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Home My WebLink AboutFoldervr CITY OF C OLLEGE STATION Planning & Development Servim FOR OFFICE USE ONLY P&Z CASE NO.: Q ltz. -S=j DATE SUBMITTED: 0 -:l KtX~ SITE PLAN APPLICATION Di{.90 ~ MINIMUM SUBMITTAL REQUIREMENTS _X __ Site plan application completed in full. _X __ $200.00 Application Fee. _X __ $200.00 Development Permit Application Fee. _X __ $600.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public waterline, sewerline, sidewalk, street or drainage facilities is involved.) _L_ Eleven ( 11) folded copies of site plan 1_ 0ne (1) folded copy of the landscape plan. N/A One (1) copy of building elevation for all buildings. N/A A list of building materials for all facades and screening for non-residential buildings. N/A Color samples for all non-residential buildings. N/A Traffic Impact Analysis (if applicable for non-residential buildings). _L_A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checked off. N/A Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). Date of Preapplication Conference: _______ T_u_es_d_a_y~. s_e~p~t_e_m_b_e_r _12~·~2_0~0_6 ________ _ NAMEOFPROJECT __ C_u=r_ry~P~lu~m~b~i~ng~------------------------- ADDRESS 625 Graham Road LEGAL DESCRIPTION Graham Road Business Center, Lot 1, 2.59 Acres APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name STEVE DUNCAN PLEDGER KALKOMEY INC Street Address 7020 COYOTE RUN State TX Zip Code __ 7_78~0~8 __ _ Phone Number 979-731 -8000 PROPERTY OWNER'S INFORMATION: City BRYAN E-Mail Address -~S=E=D~@='-PK'""'"E=N'-'-"'G-'-'-1 N-'-'E=E=R"""l-'--'N-=G'"'-. C=-O==M'---- F ax Number _~9~7~9~-7~3~1~-1~5~00"'---------- Name ____________________________________ _ Street Address--------------------City _________ _ State _____ Zip Code ______ _ E-Mail Address _____________ _ Phone Number ___________ _ Fax Number ______________ _ ARCHITECT OR ENGINEER'S INFORMATION: Name STEVE DUNCAN PLEDGER KALKOMEY INC Street Address 7020 COYOTE RUN State _T_X ____ Zip Code _7~7~8'"""0~8 ___ _ Phone Number 979-731-8000 6/13/03 City BRYAN E-Mail Address SED@PKENGINEERING.COM Fax Number 979-731-1500 I of6 SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific site/waterway alterations: ACKNOWLEDGMENTS: I, STEVE E. DUNCAN design engineer/GWReF, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application , I agree to construct the improvements proposed in this application accor ing to these documents and the requirements of Chapter 13 of the College Station City Code. Contractor CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.)------N/A A.I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date 8. I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. Engineer Date C. I, , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes. Engineer Date D. I, , do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval:---------------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. 6/13/03 3 of 6 WATER --- 1 2 3 4 5 6 7 a 9 10 11 Curry P1umbing PK Job No. 43306-291 Plans Dated: January 29, 2007 Mobilization, including insurance, l LS move-in, move-out, and related items (No Bonds): 14 LF 6" water line, AWWA C-909 Class 200 PVC with detector tape in trench: 6" water line, AWWA C-909 Class 200 60 LF PVC in 14"x3/B" steel casing bv bore with casing spacers, end seals, and joint restraints: 1 El\ 12"x6" tapping sleeve & valve: 2 EA 6" DI bend (90, 45, 22.5, etc .): 1 LS Pavement repair (concrete), including structural backfill: 1 LS Remove & repair curb & sidewalk as required: l EA Fire hydrant with lead, gate valve, and box: 17 LF Trench safety for water line: 1 LS Traffic control: 1 LS Seed all disturbed areas: SUBTOTAL WATER 5:\2DD!\519D!-2l 1 SOUTllCOl1'1-ro: tlada\ca.al uLi.:lat.u\2001-D2-H LakeDCC and enqr tutiM1te.al:J $ $ $ $ $ $ $ $ $ $ $ Estimate of Probab1e Cost 2,000.00 $ 20.00 $ 190. 00 $ 4,200.00 $ 185.00 $ 2,500.00 $ 1,000.00 $ 2,500.00 $ 2.00 $ 2,000.00 $ 150.00 $ $ 2 I 000 • 00 280 .00 11,400 .00 4,200.00 310 ;·oo 2,500.00 1,000 .00 2,500 .00 34.00 2,000 .DO 150 .00 26,434.00 1 of 2 1, Curry Plumbing PK Job No. 43306-291 Plans Dated: January 29, 2007 Estimate of Probable Cost L..-l~te~m:... ........ ~E-s_tl_m_a-te~d~-'-~~~~~~~~---~~~~~~~--'I IL-~~~~-u_n_l_t~~~~~'--~~~~-T-o-ta-1~~~~--' Quantity Description . _ Price Price STORM SEWER Mobilization, including insurance, 1 1 LS move-in, move-out, and related items s 2,000 .00 $ 2,000 .00 (No Bonds): 2 l LS Clear & grub as required: $ 800 .00 s B00.00 2 489 LF 24" HOPE storm sewer line in trench .(o .•.,,.6 • cut): s 30.00 s 14,670.00 3 l EA 24" HOPE bend (90, 45, 22 .5, etc.): s 200.00 $ 200.00 3 2 EA 4' standard manhole (0-6' cut): $ 2,000.00 s 4,000.00 4 25 LF 4 "x4' wide concrete slope paving: s 20.00 $ 500.00 4 1 LS Seed all disturbed areas: s 400.00 $ 400.00 SUBTOTAL STORM SEWER $ 22,570.00 TOTAL ALL UTILITIES s 49,004.00 2 of 2 CITY OF COLLEGE STATION Planning & Dewlopmmt ~rvice1 SITE LEGAL DESCRIPTION: Graham Road Business Center Lot 1 2.59 Acres DEVELOPMENT PERMIT PERMIT NO. 06-59 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: 625 Graham Road DRAINAGE BASIN: Lick Creek DATE OF ISSUE: February 15, 2007 VALID FOR 12 MONTHS CONTRACTOR: OWNER: Freddie Curry 2102 Rock Prairie Road College Station, Texas 77845 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: Full Development Permit All construction must be in compliance with the approved construction plans All trees requ ired to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7 .5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited. The disposal of any waste material such as, but not limited to, paint, oil, solvents, asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited. Full Development Permit The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City, State and Federal requ irements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. In accordance with Chapter 13 of the Code of Ord inances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. Date 7Lu:P~ Date CALCULATED FLOW CURRY PLUMBING CITY OF COLLEGE STATION PK JOB #43306-291 FIRE FLOW CALCULATION Fire Flow at hydrant Q-070 (Victoria Ave. and Graham Rd.): With 20-psi pressure at Static Hydrant Q-084: Qr = 29 .83cdD 2 JP: Qr = (29.83)(0.9)(2.5)2J80=1,453 gpm p -20 ( J 0.54 QI =Qr ;, _pr ( 96-20)0 · 54 Qf = (1,453) = 7,125 gpm 96-92 Where: Qr = residual flow at the pitot pressure (gpm) Q1 = Fire Flow (gpm) cd = friction loss (usually 0.9 for smooth 2.5-in opening) D = diameter of opening in inches (2.5 in most cases) PP = pitot pressure (psig) Pr = residual pressure (psig) P, = static pressure (psig) REQUIRED FLOW Jji. t> Building Type~602 and 1505 of 2000 lnternationol Building Code) Fire Area= 7,277 square feet (Section B104 of 2000 International Fire Code) Required Fire Flow = 1,500 gpm (Table B 105.1 of 2000 International Fire Code) Number of hydrants required = 1 (Table C105.1of2000 International Fire Code) RESULTS 7,125 gpm available ~ 1,500 gpm required = OK 1 hydrant available ~ l hydrant required = OK S:\2006143306-291 WILLIAMSON-Curry Plurnbing\fire report\fue flow calcs.doc Pledger Kalkomey, Inc. -Consulting Engineers 7020 Coyote Run, Bryan, TX 77808 phone: (979) 731-8000 fax: (979) 731 -1500 09 /01/2005 10 :58 FAX 979 764 3452 COLLEGE STATION PUB.UTL. Date: 1 SEP 05 FLOW TEST REPORT Nozzle size: 2.5 inch Location: VICTORIA AND GRAHAM Flow hydrant number: Q-070 Pitot reading: 75 (GPM): 1455 Static hydrant number: Q-084 Static PSI: 96 Residual PSI: 92 ' 1·1 . -, J { ~ J J j 1 ~ i j I i 1 APPENDIX B FIRE-FLOW REQUIREMENTS FOR BUILDINGS TABLE B1 05.1 MINIMUM REQUIRED FIRE FLOW AND FLOW DURATION FOR BUILDINGS FIRE AREA (square feet) FIRE FLOW FLOW Type IA and 1s• Type llA and lllA • Type IV and V·A • Type 118 and 1118° Type v.s• (gallons per minute)b DURATION (hours) 0-22.700 0-12,700 0-8.200 0-5,900 0-3.600 l .5M 22,701 -30.200 12,701-17,000 8.201-10.900 ::----5.901-7,900 ~ 3.601-4.800 c 1.75n - 30.201-38.700 17 .001-21.800 10.901-12.900 7,901-9,800 4.801 -6.200 2,000 2 38.701 -48.300 21.801-24.200 12.901-17.400 9.801 -12.600 6.201 -7,700 2.250 48.301-59.000 2-UOl-33.200 17.40 l-21.300 12.601-15.400 7.701-9.400 2.500 59.001-70.900 I 33.20l-39.700 21.301-25.500 15.401-18.400 9.401-11.300 2.750 70.90 l-83.700 39 .70l -47,!00 I 25.501 -30.100 18.40 l-21.800 I 11.301-13.400 3.000 83,701-97.700 47.101-5-1.900 30.101-35.200 21.80 l-25.900 13.401-15,600 3.250 3 97,70 1-1 12.700 5-1 .90 l-63,400 35,201-40.600 25.901-29,300 15.601-18,000 3,500 . - 112,701-128.700 63.40 l-72.400 40.60 1-46.400 29,301-33,500 18.001-20.600 3,750 128.701-145,900 72.401-82,100 46.40 1-52.500 33,501-3 7,900 20,601-23.300 4,000 145,901-16-1.200 82.10 1-92.400 52,501-59,100 37,901-42,700 23.301-26.300 4,250 -- 164,201-183.400 92.401.103. 100 59. 101 -66,000 '1 42.701-47,700 26.301-29,300 4,500 183.401-203,700 103.101-1 14,600 66.00 l • 73.300 47,701-53,000 29,301-32.600 4,750 203, 70 l-225.200 114.601-126,700 73,301 -8 l.l 00 53.001-58.600 32.601-36,000 5,000 225,201-247.700 126.701-139,400 81.101-89.200 58.601-65,400' 36.001-39,600 5,250 247.70 l-271,200 139.40 l -152.600 89.201-97.700 65,40 l · 70.600 39.601-43.400 5,500 271,201-295.900 152.601-166,500 97,701-106.500 70,60 1-77,000 43.401-47,400 5,750 295,90 I-Greater 166.50 !-Greater 106.501-1 15.800 77,001-83.700 47.401-51,500 6.000 4 --115.801-125,500 83. 701-90.600 5 l.501-55,700 6,250 --125,50 l-135.500 90.601-97.900 . 55.701-60.200 6.500 -.. -· --135.501-145,800 97 ,90 l-106,800 60.201-64.800 6.750 --145.801-156.700 106.801-113,200 64.80 l-69 ,600 7.000 --156.701-167.900 113.201 -121.300 69.601-74.600 7.250 --167.901-179.400 121.301-129,600 74.601-79.800 7,500 --179.401-191.400 129.601 -138,300 79.801-85. 100 7.750 --19 l.40 ! -Greater 138.301-Greater 85.101-Greater 8,000 For SI: I squ:J.re foot= 0.0929 m2, I gJ.llon per minute= 3.785 Um. I pound per squ:J.re inch= 6.895 kPa. a. Types of construction :J.re based on the /nrernativruJ! Building Code. b. ~kasured ac 20 psi. 358 2000 INTERNATIONAL FIRE CODE® ... ,. > Appendix C FIRE HYDRANT LOCATIONS AND DISTRIBUTION SECTION C101 GENERAL CID 1.1 Scope. Fire hydrants shall be provided in accordance with this appendix for the protection of buildings. or portions of buildings. hereafter constructed. SECTION C102 LOCATION C102.l Fire hydrant locations. Fire hydrants shall be! pro~ · - vided along required fire apparatus access roads and adjacent public streets. SECTION C103 NUMBER OF FIRE HYDRANTS C103.1 Fire hydrants available. The minimum number of fire hydrants available to a building shall not be less than that listed in Table CI 05.1 . The number of fire hydrants available to a complex or subdivision shall not be less than that dett!rmined by spacing requirements listed in Table CI 05.1 when applied to fire apparatus access roads and perimeter public streets from which fire operations could be conducted. SECTION C104 CONSIDERATION OF EXISTING FIRE HYDRANTS CI0-1.1 Existing fire hydrants. Existing fire hydrants on pub- lic stret!tS are allo\ved to be considered as available . Existing fire hydrants on adjacent properties shall not be considered available unless fire app:iratus access roads extend between properties and easements are established to prevent obstruction of such roads. SECTION C105 DISTRIBUTION OF FIRE HYDRANTS -· C105.1 Hydrant spacing. The average spacing between fire hydrants shall not exceed that listed in Table CI 05.1. Exception: The fire chief is authorized to accept a defi- ~ncy of up to 10 percent where existing fire hydrants pro- vide all or a portion of the required fire hydrant service. Regardless of the average spacing, fire hydrants shall be lo- cated such that all points on streets and access roads adjacent to a building are within the distances listed in Table C 105.1. . .. __ TABLE C105.1 NUMBER AND DISTRIBUTION OF FIRE HYDRANTS AVERAGE SPACING MAXIMUM DISTANCE FROM FIRE-FLOW REQUIREMENT MINIMUM NUMBER BETWEEN HYDRANTS0• b, c ANY POINT ON STREET OR ROAD (qpm) OF HYDRANTS (feet) FRONTAGE TO A HYDRANr 1.750 or less /"""' 1 ---.... 500 250 2.000-2.250 2 450 225 2.500 3 I 450 215 3,000 3 400 225 3.500-4,000 4 350 210 4.500-5.000 5 I 300 180 5.500 6 300 180 6.000 6 250 150 6.500-7 ,000 7 250 150 7.500 or more 8 or more' 200 120 For SI: 1 fooc = 304.8 mm, I gallon per minute= 3.785 Um. a. Reduce by 100 feet for dead-end streets or roads. b. Where streets are provided wich median dividers which can be crossed by lire lighters pulling hose lines, or where arterial streets are provided with four or more traffic lanes and have a traffic count of more than 30,000 vehicles per day, hydrant spacing shall average 500 feet on each side oflhe street and be arranged on an al - ee mating basis up to a fire-flow requirement of 7,000 gallons per minute and 400 fee! for higher lire-flow requirements . c. Where new water mains are extended along streets where hydrants are not needed for proteccion of structures or similar lire problems. fire hydrants shall bi:: pro-. vided at spacing no< to exceed 1,000 feet to provide for transportation hazards. d. Reduce by 50 fee! for dead-end streets or roads. e. One hydranc for each 1,000 gallons per minute or fraction thereof. 359 Drainage and Detention Report Prepared for: CURRY PLUMBING City of College Station Brazos County, Texas PK Job No. 433 06-291 January 16, 2007 Prepared by: Pledger Kalkomey, Inc. Consulting Engineers 7020 Coyote Run • Bryan, Texas 77808 979-731-8000 • 979-731-1500 (Fax) www.pkengineering.com Brenham • Bryan • Rosenberg This report was prepared by me (or under my supervision) in accordance with (proposed draft) provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All applicllble licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued S:\2006143306-291 Williamson-Curry Plumbing\drain report\drain report-Curry.doc t' ( I ' . . . ~ J • ,. .... ... ·1 • .J PURPOSE Development of the subject property involves the additi on of buildings, sidewalks, drive, and parking spaces. The drainage area affected by the development contains approximately three acres of land. Reference is made to the attached Existing and Proposed Drainage Area exhibits and the Grading Plan (sheet C3 of 3, dated 1/16/07). The increase in runoff from the development for the two-, ten-, twenty-five-, and one hundred- year (2 -, 10-, 25-, & 100-year) storm events must be mitigated to not increase downstream flow rates. This report documents the engineering analysis for the mitigation through the use of a detention basin. METHODOLOGY The watershed affected by the proposed development was delineated via field surveying data. The Rational Method was used to compute the peak flow rates for this study . The acreage (A) of each drainage area was obtained from the maps. Based on existing ground cover, a weighted runoff coefficient (C) for each area was determined. A velocity-distance relationship was used to compute the time of concentration (tc) for each area with a minimum time of concentration of ten (10) minutes. The rainfall intensity (I) for each drainage area was calculated using the Equations for Calculating Rainfall Intensities for the City of College Station (Table C-1, Unified Stormwater Design Guidelines, March 2006). The peak flow rate (Q) for each drainage area was computed with the following formula: Q = (C) (I) (A) The procedure wa s then repeate d for t h e developed conditions of S:\2006143306-291 WILLIAMSON-Curry Plumbingldrain reportldrain report-Curry.doc ,1 property, where excess runoff due to the development will be detained. Drainage Area 2 drains to the front of the property (Graham Road) . No excess runoff is expected in Drainage Area 2 because of proposed grade break changes. Inflow hydrographs for developed conditions were computed via the Malcolm Method from the total area, percent of impervious area, rainfall depth, and peak flow. Outflow hydrographs for the 2-, 10-, 25-, and 100-year storms were developed using the elevation-versus-storage relationship for the detention basin and the elevation-versus-discharge relationship for the outlet structure. Discharge values for the pipe outlet structure are calculated by the weir equation (Q = CLHi.5 ) for unsubmerged conditions and the orifice equation (Q = CA(2GH) 0 •5 ) for submerged conditions with a transition zone between the two conditions approximated linearly. A modified Puls method was then used to route the post- development hydrograph through the basin. Haestad Methods, Inc. computer modeling program Pond-2 Version 5. 21 was used for the calculations. RESULTS A detention basin is planned at the rear of the development to off set the increase in runoff rates due to the increase in impervious cover in Drainage Area 2. An outlet structure , consisting of two vertical, circular orifices (6" orifice at 91.80' and an 8" orifice at 95.65') and a horizontal grate inlet (31" square at 98. 70') will release the post-development runoff at less than pre-development runoff rates. A 24-inch storm pipe will carry the runoff to a drainage ditch northwest of the property. S:\2006\43306-291 WILLIAMSON-Curry Plumbing\drain report\drain report-Curry.doc Runoff rates for developed conditions are .calculated to be less than rates for undeveloped conditions in Drainage Area 2 for all storms except the two-year storm event. The drainage area information and the calculations for the existing and proposed conditions are attached. Summary data is as follows: DRAINAGE AREA 1 (toward rear of property) : EXISTING: Storm Peak Flow Rate Event ( cfs) 2 yr 2.76 10 yr 4.47 25 yr 5.30 100 yr 6.70 PROPOSED: Peak Flow Peak Flow Peak Storm Rate In Rate Out Storage Elevation Event (cfs) (cfs) (ac-ft) (ft)* 2 yr 11. 39 2.43 0.59 96.12 10 yr 16.84 4.40 0.90 97.59 25 yr 19.20 4.82 1. 02 98.02 100 yr 22.19 6.06 1. 36 98.73 *Overflow elev. = 98.75 ft S:\2006143306-291 WILLIAMSON-Curry Plumbingldrain reportldrain report-Curry.doc DRAINAGE AREA 2 (toward street): EXISTING: Storm Peak Flow Rate Event (cfs) 2 yr 1. 51 1 0 yr 2.37 25 yr 2.78 1 00 yr 3.48 PROPOSED: Storm Peak Flow Rate Event ( cfs ) 2 yr 1. 64 1 0 yr 2.24 25 yr 2.56 100 yr 3.03 S:\2006143306-291 WILLIAMSON-Curry Plumbing\drain report\drain report-Curry.doc '• POND-2 Version: 5.21 S/N: Detention Pond Volume Curry Plumbing College Station, TX CALCULATED 01-12-2007 11:33:20 DISK FILE: S:\ENGR\DETAIN\CURRY\CURRY .VOL Planimeter scale: 1 inch 1 ft. * Elevation (ft) Planimeter (sq.in.) Area (acres) Al+A2+sqr(Al*A2) (acres) Volume (acre-ft) Volume Sum (acre-ft) * 91. 80 0.00 0.00 0.00 0.00 0.00 92.00 198.00 0.00 0.00 0.00 0.00 93.00 3,811.00 0.09 0 .11 0.04 0.04 94.00 7' 611. 00 0.17 0.39 0 .13 0 .17 95.00 9,051.00 0.21 0 .57 0.19 0.36 96. 00 9,051.00 0.21 0.62 0.21 0.57 97.00 9,051.00 0.21 0.62 0.21 0.77 97.50 9,051.00 0.21 0.62 0.10 0.88 98.00 15,540 .00 0.36 0.84 0.14 1. 02 99.00 31,062.00 0.71 1.57 0.52 1. 54 Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 +sq.rt. (Areal*Area2)) where: ELl, EL2 Areal,Area2 Volume Lower and upper elevations of the increment Areas computed for ELl, EL2, respectively Incremental volume between ELl and EL2 \ Outlet Structure File: CURRY .STR S/N: POND-2 Version: 5 .21 Date Executed : Time Executed: ***** Elevation (ft) -------------- 91. 80 92 .00 92 .20 92 .40 92.60 92 .80 93 .00 93 .20 93.40 93 .60 93 .80 94 .00 94 .20 94.40 94 .60 94.80 95.00 95 .20 95 .40 95 .60 95.65 95 .80 96.00 96 .20 96 .40 96.60 96 .80 97 .00 97 .20 97 .40 97 .50 97.60 97.80 98.00 98 .20 98.40 98 .50 98 .60 98 .80 99 .00 ******************* Outlet Structure Curry Plumbing College Station, TX ******************* COMPOSITE OUTFLOW SUMMARY Q (cfs) Contributing **** Structures ------------------------------- 0.0 1 0 .1 1 0.3 1 0 .5 1 0 .7 1 0.8 1 0 .9 1 1. 0 1 1.1 1 1.2 1 1. 3 1 1. 3 1 1. 4 1 1. 5 1 1.5 1 1. 6 1 1. 7 1 1. 7 1 1.8 1 1. 8 1 1. 8 1 +2 1. 9 1 +2 2.2 1 +2 2 .6 1 +2 3 .0 1 +2 3 .3 1 +2 3.6 1 +2 3 .8 1 +2 4.1 1 +2 4.3 1 +2 4 .4 1 +2 4 .4 1 +2 4 .6 1 +2 4 .8 1 +2 5.0 1 +2 5 .1 1 +2 5 .2 1 +2 5 .3 1 +2 6 .5 1 +2 +4 11. 4 1 +2 +4 Outlet Structure File: CURRY .STR POND-2 Version: 5.21 Date Executed: S/N: Time Executed: ******************* Outlet Structure Curry Plumbing College Station, TX ******************* Outlet Structure File: Planimeter Input File: Rating Table Output File: S:\ENGR\DETAIN\CURRY\CURRY S:\ENGR\DETAIN\CURRY\CURRY S:\ENGR\DETAIN\CURRY\CURRY .STR .VOL .PND Min. Elev. (ft) = 91. 8 Max. Elev. (ft) = 99 Iner. (ft) Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * 97.5 98.5 95.65 ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure No. Q Table Q Table ----------------------- CULVERT-CR 1 -> 1 CULVERT-CR 2 + 1 -> 3 INLET BOX 4 + 3 -> 5 Outflow rating table summary was stored in file: S:\ENGR\DETAIN\CURRY\CURRY .PND . 2 ' Outlet Structure File: CURRY .STR S/N: POND-2 Version: 5 .21 Date Executed: Time Executed: ******************* Outlet Structure Curry Plumbing College Station, TX ******************* >>>>>> Structure No. 1 <<<<<< (Input Data) CULVERT-CR Circular Culvert (With Inlet Control) El elev. (ft)? E2 elev. (ft) ? Diam . (ft)? Inv . el. (ft)? Slope (ft/ft)? Tl ratio? T2 ratio? K Coeff .? M Coeff.? c Coeff .? Y Coeff.? Form 1 or 2? Slope factor? 91. 8 99.001 0 .5 91. 8 0 .02 0.0098 2 0 .0398 0.67 1 -0.5 ' Outlet Structure File: CURRY .STR S/N: POND-2 Version: 5.21 Date Executed: Time Executed: ******************* Outlet Structure Curry Plumbing College Station, TX ******************* >>>>>> Structure No . 2 <<<<<< (Input Data ) CULVERT-CR Circular Culvert (With Inlet Control) El elev. (ft)? E2 elev. (ft)? Diam. (ft)? Inv. el .(ft)? Slope (ft/ft)? Tl ratio? T2 ratio? K Coeff.? M Coeff,? c Coeff.? Y Coeff.? Form 1 or 2? Slope factor? 91. 8 99.001 0.66667 95.65 0.02 0.0098 2 0.0398 0.67 1 -0.5 \ Outlet Structure File: CURRY POND-2 Version: 5.21 Date Executed: .STR S/N: Time Executed: ******************* Outlet Structure Curry Plumbing College Station, TX ******************* >>>>>> Structure No. 4 <<<<<< (Input Data) INLET BOX Weir & Orifice defined by length and area Elelev.(ft)? 91.8 E2 elev . (ft)? 99 .001 Crest elev. (ft)? 98 .70 Weir length (ft)? 10.6 Weir coefficient? 3.33 Orifice area (sq.ft)? 2.8 Orifice coefficient? 0.6 Start transition elev. (ft) @ ? Transition height (ft)? ' Outlet Structure File: CURRY .STR S/N: POND-2 Version : 5.21 Date Executed: Time Executed: ******************* Outlet Structure Curry Plumbing College Station, TX ******************* Outflow Rating Table for Structure #1 CULVERT-CR Circular Culvert (With Inlet Control) ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 91.80 0 .0 No headwater 92.00 0.1 Equ.1: HW =.2 dc=.15 92.20 0.3 Equ.1: HW =. 4 de=. 272 92.40 0.5 Transition: HW =.6 92.60 0.7 Submerged: HW =.8 92.80 0.8 Submerged: HW =1.0 93.00 0.9 Submerged: HW =1.2 93.20 1. 0 Submerged: HW =l. 4 93.40 1.1 Submerged: HW =1. 6 93.60 1. 2 Submerged: HW =l. 8 93.80 1. 3 Submerged: HW =2 .0 94.00 1. 3 Submerged: HW =2 .2 94.20 1. 4 Submerged: HW =2 .4 94.40 1. 5 Submerged: HW =2.6 94.60 1. 5 Submerged: HW =2.8 94.80 1. 6 Submerged: HW =3.0 95.00 1. 7 Submerged: HW =3.2 95.20 1. 7 Submerged: HW =3.4 95.40 1. 8 Submerged: HW =3.6 95.60 1. 8 Submerged: HW =3.8 95.65 1. 8 Submerged: HW =3 .85 95.80 1. 9 Submerged: HW =4.0 96.00 1. 9 Submerged: HW =4 .2 96.20 2.0 Submerged: HW =4 .4 96. 40 2 .0 Submerged: HW =4.6 96. 60 2.1 Submerged: HW =4 .8 96. 80 2 .1 Submerged: HW =5.0 97.00 2.2 Submerged: HW =5 .2 97.20 2.2 Submerged: HW =5.4 97.40 2.3 Submerged: HW =5.6 97.50 2.3 Submerged: HW =5.7 ) Ac=.049 Ac=.109 Outlet Structure File: CURRY POND-2 Version: 5.21 Date Executed: .STR S/N: Time Executed: >>>>> CONTINUED from previous page <<<<< Outflow Rating Table for Structure #1 CULVERT-CR Circular Culvert (With Inlet Control) ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 97.60 2.3 Submerged: HW =5.8 97.80 2.3 Submerged: HW =6.0 98 .00 2 .4 Submerged: HW =6.2 98.20 2.4 Submerged: HW =6 .4 98.40 2 .5 Submerged : HW =6 .6 98.50 2 .5 Submerged : HW =6 .7 98.60 2 .5 Submerged : HW =6.8 98.80 2.5 Submerged: HW =7.0 99.00 2 .6 Submerged: HW =7.2 Used Unsubmerged Equ. Form (1) for elev. less than 92.37 ft Used Submerged Equation for elevations greater than 92.45 ft HW=Headwater (ft) dc=Critical depth (ft) Ac=Area (sq.ft) at de Transition flows interpolated from the following values: El=92.37 ft; Ql=.49 cfs; Dc=.35 ft; E2=92.45 ft; Q2=.56 cfs \ ' Outlet Structure File: CURRY .STR POND-2 Version: 5.21 Date Execu ted: S/N: Time Executed: ******************* Outlet Structure Curry Plumbing College Station, TX ******************* Outflow Rating Table for Structure *2 CULVERT-CR Circular Culvert (With Inlet Control) ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 91. 80 0 .0 E < Inv.El.= 95.65 92.00 0.0 E < Inv.El .= 95 .65 92.20 0.0 E < Inv.El.= 95.65 92.40 0.0 E < Inv.El.= 95.65 92.60 0 .0 E < Inv.El.= 95.65 92.80 0.0 E < Inv.El.= 95 .65 93.00 0 .0 E < Inv.El.= 95.65 93 .20 0.0 E < Inv.El.= 95.65 93.40 0.0 E < Inv.El .= 95.65 93 .60 0.0 E < Inv.El.= 95 .65 93 . 80 . 0.0 E < Inv.El.= 95.65 94.00 0 .0 E < Inv.El.= 95 .65 94 .20 0.0 E < Inv.El.= 95.65 94 .40 0 .0 E < Inv.El.= 95.65 94 .60 0.0 E < Inv.El .= 95.65 94 .80 0.0 E < Inv.El.= 95.65 95 .00 0.0 E < Inv.El .= 95 .65 95.20 0 .0 E < Inv.El.= 95.65 95.40 0.0 E < Inv.El.= 95.65 95 .60 0.0 E < Inv.El .= 95.65 95 .65 0 .0 No headwater 95 .80 0.1 Equ.l: HW =.15 dc=.109 96 .00 0.3 Equ .1: HW =.35 dc=.254 96 .20 0. 6 Equ .1: HW =.55 de=. 372 96.40 1. 0 Equ.1: HW =.750 de=. 471 96 .60 1.2 Submerged: HW =.95 96.80 1. 5 Submerged: HW =1.15 97.00 1. 7 Submerged: HW =l .35 97 .20 1. 8 Submerged: HW =l.55 97.40 2.0 Submerged: HW =l.75 97.50 2.1 Submerged: HW =1. 85 Ac=.037 Ac=.122 Ac=.2 Ac=.264 \ ' Outlet Structure File: CURRY POND-2 Version: 5.21 Date Executed: .STR S/N: Time Executed: >>>>> CONTINUED from previous page <<<<< Outflow Rating Table for Structure #2 CULVERT-CR Circular Culvert (With Inlet Control) ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 97.60 2.1 Submerged: HW =l .95 97.80 2 .3 Submerged: HW =2.15 98.00 2.4 Submerged: HW =2.35 98.20 2.5 Submerged: HW =2.55 98.40 2.7 Submerged: HW =2.75 98.50 2.7 Submerged: HW =2.85 98.60 2.8 Submerged: HW =2.95 98.80 2.9 Submerged: HW =3.15 99.00 3.0 Submerged: HW =3.35 Used Unsubmerged Equ. Form (1) for elev. less than 96.42 ft Used Submerged Equation for elevations greater than 96.509 ft HW=Headwater (ft) dc=Critical depth (ft) Ac=Area (sq.ft) at de Transition flows interpolated from the following values: El=96.42 ft; Ql=l.O cfs; Dc=.48 ft; E2=96.509 ft; Q2=1.14 cfs \ ' Outlet Structure File: CURRY .STR S/N : POND-2 Version: 5.21 Date Executed: Time Executed: ******************* Outlet Structure Curry Plumbing College Station, TX ******************* Outflow Rating Table for Structure #4 INLET BOX Weir & Orifice defined by l ength and area ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 91. 80 0.0 E < Inv.El.= 98.7 92 .00 0 .0 E < Inv.El.= 98.7 92.20 0.0 E < Inv .El.= 98.7 92.40 0.0 E < Inv .El.= 98.7 92.60 0.0 E < Inv.El.= 98 .7 92 .80 0.0 E < Inv.El.= 98.7 93.00 0.0 E < Inv.El.= 98.7 93.20 0.0 E < Inv.El.= 98.7 93 .40 0.0 E < Inv.El.= 98.7 93.60 0 .0 E < Inv.El.= 98.7 93 .80 0.0 E < Inv.El.= 98.7 94.00 0. o. E < Inv.El.= 98.7 94.20 0.0 E < Inv.El.= 98.7 94.40 0.0 E < Inv.El .= 98.7 94.60 0.0 E < Inv.El.= 98.7 94.80 0.0 E < Inv.El.= 98.7 95.00 0.0 E < Inv.El.= 98.7 95 .20 0.0 E < Inv.El.= 98.7 95.40 0.0 E < Inv.El.= 98 .7 95.60 0.0 E < Inv.El.= 98 .7 95 .65 0.0 E < Inv.El.= 98.7 95 .8 0 0.0 E < Inv.El.= 98 .7 96. 00 0.0 E < Inv.El.= 98.7 96 .20 0.0 E < Inv.El.= 98.7 96. 40 0.0 E < Inv.El.= 98.7 96. 60 0.0 E < Inv.El.= 98.7 96. 80 0.0 E < Inv.El.= 98.7 97.00 0.0 E < Inv.El.= 98.7 97.20 0.0 E < Inv.El.= 98.7 97.40 0.0 E < Inv.El.= 98.7 97.50 0.0 E < Inv.El.= 98.7 97.60 0.0 E < Inv.El.= 98 .7 \ •. Outlet Structure File: CURRY POND-2 Version: 5.21 Date Executed: .STR S/N: Time Executed: >>>>> CONTINUED from previous page <<<<< Outflow Rating Table for Structure #4 INLET BOX Weir & Orifice defined by length and area ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 97.80 0.0 E < Inv.El.= 98 .7 98 .00 0.0 E < Inv.El.= 98.7 98.20 0.0 E < Inv.El.= 98 .7 98.40 0.0 E < Inv.El.= 98.7 98.50 0.0 E < Inv.El.= 98 .7 98.60 0.0 E < Inv.El.= 98.7 98.80 1.1 Weir: H =.1 99.00 5 .8 Weir: H =.3 Weir Cw= 3.33 Weir length= 10.6 ft Orifice Co= .6 Orifice area= 2.8 sq.ft. Q (cfs) = (Cw* L * H**l.5) or (Co* A* sqr (2*g*H)) No transition used, transition height = 0.0 Weir equation = Orifice equation @ elev .= 99 .08194 ft \ Outlet Structure File: CURRY .STR S/N: POND-2 Version: 5.21 Date Executed: Time Executed: ******************* Outlet Structure Curry Plumbing College Station, TX ******************* Outflow Rating Table 3 Table 3 l + 2 Elevation (ft) Q (cfs) Contributing Structures --------------------------------------------- 91. 80 0.0 1 92 .00 0.1 1 92 .20 0.3 1 92 .40 0.5 1 92.60 0.7 1 92 .80 0.8 1 93.00 0 .9 1 93.20 1. 0 1 93. 40 1.1 1 93.60 1. 2 1 93.80 1. 3 1 94 .00 1. 3 1 94.20 1. 4 1 94.40 1.5 1 94.60 1.5 1 94 .80 1. 6 1 95 . 00 1. 7 1 95 .20 1. 7 1 95 .40 1. 8 1 95 .60 1. 8 1 95 .65 1. 8 1 +2 95 .80 1. 9 1 +2 96.00 2.2 1 +2 96.20 2.6 1 +2 96 .40 3.0 1 +2 96.60 3.3 1 +2 96 . 80 3.6 1 +2 97 .00 3.8 1 +2 97.20 4.1 1 +2 97 . 40 4 .3 1 +2 97.50 4.4 1 +2 97 .60 4 .4 1 +2 97.80 4. 6 1 +2 98 .00 4.8 1 +2 98.20 5 .0 1 +2 98.40 5.1 1 +2 98.50 5.2 1 +2 98 .60 5 .3 1 +2 98 .80 5 .4 1 +2 \ 99 .00 5.6 1 +2 Outlet Structure File : CURRY .STR S/N: POND-2 Version : 5 .21 Date Executed : Time Executed: ******************* Outlet Structure Curry Plumbing College Station, TX ******************* Outfl ow Rating Table 5 Table 5 3 + 4 Elevation (ft} Q (cfs) Contributing Structures --------------------------------------------- 91. 80 0.0 1 92 .00 0.1 1 92.20 0 .3 1 92. 40 0.5 1 92 .60 0 .7 1 92.80 0.8 1 93 .00 0 .9 1 93.20 1. 0 1 93 .40 1.1 1 93.60 1.2 1 93 .80 1. 3 1 94 .00 1.3 1 94 .20 1. 4 1 94.40 1.5 1 94 .60 1.5 1 94.80 1. 6 1 95 .00 1. 7 1 95.20 1. 7 1 95.40 1. 8 1 95.60 1. 8 1 95 .65 1. 8 1 +2 95 .80 1. 9 1 +2 96 . 00 2 .2 1 +2 96 .20 2 .6 1 +2 96 .40 3 .0 1 +2 96 .60 3.3 1 +2 96.80 3 .6 1 +2 97.00 3 .8 1 +2 97.20 4.1 1 +2 97 .40 4.3 1 +2 97 .50 4.4 1 +2 97 .60 4 .4 1 +2 97 .80 4 .6 1 +2 98 .00 4 .8 1 +2 98.20 5 .0 1 +2 98.40 5 .1 1 +2 98.50 5 .2 1 +2 98.60 5 .3 1 +2 98 .80 6 .5 1 +2 +4 . ' 99.00 11. 4 1 +2 +4 .. CURRY PLUMBING 1/12/07 4:28 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: UNIFIED STORMWATER DESIGN GUIDELINES, CITIES OF B/CS (March 2006) STORM EVENT: 2YRSTORM B D 65 E 8.0 0.806 2YEARSTORM Drainage Area 1 (Rear) EXISTING MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L, FT Pi, IN. S HOURS MIN TC GRASS PRAIRIE 0.150 300 4.5 1.0% 0.44 26 ~-----~--~-----~ TRAVEL V, FPS TIME CONCENTRATED FLOW D, FT S Table C-4 SEC MIN OVERLAND-GRASSLAND 52 1.0% 0.8 65 1 27 I TYPE C (Table C-3)1 % c I c. -UNDEVELOPED-PASTURE (FLAT) 0.34 100.0% 0.34 100.0% 0.34 I, IN/HR B/(TC+D)"E 3.67 TYPE SF I ACRES I A, ACRES UNDEVELOPED-PASTURE 96,147 2.21 96,147 2.21 Q,CFS CIA 2.76 PROPOSED: MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L, FT Pi, IN. s HOURS MIN TC SMOOTH-CONCRETE 0.011 228 4.5 2.0% 0.03 2 TRAVEL V,FPS TIME CONCENTRATED FLOW D,FT s Table C-4 SEC MIN STREET /GUTTER 152 0.8% 2.5 61 1 10 TYPE C (Table C-3>1 % C I C, -PHASE 1 + 2 ROOF/CONCRETE 0.92 68.0% 0.63 PHASE 1 + 2 GRASS AREAS -GOOD CONDITION (FLAT) 0.28 __ 3_2_.0_% ___ 0_.0_9 100.0% 0.71 I, IN/HR B/(TC+D)"E 6.33 TYPE SF I ACRES I A, ACRES PHASE 1 + 2 ROOF/CONCRETE 80,809 1.86 PHASE 1 + 2 GRASS AREAS -GOOD CONDITION 38,083 0.87 118,892 2. 73 Q, CFS CIA 12.35 ' •, CURRY PLUMBING 1/12/07 4:28 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: UNIFIED STORMWATER DESIGN GUIDELINES, CITIES OF B/CS (March 2006) STORM EVENT: 2YRSTORM EXISTING B 65 2YEARSTORM Drainage Area 2 (Front) D E 8.0 0.806 MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L, FT Pi, IN. S HOURS MIN TC GRASS PRAIRIE 0.150 170 4.5 1.1% 0.27 16 .-----------.---......------------. TRAVEL V, FPS TIME CONCENTRATED FLOW D, FT s Table C-4 SEC MIN OVERLAND-GRASSLAND 0 0.0% 2.2 0 0 16 I TYPE C Cf.able C-3)l % c C, -UNDEVELOPED-PASTURE (FLAT) 0.34 100.0% 0.34 100.0% 0.34 I, IN/HR B/(TC+D)11E 4.97 TYPE SF I ACRES I A, ACRES UNDEVELOPED-PASTURE 38,967 0.89 38,967 0.89 Q,CFS CIA 1.51 PROPOSED: MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L,FT Pi, IN . s HOURS MIN TC SMOOTH-CONCRETE 0.011 70 4.5 0.4% 0.02 TRAVEL V,FPS TIME CONCENTRATED FLOW D,FT s Table C-4 SEC MIN STREET/GUTTER 61 1.1% 3.0 20 0 10 I TYPE C (Table C-3)! % C I C, -PHASE 1 + 2 ROOF/CONCRETE 0.92 65.3% 0.60 PHASE 1 + 2 GRASS AREAS -GOOD CONDITION (FLAT) 0.28 34.7% 0.10 I, IN/HR B/(TC+D)11E TYPE A, ACRES PHASE 1 + 2 ROOF/CONCRETE PHASE 1 + 2 GRASS AREAS -GOOD CONDITION Q, CFS CIA TP, HR TP 40, 100YR, 24 HR, INCHES PERCENTIMPERVOUS VOLUME RUNOFF, PERCENT VOLUME RUNOFF, INCHES TIME TO PEAK, HR _1_0_0-.0-% ___ 0.--70- 6.33 SF I ACRES I 10,597 0.24 5,625 0.13 16,222 0.37 1.64 4.5 68% 85% 3.83 0.61 POND-2 Version: 5.21 S/N: EXECUTED: 01-12-2007 11:33:48 *********************************** * * * * * * * Storm Water Detention Results * Curry Plumbing * College Station, TX * 2-Year Storm Event * * *********************************** Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\2IN .HYO Rating Table file: S:\ENGR\DETAIN\CURRY\CURRY .PND ----INITIAL CONDITIONS---- Elevation 91.80 ft Outflow 0.00 cfs Storage 0.00 ac-ft INTERMEDIATE Page 1 ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------------------------------- I ELEVATION I OUTFLOW STORAGE 2S/t 2S/t + 0 I (ft) I (cfs) (ac-ft) (cfs) I (cfs) 1---------1-------------------------------1------------- 91. 80 I 0.0 0.000 0.0 I 0.0 92.00 I 0.1 0.000 0.0 I 0.1 92.20 I 0.3 0.002 0.2 I 0.5 92.40 I 0.5 0.006 0.6 I 1.1 92.60 I 0.7 0.012 1.2 I 1. 9 92.80 0.8 0.023 2.2 I 3.0 93.00 0.9 0 .038 3.6 I 4.5 93.20 1.0 0.057 5.5 I 6.5 93.40 1.1 0.079 7.6 I 8.7 93.60 1. 2 0 .104 10.1 I 11.3 93.80 1.3 0 .133 12.9 I 14.2 94.00 1.3 0.166 16.1 I 17.4 94.20 1. 4 0.202 19.5 I 20.9 94.40 1.5 0.239 23.1 I 24.6 94.60 1.5 0.277 26.8 I 28.3 94.80 1. 6 0.316 30.6 I 32.2 95 .00 1. 7 0.357 34.6 I 36.3 95.20 1. 7 0.399 38.6 I 40.3 95.40 1. 8 0.440 42.6 I 44.4 95.60 1. 8 0.482 46.7 I 48.5 95.65 1. 8 0.492 47.7 I 49.5 95 .80 1. 9 0.523 50 .7 I 52.6 96.00 2.2 0.565 54.7 I 56.9 96.20 2.6 0.607 58.7 I 61.3 96.40 3.0 0 .648 62.7 I 65.7 96 .60 3.3 0 .690 66.8 I 70.1 96.80 3 .6 0.731 70.8 I 74 .4 97 .00 3.8 0.773 74.8 I 78.6 97.20 4.1 0.814 78.8 I 82.9 97 .40 4.3 0.856 82.9 I 87.2 97.50 4.4 0.877 84.9 I 89.3 -------------------------------------------------------- \ EXECUTED 01-12 -2007 DISK FILES : 2IN .HYD 11:33:48 CURRY GIVEN POND DATA ELEVATION! OUTFLOW I STORAGE (ft) I (cfs) I (ac-ft) ---------1---------1---------- 97.60 I 4.4 I 0 .899 97 .80 I 4.6 I 0 .951 98.00 I 4.8 I 1.016 98 .20 I 5.0 I 1.094 98.40 I 5.1 I 1.184 98.50 I 5.2 I 1.234 98.60 I 5.3 I 1.288 98.80 I 6.5 I 1.406 99.00 I 11.4 I 1 .541 .PND Page 2 INTERMEDIATE ROUTING COMPUTATIONS 2S/t I (cfs) J------------ 1 87.0 I 92.1 I 98.4 I 105.9 I 114. 6 I 119 . 5 I 124.7 I 136 .1 I 149.2 2S/t + 0 (cfs) 91. 4 96.7 103.2 110.9 119. 7 124.7 130. 0 142 .6 160 .6 Time increment (t) = 0 .250 hrs. POND-2 Version: 5.21 S/N: Page 3 EXECUTED: 01-12-2007 11:33:48 Pond File: S:\ENGR\DETAIN\CURRY\CURRY .PND .HYO .HYO Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\2IN Outflow Hydrograph : S:\ENGR\DETAIN\CURRY\OUT INFLOW HYDROGRAPH ROUTING COMPUTATIONS I TIME I (hrs) 1-------- 1 0.000 I 0.250 I 0.500 I 0.750 I 1. 000 I 1. 250 I 1. 500 I 1. 750 I 2.000 I 2 .250 I 2.500 I 2.750 I 3.000 I 3.250 I 3.500 I 3.750 I 4.000 I 4 .250 I 4.500 I 4.750 I 5.000 I 5.250 I 5.500 I 5.750 I 6.000 I 6.250 I 6.500 I 6.750 I 7.000 7.250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11 . 000 INFLOW (cfs) 0.00 4.45 11. 39 10.81 6.36 3.73 2.19 1.29 0.76 0.44 0.26 0.151 0 .091 0.051 0.03 0.02 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 Il+I2 (cfs) 4 .5 15.8 22 .2 17.2 10.1 5.9 3.5 2.1 1.2 0.7 0.4 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2S/t -0 (cfs) -0.0 2.7 15.8 34.6 48.1 53.5 54.6 53.5 51. 3 48.7 45.8 42.6 39.3 36.1 32.8 29.6 26.5 23.6 20.6 17.8 15.2 12.6 10.1 7.8 5 .7 3 .8 2.1 0 .6 -0 .1 -0.1 -0.1 -0 .1 -0.1 -0 .1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 2S/t + 0 I OUTFLOW IELEVATIONI (c fs) I (cfs) I (ft) I --------------------1---------1 0.0 4. 4 18.5 38.0 51. 8 58.1 59.4 58.1 55.5 52.5 49.4 46.2 42.8 39.5 36.11 32.81 29.61 26.61 23.61 20.61 17.81 15.21 12.61 10.1 7.8 5.7 3.8 2.1 0.6 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.11 -0.11 -0 .11 -0.11 -0.11 -0.11 -0.11 -0.11 -0.11 0 .00 0.89 1. 33 1. 70 1. 88 2.31 2.43 2.31 2.10 1. 90 1. 80 1. 80 1. 76 1. 70 1. 70 1. 61 1. 53 1.50 1.-4 7 1.39 1.31 1.30 1.25 1.15 1. 06 0.96 0.85 0. 72 0 .35 0.00 0.00 0 .00 0.00 0 .00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 91. 80 92.99 94.06 95.09 95.76 96.06 96.12 96.05 95.94 95.80 95.65 95.49 95.32 95.16 94.99 94.83 94.67 94 .51 94.34 94.18 94.03 93 .86 93 .69 93.51 93.32 93.12 92.90 92.63 92 .25 91. 80 91. 80 91.80 91. 80 91. 80 91. 80 91. 80 91. 80 91 .80 91. 80 91. 80 91.80 91. 80 91. 80 91.80 91. 80 POND-2 Version: 5.21 S/N: Page 4 EXECUTED: 01-12-2007 11:33:48 Pond File: S:\ENGR\DETAIN\CURRY\CURRY .PND Inf low Hydrograph: S:\ENGR\DETAIN\CURRY\2IN .HYO Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------------------------------------------------- TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 I OUTFLOW ELEVATION I (hrs) I (cfs) I (cfs) (cfs) I (cfs) I (cfs) (ft) --------1---------1 ---------------------1-----------1------------------ 11. 250 I 0.00 1 0.0 -0.1 I -0.11 0.00 91. 80 11.500 I 0.001 0.0 -0.1 I -0.11 0.00 91. 80 11.750 I 0.001 0.0 -0.1 I -0.1 0.00 91. 80 12.000 I 0.001 0.0 -0.1 I -0.1 0.00 91. 80 12.250 I 0.001 0.0 -0 .1 I -0.1 0.00 91. 80 12.500 I 0 .001 0.0 -0 .1 I -0 .1 0 .00 91. 80 12.750 I 0.001 0.0 -0.1 I -0.1 0 .00 91. 80 13.000 I 0.001 0.0 -0.1 I -0 .1 0 .00 91. 80 13.250 I 0.001 0.0 -0 .1 I -0.1 0.00 91. 80 13. 500 I 0.001 0.0 -0.1 I -0.1 0.00 91. 80 13.750 I 0 .00 0.0 -0.1 I -0.1 0.00 91. 80 14.000 I 0.00 0.0 -0.1 -0.1 0.00 91. 80 14.250 I 0.00 0.0 -0.1 -0.1 0.00 91. 80 14.500 0.00 0 .0 -0.1 -0.1 0.00 91. 80 14 .750 0 .00 0.0 -0.1 -0.1 0.00 91. 80 15.000 0 .00 0.0 -0 .1 -0.11 0.00 91. 80 15.250 0.00 0.0 -0.1 -0.1 1 0.00 91. 80 15.500 0 .00 0.0 -0.1 -0.11 0.00 91. 80 15 .750 0 .00 0.0 -0 .1 -0.11 0.00 91. 80 16.000 0 .00 0.0 -0.1 -0.11 0.00 91. 80 16.250 0.00 0.0 -0.1 -0.11 0.00 91. 80 16.500 0 .00 0.0 -0.1 -0.1 1 0.00 91. 80 16.750 0 .00 0.0 -0.1 -0.11 0.00 91.80 17.000 0 .00 0.0 -0.1 -0.11 0.00 91. 80 17.250 0 .001 0.0 -0.1 -0.11 0.00 91. 80 17'. 500 0 .001 0.0 -0.1 -0.11 0.00 91. 80 17.750 0.001 0.0 -0.1 -0.11 0.00 91. 80 18.000 0 .00 1 0.0 -0.1 -0 .11 0.00 91.80 18 .250 0.00 1 0.0 -0 .1 -0.11 0 .00 91. 80 18.500 0 .00 1 0.0 -0 .1 -0.11 0 .00 91. 80 18.750 0 .00 1 0.0 -0 .1 -0.1 1 0 .00 91. 80 19.000 0 .001 0.0 -0.1 -0.11 0.00 91. 80 19.250 0.001 0.0 -0.1 -0.11 0.00 91. 80 19.500 0.00 1 0.0 -0.1 -0.11 0.00 91.80 19.750 0.001 0.0 -0 .1 -0 .11 0.00 91. 80 20 .000 0.001 0.0 -0.1 -0.11 0 .00 91. 80 20.250 0 .001 0.0 -0.1 -0.11 0 .00 91. 80 20 .500 0.001 0.0 -0.1 -0.11 0 .00 91. 80 20 .750 0 .001 0.0 -0.1 -0.11 0 .00 91. 80 21.000 0.00 1 0.0 -0 .1 -0.11 0.00 91. 80 21 .250 0.001 0.0 -0.1 -0 .11 0.00 91. 80 21 .500 0.001 0.0 -0.1 -0.11 0.00 91. 80 21. 750 0.001 0.0 -0.1 -0.11 0.00 91. 80 22 .000 0.001 0.0 -0.1 -0.11 0.00 91. 80 22.250 0.001 0.0 -0.1 -0.11 0 .00 91. 80 22 .500 0.001 0.0 -0.1 -0.11 0 .00 91. 80 ------------------------------------------------------------------------ POND-2 Version: 5.21 S/N: Page 5 EXECUTED: 01-12-2007 11:33:48 Pond File: S:\ENGR\DETAIN\CURRY\CURRY .PND .HYD .HYD Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\2IN Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 I OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I 1--------1---------1 1---------1------------1-----------1---------1---------1 I 22.750 I 0.001 I 0.0 I -0.1 I -0.11 o.oo I 91.80 I I 23.000 I 0.001 I 0.0 I -0.1 I -0.11 0.00 I 91.80 I I 23.250 I 0.001 I o.o I -0.1 I -0.11 o.oo I 91.80 I I 23.500 I 0.001 I o.o I -0.1 I -0.11 o.oo I 91.80 I I 23.750 I 0.001 I 0.0 I -0.1 I -0.11 0.00 I 91.80 I I 24.000 I 0.001 I 0.0 I -0.1 I -0.11 o.oo I 91.80 I \ POND-2 Version: 5.21 S/N: Page 6 EXECUTED: 01-12-2007 11:33:48 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: S:\ENGR\DETAIN\CURRY\CURRY .PND .HYD .HYO Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\2IN Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT Starting Pond W.S . Elevation 91.80 ft ***** Summary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 11.39 cfs 2.43 cfs 96.12 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 0.59 ac-ft 0.59 ac-ft ***** 0.0 .25 .5 .75 1. 0 1. 25 1. 5 1. 75 2 .0 2 .25 2 .5 2.75 3.0 3.25 3.5 3 .75 4 .0 4.25 4 .5 4.75 PON0-2 Version: 5.21 S/N: Pond File: S :\ENGR\OETAIN\CURRY\CURRY Inflow Hydrograph: S:\ENGR\OETAIN\CURRY\2IN Outflow Hydrograph: S:\ENGR\OETAIN\CURRY\OUT Peak Inf low Peak Outflow Peak Elevation 11.39 cfs 2 .43 cfs 96.12 ft .PNO .HYO .HYO Page 7 EXECUTED: 01-12-2007 11:33:48 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 -Ix I x -I I -1 I -I I -I I -I I -I I -1 I -I I * -1 * I * -1 * I * -I * I* -I* I* -I* I* -I* I* -I* I* -I* I* -I* I* -I* I* -I* I TIME (hrs) 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 x x x x x x x x x x * File: S:\ENGR\OETAIN\CURRY\2IN x File: S:\ENGR\OETAIN\CURRY\OUT .HYO .HYO Qmax Qmax 11.4 cfs 2.4 cfs \ ·- CURRY PLUMBING 1112107 4:28 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: UNIFIED STORMWATER DESIGN GUIDELINES, cmES OF B/CS (March 2006) STORM EVENT: 10 YR STORM B D 80 E 8.5 0.763 10 YEAR STORM Drainage Area 1 (Rear) EXISTING MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L, FT Pi, IN. S HOURS MIN TC GRASS PRAIRIE 0.150 300 7.4 1.0% 0.34 20 .----T-RA_V_E_L __ ,,_V-.-F-PS---.,..---T-IM_E __ _, CONCENTRATED FLOW D, FT S Table C-4 SEC MIN OVERLAND-GRASSLAND 52 1.0% 0.8 65 1 22 I TYPE C (Table C-3)1 % C I C, -UNDEVELOPED-PASTURE (FLAT) 0.34 100.0% 0.34 -------100.0% 0.34 I, IN/HR 8/(TC+D)AE 5.96 TYPE SF I ACRES I A, ACRES UNDEVELOPED-PASTURE 96,147 2.21 96,147 2.21 Q,CFS CIA 4.47 PROPOSED: MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L, FT Pi, IN. s HOURS MIN TC SMOOTH-CONCRETE 0.011 228 7.4 2.0% 0.03 2 TRAVEL V,FPS TIME CONCENTRATED FLOW D, FT s Table C-4 SEC MIN STREET/GUTTER 152 0.8% 2.5 61 1 10 I TYPE C (Table C-3>1 % C I C, -PHASE 1 + 2 ROOF/CONCRETE 0.92 68.0% 0.63 PHASE 1+2 GRASS AREAS-GOOD CONDITION (FLAT) 0.28 _ _,3 __ 2_.0_% ___ 0_.0_9 100.0% 0.71 I, IN/HR B/(TC+D)AE 8.63 I TYPE SF I ACRES I A, ACRES PHASE 1 + 2 ROOF/CONCRETE 80,809 1.86 PHASE 1 + 2 GRASS AREAS -GOOD CONDITION 38,083 0.87 118,892 2.73 Q, CFS CIA 16.85 ' CURRY PLUMBING 1112101 4:28 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: UNIFIED STORMWA TER DESIGN GUIDELINES, cmES OF BICS (March 2006) STORM EVENT: 10YR STORM B D 80 E 8.5 0.763 10 YEAR STORM Drainage Area 2 (Front) EXISTING MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L, FT Pi, IN. S HOURS MIN TC GRASS PRAIRIE 0.150 170 7.4 1.1% 0.21 13 r--=T=RA~V~E=L--,.......,.v..,...~F=P=s-.---=T~IM=E:-----, ,.-,,.c-=-o.,....,N-=-c=E.,..,.NT=RA,,....,..,T=E=D,...,F=L-::0,..,-W~---t----,D::-,-=F=T,.........---,s,,-----t Table C-4 SEC MIN OVERLAND-GRASSLAND 0 0.0% 2.2 0 0 13 I TYPE C (Table C-3>1 % C I C, -UNDEVELOPED-PASTURE (FLAT) 0.34 100.0% 0.34 -~1 o'"""o"'""'.o..,..%,..----::o"'""'.34...,... I, IN/HR B/(TC+D)"E 7.78 TYPE SF I ACRES I A, ACRES UNDEVELOPED-PASTURE 38,967 0.89 38,967 0.89 Q,CFS CIA 2.37 PROPOSED: MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L,FT Pi, IN. s HOURS MIN TC SMOOTH-CONCRETE 0.011 70 7.4 0.4% 0.02 TRAVEL V,FPS TIME CONCENTRATED FLOW D,FT s Table C-4 SEC MIN STREET/GUTIER 61 1.1% 3.0 20 0 10 I TYPE C (Table C-3>1 % C I C, -PHASE 1 + 2 ROOF/CONCRETE 0.92 65.3% 0.60 PHASE 1+2 GRASS AREAS -GOOD CONDITION (FLAT) 0.28 __ 34_.7_% ___ 0_.1_0 100.0% 0.70 I, IN/HR B/(TC+D)"E 8.63 I TYPE SF I ACRES I A, ACRES PHASE 1 + 2 ROOF/CONCRETE 10,597 0.24 PHASE 1 + 2 GRASS AREAS -GOOD CONDITION 5,625 0.13 16,222 0.37 Q,CFS CIA 2.24 TP, HR TP 40, 100YR, 24 HR, INCHES 7.4 PERCENTIMPERVOUS 68% VOLUME RUNOFF, PERCENT 85% VOLUMERUNOF~INCHES 6.29 TIME TO PEAK, HR 0.74 POND-2 Version: 5.21 S/N: EXECUTED: 01-12-2007 11:34:44 *********************************** * * * * * * Storm Water Detention Results * Curry Plumbing * College Station, TX * 10-Year Storm Event * * * *********************************** Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\lOIN .HYD Rating Tabl e file: S:\ENGR\DETAIN\CURRY\CURRY .PND ----INITIAL CONDITIONS---- Elevation 91.8 0 ft Outflow 0.0 0 cfs Storage 0.0 0 ac-ft INTERMEDIATE Page 1 ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------------------------------ ELEVATION OUTFLOW STORAGE I 2S/t 2S/t + 0 (ft) (cfs) (ac-ft) I I (cfs) I (cfs ) ----------------------------1 1------------1------------- 91. 80 0.0 0 .000 1 0.0 I 0 .0 92.00 0.1 0.0001 0.0 I 0.1 92 .. 20 0.3 0 .0021 0 .2 I 0.5 92 .40 0.5 0.0061 0.6 I 1.1 92 .60 0.7 0.0121 1.2 1. 9 92.80 0.8 0.0231 2 .2 3.0 93 .00 0.9 0 .0381 3.6 4.5 93.20 1.0 0 .0571 5.5 6.5 93.40 1.1 0 .079 1 7.6 8 .7 93 .60 1.2 0 .104 1 10.1 11. 3 93 .80 1.3 0 .13 31 12.9 14.2 94 .00 1.3 0.166 16.1 17.4 94 .20 1. 4 0 .202 19.5 20.9 94.40 1. 5 0.239 23 .1 24.6 94 . 60 1. 5 0.277 26.8 28.3 94.80 1. 6 0.316 30.6 32.2 95.00 1. 7 0.35 7 34.6 36.3 95.20 1. 7 0 .399 38.6 40.3 95.40 1. 8 0.440 42.6 44.4 95 .60 1. 8 0 .482 46.7 48.5 95.65 1. 8 0.492 47 .7 49.5 95.80 1. 9 0.523 50.7 52 .6 96. 00 2.2 0.565 54.7 56.9 96 .20 2.6 0 .607 58.7 61. 3 96.40 3.0 0.648 62.7 65.7 96. 60 3.3 0.690 66 .8 70.1 96 . 80 3.6 0.731 70.8 74.4 97 .00 3.8 0.773 74.8 78.6 97.20 4.1 0.814 78.8 82.9 97.40 4.3 0.856 82.9 87.2 97.50 4.4 0 .877 84 .9 89.3 -------------------------------------------------------- •, EXECUTED 01-12-2007 11:34:44 DISK FILES: lOIN .HYD CURRY .PND GIVEN POND DATA ELEVATION! OUTFLOW I STORAGE I (ft) I (cfs) I (ac-ft) I ---------1---------1----------1 97 .60 I 4.4 I 0.899 1 97.80 I 4.6 I 0.951 1 98.00 I 4.8 I 1.016 1 98.20 I 5.0 I 1.094 1 98.40 I 5.1 I 1.184 1 98 .50 I 5.2 I 1 .234 1 98.60 I 5.3 I 1.288 1 98.80 I 6.5 I 1.406 1 99 .00 I 11.4 I 1.541 1 Page 2 INTERMEDIATE ROUTING COMPUTATIONS 2S/t (cfs) 87.0 92.1 98 .4 105.9 114. 6 119 .5 124.7 136.1 149.2 2S/t + 0 (cfs) I -------------1 91. 4 I 96.7 I 103.2 I 110. 9 I 119. 7 I 124.7 I 130 .0 I 142.6 I 160.6 I Time increment (t) = 0.250 hrs. ·- POND-2 Version: 5.21 S/N: Page 3 EXECUTED: 01-12-2007 11:34:44 Pond File: S:\ENGR\DETAIN\CURRY\CURRY .PND Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\lOIN .HYO Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS --------------------------------------------------------------------- TIME INFLOW I I Il+I2 2S/t -0 2S/t + 0 OUTFLOW I ELEVATION I (hrs) (cfs) I I (cfs) (cfs) I (cfs) (cfs) (ft) I -----------------1 1---------------------1-----------------------------! 0.000 0.001 -0.0 I 0.0 0.00 91. 80 I 0.250 4.321 4.3 2 .5 I 4.3 0.89 92.97 I 0.500 12.841 17.2 17.0 I 19.7 1.37 94.13 I 0.750 16.841 29.7 43.1 I 46.7 1.80 95 .51 I 1. 000 12.62 1 29.5 65.6 I 72 .5 3.47 96. 71 I 1. 250 8.141 20.8 77.8 I 86.3 4.26 97.36 I 1. 500 5.241 13. 4 82 .4 I 91. 2 4.40 97.59 I 1. 750 3.381 8.6 82.2 I 91. 0 4.40 97 .58 I 2.000 2.181 5.6 79.1 I 87.8 4.33 97.43 I 2.250 1. 40 3.6 74.5 I 82.7 4.08 97.19 I 2 .500 0.91 2.3 69 .4 I 76.8 3. 72 96 .92 I 2.750 0.58 1. 5 64.2 I 70.9 3.36 96.64 I 3.000 0.38 1. 0 59 .2 I 65.1 2.95 96.37 I 3 .250 0.24 0.6 54.9 I 59.9 2.47 96 .13 I 3.500 0.16 0.4 51.1 I 55.3 2.09 95.93 I 3.750 0.10 0.3 47 .7 51. 4 1. 86 95 .74 I 4.000 0 .0 6 0.2 44.2 47.8 1. 80 95.57 I 4.250 0.04 0.1 40.7 44.3 1. 80 95 .40 I 4.500 0.03 0.1 37.4 40.8 1. 71 95 .22 I 4.750 0.02 0.1 34 .0 37.4 1. 70 95.06 I 5.000 0.01 0.0 30 .8 34.1 1. 65 94.89 I 5.250 0.01 0.0 27.7 30.8 1.56 94 .73 I 5.500 0.00 0.0 24 .7 27.7 1.50 94 .57 I 5.750 0.00 0.0 21. 7 24.7 1.50 94.40 I 6.000 0.00 0.0 18.8 21. 7 1. 42 94 .24 I 6.250 0 .00 0.0 16.2 18.8 1.34 94.08 6.500 0.00 0.0 13.6 16.2 1.30 93. 92 6.750 0.00 0.0 11. 0 13. 6 1.28 93.76 7.000 0.00 0.0 8.6 11. 0 1.19 93 .58 7.250 0.00 0.0 6.4 8.61 1.10 93 .39 7.500 0.00 0.0 4.4 6.41 1.00 93.20 7.750 0.00 0.0 2.7 4.41 0.89 92.99 8.000 0 .00 0.0 1.1 2.7 0 .77 92.74 8.250 0.00 0.0 0.1 1.1 0.52 92.42 8.500 0.00 0.0 -0.0 0.1 0.07 91.93 8.750 0.00 0.0 -0.0 -0.0 0.00 91. 80 9 .000 0.00 0.0 -0.0 -0.0 0.00 91. 80 9.250 0.00 0.0 -0.0 -0.0 0.00 91. 80 9.500 0.001 0.0 -0.0 -0.0 0.00 91. 80 9.750 0.001 0.0 -0.0 -0.0 0.00 91.80 10.000 0.001 0.0 -0.0 -0.0 0.00 91. 80 10.250 0.001 0.0 -0.0 -0.0 0.00 91. 80 10.500 0.001 0.0 -0.0 -0.0 0.00 91. 80 10.750 0.001 0.0 -0.0 -0.0 0.00 91. 80 11. 000 0 .001 0.0 -0.0 -0.0 0.00 91. 80 ------------------------------------------------------------------------ ' ' POND-2 Version: 5.21 S/N: Page 4 EXECUTED: 01-12-2007 11:34:44 Pond File: S:\ENGR\DETAIN\CURRY\CURRY .PND Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\lOIN .HYO Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------------------------------------------------TIME I INFLOW I Il+I2 I 2S/t -0 2S/t + 0 OUTFLOW ELEVATION I (hrs) I (cfs) I (cfs) (cfs) (cfs) (cfs) (ft) 1--------1---------1 --------------------------------------------------11. 250 I 0.001 0.0 -0.0 -0.0 0.00 91. 80 11. 500 0.001 0.0 -0.0 -0.0 0.00 91. 80 11.750 0.001 0.0 -0.0 -0.0 0.00 91. 80 12.000 0.001 0.0 -0.0 -0.0 0.00 91. 80 12.250 0.001 0.0 -0.0 -0.0 0.00 91. 80 12.500 0.001 0.0 -0.0 -0.0 0.00 91.80 12.750 0.001 0.0 -0.0 -0.0 0.00 91. 80 13. 000 0.001 0.0 -0.0 -0.0 0.00 91. 80 13.250 0.001 0.0 -0.0 -0.0 0.00 91. 80 13. 500 0.00 0.0 -0.0 -0.0 0.00 91. 80 13.750 0.00 0.0 -0.0 -0.0 0.00 91.80 14.000 0.00 0.0 -0.0 -0.0 0.00 91. 80 14.250 0.00 0.0 -0.0 -0.0 0.00 I 91.80 14.500 0.00 0.0 -0.0 -0.0 o.oo I 91. 80 14.750 0.00 0.0 -0.0 -0.0 0.00 I 91. 80 15.000 0.00 0.0 -0.0 -0.0 0.00 91. 80 15.250 0.00 0.0 -0.0 I -0.01 0.00 91. 80 15.500 I 0.00 0.0 -o.o I -0.01 0.00 91.80 15.75'0 I 0.00 0.0 -0.0 I -0.01 0.00 91.80 16.000 I 0.00 0.0 -o.o I -0.01 0.00 91. 80 16.250 I 0.00 0.0 -0.0 -0.01 0.00 91.80 16.500 I 0.00 0.0 -0.0 -0.01 0.00 91. 80 16.750 I 0.00 0.0 -0.0 -0.01 0.00 91. 80 17.000 I 0.00 o.o I -0.0 -0.01 0.00 91. 80 17.250 I 0.00 o.o I -0.0 -0.01 0.00 91. 80 17.500 I 0.00 0.0 I -0.0 -0.01 0.00 91. 80 17.750 I 0.00 0.0 I -0.0 -0.01 0.00 91. 80 18.000 I 0.00 0.0 I -0.0 -0.01 0.00 91. 80 18.250 I 0.00 0.0 I -0.0 -0.01 0.00 91. 80 18.500 I 0.00 I o.o I -0.0 -0.01 o.oo I 91. 80 18.750 I 0.00 I 0.0 I -0.0 -0.01 0.00 I 91. 80 19.000 I 0.00 I o.o I -0.0 -0.01 o.oo I 91. 80 19.250 I 0.00 I 0.0 I -0.0 -0.01 o.oo I 91. 80 19.500 I 0.00 I o.o I -0.0 -0.01 0.00 I 91. 80 19.750 I 0.00 I 0.0 I -0.0 -0.01 0.00 I 91. 80 20.000 I 0.00 I 0.0 I -0.0 -0.01 0.00 I 91. 80 20.250 I 0.00 I 0.0 I -0.0 -0.01 o.oo I 91. 80 20.500 I 0.00 I 0.0 I -0.0 -0.01 0.00 I 91. 80 20.750 I 0.001 I 0.0 I -0.0 -0.01 o.oo I 91. 80 21. ooo I 0.001 I 0.0 I -0.0 -0.01 0.00 I 91. 80 21. 250 I 0.001 I 0.0 I -0.0 -0.01 o.oo I 91. 80 21. 500 I 0.001 I 0.0 I -0.0 -0.01 o.oo I 91. 80 21. 750 I 0.001 I o.o I -0.0 -0.01 0.00 I 91. 80 22.000 I 0.001 I 0.0 I -0.0 I -0.01 0.00 I 91. 80 22.250 I 0.001 I o.o I -0.0 I -0.01 o.oo I 91. 80 22.500 I 0.001 I o.o I -0.0 I -0.01 0.00 I 91. 80 ------------------------------------------------------------------------ POND-2 Version: 5.21 S/N: Page 5 EXECUTED: 01-12-2007 11:34:44 Pond File: S:\ENGR\DETAIN\CURRY\CURRY .PND .HYD .HYD Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\lOIN Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT INFLOW HYDROGRAPH I TIME INFLOW I I (hrs) I (cfs) I 1--------1---------1 I 22.750 I 0.001 I 23.000 I 0.001 I 23.250 I 0 .001 I 23.500 I 0.001 I 23 .750 I 0.001 I 24.000 I 0.001 ROUTING COMPUTATIONS Il+I2 2S/t -0 2S/t + 0 I OUTFLOW IELEVATIONI I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I 1---------1------------1-----------1---------1---------1 I o.o I -0.0 I -0.01 0.00 I 91.80 I I 0.0 I -o.o I -0.01 0.00 I 91.80 I I 0.0 I -0.0 I -0.01 o.oo I 91 .80 I I o.o I -0.0 I -0.01 0.00 I 91.80 I I 0.0 I -o.o I -0.01 0.00 I 91.80 I I o.o I -0 .0 I -0.01 0.00 I 91.80 i POND-2 Version: 5 .21 S/N: Page 6 EXECUTED: 01-12-2007 11:34:44 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: S :\ENGR\DETAIN\CURRY\CURRY .PND .HYO .HYO Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\l OIN Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT Starting Pond W.S. Elevation 91. 80 ft ***** Summary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 16 .84 cfs 4 .40 cfs 97 .59 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 0.90 ac-ft 0 .90 ac-ft ***** .25 .5 .75 1.0 1. 25 1. 5 1. 75 2.0 2.25 2.5 2.75 3.0 3.25 3.5 3.75 4.0 4.25 4.5 4.75 5.0 * x POND-2 Version: 5.21 S/N: Pond File: S:\ENGR\DETAIN\CURRY\CURRY Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\lOIN Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT Peak Inflow Peak Outflow Peak Elevation 16.84 cfs 4.40 cfs 97.59 ft .PND .HYO .HYO Page 7 EXECUTED: 01-12-2007 11:34:44 Flow (cfs) 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 -I I -1 I -1 I -I I -I I -I I -I I -1 I -I I -I - - - - - - - * * * * * * * * * * -I* I* -I* I TIME * * * * * (hrs) * * File: File: 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 x x x x * x x x x x x x x * * * * S:\ENGR\DETAIN\CURRY\lOIN S:\ENGR\DETAIN\CURRY\OUT * .HYO .HYO * * * Qmax Qmax * * 16.8 cfs 4.4 cfs \ CURRY PLUMBING 1112101 4:28 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: UNIFIED STORMWATER DESIGN GUIDELINES, cmES OF B/CS (March 2006) STORM EVENT: 25YRSTORM B D 89 E 8.5 0.754 25 YEAR STORM Drainage Area 1 (Rear) EXISTING MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L, FT Pi, IN. S HOURS MIN TC GRASS PRAIRIE 0.150 300 8.4 1.0% 0.32 19 r---=TRA~V~E~L----,......,..,v~.F=P~S---r---=T~IM=E,....---. ~-------~------~------< CONCENTRATED FLOW D, FT S Table C-4 SEC MIN OVERLAND-GRASSLAND 52 1.0% 0.8 65 1 20 I TYPE C (Table C-3ll % c I C, -UNDEVELOPED-PASTURE (FLAT) 0.34 100.0% 0.34 100.0% 0.34 I, IN/HR B/(TC+D)"E 7.06 TYPE SF I ACRES I A, ACRES UNDEVELOPED-PASTURE 96,1 47 2.21 96,147 2.21 Q,CFS CIA 5.30 PROPOSED: MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L,FT Pi, IN. s HOURS MIN TC SMOOTH-CONCRETE 0.011 228 8.4 2.0% 0.02 TRAVEL V,FPS TIME CONCENTRATED FLOW D,FT s Table C-4 SEC MIN STREET/GUTTER 152 0.8% 2.5 61 1 10 I TYPE C (Table C-3)1 % C I C, -PHASE 1 + 2 ROOF/CONCRETE 0.92 68.0% 0.63 PHASE 1 + 2 GRASS AREAS -GOOD CONDITION (FLAT) 0.28 __ 3_2_.0_% ___ 0._09_ 100.0% 0.71 I, IN/HR B/(TC+D)"E 9.86 I TYPE SF I ACRES I A, ACRES PHASE 1 + 2 ROOF/CONCRETE 80,809 1.86 PHASE 1+2 GRASS AREAS-GOOD CONDITION 38,083 0.87 118,892 2.73 Q, CFS CIA 19.24 CURRY PLUMBING 1112101 4:28 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: UNIFIED STORMWATER DESIGN GUIDELINES, CITTES OF B/CS (March 2006) STORM EVENT: 25YR STORM B D 89 E 8.5 0.754 25 YEAR STORM Drainage Area 2 (Front) EXISTING MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L, FT Pi, IN . S HOURS MIN TC GRASS PRAIRIE 0.150 ~-1_70 ___ 8_.4_~_1_.1_%"---~-0_.2_0 ____ 1~2 TRAVEL V, FPS TIME CONCENTRATED FLOW D, FT S Table C-4 SEC MIN OVERLAND-GRASSLAND 0 0.0% 2.2 0 0 12 I TYPE C (Table C-3>1 % c I C, -UNDEVELOPED-PASTURE (FLAT) 0.34 100.0% 0.34 100.0% 0.34 I, IN/HR B/(TC+D)"E 9.15 TYPE SF I ACRES I A, ACRES UNDEVELOPED-PASTURE 38,967 0.89 38,967 0.89 Q,CFS CIA 2.78 PROPOSED: MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L,FT Pi, IN . s HOURS MIN TC SMOOTH-CONCRETE 0.011 70 8.4 0.4% 0.02 TRAVEL V,FPS TIME CONCENTRATED FLOW D,FT s Table C-4 SEC MIN STREET /GUTTER 61 1.1% 3.0 20 0 10 I TYPE C (Table C-3>1 % C I C, -PHASE 1 + 2 ROOF/CONCRETE 0.92 65.3% 0.60 PHASE 1 + 2 GRASS AREAS -GOOD CONDITION (FLAT) 0.28 __ 34_. 7_% ___ 0._10_ 100.0% 0.70 I, IN/HR B/(TC+D)"E 9.86 I TYPE SF I ACRES I A, ACRES PHASE 1 + 2 ROOF/CONCRETE 10,597 0.24 PHASE 1 + 2 GRASS AREAS -GOOD CONDITION 5,625 0.13 16,222 0.37 Q,CFS CIA 2.56 TP, HR TP 40, 1 OOYR, 24 HR, INCHES 8.4 PERCENT IMPERVOUS 68% VOLUME RUNOFF, PERCENT 85% VOLUME RUNOFF, INCHES 7.14 TIME TO PEAK, HR 0.73 . ', POND-2 Version: 5.21 S/N: Page 1 EXECUTED: 01-12-2007 11:35 :10 *********************************** * * * * * * * Storm Water Detention Results * Curry Plumbing * College Station, TX * 25-Year Storm Event * * *********************************** Inflow Hydrograph: S :\ENGR\DETAIN\CURRY\25IN .HYD Rating Table file: S :\ENGR\DETAIN\CURRY\CURRY .PND ----INITIAL CONDITIONS---- Elevation 91.80 ft Outflow 0.00 cfs Storage 0 .00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS -------------------------------------------------------- I ELEVATION I OUTFLOW I STORAGE I 2S/t 2S/t + 0 I (ft) I (cfs) I (ac-ft) I (cfs) I (cfs) I ---------1---------1----------1 ------------1-------------1 91. 80 I 0.0 I 0 .000 0.0 I 0.0 I 92 .00 I 0 .1 I 0 .000 0.0 I 0.1 I 92.20 I 0.3 I 0 .002 0.2 I 0.5 I 92.40 I 0.5 I 0 .006 0.6 I 1.1 I 92 .60 I 0.7 I 0 .012 1.2 I 1. 9 I 92.80 I 0 .8 I 0.023 2.2 I 3.0 I 93.00 I 0.9 I 0.038 3.6 I 4.5 I 93 .20 1.0 I 0.057 5.5 I 6.5 I 93 .40 1.1 I 0.079 7.6 I 8.7 93 .60 1.2 I 0 .104 10.1 I 11. 3 93.80 1.3 I 0 .133 12.9 I 14.2 94.00 1.3 I 0 .166 16.1 I 17.4 94.20 1. 4 I 0.202 19.5 I 20.9 94.40 1.5 I 0.239 23.1 I 24 .6 94 .60 1. 5 I 0.277 26 .8 I 28.3 94 .80 1. 6 I 0.316 30.6 I 32.2 95 .00 1. 7 I 0.357 34.6 I 36 .3 95.20 1. 7 I 0.399 38 .6 I 40.3 95 .40 1.8 I 0.440 42.6 I 44.4 95.60 1. 8 I 0.482 46.7 I 48.5 95.65 1. 8 I 0.492 47.7 I 49.5 95.80 1. 9 I 0.523 50 .7 I 52.6 96 .00 2 .2 I 0.565 54.7 I 56.9 96 .20 2.6 I 0 .607 58.7 I 61.3 96 .40 3.0 I 0.648 62.7 I 65 .7 96 .60 3.3 I 0.690 66.8 I 70.1 96 . 80 3.6 I 0.731 70.8 I 74.4 97.00 3 .8 I 0.773 74.8 I 78.6 97.20 4 .1 I 0 .814 78.8 I 82.9 97.40 4.3 I 0.856 82 .9 I 87.2 97.50 4.4 I 0.877 84 .9 I 89.3 -------------------------------------------------------- EXECUTED 01-12-2007 11:35 :10 DISK FILES: 25IN .HYO CURRY GIVEN POND DATA IELEVATIONI OUTFLOW I (ft) I (cfs) 1---------1--------- 1 97.60 I 4.4 I 97.80 I 4.6 I 98.00 I 4.8 I 98.20 I 5.0 I 98.40 I 5.1 I 98.50 I 5.2 I 98.60 I 5.3 I 98.80 I 6.5 I 99.00 I 11.4 STORAGE (ac-ft) 0 .899 0.951 1. 016 1. 094 1.184 1. 234 1. 288 1. 406 1. 541 .PND Page 2 INTERMEDIATE ROUTING COMPUTATIONS 2S/t I (cfs) 1------------ 1 87. 0 I 92.1 I 98.4 I 105.9 I 114. 6 I 119.5 I 124.7 I 136 .1 I 149.2 2S/t + 0 (cfs) 91. 4 96 .7 103.2 110.9 119. 7 124 .7 130 . 0 142.6 160.6 Time increment (t) = 0.250 hrs. POND-2 Version: 5.21 S/N: Page 3 EXECUTED: 01-12-2007 11:35:10 Pond File: S:\ENGR\DETAIN\CURRY\CURRY .PND Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\25IN .HYO Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------------------------------------------------- I TIME INFLOW Il+I2 2S/t -0 2S/t + 0 I OUTFLOW I ELEVATION I (hrs) (cfs) I (cfs) (cfs) I (cfs) I (cfs) (ft) 1-----------------1---------------------1-----------1------------------ I 0.000 0.00 I -0.0 I 0.01 0.00 91. 80 I 0.250 5.05 I 5.1 3.2 I 5.01 0.93 93.05 0.500 14.90 I 20.0 20.2 I 23.11 1. 46 94.32 0.750 19.20 I 34.1 50.3 I 54.31 2 .02 95.88 1. 000 14.07 I 33.3 75.3 I 83.61 4 .13 97.23 1.250 9.01 I 23.1 89.1 I 98.41 4.65 97.85 1.500 5.78 I 14.8 94.2 I 103.91 4.82 98.02 1.750 3.70 I 9.5 94.1 I 103.71 4.81 98.01 2.000 2.37 I 6.1 90.7 I 100.11 4.71 97.91 2.250 1. 52 I 3.9 85.6 I 94.61 4.52 97. 72 2.500 0.97 I 2.5 79.4 I 88.11 4.34 97.44 2 .750 0.62 I 1. 6 73.0 81. o I 3. 96 97.11 3.000 0.40 I 1. 0 66.9 74.11 3.58 96.79 3 .250 0.26 I 0.7 61. 3 67.61 3.13 96.48 3.500 0.16 I 0.4 56.5 61. 7 2.64 96.22 3.750 0.11 I 0.3 52.4 56.7 2.19 95.99 4. 000 0.07 I 0.2 48.7 52.5 1. 90 95.80 4.250 0.04 I 0.1 45.2 48.8 1. 80 95.62 4.500 0.03 I 0.1 41. 7 45.3 1.80 95.44 4.750 0.02 I 0.1 38.3 41. 8 1. 74 95.27 5.000 0.01 I 0.0 34.9 38.3 1. 70 95.10 5.250 0.01 I 0.0 31. 6 34.9 1. 67 94.93 5.500 0.00 I 0.0 28.5 31. 6 1. 58 94.77 5.750 0.00 0.0 25.4 28.5 1. 50 94.61 6.000 0.00 0.0 22.4 25.4 1. 50 94.45 6.250 0.00 0.0 19.6 22.4 1. 44 94.28 6.500 0.00 0.0 16.8 19.6 1. 36 94.12 6.750 0.00 0.0 14.2 16.8 1. 30 93.97 7.000 0.00 0.0 11. 6 14.2 1.30 93.80 7.250 0.00 0.0 9.2 11. 6 1.21 93. 62 7.500 0.00 0.0 7.0 9.2 1.12 93.44 7.750 0.00 0.0 4.9 7.0 1.02 93.24 8.000 0.00 0.0 3.1 4.9 0.92 93.04 8.250 0.00 0.0 1. 5 3.1 0.81 92.81 8.500 0.00 0.0 0.3 1.5 0.60 92.50 8.750 0.001 0.0 -0.1 0.3 0.18 92 .08 9.000 0.001 0.0 -0.1 -0.1 0.00 91. 80 9.250 0.001 0.0 -0.1 -0.1 0.00 91. 80 9.500 0.001 0.0 -0.1 -0.1 0.00 91. 80 9.750 0.001 0.0 -0.1 -0.1 0.00 91. 80 10.000 0.001 0.0 -0.1 -0.1 0.00 91. 80 10.250 0.001 0.0 -0.1 -0.1 0.00 91. 80 10.500 0.001 0.0 -0.1 -0.1 0.00 91. 80 10.750 0.001 0.0 -0.1 -0.1 0.00 91. 80 11. 000 0.001 0.0 -0.1 -0.11 0.00 91. 80 ------------------------------------------------------------------------ POND-2 Version: 5.21 S/N: EXECUTED: 01-12-2007 11:35:10 Pond File: S:\ENGR\DETAIN\CURRY\CURRY Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\25IN Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT .PND .HYD .HYD Page 4 INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 11. 250 11. 500 11. 750 12.000 12.250 12.500 12.750 13. 000 13. 250 13. 500 13.750 14.000 14.250 14.500 14.750 15.000 15.250 15.500 15.750 16.000 16.250 16.500 16.750 17.000 17.250 17.500 17.750 18.000 18.250 18.500 18.750 19.000 19.250 19.500 19.750 20.000 20.250 20.500 20.750 21.000 21.250 21. 500 21.750 22.000 22.250 22.500 INFLOW I (cfs) I ---------1 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.001 0.001 Il+I2 2S/t -0 2S/t + 0 I (cfs) I (cfs) I (cfs) 1---------1------------1----------- 0.0 I 0.0 I 0.0 I o.o I 0.0 I o.o I 0.0 I o.o I 0.0 I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.1 I -0.1 I -0.1 I -0.1 I -0.1 I -0.1 I -0.1 I -0.1 I -0.1 I -0.1 I -0.1 I -0.1 I -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.li -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 OUTFLOW !ELEVATION (cfs) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 91. 80 91. 80 91. 80 91. 80 91. 80 91. 80 91. 80 91. 80 91. 80 91. 80 91. 80 91.80 91.80 91. 80 91.80 91.80 91.80 91.80 91.80 91.80 91. 80 91.80 91. 80 91.80 91.80 91.80 91. 80 91. 80 91.80 91.80 91. 80 91.80 91. 80 91. 80 91. 80 91. 80 91. 80 91. 80 91.80 91. 80 91. 80 91. 80 91. 80 91. 80 91. 80 91. 80 ' ' POND-2 Version: 5.21 S/N: Page 5 EXECUTED: 01-12-2007 11:35:10 Pond File: S:\ENGR\DETAIN\CURRY\CURRY .PND .HYO .HYO Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\25IN Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT INFLOW HYDROGRAPH TIME INFLOW I I (hrs) I (cfs) I 1--------1---------1 I 22.750 I 0.001 I 23.000 I 0.001 I 23.250 I 0.001 I 23.500 I 0.001 I 23 .750 I 0.001 I 24.000 I 0.001 ROUTING COMPUTATIONS Il+I2 2S/t -0 2S/t + 0 I OUTFLOW IELEVATIONI I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I 1---------1------------1-----------1---------1---------1 I 0. 0 I -0 .1 I -0 .11 0. 00 I 91. 80 I I 0.0 I -0.1 I -0.11 0.00 I 91.80 I I 0.0 I -0.1 I -0.11 0.00 I 91.80 I I o.o I -0.1 I -0.11 o.oo I 91.80 I I 0.0 I -0.1 I -0.11 0.00 I 91.80 I I 0.0 I -0.1 I -0.11 0.00 I 91.80 I POND-2 Version: 5.21 S/N: Page 6 EXECUTED: 01-12-2007 11:35:10 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: S:\ENGR\DETAIN\CURRY\CURRY .PND Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\25IN .HYD Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT .HYO Starting Pond W.S. Elevation 91. 80 ft ***** Surrunary of Peak Outflow and Peak Elevation Peak Inf low Peak Outflow Peak Elevation 19.20 cfs 4.82 cfs 98.02 ft ***** Surrunary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 1. 02 ac-ft 1. 02 ac-ft ***** . ' POND-2 Version: 5.21 S/N: Pond File: S:\ENGR\DETAIN\CURRY\CURRY Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\25IN Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT Peak Inf low Peak Outflow Peak Elevation 19.20 cfs 4.82 cfs 98.02 ft .PND .HYD .HYD Page 7 EXECUTED: 01-12-2007 11:35:10 Flow (cfs) 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- .25 .5 .75 1. 0 1.25 - 1. 5 1.75 - 2.0 2.25 - 2.5 2.75 3.0 -1 I * -I * I * -I * * x * x x * x * x x * * * 3.25 -* x * 3.5 -* x * 3.75 -* * x 4.0 -* x * 4.25 -* x * 4.5 -* * 4.75 -I* I* 5.0 -I* I TIME (hrs) 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 x * * * * * File: S:\ENGR\DETAIN\CURRY\25IN x File: S:\ENGR\DETAIN\CURRY\OUT * * .HYD .HYD * Qmax Qmax * * * * 19.2 cfs 4.8 cfs CURRY PLUMBING 1112101 4:28 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: UNIFIED STORMWA TER DESIGN GUIDELINES, cmES OF B/CS (March 2006) STORM EVENT: 100YRSTORM B D 96 E 8.0 0.73 . 100 YEAR STORM Drainage Area 1 (Rear) EXISTING MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L, FT Pi, IN. S HOURS MIN TC GRASS PRAIRIE 0.150 300 11 .0 1.0% 0.28 17 ....------~---.....---------. TRAVEL V, FPS TIME CONCENTRATED FLOW D, FT S Table C-4 SEC MIN OVERLAND-GRASSLAND 52 1.0% 0.8 65 18 I TYPE C (Table C-3)1 % C I c. -UNDEVELOPED-PASTURE (FLAT) 0.34 100.0% 0.34 -------100.0% 0.34 I, IN/HR B/(TC+D)"E 8.93 TYPE SF I ACRES I A, ACRES UNDEVELOPED-PASTURE 96,147 2.21 96,147 2.21 Q,CFS CIA 6.70 PROPOSED: MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L,FT Pi, IN. s HOURS MIN TC SMOOTH-CONCRETE 0.011 228 11 .0 2.0% 0.02 TRAVEL V, FPS TIME CONCENTRATED FLOW D, FT s Table C-4 SEC MIN STREET/GUTTER 152 0.8% 2.5 61 1 10 I TYPE C (Table C-3ll % C I c. -PHASE 1 + 2 ROOF/CONCRETE 0.92 68.0% 0.63 PHASE 1+2 GRASS AREAS -GOOD CONDITION (FLAT) 0.28 __ 3_2_.0_% ___ 0_.0_9 100.0% 0.71 I, IN/HR B/(TC+D)"E 11.64 I TYPE SF I ACRES I A, ACRES PHASE 1 + 2 ROOF/CONCRETE 80,809 1.86 PHASE 1 + 2 GRASS AREAS -GOOD CONDITION 38,083 0.87 118,892 2.73 Q, CFS CIA 22.71 . ' CURRY PLUMBING 1112101 4:28 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: UNIFIED STORMWATER DESIGN GUIDELINES, cmES OF B/CS (March 2006) STORM EVENT: 100 YR STORM EXISTING B D E 96 8.0 0.73 100 YEAR STORM Drainage Area 2 (Front) MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L, FT Pi, IN . S HOURS . MIN TC GRASS PRAIRIE 0.150 170 11 .0 1.1% 0.17 10 .---~T=RA..,...,..,v=EL~-..,......,v~.~F=P=s""T"""--~T~IM~E=-----i ~-------~--~---~----! CONCENTRATED FLOW D, FT S Table C-4 SEC MIN OVERLAND-GRASSLAND 0 0.0% 2.2 0 0 10 I TYPE C (Table C-3)1 % c I c. -UNDEVELOPED-P.ASTURE (FLAT) 0.34 100.0% 0.34 100.0% 0.34 I, IN/HR B/(TC+D)11E 11 .44 I TYPE SF I ACRES I A, ACRES UNDEVELOPED-PASTURE 38,967 0.89 38,967 0.89 Q, CFS CIA 3.48 PROPOSED: MANNING LENGTH DEPTH SLOPE TIME SHEET FLOW n L,FT Pi, IN. s HOURS MIN TC SMOOTH-CONCRETE 0.011 70 11 .0 0.4% 0.02 TRAVEL V,FPS TIME CONCENTRATED FLOW D,FT s Table C-4 SEC MIN STREET /GUTTER 61 1.1% 3.0 20 0 10 I TYPE C (Table C-3)1 % C c. -PHASE 1 + 2 ROOF/CONCRETE 0.92 65.3% 0.60 PHASE 1+2 GRASS AREAS -GOOD CONDITION (FLAT) 0.28 __ 34_.7_% ___ 0_.1_0 100.0% 0.70 I, IN/HR B/(TC+D)11E 11.64 I TYPE SF I ACRES I A, ACRES PHASE 1 + 2 ROOF/CONCRETE 10,597 0.24 PHASE 1 + 2 GRASS AREAS -GOOD CONDITION 5,625 0.13 16,222 0.37 Q,CFS CIA 3.03 TP, HR TP 40, 100YR, 24 HR, INCHES 11 PERCENTIMPERVOUS 68% VOLUME RUNOFF, PERCENT 87% VOLUME RUNOFF, INCHES 9.57 TIME TO PEAK, HR 0.83 POND-2 Version: 5 .21 S/N: EXECUTED: 01-12-2007 11:35:38 *********************************** * * * * * * Storm Water Detention Results * Curry Plumbing * College Station, TX * 100-Year Storm Event * * * *********************************** Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\lO OIN .HYO Rating Table file: S:\ENGR\DETAIN\CURRY\CURRY .PND ----INITIAL CONDITIONS---- Elevation 91.80 ft Outflow 0.00 cfs Storage 0.00 ac-ft INTERMEDIATE Page 1 ROUTING GIVEN POND DATA COMPUTATIONS ----------------------------------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (ac-ft ) (cfs) (cfs ) ----------------------------------------------------- 91. 80 0 .0 0.000 0.0 0 .0 92 .00 0.1 0 .000 0 .0 0.1 92.20 0 .3 0.002 0 .2 0.5 92 .40 0.5 0 .006 0.6 1.1 92.60 0 .7 0 .012 1. 2 1. 9 92.80 0.8 0 .023 2.2 3 .0 93.00 0 .9 0 .038 3.6 4 .5 93 .20 1. 0 0.057 5 .5 6 .5 93.40 1.1 0 .079 7.6 8 .7 93 .60 1.2 0 .104 10 .1 11. 3 93 .80 1. 3 0.133 I 12.9 14 .2 94 .00 1. 3 0 .166 I 16.1 17.4 94 .20 1. 4 0 .202 I 19.5 20 .9 94 .40 1. 5 0 .239 I 23 .1 24 .6 94 .60 1. 5 0 .277 I 26.8 28 .3 94 .80 1. 6 0 .316 I 30.6 32 .2 95 .00 1. 7 0 .357 I 34.6 36.3 95.20 1. 7 0 .399 I 38.6 40 .3 95.40 1. 8 0 .440 I 42.6 44 .4 95.60 1. 8 0.482 I 46 .7 48.5 95 .65 1. 8 0.492 I 47.7 49.5 95.80 1. 9 0.523 I 50.7 52.6 96 . 00 2.2 0.565 I 54 .7 56 .9 96 .20 2.6 0.607 I 58 .7 61. 3 96 .40 3 .0 0.648 I 62 .7 65 .7 96 . 60 3 .3 0.690 I 66.8 70.1 96. 80 3 .6 0.731 I 70 .8 74 .4 97.00 3.8 0 .773 I 74 .8 78 .6 97 .20 4.1 0 .814 I 78.8 82.9 97 .40 4.3 0 .8561 I 82.9 87 .2 97 .50 4.4 0.8771 I 84.9 89.3 -------------------------------------------------------- EXECUTED 01-12-2007 11:35:38 DISK FILES: lOOIN .HYO CURRY GIVEN POND DATA ---------------------------- ELEVATION OUTFLOW STORAGE (ft) (cfs) (ac-ft) ---------------------------- 97.60 4.4 0.899 97.80 4.6 0.951 98.00 4.8 1. 016 98.20 5.0 1. 094 98.40 5.1 1.184 98.50 5.2 1. 234 98.60 5.3 1. 288 98.80 6.5 1. 406 99.00 11. 4 1. 541 .PND Page 2 INTERMEDIATE ROUTING COMPUTATIONS 2S/t 2S/t + 0 (cfs ) I (cfs) ------------1------------- 87 .0 I 91.4 92.1 I 96.7 98.4 I 103.2 105.9 I 110.9 114.6 I 119.7 119.5 I 124.7 124.7 I 130.0 136.1 I 142.6 149.2 I 160.6 Time increment (t) = 0.250 hrs. POND-2 Version: 5.21 S/N: Page 3 EXECUTED: 01-12-2007 11:35:38 Pond File: S:\ENGR\DETAIN\CURRY\CURRY .PND Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\lOOIN .HYO Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS --------------------------------------------------------------------- TIME INFLOW I 11+12 2S/t -0 2S/t + 0 OUTFLOW ELEVATION! (hrs) (cfs) (cfs) (cfs) I (cfs) (cfs) (ft) I --------------------------------------!-----------------------------! 0.000 0.00 -0.0 I 0.0 0.00 91. 80 I 0.250 4. 72 4.7 2.9 I 4.7 0.91 93.02 I 0.500 14.95 19.7 19.7 I 22.6 1. 44 94.29 I 0.750 22.19 37.1 52.4 I 56.8 2.19 96.00 I 1. 000 20.44 42.6 86.0 I 95.1 4.54 97.74 I 1.250 13.91 34.4 110.1 I 120.3 5.11 98.41 I 1. 500 9.41 23.3 122.2 I 133. 4 5.63 98.65 I 1.750 6.36 15.8 125.8 I 137.9 6.06 98.73 I 2.000 4.30 10.7 124.7 I 136.5 5.92 98.70 I 2.250 2.91 7.2 120.9 I 131. 9 5.48 98.63 I 2.500 1. 96 4. 9 115 .3 I 125.8 5.22 98.52 I 2.750 1.33 3.3 108.4 I 118. 6 5.09 98.38 I 3.000 0.901 2.2 100.7 I 110. 7 5.00 98.20 I 3.250 0.611 1. 5 92.7 102.2 4.77 97.97 I 3.500 0.411 1. 0 84.7 93.7 4.49 97.69 I 3.750 0.281 0.7 77.0 85.4 4.22 97.32 I 4.000 0.191 0.5 69.9 77.4 3.74 96.94 I 4.250 0.131 0.3 63.6 70.3 3.31 96. 61 I 4.500 0.091 0.2 58.2 63.9 2.83 96.31 I 4.750 0.061 0.2 53.7 58.3 2.33 96.07 I 5.000 0.041 0.1 49.8 53.8 1. 98 95.86 I 5.250 0.03 0.1 46.3 49.9 1. 81 95.67 I 5.500 0.02 0.1 42.7 46.3 1. 80 95.49 I 5.750 0.01 0.0 39.2 42.7 1. 76 95.32 6.000 0.01 0.0 35.8 39.2 1. 70 95.15 6.250 0.01 0.0 32.5 35.9 1. 69 94.98 6.500 0.00 0.0 29.3 32.5 1. 61 94.81 6.750 0.00 0.0 26.2 29.3 1.52 94.65 7.000 0.00 0.0 23.2 26.2 1. 50 94.49 7.250 0.00 0.0 20.3 23.2 1. 46 94.32 7.500 0.00 0.0 17.5 20.3 1. 38 94.16 7.750 0.00 0.0 14.9 17.5 1. 30 94.01 8.000 0.00 0.0 12.3 14.9 1. 30 93.85 8.250 0.00 0.0 9.9 12.3 1.24 93.67 8.500 0.00 0.0 7.6 9.9 1.14 93.49 8.750 0.00 0.0 5.5 7. 6 1. 05 93.30 9.000 0.00 0.0 3.6 5.5 0.95 93.10 9.250 O.OOJ 0.0 1. 9 3.6 0.84 92.88 9.500 O.OOJ 0.0 0.5 1. 9 0.70 92. 60 9.750 O.OOJ 0.0 -0.1 0.5 0.30 92.20 10.000 O.OOJ 0.0 -0.1 -0.1 0.00 91.80 10.250 0.001 0.0 -0.1 -0.1 0.00 91. 80 10.500 0.001 0.0 -0.1 -0.1 0.00 91. 80 10.750 0.001 0.0 -0.1 -0.1 0.00 91. 80 11. 000 O.OOJ 0.0 -0.1 -0.1 0.00 91. 80 ------------------------------------------------------------------------ POND-2 Version: 5.21 S/N : Page 4 EXECUTED: 01-12-2007 11:35:38 Pond File: S:\ENGR\DETAIN\CURRY\CURRY .PND Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\lOOIN .HYD Outflow Hydrograph : S:\ENGR\DETAIN\CURRY\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS --------------------------------------------------------------------- I TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 OUTFLOW I ELEVATION I I (hrs) (c fs) I (cfs) (cfs) I (cfs) (cfS) I (ft) I 1-----------------1 ---------------------1--------------------1---------1 I 11. 250 0 .00 0.0 -0.1 -0.1 0 .00 91. 80 I 11. 500 0.00 0.0 -0.1 -0.1 0.00 91 .80 I 11. 750 0.00 0.0 -0.1 -0.1 0.00 91. 80 I 12 .000 0.00 0.0 -0.1 -0.1 0 .00 91. 80 I 12.250 0.00 0.0 -0 .1 -0.1 0.00 91. 80 12.500 0 .00 0.0 -0.1 -0.1 0.00 91. 80 12.750 0.00 0.0 -0.1 -0.1 0.00 91. 80 13.000 0.00 0 .0 -0 .1 -0.1 0 .00 91. 80 13.250 0.00 0.0 -0.1 -0.1 0.00 91. 80 13. 500 0 .00 0.0 -0 .1 -0.1 0.00 91. 80 13. 750 0 .00 0 .0 -0 .1 -0.1 0.00 91.80 14.000 0 .00 0.0 -0.1 -0.1 0.00 91. 80 14.250 0.00 0.0 -0.1 -0.1 0.00 91.80 14.500 0.00 0 .0 -0.1 -0.1 0.00 91. 80 14.750 0 .00 0.0 -0.1 -0 .1 0 .00 91. 80 15.000 0.00 0.0 -0.1 -0.1 0 .00 91.80 15.250 0 .00 0.0 -0.1 -0.1 0.00 91.80 15 .500 0.00 0.0 -0.1 -0.11 0.00 91.80 15.750 -0 .00 0 .0 -0.1 -0.11 0.00 91. 80 16.000 0.00 0.0 -0.1 -0.11 0.00 91.80 16.250 0.00 0.0 -0.1 -0 .11 0.00 91. 80 16.500 0.00 0.0 -0.1 -0.11 0.00 91. 80 16.750 0.00 0.0 -0 .1 -0.1 1 0.00 91. 80 17.000 0.00 0 .0 -0.1 -0.11 0.00 91. 80 17.250 0.00 0.0 -0 .1 -0.1 0.00 91. 80 17.500 0.00 0.0 -0.1 -0.1 0.00 91.80 17.750 0.00 0.0 -0.1 -0.1 0.00 91. 80 18.000 0.00 0.0 -0.1 -0.1 0.00 91. 80 18.250 0.00 0.0 -0.1 -0.1 0.00 91 .80 18.500 0 .00 0.0 -0.1 -0.1 0.00 91. 80 18.750 0.00 0.0 -0.1 -0.1 0 .00 91 .80 19.000 0.00 0.0 -0.1 -0.1 0.00 91. 80 19.250 0.00 0.0 -0.1 -0.1 0.00 91. 80 19.500 0.00 0.0 -0.1 -0 .1 0.00 91. 80 19.750 0.00 0.0 -0.1 -0.1 0.00 91. 80 20.000 0.00 0.0 -0 .1 -0.1 0 .00 91. 80 20.250 0.00 0.0 -0 .1 -0 .1 0.00 91. 80 20.500 0.00 0.0 -0.1 -0'.1 0.00 91. 80 20.750 0.00 0.0 -0 .1 -0.1 0.00 91. 80 21.000 0.00 0.0 -0.1 -0.11 0.00 91. 80 21. 250 0 .00 0.0 -0.1 -0.11 0.00 91. 80 21. 500 0.00 0.0 -0.1 -0 .11 0.00 91. 80 21.750 0.001 0.0 -0.1 -0.11 0.00 91. 80 22.000 0.001 0.0 -0.1 -0.11 0.00 91. 80 22.250 0.001 0.0 -0 .1 -0.11 0.00 91. 80 22.500 0.001 0.0 -0.1 -0.11 0.00 91. 80 ------------------------------------------------------------------------ POND-2 Version: 5.21 S/N: Page 5 EXECUTED: 01-12-2007 11:35:38 Pond File: S:\ENGR\DETAIN\CURRY\CURRY Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\lOOIN Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT .PND .HYD .HYD INFLOW HYDROGRAPH TIME INFLOW I I (hrs) I (cfs) I 1--------1---------1 I 22 .750 I 0.001 I 23.000 I 0.001 I 23.250 I 0.001 I 23.500 I 0.001 I 23 .750 I 0.001 I 24.000 I 0.001 ROUTING COMPUTATIONS Il+I2 2S/t -0 2S/t + 0 I OUTFLOW !ELEVATION! I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I 1---------1------------1-----------1---------1---------1 I o.o I -0.1 I -0 .11 0.00 I 91.80 I I 0.0 I -0.1 I -0.11 0.00 I 91.80 I I 0.0 I -0.1 I -0.11 0.00 I 91.80 I I o.o I -0.1 I -0.11 0.00 I 91.80 I I 0.0 I -0.1 I -0.11 o.oo I 91.80 I I o.o I -0.1 I -0.11 0.00 I 91.80 I POND-2 Version: 5.21 S/N: Page 6 EXECUTED: 01-12-2007 11:35:38 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: S :\ENGR\DETAIN\CURRY\CURRY .PND Inflow Hydrograph: S:\ENGR\DETAIN\CURRY\lOOIN .HYD Outflow Hydrograph: S :\ENGR\DETAIN\CURRY\OUT .HYD Starting Pond W.S. Elevation 91. 80 ft ***** Summary of Peak Outflow and Peak Elevation Peak Inf low Peak Outflow Peak Elevation 22.19 cfs 6.06 cfs 98.73 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 1.36 ac-ft 1.36 ac-ft ***** POND-2 Version: 5.21 S/N: Pond File: S:\ENGR\DETAIN\CURRY\CURRY Inflow Hydrograph: S :\ENGR\DETAIN\CURRY\lOOIN Outflow Hydrograph: S:\ENGR\DETAIN\CURRY\OUT Peak Inf low Peak Outflow Peak Elevation 22.19 cfs 6.06 cfs 98 .73 ft .PND .HYD .HYD Page 7 EXECUTED: 01-12-2007 11:35:38 Flow (cfs) 0.0 2 .0 4.0 6.0 8 .0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1 - .25 .5 .75 1. 0 1.25 - 1. 5 1.75 - 2.0 2.25 - 2.5 2.75 - 3.0 3.25 - 3.5 * * 3.75 -* 4.0 * 4 .25 -* * 4.5 -* * 4.75 -* * * * * * * x * * x x * x * x * * x x 5 .0 -* x TIME (hrs) 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 x x x x * * * * File: S:\ENGR\DETAIN\CURRY\lOOIN x File: S:\ENGR\DETAIN\CURRY\OUT * .HYD .HYD * Qmax Qmax * * * 22.2 cfs 6 .1 cfs * * *