = Storage 0.00 cfs 0 cu-ft Page 1 GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS jELEVATIONj OUTFLOY STORAGE I 2S/t I 2S/t + 0 I (ft) I Ccfs) (cu-ft) I I Ccfs) I Ccfs) I I 1---------1-------------------1 1------------1-------------1 I 296.60 I 0.0 01 I 0.0 I 0.0 I I 296.70 I 0.0 SI I 0.2 I 0.2 I I 296.80 I 0.1 281 I 0.9 I 1.0 I I 296.90 I 0.8 741 I 2.5 I 3.3 I I 297.00 I 1.0 151 I I 5.0 I 6 .0 I I 297.10 I 2.0 2631 I 8.8 I 10.8 I I 297.20 I 3.5 411 I I 13.7 I 17.2 I Time increment (t) = 1.0 min . POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 11:14:45 Pond File: ALPHEAST.PND Inf low Hydrograph: AP-E-100.HYD Outflow Hydrograph: OUT .HYO INFLOY HYDROGRAPH ROUTING COMPUTATIONS ·--------------·--......................... .................................................................. TIME INFLOIJ I 11+12 2S/t -0 2S/t + 0 I OUTFLOW IELEVATIONI (min) (cfs) I (cfs) (cfs) (cfs) I (cfs) I (ft) I ---------1 ---------............................... -----------1---------1---------1 0.0 0.001 0.0 0.01 0.00 I 296.60 1.0 0.31 I 0.3 0.3 0.31 0.02 I 296.72 2.0 0.621 0.9 0.9 1.21 0.15 I 296.81 3.0 0.921 1.5 1.4 2.41 0.54 I 296.86 4.0 1.23 I 2.2 1.9 3.51 0.82 I 296.91 5.0 1.541 2.8 2.9 4.71 0.90 I 296.95 6.0 1.85 I 3.4 4.2 6.21 1.05 I 297.00 7.0 2.16 I 4.0 5.3 8.21 1.45 I 297.05 8.0 2.461 4.6 6.2 9.91 1.81 I 297.08 9.0 e 5.2 7.1 11.5 I 2.17 I 297. 11 10.0 5.9 8.0 13.0I 2.52 I 11.0 I 6.0 8.5 14.ol ~: 12.0 2.771 5.7 8.6 14.21 13.0 2.621 5.4 8.5 14.ol 2.75 I 14.0 2.461 5. 1 8.2 13.61 2.65 15.0 2.31 I 4.8 8.0 13.01 2.53 297. 14 16.0 2.16 I 4.5 7.7 12.41 2.39 297. 13 17.0 2.001 4.2 7 .3 11.8 I 2.25 297 .12 18.0 1.85 I 3.9 7.0 11.2 I 2.10 297. 11 19.0 1.691 3.5 6.6 10.5 I 1.95 297.09 20.0 1.541 3.2 6.2 9.91 1.81 297.08 21.0 1.391 2.9 5.8 9.21 1.66 297.07 22.0 1.231 2.6 5.4 8.5 I 1.51 297.05 23.0 1.081 2.3 5.0 7.71 1.36 297.04 24.0 0.921 2.0 4.6 7.01 1.21 297.02 25.0 0.771 1.7 4 .2 6.31 1.06 297.01 26.0 0.621 1.4 3.6 5.61 0.97 296.98 27.0 0.461 1.1 2.9 4.71 0.90 296.95 28.0 0.311 0.8 2.0 3.71 0.83 296 .91 29.0 0.15 I 0.5 1.4 2.5 .I 0.55 296.86 30.0 0.001 0.2 1.0 1.5 I 0.26 296.82 ........................................... ................................................................................................ .. .................... POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 10-11-1994 11:14:45 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHEAST.PND Inf low Hydrograph: AP-E -100.HYD Outflow Hydrograph: OUT .HYO Starting Pond ~.s. Elevat i on = 296 .60 ft ***** S(Mllll8ry of Peak Outflow and Peak Peak Inflow 3.08 Peak Outflow 2.79 Elevation ***** cfs I cfs Peak Elevation = 297 .15 ft ***** S(Mllll8ry of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond 0 cu -f t 341 cu -f t 341 cu -ft POND-2 Version: 5.17 S/N: Pond File: ALPHEAST.PND Inflow Hydrograph: AP-E-100.HYD Outflow Hydrograph: OUT .HYO Peak Inflow 3.08 cfs Peak Outflow 2.79 cfs Peak Elevation= 297.15 ft 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 Page 4 EXECUTED: 10-11 -1994 11:14:45 Flow (cfs) 4.0 4 .5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1----· 1----· 1-----1···-·1 - I .0 -1· x * x * x * .1 x * x * 6.1 x * x * .2 -x * x * 10.2 -x * x * 2.2 -* * x I 4.3 -* x * x I 16.3 -* x * x 8.4 -* x * x 20.4 -* x * x 2.4 -I * x I * x -1 * x I * x -I * x I * x 8.6 · I * x I * x I TIME (min) x Fi le: OUT .HYO Qmax = 2.8 cfs * File: AP-E-100.HYD Qmax = 3.1 cfs OND-2 Version: 5.17 S/N: Page 1 EXECUTED: 10-11-1994 12:58:40 *********************************************** * * * * Alpha Phi Sorority House South Parking Lot Detention Pond 10 Year Storm * * * * * * Outflow Represents Total Runoff from Site * * *********************************************** Inflow Hydrograph: AP10TOT .HYO Rating Table file: ALPHSOUT.PND ----INITIAL CONDITIONS---- Elevation = 295.50 ft Outflow = 0.00 cfs storage O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS IELEVATIONI OUTFLOW I STORAGE I 2s1t I 2s1t + o Ccfs) I Ccfs) I (ft) I Ccfs) I (cu -ft) I ----------------------------1 -·----------1------------- 295.50 0.0 01 0.0 I o.o 295.60 0.2 241 o.8 I 1.0 295.70 1.0 1511 5.o I 6.o 295.80 2.3 4021 13.4 I 15.7 295.90 3.5 7821 26.1 I 29.6 296.00 5.0 1,2971 43.2 I 48.2 296.10 5.3 1,9651 65.5 I 70.8 296 , 17 5.4 2,5361 84.5 I 89.9 296.20 7.7 2,8091 93.6 I 101.3 296.30 26.1 3,8271 127.6 I 153.7 296.40 53.8 4,9511 165.o I 218.8 ------·--- Time increment Ct) = 1.0 min. \). ~;(~~ POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 12:58:40 Pond File: ALPHSOUT.PND Inflow Hydrograph: AP10TOT .HYO Outflow Hydrograph: OUT .HYO INFLO\.I HYDROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------TIME I INFLOY I 11+12 2S/t -0 2S/t + 0 I OUTFLOY IELEVATIONI I (min) I Ccfs) I Ccfs) Ccfs) Ccfs) I Ccfs) I Cft) I -----------------1 --------------------------------1---------1---------1 o.o 0.001 -----o.o 0.01 o.oo I 295.50 I I 1.0 o.411 o.4 0.2 o.41 0.08 I 2~5.54 I -2. o o. 95 I 1. 4 1. o 1. 6 I o. 29 295. 61 I 3.o 1.731 2.1 2.4 3.11 o.63 295.65 I 4.o 2.511 4.2 4.5 6.11 1.09 295.11 I 5.o 3.231 5.7 1.1 10.21 1.51 295.74 I 6.o 3.871 1.1 10.0 14.21 2.10 295.78 I 1.0 4.571 8.4 13.4 18.51 2.54 295.82 I 8.o 5.431 10.0 11.4 23.41 2.96 295.86 I 9.o 6.321 11.8 22.3 29.21 3.47 295.90 I 10.0 7.181 13.5 27.8 35.81 4.00 295.93 I 11.0 ~ 14.6 33.3 42.41 4.53 295.97 I 12.0 14.9 38.2 48.21 5.oo 296.oo I 13.o I 14.9 43.o 53.11 5.o6 296.02 I 14.o 1.191 14.6 47.3 57.61 5.12 296.04 I 15.o 6.931 14.1 51.1 61.41 5.18 296.06 I 16.0 6.601 13.5 54.2 64.61 5.22 296.01 I 17.0 6.261 12.9 56.5 67.0I 5.25 296.08 I 18.0 5.881 12.1 58.1 68.71 5.27 2~1 19.o 5.491 11.4 58.9 69.51 ~ 20.0 5.091 10.6 59.o 69.5 I \296.09/I 21.0 4.681 9.8 58.2 68.71 I ~ I 22.0 4.251 8.9 56.6 61.11 5.25 I 296.08 I 23.o 3.871 8.1 54.3 64.71 5.22 I 296.01 I 24.o 3.531 7.4 51.3 61.11 5.18 I 296.06 I 25.o 3.191 6.1 47.8 58.11 5.13 I 296.04 I 26.0 2.831 6.0 43.7 53.81 5.07 I 296.02 I 21.0 2.381 5.2 38.9 I 48.91 5.01 I 296.oo I 28.0 1.111 4.2 33.9 I 43.ol 4.58 I 295.97 I 29.o 1.251 3.o 28.1 I 36.91 4.o9 I 295.94 I 3o.o 0.181 2.0 23.5 I 30.11 3.59 I 295.91 I ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 XECUTED: 10-11-1994 12:58:40 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHSOUT.PND Inflow Hydrograph: AP10TOT .HYO Outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation = 295.50 ft ***** Si.irmary of Peak Outflow and Peak Inflow = Peak Outflow Peak Elevation ***** 7.49 cfs I 5.28 cfs Peak Elevation = 296.09 ft ***** Sl.111118ry of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond = O cu-ft 1,927 cu-ft 1,927 cu-ft Warning: Inf low hydrograph truncated on right side. POND-2 Version: 5.17 S/N: Pond File: ALPHSOUT.PND Inflow Hydrograph: AP10TOT .HYO Outflow Hydrograph: OUT .HYO Peak Inflow 7 .49 cfs Peak Outflow 5.28 cfs Peak Elevation = 296.09 ft Page 4 EXECUTED: 10·11·1994 12:58:40 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 .······1·····1·····1·····1·····1·····1·····1·····1·····1·····1·····1· I .o ·I* Ix * 2.0 ·I x * I • 1 ·I I 6.1 ·I I .2 ·I I 0.2 ·I I 2.2 ·I I 4.3 ·I I 16 .3 ·I I 8.4 ·I I o.4 ·I I · I I .4.5 ·I I 26.5 ·I I 18.6 ·I I I TIME (min) x * x * * x * x * x x x x * * * * * * * x , x Fi le: OUT .HYO Qmax = * File: AP10TOT .HYO Qmax = x * x * * ·X x x x x x * x * * * x x x x x x x x 5.3 cfs 7.5 cfs * * * * * * * * POND-2 Version: 5.17 S/N: EXECUTED: 10·11·1994 13:02:27 *********************************************** * * * * Alpha Phi Sorority House South Parking Lot Detention Pond 25 Year Storm * * * * * * Outflow Represents Total Runoff from Site * * *********************************************** Inflow Hydrograph: AP25TOT .HYO Rating Table file: ALPHSOUT.PND ····INITIAL CONDITIONS···· Elevation = 295.50 ft Outflow = 0.00 cfs Storage = 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS -----------------· ------------------------------------ !ELEVATION OUTFLO\J STORAGE I 2S/t 2S/t + 0 (ft) Ccfs) (cu· ft) I Ccfs) I Ccfs) I I -------------------·········I ···------···l···----······I 295.50 0.0 01 o.o I 0.0 I 295.60 0.2 241 0.8 I 1.0 I 295.70 1.0 1511 5.0 I 6.0 I 295.80 2.3 4021 13.4 I 15.7 I 295.90 3.5 7821 26. 1 I 29.6 I 296.00 5 .'O 1,2971 43.2 I 48.2 I 296.10 5.3 1, 965 I 65.5 I 70.8 I 296.17 5.4 2,5361 84.5 I 89.9 I 296.20 7.7 2,8091 93.6 I 101.3 I 296.30 26.1 3,8271 127.6 I 153.7 I 296.40 53.8 4,9511 165.0 I 218.8 I -------------------------------------------------------- Time increment (t) 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 13:02:27 Pond File: ALP HSOUT.PND Inf low Hydrograph: AP25TOT .HYO Outflow Hydrograph: OUT .HYO INFLOIJ HYDROGRAPH ROUTING COMPUTATIONS ---·----------------------.......................... ------------------------------- TIME INFLOl.J I I1+12 2S/t -0 2S/t + 0 I OUTFLOl.J ELE VATION I I (min) Ccfs) I Ccfs> Ccfs) Ccfs) I Ccfs) (ft) I ................. ---------1 .. ................. ........................... -----------1------------------1 0.0 0.001 0.0 0.0 1 0.00 295.50 I 1.0 0.481 0.5 0.3 o.51 0.09 295.55 I 2.0 1.10 I 1.6 1.2 1.91 0.34 295.62 I 3.0 2.001 3.1 2.9 4.3 1 0.72 295.67 I 4.0 2.871 4.9 5.3 7.71 1.23 295.12 I 5.0 3.601 6.5 8.2 11. 7 1 1.77 295.76 6.0 4.361 8.0 11.5 16.21 2.34 295.80 7.0 5.251 9.6 15.6 21. 11 2.77 295.84 8.0 6.261 11.5 20.5 27.1 1 3.28 295.88 9.0 7.231 13.5 26.3 34.ol 3.86 295.92 10.0 8.291 15.5 32.8 41.81 4.48 295.97 11.0 ~ 16.9 39.7 49.7 1 5.02 296.01 12.0 I 17.2 46.6 56.9 1 5.11 296.04 13.0 8 17. 1 53.3 63.71 5.21 296.07 14.0 8.231 16.7 59.4 10.0 1 5.29 I 296.10 15.0 7.921 16.2 64.9 75.6 1 5.32 I 296.12 16.0 7.541 15.5 69.7 80.4 1 5.35 I 296. 14 17.0 7.141 14.7 73.6 84.4 1 5.37 I 296.15 18.0 6.731 13.9 76.7 87.5 I 5.39 I 296.16 19.0 6.281 13.0 78.9 89.71 ~ 20.0 5.81 I 12. 1 79.8 91.ol 21.0 5.341 11.2 79.7 90.9 1 I 22.0 4.861 10.2 79.1 89.91 5.40 I 23.0 4.381 9.2 77.6 88.41 5.39 I 24.0 3.901 8.3 75.1 85.9 1 5.38 I 296.16 25.0 3.511 7.4 71.8 82.51 5.36 I 296. 14 26.0 I 3.121 6.6 67.7 78.41 5.34 I 296.13 27.0 I 2.711 5.8 63.0 73.61 5.31 I 296. 11 28.0 I 2.191 4.9 57.3 67.91 5.26 I 296.09 29 .0 I 1.51 1 3.7 50.7 61.o I 5.11 I 296 .06 30 .0 I 0.931 2.4 43.0 53.1 I 5.o6 I 296.02 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 10-11-1994 13:02:27 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHSOUT.PND Inf low Hydrograph: AP25TOT .HYO Outflow Hydrograph: OUT .HYO Starting Pond Y.S. Elevation = 295 .50 ft ***** SYTlllary of Peak Outflow and Peak Elevation Peak Inf low 8 .61 Peak Outflow = 5.62 cfs / cfs Peak Elevation 296.17 ft ***** Sllllll8ry of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = 0 cu-ft 2,562 cu -ft 2,562 cu-ft ***** 'l ll POND-2 Version: 5.17 S/N: Pond File: ALPHSOUT.PND Inf low Hydrograph: AP25TOT .HYO Outflow Hydrograph: OUT .HYO Peak Inflow = 8.61 cfs Peak outflow = 5.62 cfs Peak Elevation = 296.17 ft Page 4 EXECUTED: 10-11-1994 13:02:27 Flow Ccfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 .------1-----1-----1-----1-----1-----1-----1--·--1-----1-----1-----1- I 0.0 -* x * .o -x * x· * .1 x * x * 6. 1 x * x * .2 -x * x * 10.2 -x * x * 2.2 -x * x * x * x * x * x * 8.4 -x * x * 20.4 -* I * x 2.4 -I * x I * x -1 * x I * x -1 * x I * x 8.6 -1 * x I * x I TIME (min) x File: OUT .HYO Qmax = 5.6 cfs * File: AP25TOT .HYO Qmax = 8.6 cfs POND-2 Version: 5.17 S/N: XECUTED: 10-11-1994 13:04:56 *********************************************** * * * * Alpha Phi Sorority House South Parking Lot Detention Pond 100 Year Storm * * * * * Outflow Represents Total Runoff from Site * * * *********************************************** Inflow Hydrograph: AP100TOT.HYD Rating Table file: ALPHSOUT.PND ----INITIAL CONDITIONS---- Elevation = 295.50 ft Outflow 0.00 cfs Storage = 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA COMPUT A Tl ON S ------------------------------------------------------- ELEVATION OUTFLOIJ STORAGE I 2S/t 2S/t + 0 (ft) Ccfs) (cu-ft) I Ccfs) I Ccfs) I I ----------------------------1 ------------1-------------1 295.50 0.0 01 0.0 I 0.0 I 295.60 0.2 241 0.8 I 1.0 I 295.70 1.0 151 I 5 .0 I 6.0 I 295.80 2.3 4021 13.4 I 15.7 I 295.90 3.5 7821 26.1 I 29.6 I 296.00 5.0 1,2971 43.2 I 48.2 I 296.10 5.3 1,965 I 65.5 I 70.8 I 296.17 5.4 2,5361 84.5 I 89.9 I 296.20 7.7 2,8091 93.6 I 101.3 I 296.30 26.1 3,8271 127.6 I 153.7 I 296.40 53.8 4,9511 165.0 I 218.8 I -------------------------------------------------------- Time increment (t) = 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 10-11-1994 13:04:56 Pond File: ALPHSOUT.PND Inflow Hydrograph: AP100TOT.HYD Outflow Hydrograph: OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------·------------------------------------------ TIME I INFLOW I 11+12 2S/t -0 2S/t + 0 I OUTFLOW IELEVATIONI I (min) I (cfs) I Ccfs) Ccfs) Ccfs) I Ccfs) I (ft) -----------------1 --------------------------------1---------1--------- 0.0 0.001 0.0 0.01 0.00 295.50 1.~ 0.561 0.6 0.3 0.61 0.11 295.56 2.0 1.331 1.9 1.4 2.21 0.39 295.62 3.0 2.371 3.7 3.4 5. 11 0.86 295.68 4.0 3.341 5.7 6.3 9.11 1.42 295. 73 5.0 4.161 7.5 9.7 13.81 2.05 295.78 6.0 5. 111 9.3 13.8 19.ol 2.58 295.82 7.0 6.291 11.4 19.0 25.21 3.12 295.87 8.0 7.421 13.7 I 25.2 32.71 3.75 295.92 9.0 8.651 16.1 32.4 41.21 4.44 295.96 10.0 9.931 18.6 40.9 50.91 5.04 296.01 11.0 ~ 20.2 50.7 61.01 5 .17 296.06 12.0 3 20.6 60.7 71.31 5.30 296.10 13.0 10.211 20.6 70.5 81.3 I 5.35 296. 14 14.0 9.881 20.1 79.6 90.6 5.54 296.17 15.0 9.451 19.3 84.5 98.9 7.21 16.0 8.961 18.4 86.4 102.9 8.25 17.0 8.431 17.4 86.7 103.8 ~ 18.0 7.871 16.3 86.4 103.0 I 19.0 7.321 15.2 86.0 101.6 7.80 I 20.0 6.811 14. 1 85.2 100.1 7.46 I 296.20 21.0 6.261 13. 1 84.1 98.3 7.09 I 296.19 22.0 5.701 12.0 82.8 96.1 6.64 I 296. 19 23.0 5.131 10.8 81.3 93.6 6. 14 I 296. 18 24.0 4.561 9.7 79.8 91.0 5.62 I 296.17 25.0 3.981 8.5 77.5 88.3 5.39 I 296.16 26.0 3.501 7.5 74.3 85.0 5.37 I 296.15 27.0 3.041 6.5 70.1 80.8 5.35 I 296. 14 28.0 2.581 5.6 65.1 75.71 5.33 I 296.12 29.0 1.891 4.5 59.0 69.51 5.28 I 296.09 30.0 1.14 I 3.0 51.6 62.01 5. 18 I 296.06 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 10-11-1994 13:04:56 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHSOUT.PND Inflow Hydrograph: AP100TOT.HYD Outflow Hydrograph: OUT .HYO Starting Pond Y.S. Elevation = 295 .50 ft ***** S1i1111ary of Peak Outflow and Peak :::""'!. Peak Inflow Peak Outflow Peak Elevation 10.35 8.56 cfs 296.20 ft ***** S1i1111ary of Approximate Peak Storage ***** Initial Stor age Peak Storage From Storm Total Storage in Pond = 0 cu-ft 2,856 cu-ft 2,856 cu-ft Yarning: Inf low hydrograph truncated on right side. PON0 ·2 Version: 5.17 S/N: Pond File: ALPHSOUT.PND Inflow Hydrograph: AP100TOT.HYD outflow Hydrograph: OUT .HYO Peak Inf low = 10.35 cfs Peak OUtflow = 8.56 cfs Peak Elevation = 296 .20 ft Page 4 EXECUTED: 10-11 -1994 13:04:56 Flow (cfs) 0.0 1.5 3.0 4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 .------1-----1 -----1-----1-----1-----1-----1 -----1-----1 -----1-·---1- I .0 -1· Ix * .o -I x • I x * • • 1 ·I I 6.1 ·I I .2 ·I I 0.2 ·I I 2.2 ·I I 4.3 ·I I 16.3 - 8.4 - .4.5 - 26.5 - .8.6 - TIME (min) x File: * Fi le: x * x x x x * * * * * OUT .HYO AP100TOT.HYD * x * * x * x x x x x x x x * x x * x Qmax = Qmax = * * x x * x x * *x * x * * * x x 8.6 cfs 10.4 cfs * * * * * Figure XII Application Form Development Permit Inside/Outside &tablished Flood Hazard Areas City of College Station, Texas (re: Ordinance No. 1728) Lot 4, Timber Ridge Addition, 3rd Installment Site Legal Description:-----------------------,,.-------- Site Address: South corner of the intersection of Rhett Butler & Plantation Oaks Owner: Ju 1 i e Garth Architect/ Engineec Kling Engineering & Surveying TX .77069 Address: 6923 Ke 1 sey Ray Court, Houston Telephone No.: (:713) 583-2282 TX 77802 Address: 4103 Texas Ave .. Ste 212, Bryan Telephone No.: (409) 846-6212 Contractor: Address: ---------------------..,...,,...-----------Telephone No.:---------- Date Application Filed:---------------Approved:----------- Application is hereby made for the following specific waterway alterations: _f_?.DS tructi on of sorority house with parking lot and driveways on approximately 1.5 acres. Detention will be rovided. Attached as part of this application: l!J Application Fee CJ Signed Certificate L!J Site and Construction Plans, with supporting documentation: two (2) copies of each 0 Other:------------------ ACKNOWLEDGEMENTS: I, _____________ __, as owner, hereby acknowledge or affirm that: The above Drainage Plan and supporting documents complies wiht the requirements of Ordinance No. 1728, and ti? Owner Date ti? Developer Date t1? Contractor Date Page 1of2 Figure XII Continued CERTIFICATIONS: A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application meets flood-proofing requirements as set out in Section of Ordinance No. 1728 Architect/Engineer Date B. I, certify that the finished floor level of the lowest floor, including any basement, of any residential structure as part of this application is or proposed to be at or above the base flood elevation as established in the latest Federal Insurance Administration flood hazard study and maps, as amended. Architect/Engineer Date C. I, certify that the alterations or development covered by this permit shall no d" inish the flood-carrying capacity of the adjoining waterway or crossing this permitted si e and that such alterations or development are consistent with requirements concerning encroachments of floodways and of tloodway fringes as illustrated in the latest Federal Insurance Study. ArchitectJEiliCer Date p ~J<'~ Z-S')H.j !Hr_;., D. I , do certify that any alterations, addressed in Certification "D" do not raise the level of 100-year flood as referred to Certification "B". Architect/Engineer Date REVIEWED FOR APPROVAL: ---------==--~,.......,.........,.....,.........,.......,..-------Floodplain Administrator Date APPROVAL: Special conditions or comments as part of approval: -------------------- Page 2 of2 forms\d po pp.doc 11191 r6•6 r CITY OF COLLEGE STATION . ~ Engineering Division -, ' F i, : t • IX. • f • Detention Facilities A. General B. The purpose of a detention facility is to store excess volumes of stonnwater runoff and discharge it at a predetermined controlled rate. Typically, this is done to limit post development discharge rates to those that existed in existing conditions for a range of design storms. The following sequence of design storms shall be used until the maximum design storm is reached: s ·year, 10 year, 25 year, 50 year, 100 year. Detention facilities may be site or development specific, their purpose being to protect immediate downstream properties and drainage systems. An example of this would be a detention facility in a large parking area to avoid overwhelming adjacent streets and storm sewers of the secondary drainage system. Typical methods utilize parking lots, landscaped areas, and rooftops formed into depressions that drain dry between rainfall events. Detention facilities also may be regional, receiving stormwater from many developments and sites. Here the limiting capacity is that of the drainage system that traverses an existing developed area. This type of facility requires a large land area .to develop the required usually designed for multiple uses storage and thus is compatible with its stormwater purpose. Typically, these are combined with greenbelt and recreation areas centered around a permanent storage area designed to hold water between rainfall events. Design Parameters 1. Design Storm All Cietention ' facilities located in the secondary drainage system that are site or development specific shall use . a maximum design storm based upon the specific detention requirements. These requirements are based upon the requirements of the other sections of these standards 70 r • • • and the effect the development will have on the receiving facilities of the secondary drainage system relative to performance standards and pathway requirements. In addition, a design storm having a return period of 100 years shall be evaluated to check emergency · overflow requirements of the detention facility and the effect of resulting flows on downstream drainage systems. All detention facilities located in the primary drainage system (regional) shall use a maximum design storm having an average return period of 100 years or greater. 2. Delineation of Drainage Area The land area contributing runoff to the proposed detention f ac i1 i ty s ha 11 be determined for the pre- development existing condition and the post-development expected condition. 3. Pre-development and Post-development Hydrographs A pre-development hydrograph sha 11 be determined representing the drainage area and land cover conditions that exist prior to the proposed development. A post-development hydrograph shall be determined representing the drainage area and · land cover coriditions that exist after ultimate development occurs within the 1 and area that contributes runoff to the detention facility •. Hydrographs sha 11 be determined using the appropriate methods from Section III of the guide. 4. Determination of Storage Volume Storage volume sha 11 be determined such that the peak discharges of the ultimate development hydrographs for the design storms from the detentio~ facility shall be limited to values less than the target discharges. The target discharges shall be equal to or less than the peak discharges of the pre-development hydrographs for the design storms • 71 • • • The required storage volume may be taken as the difference in area between the pre-and post-development hydrographs as shown in Figure IX-1. The outlet structure shall be sized such that the design storage volume will occur at a depth that corresponds to the target discharge. This method shall be limited to detention facilities whose hydrographs may be determined by the rational method. Al 1 other detention facilities shall have the storage volume determined from Storage-Routing Analysis procedures. 5. Storage-Routing Analysis The basis of this method is the continuity equation stated thus: !avg -Oavg • dS/dt, where !avg • the average inflow over time period t Oavg • the average outflow over time period t dS • the change in storage dt • the designated time period Substituting subscripts of l and 2 for beginning and end of time period respectively, yields the final equation. 2s 2 ~nd re-arranging terms 2s 1 cr 1 + r2 > + c ~ dt - o1 >. <---+ o2 > dt The use of this procedure is based upon severa 1 assumptions: The inflow hydrograph is known. The starting conditions of storage volume and ' outflow are known at the beginning of the routing, The discharge rate at the outlet structure(s) is only a function of the head available. The relationship between depth and storage are known • The time period "dt" shall be taken as less than or equal to l/Stc (time of concentration). 72 • • • 6. Outlet Structures a. The design of outlet structures shall consider the conditions for all design storms. The outlet structure sha 11 1 imi t the peak discharge to less than the peak discharge that existed under predeve lopment conditions for all design storms. b. All outlet structures shall be designed to allow the facility to be drained dry by gravity. This does not include those facilities designed to have a permanent storage component~ c. An emergency overflow outlet shall be provided with a capacity to carry the peak discharge from a 100 year storm for u ftimate basin development conditions. This discharge must be directed and limited to prevent damage to adjacent properties and hazards to life. In addition, this . discharge shall be evaluated for its effect on the downstream receiving drainage systems, and shall not exceed its capacity to control and contain the ultimate condition discharge. d. Analysis and design of outlet works shall use the methods and guidelines in Sections V -Storm Drain Inlets, Section VI -Enclosed Storm Drainage Systems, Section VII -Open Channel Flow, and Section VIII - Culvert.s. C. Physical Characteristics and Limitations 1. Side and Bottom Slopes a. Side slopes sha 11 not exceed 4: 1 for vegetative cover and 2:1 for non-vegetative cover. b. Bottom slopes must be 20:1,or steeper directed to the low flow outlet for facilities designed to drain "dry" between ra i nfa 11 events .. c. A low-flow invert shall be provided for all facilities which have a vegetative cover on the bottom. Design shall be consistent with Section VII -Open Channel Flow. 73 • • • • 2. Emergency Overflow Requirements a. The geometry shall be that of a rectangular weir. b. Surface treatment shall be consistent with the expected velocities at ultimate conditions. Velocities shall be 1 imi ted or proper surf ace treatments provided as per the recommendations in Sections VII -Open Channel Flow and Section VIII -Culverts. c. At least • 5 feet of freeboard above the water surface elevation for ultimate conditions shall be provided around the perimeter of the facility. 3. Storage Depths The maximum storage depths for design and ultimate conditions shall be limited as follows: Facility Design Ultimate Location Hydrograph Hydrograph Parking Areas .83ft 1. Sft Roof tops • Sft 1.0ft Landscaped Areas 3.0ft 4.Sft 4. Permanent Storage Facilities All facilities located on natural streams or water courses that are designed with a permanent storage component sha 11 meet a 11 criteria in terms of design and construction for Dams and Reservoirs as required by the Texas Water Commission. 5. Detention facilities shall h~e their design storage capacity increased by 10% to allow for sedimentation, except those located in parking lots and rooftops • 74 • • • • 0 -. ..... «.:> a: c x (,) (I) 0 />./POST-DEVELOPMENT HYDROGRAPH _:: .. ·.-:.:~ f N>&/\~---------STORAGE VOLUME PRE-DEVELOPMENT HYOROGRAPH /:"·:·. : .. (:.· (" TIME, t ' SIMPLIFIED METHOD OF DETERMINING . . STORAGE VOLUME FIGURE II:-I 75 KLING ENGINEERING AND SURVEYING 4103 Texas Avenue , Suite 212 Bryan, Texas 77802 TO ATTENTION WE TRANSMIT : D Under Separate Cover D Enclosed VIA: DMail D Messenger D Federal Express D Express Mail D Special Courier D Picked Up By Your Office NO. I u~/ -.... n P;-(7/ .. f,j - Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax(409)846-0652 DATE PROJECT NO. PROJECT NAME REFERENCE THE FOLLOWING : D Prints D Copies D Originals DPlat D Field Notes D~lans ~eport D Es t imate DCut Sheets D Computer Printout D File D Contract D DESCRIPTION R;_~e>rl-/err_, L. A - I ~1: A FOR : P.O. Box 4234 Bryan, Texas 77805 ;g:'Your Review & Approval D Your Review & Comment D Your Review & Distribution D Your Review, Revision & Return D Your Signature & Return D Your File and/or Use D As Requested By : D Please Acknowledge Receipt of Enclosures D Please Return Enclosures To Us D Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once. f't.. -Sv//e_, !,,,.A,.,--if, ' ~~IA uA ~llllAA J Signed : / () RECE\VED AUG . 2 5 t ~ti~·~ .--~ DRAINAGE REPORT FOR ALPHA PHI SORORITY HOUSE LOT 4, TIMBER RIDGE ADDITION THIRD INSTALLMENT Morgan Rector Survey, A-46 College Station, Texas August 22, 1994 DEVELOPED BY: Julie Garth 6923 Kelsey Rae Court Houston, TX 77069 (713) 583-2282 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan, TX 77802 (409) 846-6212 Drainage Report for Alpha Phi Sorority House Morgan Rector Survey, A-46 College Station, Brazos County, Texas August 22, 1994 GENERAL LOCATION & DESCRIPTION The proposed site is Lot 4, Timber Ridge Addition, Third Installment, which is located at the south corner of the intersection of Plantation Oaks Drive & Rhett Butler Drive. The tract is currently undeveloped with grass cover and scattered trees. Proposed improvements include the construction of a sorority house with associated parking lot and drives. DRAINAGE BASINS & SUB-BASINS The proposed site is located in the Wolf Pen Creek Drainage Basin, which is a sub-basin of Carter's Creek. Two primary studies have been performed on Carter's Creek and its tributaries. The first is a study performed by the Federal Emergency Management Agency in July, 1992, titled Flood Insurance Study -Brazos County, Texas and Incorporated Areas. The purpose of this report was to investigate the existence and severity of flood hazards for Brazos County and to aid in the administration of the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973. The second study is the Stormwater Management Plan, Phase ill, performed by Walton and Associates -Consulting Engineers, Inc. contracted with the City of College Station in 1987. The purpose of this study was to gain knowledge of the existing and future drainage conditions in the City and to identify flood problems and flood prone areas. The site currently drains via overland flow across Lots 3, 2, & 1 and into a 42" RCP crossing Hwy 30. The 42" RCP then discharges into an open channel which leads into the Wolf Pen Creek Amphitheater lake. All off site runoff is intercepted by the curb and gutters of Plantation Oaks and Rhett Butler. Curb inlets are located at the intersection of Plantation Oaks and Rhett Butler, which begin a storm sewer running parallel with Rhett Butler that ends at the 42" RCP crossing Hwy 30. DRAINAGE DESIGN CRITERIA/FACILITY DESIGN Due to the expected increase in peak runoff caused by this development, a detention facility will be constructed beneath the parking lot located at the rear of the building. A 5' wide concrete box varying in depth from 3' to 5 1/2' and approximately 200' long will be used to store the excess runoff. The outlet will be located in a junction box to be constructed along the existing 30" storm sewer that runs parallel to Rhett Butler. The design storm used was the 25-year event, though the 100-year event was analyzed as well. The Rational Method was used to calculate peak runoffs and the Modified ational Method was used to estimate detention storage requirements. A runoff 6efficient of 0.40 was used for pre-development conditions while a runoff coefficient of 0.90 was used for post-development impervious areas and 0.40 /for post-development landscaped areas. This yielded a pre- Alpha Phi Sorority House -Drainage Report Page 2 development peak runoff of Q25 = 6.10 cfs and a post-development peak runoff of Q25 = 10.48 cfs and thus a required attenuation of 4.38 cfs. The site will drain into the detention pond via swales in the front yard that lead into the west parking lot and east parking lot. Flow in the west lot will proceed toward the south end where it will enter an 18" grate inlet with a 12" PVC pipe that leads to the detention facility . ,. Flow in the east will proceed via a valley gutter through the rear parking lot into a grate inlet at ~W the upper end of the detention structure. The south comer of the parking lot will drain via two ~~ ~ curb breaks and sheet flow onto Lot 3. J. ' , 0, n ? ~~~· A critical element in the design of the outlet works is the Hydraulic Grade Line elevation ~ for the 30" RCP at the proposed outlet junction box. Due to a lack of information readily available for the storm sewer system, the HGL was not calculated. Instead, it was determined using water level marks within the curb inlet boxes located on either end of the proposed junction box. Using the Hazen-Williams Equation for pipe flow, the discharge calculated through the 30" RCP is Q = 62.2 cfs. The quantity of runoff calculated using the rational formula is Q = 58. 7 cfs, which is comparable with the Hazen-Williams calculated discharge. At the junction box, the HGL is at elevation 293.3, and the flowline of the outlet is at elevation 291.0, i.e. the outlet is 2.3' below the HGL. The time of concentration for the 30" storm sewer is approximately 20 minutes while the time to peak for the detention facility is about 15 minutes. Therefore the detention facility has peaked before the storm sewer. Based on this, tailwater elevations were determined for the outlet calculations for different time increments up to the 20 minute duration. The outlet works will consist of a 10" orifice with a cast iron gate, which will prevent backflow from entering the detention facility when a negative head exists between the detention storage and the storm sewer. A 3' wide weir will be constructed at elevation 295.0 to provide overflow 1 should the detention facility be exceeded or the orifice clogged up. ~V J,1~ ~ n.Y \'..~ '°~~ 1) ~ CONCWSIONS Z%t~·: },"'· '\ Pi'? !(f#'cd Peak runoff after developmen~w: 1 increa e by 4.38 cfs for the 25 year event. This increase will be detained in the propos aetention facility, which will discharge into an existing 30" RCP storm sewer. A small portio · of the site will sheet flow onto Lot 3, which is currently how the entire site drains . This sheet flow is significantly less than the current quantity of runoff and therefore no impact is expected. "I hereby certify that this report and plan for the drainage design of the Alpha Phi Sorority House was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." Alpha Phi Sorority House -Drainage Report Page 3 APPENDICES 1) General Location Map -U.S . G. S. Quad 2) Flood Insurance Rate Map -FEMA 3) Grading Plan -Kling Engineering & Surveying 4) Hydrologic Calculations -Modified Rational Method 5) Storage -Routing Calculations 6) Hydraulic Calculations -Outlet works kca94-02b : \alpbaphi . rpt HYDROLOGIC CALCULATIONS - MODIFIED RATIONAL METHOD Quick TR-55 Ver.5.46 S/N: Executed: 11:00:52 08-22-1994 MODIFIED RATIONAL METHOD ----Graphical SUllllBry for Maxi"'-lll Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. Alpha Phi Sorority House Lot 4 -Tini>er Ridge Addition 100 Year Storm ********************************************************************** * RETURN FREQUENCY: 100 yr • 'C' Adjustment: 1.000 Allowable Outflow: 7.20 cfs • Required Storage: 3, 164 cu. ft •• •--------------------------------------------------------------------• * Peak Inf low: 11.45 cfs Inflow .HYO stored: ALPHA100.HYD * ********************************************************************** Td = 12 minutes /-------Approx. Duration for Max. Storage ------/ I I Tc= 10.00 minutes I 11.640 in/hr I Q = 12.37 cts I ·I· I Return Freq: 100 yr C adj.factor: 1.00 Area (ac): 1.54 Weighted C: 0.69 Adjusted C: 0.69 F I L Required Storage I o 3,164 cu.ft. I Td= 12 minutes w I = 10. 780 in/hr x x x x x x xix x x x x x x x x x x Q 11.45 cfs c I f x x s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 7.20 cfs x o I· Ix CAL low.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I o I I x -----------------------1-----------------------------1------------ 14.18 minutes 15.71 minutes Quick TR-55 Ver.5.46 S/N: Executed: 11:00:52 08-22-1994 Alpha Phi Sorority House Lot 4 -lintier Ridge Addition 100 Year Storm **** Modified Rational Hydrograph ***** Weighted C = 0.690 Area= 1.540 acres Tc= 10.00 minutes Adjusted C = 0.690 Td= 12.00 min. 1=10.78 in/hr RETURN FREQUENCY: 100 year storm Output file: ALPHA100.HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time increment = 1.00 Minutes Cp= 11.45 cfs Time Minutes I Time on left represents time for first Q in each row. --------1--------------------------------------------------------------- 0.00 I 1.00 I 14.oo I 21.00 I 0.00 8.02 9.16 1.15 1.15 2.29 9.16 10.31 8.02 6.87 0.00 3.44 11.45 5.73 4.58 11.45 4.58 5.73 6.87 11.45 10.31 3.44 2.29 Quick TR-55 Ver.5.46 S/N: Executed: 11:00:52 08-22-1994 Alpha Phi Sorority House Lot 4 -Tirrber Ridge Addition 100 Year Storm * * * * * * SUMMARY OF RATIONAL METHCXl PEAK DISCHARGES * * * * * * Q = adj * C * I * A ~here: Q=cfs, C=~eighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = ~td.1 C' x 1 =========================I======== Subarea Runoff Area Tc ~td. I I Adj. Total I Peak Q Descr. 1 C1 acres I (min) 'C' II 'C' in/hr acres I Ccfs) --------------------------1--------------11-----------------------1-------- . o.69o 1.54 I 11 I ---------------1--------------11-----------------------1-------- 1 10.00 o.69o I I o.69o 11.640 1.54 I 12.37 Quick TR-55 Ver.5.46 S/N: Executed: 11:00:52 08-22-1994 ************************************************************************ ************************************************************************ * * * * * MOOIFIED RATIONAL METHOO * * ----Grand Sl.111118ry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point asslllled to occur at Tc hydrograph recession leg. Alpha Phi Sorority House Lot 4 -Timber Ridge Addition 100 Year Storm Area = 1.54 acres Tc = 10.00 minutes ............................................................................. ............................................................................ VOLUMES Frequency Adjusted Duration lntens. Qpeak Allowable I Inflow Storage (years) 'C' minutes in/hr cfs cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 100 o.69o 12 10.180 11.45 1.20 I 8,247 3,164 Quick TR-55 Ver.5.46 S/N: Executed: 11:00:52 08-22-1994 MOOIFIEO RATIONAL METHOD S1i1111ary for Single Storm Frequency First peak outflow point assl.llled to occur at Tc hydrograph recession leg. Alpha Phi Sorority House Lot 4 -Tini>er Ridge Addition 100 Year Storm RETURN FREQUENCY: 100 yr 'C' Adjustment= 1.000 Allowable Q = 7.20 cfs Hydrograph file duration= 12.00 minutes Hydrograph file: ALPHA100.HYO Tc = 10.00 minutes ............................................................................ ............................................................................ Weighted Adjusted Duration Intens. 'C' 'C' minutes in/hr Areas acres Qpeak I cts I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 0.690 0.690 10 11.640 1.54 12.37 I 7,421 3, 101 ************************************************************ Storage Maxin-.m 0.690 0.690 12 10.780 1.54 1 i.45 I 8,247 3, 164 **************************************************************************** 0.690 0.690 0.690 0.690 0.690 0.690 15 20 30 9.730 8.430 6.750 1.54 1.54 1.54 10.34 8.96 7.17 9,305 10,749 3,072 2,588 Qpeak <Callow Quick TR-55 Ver.5.46 S/N: Executed: 11:00:29 08-22-1994 MOOIFIED RATIONAL METHOO ----Graphical Surmary for Maximum Required Storage First peak outflow point assi.med to occur at Tc hydrograph recession leg. Alpha Phi Sorority House Lot 4 -Timber Ridge Addition 25 Year Storm ******************** **************************************** * RETURN FREQUENCY: Allowable Outflow: 6.10 cfs * * Required Storage: 2,678 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 9.70 cfs Inf low .HYO stored: ALPHA25 .HYO * ********************************************************************** Td = 12 minutes /-------Approx. Duration for Max. Storage ------/ I I Tc= 10.00 minutes I = 9.860 in/hr I Q = 10.48 cfs I ·I· I Return Freq: C adj.factor: Area (ac): 1.54 Weighted C: 0.69 Adjusted C: 0.69 F I L Required Storage I O 2,678 cu.ft. I Td= 12 minutes w I = 9.130 in/hr c f s x x x x x x xix x x x x x x x x x x Q = 9 .70 cfs I x x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 6.10cfs x o I· Ix (Allow.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I o I I x '-----------------------1-----------------------------1------------ 14.18 minutes 15.71 minutes Quick TR-55 Ver.5.46 S/N: Executed: 11:00:29 08-22-1994 Alpha Phi Sorority House Lot 4 -Tint>er Ridge Addition 25 Year Storm **** Modified Rational Hydrograph ***** Weighted C = 0.690 Area= 1.540 acres Tc= 10.00 minutes Adjusted C = 0.690 Td= 12.00 min. I= 9.13 in/hr Qp= 9 . 70 cfs RETURN FREQUENCY: 25 year storm Output file: ALPHA25 .HYO Adj.factor= 1.00 Time Minutes I HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time increment= 1.00 Minutes Time on left represents time for first Q in each row. --------1--------------------------------------------------------------- 0.00 I 1.00 I 14.oo I 21.00 I 0.00 6.79 7.76 0.97 0.97 7.76 6.79 0.00 1.94 8 .73 5.82 2.91 9.70 4.85 3.88 9.70 3.88 4 .85 5.82 9.70 8.73 2.91 1.94 Quick TR-55 Ver.5.46 S/N: Executed: 11:00:29 08-22-1994 Alpha Phi Sorority House Lot 4 -Tirrber Ridge Addition 25 Year Storm * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 =========================I======== Subarea Runoff Area Tc Wtd. II Adj. Total I Peak Q Descr. 'C' acres I (min) 'C' 11 'C' in/hr acres I (cfs) --------------------------1--------------11-----------------------1-------- 0.690 1.54 I 11 I ---------------1--------------11-----------------------1-------- 1 10.00 o.69o I I o.69o 9.860 1.54 I 10.48 Quick TR-55 Ver.5.46 S/N: Executed: 11:00:29 08-22-1994 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * Grand Sl.lllll8ry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point ass~ to occur at Tc hydrograph recession leg. Alpha Phi Sorority House Lot 4 -Tirrber Ridge Addition 25 Year Storm Area = 1.54 acres Tc = 10.00 minutes ............................................................................ ............................................................................ Frequency Adjusted Duration lntens. Qpeak Allowable I (years) 'C' minutes in/hr cfs cfs I VOLUMES Inflow (cu.ft.) Storage (cu.ft.) ------------------------------------------------------1--------------------- 25 0.690 12 9.130 9.70 6.10 1 6,985 2,678 Quick TR-55 Ver.5.46 S/N: Executed: 11:00:29 08-22-1994 MODIFIED RATIONAL METHOD Sl.lllll8ry for Single Storm Frequency First peak outflow point assuned to occur at Tc hydrograph recession leg. Alpha Phi Sorority House Lot 4 -Tirri:ler Ridge Addition 25 Year Storm RETURN FREQUENCY: 25 yr 'C' Adjustment= 1.000 Allowable Q = 6.10 cfs Hydrograph file duration= 12.00 minutes Hydrograph file: ALPHA25 .HYO Tc = 10.00 minutes ············································································ ............................................................................ VOLUMES Weighted Adjusted Duration lntens. Areas Qpeak I Inf low Storage 'C' 'C' minutes in/hr acres cfs I (cu.ft.) (cu.ft.) ------------------------------------------------------1--------------------- 0.690 0.690 10 9.860 1.54 10.48 I 6,286 2,626 ************************************************************ Storage Maxill'lill 0.690 0.690 12 9.130 1.54 9.70 I 6,985 2,678 **************************************************************************** 0.690 0.690 15 8.230 1.54 8.75 7,871 2,592 0.690 0.690 20 7.120 1.54 7.57 9,079 2, 169 0.690 0.690 30 5.670 1.54 6.02 Cpeak <Callow STORAGE-ROUTING CALCULATIONS POND-2 Version: 5.17 S/N: Page 1 EXECUTED: 08·24-1994 14:08:28 ******************************* * * * * Alpha Phi Sorority House * Lot 4, Tinber Ridge Subd. * * 25 Year Storm * * * * * ******************************* Inflow Hydrograph: ALPHA25 .HYO Rating Table file: ALPHA .PND ----INITIAL CONDITIONS---- Elevation = 291.00 ft Outflow = 0.00 cfs Storage = 0 cu-ft GIVEN POND DATA ELEVATION OUTFLOW (ft) (cfs) STORAGE I (cu-ft) I ----------------------------1 291.00 0.0 01 291.25 1.2 101 291.50 2.0 831 291.75 3.8 2321 292.00 3.3 4331 292.25 3.8 6621 292.50 4.2 8921 292.75 4.6 1,1211 293.00 5.0 1,3511 293.25 5.3 1 __ 1 580 - 293.50 4.6 I 1,8091 293.75 5.o I 2,0391 .L-- 294.oo 5.3 ,2691 --t,_ 294.25 5.6 2,4981 294.50 4.6 2,7281 294.75 5.0 2,9571 \::. 295.00 5.3 3 186 295 :~~-------~:~-------~:~~~I ~L Time increment Ct) {)Ju~ I o1b1(, tl\6.?h ~ INTERMEDIATE ROUTING COMPUTATIONS 2S/t 2S/t + 0 (cfs) Ccfs) 0.0 0.0 0.3 1.5 2.8 4.8 7.7 11.5 14.4 17.7 22.1 25.9 29.7 33.9 37.4 42.0 45.0 50.0 52.7 58.0 60.3 64.9 68.0 73.0 75.6 80.9 83.3 88.9 90.9 95.5 98.6 103 .6 106.2 111.5 113.8 120 .7 1.0 min. POND-2 Version: 5.17 S/N: Page 2 EXECUTED: 08 -24-1994 14 :08:28 Pond File: ALPHA .PND Inflow Hydrograph: ALPHA25 .HYO Outflow Hydrograph : OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------------------------ TIME I INFLOW I I1+12 I 2S/t -0 2S/t + 0 I OUTFLOIJ !ELEVATION (min) I (cfs) I (cfs) I (cfs) (cfs) I (cfs) I (ft) -----------------1 ---------1 -----------------------1---------1--------- 0.0 0.001 0.0 0.01 0 .00 291.00 1.0 0.971 1.0 -0.5 Loi 0.75 291.16 2.0 1.941 2.9 -0.4 2.41 1.41 291.31 . ~ fl}:) 4\:.A--3.0 2.911 4.9 0.6 4.41 1.91 291.47 4.0 3.881 6.8 2.0 7.41 2.70 291.60 ~~ ~~ct(J{t~ 5.0 4.851 8.7 3.5 10.11 3.59 291.n 6.0 5.821 10.7 7.1 14.21 3.58 291.86 ~ <11'J Cc'-''.;(0 ;} 7.0 6.791 12.6 12.8 19.71 3.42 292.06 ' ~~V'-9--i/-r 8.0 7.761 14.6 19.6 27.41 3.87 292.30 9.0 8.731 16.5 27.5 36.11 4.31 292.57 ? 10.0 9.701 18.4 36.3 45.91 4.80 292.87 £ . 11.0 9 .701 19.4 45 .3 • 55. 71 5.22 293.18 pk 12 .0 9.701 19.4 55.5 64.71 4.62 293.49 13.0 8.731 18.4 63.8 73.91 5.04 293.78 14.0 7.761 16.5 69.8 80.31 5.28 293.98 15.0 6 .791 14.6 I 73.4 84.31 5.43 294. 11 16.0 5.821 12.6 I 75.1 86.1 5.49 294.16 I pk 17 .0 4.851 10.1 I 74.8 85.71 5.48 294.15 18.0 3 .881 8.1 I n .1 83.51 5.40 294.08 I 19.0 2.911 6.8 I 69.0 79.5 I 5.25 293.96 I 20.0 1.941 4.9 I 63.8 73.91 5.03 293.78 I 21.0 0.971 2 .9 I 57.3 66 .71 4.69 I 293.56 I 22.0 0.001 1.0 I 47.8 58.31 5.21 I 293.26 I ~ POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 08 -24-1994 14:08:28 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: Inf low Hydrograph: ALPHA .PND ALPHA25 .HYO Outflow Hydrograph : OUT .HYO Starting Pond W.S. Elevation= 291.00 ft ***** Sl.ITlllBry of Peak Outflow and Peak Elevation ***** Peak Inflow = 9. 70 cfs Peak Outflow = 5.49 cfs Peak Elevation= 294.16 ft ***** Sl.ITlllBry of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = = 0 cu -ft 2,417 cu-ft 2,417 cu-ft POND-2 Version: 5.17 S/N: Pond File: ALPHA .PND Inf low Hydrograph : ALPHA25 .HYO outflow Hydrograph : OUT .HYO Peak Inflow 9.70 cfs Peak Outflow = 5.49 cfs Peak Elevation= 294.16 ft Page 4 EXECUTED: 08 -24 -1994 14:08:28 I I POND-2 Version: 5.17 S/N: EXECUTED: 08-24-1994 14:09:27 Pond File: ALPHA .PND Inflow Hydrograph: ALPHA100.HYD Outflow Hydrograph: OUT .HYO INFLOIJ HYDROGRAPH TIME I INFLO\I I I 11+12 I (min) I Ccfs) I I Ccfs) I -----------------1 1--------- 0.0 0.001 I 1.0 1.15 I I 1.2 2.0 2.291 I 3.4 3.0 3.441 5.7 4.0 4.581 8.0 5.0 5.731 10.3 6.0 6.871 12.6 7.0 8.021 14.9 8.0 9.161 17.2 9.0 10.31 I 19.5 10.0 11.45 I 21.8 11.0 11.45 I 22.9 12.0 11.45 I 22.9 13.0 10.311 21.8 14.0 9.161 19.5 15.0 8.021 17.2 16.0 6.871 14.9 17.0 5.731 12.6 18.0 4.581 10.3 19.0 3.441 8.0 20.0 2.291 5.7 Page 2 ROUTING COMPUTATIONS 2S/t -0 I 2S/t + 0 I OUTFLOIJ ELEVATION Ccfs) I (cfs) I (cfs) (ft) -----------------------1------------------ 0.0 0.01 0 .00 291.00 -0.6 1.21 0.89 291.19 -0.2 2.81 1.51 291.35 1.1 5.51 2.20 291.53 2.8 9.11 3.16 291.66 5.8 13. 11 3.67 291.81 11. 7 18.41 3.34 292.02 18.9 26.61 3.84 292.27 27.5 36.11 4.31 292.57 37.3 46.91 4.85 292.90 f k:. 48.6 59.ol 5.19 293.29 61.7 71.51 4.93 293. 71 trl 73.7 84.61 5.44 294.12 86.2 95.51 4.61 294.50 I 95.5 105.71 5.08 294.82 I 101. 7 112. 71 5.51 295.03 I 104.2 116.61 6.18 295.14 l l 104.4 116.81 6.22 295. 14 103 .0 114. 71 5.85 I 295.09 I ~ 100.4 111 .0 I 5.28 I 294.98 I 96.0 106.21 5.10 I 294.83 I 21.0 1.15 I 3.4 89.8 99.41 4.79 I 294.62 I 1.2 8o.4 91.0I 5.28 I 294.33 1-:f--22.0 0.001 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: EXECUTED: 08-24-1994 14:09:27 ******************************* * * * * Alpha Phi Sorority House * Lot 4, Tint>er Ridge Subcl. * * 100 Year Storm * * * * * ******************************* Inflow Hydrograph: ALPHA100.HYD Rating Table file: ALPHA .PND ----INITIAL CONDITIONS---- Elevation = 291.00 ft outflow = 0.00 cfs Storage = 0 cu-ft Page 1 INTERMEDIATE ROUTING GIVEN POND DATA CC»4PUTATIONS ------------------------------------------------------- I ELEVATION OUTFLOW STORAGE I 2S/t I 2S/t + 0 I (ft) Ccfs) (cu-ft) I I Ccfs) I (cfs) 1----------------------------1 1------------1------------- I 291.00 0.0 01 o.o I 0.0 I 291.25 1.2 101 o.3 I 1.5 I 291.50 2.0 831 2.8 I 4.8 I 291.75 3.8 2321 1.1 I 11.5 I 292.00 3.3 4331 14.4 I 17.7 I 292.25 3.8 6621 22.1 I 25.9 I 292 .50 4.2 8921 29.7 I 33.9 I 292.75 4.6 1, 1211 37.4 I 42.0 I 293.00 5.0 1,3511 45.0 I 50.0 I 293.25 5.3 1,5801 f-52.7 I 58.0 I 293.50 4.6 1,8091 60.3 I 64.9 I 293.75 5.0 2,0391 68.0 I 73.0 I 294.00 I 5.3 I 2,2691 75.6 I 80.9 I 294.25 l~'e. 83.3 I 88.9 I 294. 0 4.6 I 2,n8I 90.9 I 95.5 I 294.75 I 5.o I 2,9571 98.6 I 103.6 I 295.oo I 5.3 I 3, 1861 106.2 I 111.5 I I 295 .25 I 6.9 3,416 I k:-113.8 I 120.1 I ------------------------------f -------------------------- Time increment (t) = 1.0 min. I I POND-2 Version: 5.17 S/N: EXECUTED: 08-24-1994 14:09:27 Pond File: ALPHA .PND Inflow Hydrograph: ALPHA100.HYD outflow Hydrograph: CllT • HYO INFLOW HYOROGRAPH Page 2 ROOTING COMPUTATIONS ------------------------------------------------------------------------TIME I INFLOW I 11+12 I 2S/t -0 I 2S/t + 0 I CllTFLOW ELEVATION (min) I (cfs) I (cfs) I Ccfs) I Ccfs) I (cfs) (ft) 1-----------------1 --------------------------------1------------------0.0 0.001 -----0.0 0.01 0.00 291.00 1.0 1.15 I 1.2 -0.6 1.21 0.89 291.19 2.0 2.291 3.4 -0.2 2.81 1.51 291.35 3.0 3.441 5.7 1.1 5.51 2.20 291.53 4.0 4.581 8.0 2.8 9.11 3.16 291.66 5.0 5.731 10.3 5.8 13.1 I 3.67 291.81 6.0 6.871 12.6 11.7 18.41 3.34 292.02 7.0 8.021 14.9 18.9 26.61 3.84 292.27 8.0 9.161 17.2 27.5 36.1 I 4.31 292.57 9.0 10.311 19.5 37.3 46.91 4.85 292.90 10.0 11.45 I 21.8 48.6 59.ol 5.19 293.29 11.0 11.45 I 22.9 61.7 71.51 4.93 293.71 12.0 11.45 I 22.9 73.7 84.61 5.44 294.12 13.0 10.311 I 21.8 86.2 95.51 4.61 I 294.50 14.0 9.161 I 19.5 95.5 105.71 5.o8 I 294.82 15.0 8.021 I 17.2 101.7 112. 71 5.51 I 295.03 16.0 6.871 I 14.9 104.2 116.61 6.18 I 295 .14 17.0 5.731 I 12.6 104.4 116.81 6.22 I 295 .14 18.0 4.581 I 10.3 103.0 114.71 5.85 I 295.09 19.0 3.441 I 8.0 100.4 111.0 I 5.28 I 294.98 20.0 2.291 I 5.7 96.0 106.21 5.10 I 294.83 21.0 1.15 I I 3.4 89.8 99.41 4.79 I 294.62 22.0 0.001 I 1.2 80.4 91.0I 5.28 I 294.33 ----------------------------------------------------------------------- POND-2 Version: 5.17 S/N: Page 3 EXECUTED: 08-24-1994 14:09:27 ****************** SlMMARY OF ROUTING COMPUTATIONS ****************** Pond File: ALPHA .PND Inf low Hydrograph: ALPHA100.HYD outflow Hydrograph: OUT .HYO Starting Pond W.S. Elevation= 291.00 ft ***** SlJllllllry of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak outflow = Peak Elevation = 11.45 cfs 6.22 cfs 295.14 ft ***** SlJllllllry of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 3,319 cu-ft 3,319 cu-ft PON0-2 Version: 5.17 S/N: Pond File: ALPHA .PNO Inflow Hydrograph: ALPHA100.HYO OUtflow Hydrograph: OUT .HYO Peale Inflow = Peale outflow • Peale Elevation = 11.45 cfs 6.22 cfs 295.14 ft Page 4 EXECUTED: 08·24·1994 14:09:27 Flow Ccfs) o.o 1.5 3.0 4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 ······l·····l·····l·····l·····l·····l·····l·····l·····l·····l·····I· 3.1 . 4.1 . 5 .1 . 6.1 . 7.1 . 8.2 9.2 . 10.2 • 11.2 . 12.2 • 13.3 • 14.3 • 15.3 • 16.3 . 17.3 • 18.4 . 19.4 • 20.4 • 21.4. * I* I TIME (min) x File: * File: x * x * x x x . x x x x x * * * * * OUT .HYO ALPHA100.HYO x * * * * * * * * * * x * x * x x x x x x x ~-; * x x * x x x x x x* *x * x x x x x x x x Qmax = Qmax = * * * * 6.2 cfs 11.4 cfs * * * * * * * JJ Cv-.L ~ ''Jw.,~s" n "fols ,. ~7 HYDRAULIC CALCULATIONS -OUTLET WORKS ,,,.,,"' ......... ......... ......... :r::r::r: "'"'"' 000 lftOO -" ;~: ---c:.ci:.rc """ /35 1 ~lt,,L= _293. ~ ·----· ------. - -----~ _ _Q =_.J. 31_8-~C~-R j?,o:s ~~· 5'4A ___ - =-~-h:L. i. ~c~~~ - o~ = !:is, z1 J'!;) ---Q--= 51-z2 J. ---- -10 --• ~ ~ OZ!> = -5S, ?t/ J~ ----------------·----- l..;_' =-l~O 'R= O.b~~ ~-::: /. ?:,q % 4:. '/.9/ V~J. 3 ,,,.,,.,, ~~~ 111111111 111111111 :c:c:c "'"'"' 000 "'00 -f'I -f'I• ••• ---~r:.r:. C'IC'IC'I o- -· ------1):.0 /0 ~o +o 'SO --------·-·----------------------------------·-.-~----- ----T:.-!:!3-lR ~ c:::,V.,., ----Q fl-------- - -. - - . ,._ ---·- ----,-___ J 5 J._w I J_O -~1.10 L ------~-·------·-_______ _:g.,_O______ _fz_t..~.'!:LJ I . _,___.3 --·---------- . -------------- _,.. _________ ....... --------I ''"'"" ti ...... ...... ......... :z::z::z: "'''"" 000 lftOO -C"4 _C"4., """""" ---""" C"4C"4C"4 ----,.-, -. -:-.· ----t--:-. ___ ;_! --r-, -1----~~-------------- --~~--· ---~----,---------t---;--·--------~-- -----_:__=---: ~~-~~-=i-==:----~-t ·· -~~~---~:~--I I ---·------__J_ • -- ! ' I ----. -____ _j ·---------; -------~-.---·------: ____ - --~---:;/:?77:-;/"z/~/~~·~7~~~~~~· ~~-:-::::---· ________ ..:__ ______ __, -~~~------~~~~ ! ! -·--;--------. ·-r-~ ---· -··--r· --------t-----. LJ~~r" ! -----i ---------·----- ' I I I ~---- --·------·--l---·------------'---~~ ..... -ll~-=-·--_,-_--: +--~-----~+--.. _· ~ '\ : I --..,. I '--+--·--- ' I l --i-' --- : I ----·-~ ·2..91..J i ·· ·• I ----~· -j -~--•-+------ -----------' I !.~------L·--~-~-.l. ------1-~ ~ f f : I ------- --r-·---~-.__~---"-' -----~,' =b : ' ! I : . T -~ ~~~·· .. . I ._,_, _._; -+-_.__ I I =1 ' --~-·---- ~---~---+-~----1---· I . ~ : ; ~ I ±I . ------·---· ------1-·-------! -~-.,..--..:....-+-~-I I ' , .. . I I __._ -...--.1 ---~-r-I ----- -·-----.... ----!-~~~-· L . -:--y--r----· -----..i.--------• ---. -------I ~ .-------------· --~--+'-- September l, 1994 Kling Engineering 4103 Texas Avenue Bryan, TX 77802 Attn : Mr. BJ . RE: Alpha Dear Mr. Kling , CITY OF COi .I .EGE STATION Post Office Box 9960 1101 Texas Avenue College Station, Texas 77842-9960 (409) 764-3500 The drainage report submitted for the above referenced project is unacceptable as submitted . Please call and schedule a time to meet with the engineering staff and me to discuss the report. cc : ~nica Morgan, Asst. City Engineer Brett McCully, Project t Manager ' Home of Texas A&M University