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31 400 Harvey Mitchell Pkwys Valley Park Center 05-55
1101 Texas Avenue, P.O . Box 9960 College Station , Texas 77842 Phone 979.764.3570 I Fax 979 .764.3496 CITY OF COLLEGE STATION MEMORANDUM July 9, 2007 TO: Steve Duncan , via email FROM: Lindsay Boyer, AICP , Staff Planner SUBJECT : DP-VALLEY PARK CENTER -CLEARING, SITE P-Site Plan Staff reviewed the above-mentioned site plan as requested . The following page is a list of staff review comments detailing items that need to be addressed. Please address the comments and submit the following information for further staff review : __ One (1) revised site and landscaping plan . Please note that the Easement Dedication Sheet and necessary documents are required prior to the issuance of a building permit. If there are comments that you are not address ing with the revised site plan , please attach a letter explaining the details . If you have any questions or need additional information, please call me at 979 . 764 .3570. Attachments : Staff review comments pc : David Hillman , via fax 713-355-4275 Case file #05-00100055 NOTE: Any changes mad e to the pl ans, that ha ve not bee n requ es ted by th e City o f Coll ege Stati on, mu st be ex pl ain ed in yo ur nex t transmi ttal letter and "bubbled " on yo ur pl ans. An y addition al changes o n th ese pl ans th at have no t been p ointed out to th e City, will constitute a comp letely new rev iew. Page 1 o f 2 STAFF REVIEW COMMENTS NO. 1 Project: DP-VALLEY PARK CENTER -CLEARING, SITE P-05-00100055 PLANNING 1. Detention must be screened in accordance with UDO Section 7.9. 2. Please note that any changes made to the plans , that have not been requested by the City of College Station , must be explained in your next transmittal letter and "bubbled " on your plans . Any additional changes on these plans that the City has not be made of aware of will constitute a completely new review. Reviewed by : Lindsay Boyer, AICP Date : July 9, 2007 LANDSCAPING/STREETSCAPING/BUFFER 1. Provide a general note that 100% coverage of ground cover, decorative paving , decorative rock , or a pe rennial grass is required in parking lot islands, swales and drainage areas , the parking lot setback, rights-of-way, and adjacent property disturbed during construct ion . Reviewed by : Lindsay Boyer, AICP Date : July 9, 2007 ENGINEERING 1. Provide additional pond design information such as: pipe sizes , pipe material , pipe elevations , headwalls , spillway, erosion control , top of berm width , trickle flume , etc . This should all be in accordance with the drainage guidelines and report . Rev iewed by : Alan Gibbs Date : 7-10-07 NOTE: Any changes made to the pl ans, that have no t bee n requested by the City of Coll ege Station , must be exp lained in your next tra nsmittal letter and "bubbled" on your plans. Any additi onal changes on th ese p lans that have not been poin ted out to the City, will constitute a complete ly new review . Page 2 of 2 Pledger Kalkomey, Inc. a Jones & Caiier Company June 29 , 2007 Mr. Alan Gibbs City of College Stat)nn P.O . Box 9960 College Station , Tex< Re : Site Plan : Revi: Valley Park Cen1 Lot 1 PK Job No . 5190! Dear Mr . Gibbs , Enclosed please find • Two ( 2) copies Lot 1 pond for t Your earliest revi1 appreciated . Very Truly Yours , Steve E . Duncan , P .E. sed@pkengineering.c om SEO/els Enclosures cc : David Hillman (cover only) J I j 0 N E s & c A R T E R. I N c .-ENGINEERS • PLANNERS · SURVEYORS Austin * Brenham * Bryan * Dallas * Houston * Rosenberg * The Woodlands \\Snap 12173 1\share 11200515 1905-23 1 SOUTHCORP-Por Nada\CS-36-Site Plan with Temp Pond.doc 702 0 Coyote Run Bry an, Texas 77808 Te l : 979 -731-8000 Fa x: 979-731 -1500 www .jonescarter.com 1rary ~atly Pledger Kalkomey, Inc. a Jones & Cmier Company June 8 , 2 00 7 Ms . Lindsay Boyer City of College Station P .O . Box 9960 College Station , Texas 77842 Re : Drainage & Detention Report: Revised Plans Valley Park Center Lot 1 PK Job No . 5 1 905-231 Dear Ms . Boyer , Enclosed please find : 7020 Coyote Run Bry an, Texas 77808 Tel: 979-731-8000 Fax : 979-731-1500 www .jonescarter.com • Two (2) copies of the revised drainage and detention report for the temporary Lot 1 pond for the referenced project ; Your earliest review of these documents would be greatly appreciated . Very Truly Yours , Steve E . Duncan , P.E. sed@pk engi n e eri ng .com SEO/els Enclosures cc : David Hillman (cover only) J I J 0 N E s & c A RT E R. I NC . ...-ENGINEER S •P L ANNER S ·S URVEYORS Austin * Brenham * Bryan * Dallas * Houston * Rosenberg * The Woodlands S:\200515 1905-23 1 SOUTHCORP-Por Nada\CS-35 -Temp Det ent ion Pond Report .d0<: CERTIFICATION : Drainage an d D eten tio n Repo rt Pr epa red for: VALLEY PARK CENTER -LOT 1 City of College Station Brazos County, Tex as PK Job No. 5 190 5-23 1 Date: October 17 , 2005 October 31, 2005 June 8, 2007 Prepared by: Pledger Kalkomey, Inc. Consulting Engineers 7020 Coyo te Run • Bryan. Texas 77808 979-73 I -8000 • 979-73 I -J 500 (Fax) www .pkengin eering.com Brenham • Bryan • Rosenberg I hereby certify that this report was prepared by me (or under my supervision) in accordance with the provi sions of the City of College Station Drainage Policy and Design Standards for th e owners ther eof. REVISIONS The report dated October 17, 2005 was revised to match the proposed grades of the detention pond. The city approved report dated October 31, 2005 was revised to move the location of the temporary detention pond serving Lot 1 from Lot 2 to Lot 3. The volume, shape and side slopes were not changed from the October 31, 2005 approved design. PURPOSE Development of the subject property involves the addition of buildings, sidewalks, drive, and parking spaces. The drainage area affected by the development contains approximately 11. 63 acres of land. Reference is made to the attached Lot 1 Temporary Detention Pond exhibit (sheet 1 of 1, dated 06/08/07) drawing. The increase in runoff from the development for the twenty-five year (25-year) storm event 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 Using field surveying data the watershed affected by the proposed development was delineated . The Rational Method was used to compute the peak flow rates for this study. The area (A) of each drainage area was obtained from the maps. Based on existing land patterns, the weighted c factor for the area was determined. A velocity-distance relationship was used to compute the time of concentration (tc) \1Sn a p121731\share1 \200515190 5-231 SOUTHCORP-Por Nadaldrai n report \2007 -06-08 Lot 3 Temporaryl dra in report .doc for the area with a minimum time of concentration of ten (10) minutes. The rainfall intensity (I) for the drainage area was determined using the intensity-duration-frequency curves for the City of College Station (Figure III-1, Drainage Policy and Design Standards) . The peak flow rate (Q) for the existing drainage area was computed with the following formula: Q (C)(I)(A) The procedure was then repeated for the developed conditions of the watershed. Triangular approximation hydrographs for the 2, 5, 100-yr storms were then developed for the post runoff conditions with the base of the triangular being 3.0 times the time of concentration. 10, 25, and development hydrograph Outflow hydrographs for the 2, 5, 10, 25, and 100-yr 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 CLH i.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 existing and developed conditions hydrograph through the basin. Haestad Methods, Inc. computer modeling program Pond-2 Version 5.21 was used for the calculations . \\Snap121731lshare112005151905-2 31 SOUTHCORP-Por Nadaldrain report\2007-06-08 Lot 3 Temporaryldrai n report.doc For the drainage collection system, capacity for the curb inlets along the drive was determined using the weir equation with a depth of six inches (6") and the length of the inlet opening. Capacity for the storm drains was determined using Manning's equation (Q = (1.49/N)AR213 S 1 12 )) RESULTS The drainage area information and the calculations for the existing and proposed conditions are attached. It is noted that the calculations were not re-run from the October 31, 2005 report since the pond design did not change. Since the pond was relocated from Lot 2 to Lot 3 the bottom elevation dropped from 335.00 feet to 332.30 feet (a difference of 2.70 feet) Due to the drop in elevation, 2.70 feet should be subtracted from all elevations in the attached information to obtain data relevant to the pond relocation. A detention basin is planned for the development to off set the increase in runoff rates due to the increase in impervious cover. A twelve-inch (12") storm pipe will act structure to release the runoff at pre-developed outflow will discharge on site and leave the as an outlet rates. The site to the Northeast of the pond where site runoff currently flows. For storm events exceeding the design capacity of the detention pond, overflow from the pond will discharge through an emergency overflow weir located directly above the pipe outlet structure. Over detention in the pond located in drainage area #1 accounts for the added runoff in drainage area #2 due to the construction of a drive and clearing of the land. Summary data is as follows: \\Snap121731 lshare1\2005\51905-23 1 SOUTHCORP-Por Nada\drain report\2007-06-08 Lot 3 Temporary\drain report.doc DRAINAGE AREAS 1 AND 2 (PROPOSED DETENTION BASIN) : EXISTING: S t orm Peak Flow Rate Event (c f s ) 2 yr 21.98 5 yr 26.75 1 0 yr 30.03 25 yr 34 .30 1 0 0 yr 40 .49 PROP OSED: Area #1 Area #2 Total Storm Peak Flow Peak Flow Storage *Elev. Peak Flow Peak Flow Even t Rate In Rate Out (Ac-Ft) 2 yr 5 yr 10 yr 25 yr 100 yr (CFS ) (CFS) 26.46 5.21 0 .40 32.17 5 .71 0.5 0 36.11 6.04 0.58 41.25 6 .39 0.67 48.68 6.89 0.81 * Emergency Overflow Elev. **Outlet -1 2 " storm pipe . (Ft) 334 .74 335.0 9 335 .33 335.63 336.04 Rate (CF S) 17 .08 20 .77 23.31 26.62 31.42 3 3 5 .63 ft. \1S nap121731\share 1\2005151905-23 1 SOUTH COR P-Por Nadaldrain report\2007-06-08 Lot 3 T em poraryld rai n report.doc Rate 22.29 26 .48 29.35 33.01 38.31 DRAWINGS VALLEY PARK CENTER CITY OF COLLEGE STATION BRAZOS COUNTY, TEXAS POND-2 Version: 5 .21 S/N : CALCULATED VALLEY PARK CENTER -LOT 1 COLLEGE STATION, TX 10 -26 -2005 10:28:46 DISK F I LE : s:\engr\detain\vpark\phase l \VPARKl .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) * 335 .00 335 .50 336.00 337 .00 338 .00 339 .00 0 .00 100 .00 9 ,475.00 11 ,435.00 13 ,518 .00 15 ,723 .00 0 .00 0 .00 0.22 0 .26 0 .31 0 .36 0.00 0.00 0 .24 0 .72 0 . 86 1. 01 0 .00 0 .00 0 .00 0.00 0 .04 0 .04 0 .24 0 .28 0 .29 0.57 0.34 0.90 2 IA= (sq .rt(Areal) + ((Ei -El)/(E2-El))*(sq .rt(Area2)-sq .rt(Areal) )) where : El , E2 Ei Areal ,Area2 IA Closest two elevations with planimeter data Elevation at which to interpolate area Areas computed for El , E2 , respectively Interpolated area for Ei Incremental volume computed by the Conic Method for Reservoir Volumes . Volume= (1/3) * (EL2 -EL1) * (Areal+ Area2 +sq .rt . (Areal*Area2)) wh ere : ELl , EL2 Areal ,Area2 Volume Lower and upper elevations of t he increment Areas computed for ELl, EL2 , respectively Incremental volume between ELl and EL2 Outlet Struct ure File: VPARKl .STR POND-2 Version : 5 .21 S/N : Date Executed : Time Executed: ************************** VALLEY PARK CENTER -LOT 1 COLLEGE STATION , TX ************************** ***** COMPOSITE OU TF LOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures --------------------------------------------- 335 .00 0 .0 335 .50 0 .8 1 336 .00 2 .3 1 336 .50 3 .6 1 337 .00 4 . 6 1 337 .50 5 .3 1 338 .00 6 .0 1 338 .50 6 .6 1 339 .0 0 7.2 1 Outlet Structure File: VPARKl .STR POND -2 Version : 5 .21 S/N : Date Executed : Time Executed : ************************** VALLEY PARK CENTER -LOT 1 COLLEGE STATION , TX ************************** Outlet Structure File : Planimeter Input File : Rating Table Output File : s :\engr\detain\vpark\phasel\VPARKl s :\engr\detain\vpark\phasel\VPARKl s:\engr\detain\vpark\phasel\VPARKl Min . Elev . (ft) = 335 Max . Elev. (ft) = 339 Iner . (ft) Additional elevations (ft) to be included in table : * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure No. Q Table Q Table CULVERT -CR 1 -> 1 Outflow rating table summary was stored in file : s:\engr\detain\vpark\phasel\VPARKl .PND .STR .VOL .PND .5 Outlet Structure File : VPARKl .STR POND-2 Version : 5 .21 S/N : Date Executed : Time Executed : ************************** VALLEY PARK CENTER -LOT 1 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? 335.5 339 .001 1 335 .01 .0098 2 .0398 . 67 1 -.5 Outlet Structure File: VPARKl .STR POND -2 Version : 5 .21 S/N : Date Executed : Time Ex ecuted: ************************** VALLEY PARK CENTER -LOT 1 COLLEGE STATION , TX ************************** Outflow Rating Table for Structure #1 CULVERT -CR Circular Culvert (With Inlet Control) ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computat ion Messages --------------------------------------------- 335 .0 0 0 .0 E < El=335 .5 335 .50 0.8 Equ .l: HW =. 5 dc=.367 336 .00 2 .3 Equ .l : HW =l. 0 dc=.647 336 .50 3 .6 Submerged : HW =l. 5 337 .00 4.6 Submerged : HW =2 .0 337 .50 5.3 Submerged : HW =2 .5 338 .0 0 6 .0 Submerged : HW =3.0 338 .50 6 .6 Submerged: HW =3 .5 339 .00 7.2 Submerged : HW =4 .0 Ac=.261 Ac=.538 Used Unsubmerged Equ . Form (1) for elev. less than 336.15 ft Used Submerged Equation for elevations greater than 336 .3 ft HW=Headwater (ft) dc=Critical depth (ft) Ac=Area (sq.ft) at de Transition flows interpolated from the following values : El=336.15 ft ; Ql=2 .75 cfs ; Dc=.71 ft ; E2=336 .3 ft ; Q2=3 .14 cfs 2-YR STORM EVENT VALLEY PARK CENTER CITY OF COLLEGE STATION BRAZOS COUNTY, TEXAS VALLEY PARK CENTER 618107 9 :23 AM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 2YRSTORM EXISTING B D 65 8 .0 DRAINAGE AREA 1 TC , MIN C , - I, IN/HR TRAVEL I TYPE LF I % NATURAL WOODLANDS GRASSED WATERWAY I TYPE NATURAL WOODLANDS (1 .5% SLOPE) NATURAL GRASSLANDS (1 .5% SLOPE) B/(TC+D)"E TYPE 300 1.5% 860 1.5% A , ACRES NATURAL WOODLANDS Q ,CFS CIA E 0 .806 V ,FPS (FIG 5) 0 .75 4.00 TIME SEC I MIN 400 .00 6.67 215.00 3.58 ----10 .25 c (TBL5) I % c I 0 .20 40.0% 0.08 0.37 60 .0% 0 .22 ---10-0-.0-% ____ 0_.3_0 6 .26 SF I ACRES I 202, 770 4 .65 304 ,045 506 ,815 11 .63 21 .98 VALLEY PARK CENTER CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS RE FERENC E: COLLEGE STATION DRAINAGE POLICY AND DES IGN STANDARDS STORM EVENT: B D E 2YRSTORM 65 8 .0 0.806 PROPOSED DRAINAGE AREA 1 TRAV EL V ,F PS I TYPE LF I % (FIG 5} TC , MIN ROOF , PARKING 527 1.0% 2 .80 STORM DRAIN 560 0.4% 4 .56 I TYPE C (TBL5} c -LANDSCA PED (1 .0% SLOPE) 0.40 IMPERV IO US (1 .0% SLOPE) 0 .90 I, IN/HR B/(TC+D)"E I TYPE A, ACRES LANDSCAPED (1 .0% SLOPE) IMPERVIOUS (1 .0% SLOPE) Q ,CFS CIA DRAINAGE AREA 2 TRAVEL V , FPS I TYPE LF I % (FIG 5} TC , MIN NATURAL GRASSLAND 300 1.5% 1.25 GRASSED W ATERWAY 350 1.5% 4 .00 I TYPE C (TBL5} c -NATURAL GRASSLANDS (1 .5% SLOPE) 0.37 IMPERVI O US (1 .0% SLOPE) 0 .90 I, IN/HR B/(TC+D)"E I TYPE A , ACRES NATURAL GRASSLANDS (1 .5% SLOPE) IMPERVIOUS (1 .0% SLOPE) Q,CFS CIA 6/8/07 9:23 AM TIME SEC I MIN 188.21 3.14 122.81 2.05 10.0 0 I % c I 23 .7% 0.09 76.3% 0.69 100.0% 0.78 6.33 SF I ACRES I 55,295 1.27 177,855 4.08 233 ,150 5.35 26.46 TIME SEC I MIN 240.00 4.00 87 .50 1.46 10.00 I % c I 88 .7% 0.33 11 .3% 0.10 100.0% 0.43 6.33 SF I ACRES I 242 ,825 5.57 30 ,840 0.71 273 ,665 6.28 17 .08 POND -2 Version : 5 .21 S/N : Page 1 EXECUTED : 10 -26-2005 10 :29 :29 ******************************** * * * * * * VALLEY PARK CENTER -LOT 1 COLLEGE STATION , TX 2 YEAR STORM * * * * * * ******************************** Inflow Hydrograph : s :\engr\detain\vpark\ph asel\2DEV .HYD Rating Table file : s :\engr\detain\vpark\phasel\VPARKl .PND ----INITIAL CONDITIONS---- Elevation 335 .00 ft Outflow 0 .00 cfs Storage 0 .00 ac-ft GIVEN POND DATA I NTERMEDIA TE ROUTING COMPUTATIONS I ELEVATION I OUTF LOW I STORAGE 2S/t I 2S/t + I (ft) I (cfs) I (ac -ft) (cfs) I (cfs) 0 I 1---------1---------1----------------------1-------------1 I 335.00 I 0 .0 I 0.000 0 .0 I 0 .0 I I 335 .50 I 0.8 I 0 .000 0 .6 I 1. 4 I I 336 .00 I 2 .3 I 0 .041 59 .0 I 61. 3 I I 336.50 I 3 .6 I 0.155 224 .5 I 228 .1 I I 337 .00 I 4 .6 I 0 .280 406 .3 I 410 .9 I I 337 .50 I 5 .3 I 0 .417 605 .0 I 610 .3 I I 338.00 I 6.0 I 0 .566 820.9 I 826.9 I I 338.50 I 6 .6 I 0 . 728 1054 .7 I 1061.3 I I 339 .00 I 7 .2 I 0 .902 1306.8 I 1314 .0 I -------------------------------------------------------- Time increment (t) = 0 .017 hrs . POND-2 Version: 5 .21 S/N : Page 2 EXECUTED : 10-26-2005 10 :29 :29 Pond File : s :\engr\detain\vpark\phasel\VPARKl .PND Inflow Hydrograph : s :\engr\detain\vpark\phasel\2DEV .HYO Outflow Hy drograph : s:\engr\detain \vpark\phasel\OUT .H YO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------- TIME INFLOW I I Il+I2 2 S/t -0 2S/t + 0 I OUTFLOW I ELEVATION I (hrs) I (cfs) I I (cfs) (cfs) I (cfs) I (cfs) I (ft) 1--------1---------1 J---------------------1-----------1---------1--------- I 0 .000 I 0 .001 I 0 .0 I O.O J 0 .00 I 335.00 I 0 .017 I 2 .651 I 2 .7 1. 0 I 2 .71 0 .83 I 335 .51 I 0 .033 I 5 .29 I 7 . 9 6.9 I 8.91 0 .99 I 335.56 I 0.050 I 7 .94 I 13 .2 17. 6 I 20.21 1. 27 I 335 .66 I 0.067 I 10.58 I 18.5 32.8 I 36.21 1. 67 I 335.79 I 0 .083 I 13.23 I 23 .8 52 .3 I 56.6 2 .18 335 . 96 I 0 .1 00 I 15 .88 I 29 .1 76.5 I 81. 4 2.46 336 .06 I 0 .117 I 18 .52 I 34 .4 1 05 .5 I 110 . 9 2 .69 336 .15 I 0 .134 I 21.17 I 39.7 139 . 3 I 145 .2 2.95 336 .25 I 0 .150 I 23.81 I 45.0 177.7 I 184 .2 3.26 336.37 I 0 .167 I 26 .46 I 50 .3 220 .8 I 228 .0 3 .60 336.50 I 0 .1 84 I 25 .14 I 51. 6 264.7 I 272 .4 3 .84 336.62 I 0.200 23 .81 I 49 .0 305 .5 I 313 . 7 4 .07 336.73 I 0.217 22 .49 I 4 6 . 3 343.3 I 351.8 4 .28 336 .84 I 0.234 21 .17 I 43 .7 3 7 8 .0 I 386.9 4 .47 336 .93 I 0 .250 19 .85 I 41. 0 40 9 .8 I 419.0 4.63 337 .02 I 0 .267 18 .52 I 38 .4 4 38 .7 I 448 .1 4 .73 337 .09 I 0.284 17 . 20 I 35 .7 464. 7 I 474.4 4 .82 337 .16 I 0 .30 1 15 .881 I 33 .1 488 .0 I 497 .8 4 .91 337.22 I 0 .31 7 14 .55 I 30 .4 508 .5 I 518 .4 4 .98 337 .27 I 0.334 13 .23 I 27 .8 526 .2 I 536.3 5 .04 337.31 I 0 .35 1 11. 91 I 25 .1 541.1 I 551 .3 5 .09 337.35 I 0 .367 10 .58 I 22 .5 553 .4 I 563 .6 5 .14 337 .38 I 0 .384 9 .26 I 19 .8 562. 9 I 573 .2 5 .17 337. 41 I 0 .401 7 .94 17. 2 569 .7 I 580.1 5.19 337 .42 I 0 .417 6 .62 14. 6 573 .8 I 584.2 5 .21 337 .4 3 I 0.434 5 .29 11. 9 575 .3 I 585.7 5 .21 337.44 I 0.45 1 3 . 9 7 9 .3 574.l I 584 .6 5.21 337 .44 I 0 . 4 68 2 .65 6 .6 570 .4 I 580.8 5 .20 337 .43 I 0.484 1. 32 4 .0 564.0 I 574.3 5 .17 337 .41 I 0 .501 0 .00 1. 3 555.0 I 565 .3 5 .14 337 .39 I 0.518 0 .00 0 .0 544 .8 I 555 .0 5 .11 337.36 I 0 .534 0.00 0 .0 534 .7 I 544 .8 5 .07 337.34 I 0.551 0 .00 0 .0 524.6 I 534 .7 5 .03 337.31 I 0.568 0 .00 0 .0 514 .6 I 524 .6 5 .00 337 .29 I 0 .584 0 .00 0 .0 504.7 I 514 .6 4 . 96 337.26 I 0 .601 0 .00 0.0 4 94 . 8 I 504 .7 4 .93 337 .24 I 0 .618 0 .00 0 .0 485.0 I 494.8 4 .89 337 .21 I 0 .635 0 .00 0.0 475 .3 I 485.0 4 .86 337 .19 I 0 .651 0 .00 0 .0 465 .7 I 475 .3 4 .83 337 .16 I 0 .668 0 .00 0.0 456 .1 I 465 .71 4 .79 337 .14 I 0 .685 0.00 0 .0 446 .6 I 456 .11 4 .76 337 .11 I 0.701 0 .001 0 .0 437.1 I 44 6 . 6 J 4.73 337 .09 I 0 . 718 0 .001 0 .0 427 .7 I 437.11 4 .69 337 .07 I 0.735 0 .00 1 0 .0 4 1 8.4 I 427 .7 1 4 .66 337 .04 ------------------------------------------------------------------------ POND -2 Version : 5 .21 S/N : Page 3 EXECUTED : 10 -26 -2005 10 :29 :29 Pond Fi l e : s :\engr\detain\vpark\phasel\VPARKl .PND Inf low Hydrograph : s :\engr\detain\vpark\phasel\2DEV .HYO Outflow Hydrograph : s :\engr\detain\vpark\phasel\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS --------------------------------------------------------------------- TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 OUTFLOW I ELEVATION I I (hrs) I (cfs) I (cfs) (cfs) (cfs) (cfs) I (ft) I 1--------1 ---------1 -----------------------------------------1---------1 I 0 .752 I 0 .001 0 .0 409 .2 418 .4 4 .63 I 337 .02 I I 0 .768 I 0 .00 1 0 .0 400 .0 409 .2 4.59 I 337 .00 I I 0.785 I 0.00 1 0 .0 390 .9 400 .0 4.54 I 336 .97 I I 0 .802 I 0 .00 1 0 .0 381 .9 390.9 4 .49 I 336.95 I I 0 .818 I 0.00 1 0 .0 373 .0 381 .9 4.44 I 336 .92 I I 0 .835 I 0.00 1 0 .0 364 .2 373 .0 4 .39 I 336.90 I I 0 .852 I 0 .001 0 .0 355 .6 364 .2 4 . 34 I 336 .87 I I 0 .868 I 0 .00 0 .0 347 .0 355 .6 4 .30 I 336 .85 I I 0 .885 I 0 .00 0 .0 338 .5 347 .0 4.25 I 336 .83 I I 0.902 0.00 0 .0 330 .1 338 .5 4 .20 I 336 .80 I I 0 .918 0 .00 0.0 321 .7 330 .1 4.16 I 336 .78 I I 0 .935 0 .00 0 .0 313 .5 32 1.7 4 .11 I 336 .76 I I 0 .952 0 .00 0 .0 305 .4 313 .5 4 .07 336 .7 3 I I 0 .969 0 .00 0 .0 297 . 3 305 .4 4 .02 336.71 I I 0 .985 0 .00 0.0 289.4 297 . 3 3 .98 336 .69 I I 1 .002 0 .00 0.0 281.5 289 .4 3 .94 336 .67 I 1 .019 0 .00 0 .0 273 .7 281 .5 3 .89 336 .65 I 1. 035 0.00 0 .0 266.0 273 .7 3 .85 336 .62 I 1.052 0 .00 0 .0 258.4 266 .0 3.81 336 .60 I 1. 069 0 .00 0 .0 250.9 258 .4 3 .77 336 .58 I 1. 086 0 .00 0 .0 243 .4 250 .9 3 .7 2 336 .56 I 1 .102 0.00 0 .0 236 .1 243 .4 3 . 68 336 .54 I 1 .119 0 .00 0.0 228 .8 236 .1 3 .64 336 .52 I 1.136 0 .0 0 0 .0 22 1. 6 228 .8 3 .60 336 .50 I 1 .152 0 .001 0 .0 214 .5 22 1. 6 3 .55 336 .48 I 1.169 0 .00 0 .0 207 .5 214 .5 3 . 4 9 336 .46 I 1 .186 0 .00 0 .0 200 .6 207 .5 3 .44 336 .44 I 1. 202 0 .00 0 .0 1 93.8 200 .6 3 .39 336 .42 I 1. 219 0 .0 0 0 .0 1 87 .2 193 .8 3 .33 336 .40 I 1. 236 0 .00 0 .0 1 80.6 187 .2 3 .28 336.38 I 1. 252 0 .00 0 .0 1 74 .2 180 .6 3 .23 336 .36 I 1. 269 0 .00 0 .0 1 67 .8 174 .2 3 .1 8 336 .34 I 1. 286 0 .00 0 .0 1 61. 5 167 .8 3 .13 336 .32 I 1. 303 0 .00 0 .0 1 55 .4 161. 5 3 .08 336.30 1. 319 0 .00 0 .0 149 .3 155 .4 3 .03 336 .28 1. 336 0 .00 0 .0 143.3 149 .3 2 .99 336 .26 1. 353 0 .00 0 .0 137 .5 143 .3 2 .94 336 .25 1 .369 0 .00 0 .0 131 .7 137. 5 J 2 .89 336 .23 1 .386 0 .00 0.0 126 . 0 131 .71 2 .85 336 .21 1.403 0 .00 0 .0 1 20 .4 126 .01 2 .80 336 .19 1.419 0.00 0 .0 11 4. 8 120 .41 2 .76 336 .18 1 .436 0.00 0 .0 1 09 .4 114 . 8 J 2 .72 336 .16 1. 453 0 .00 0 .0 1 04 .l 109 .41 2 .67 336 .14 1. 470 0 .00 0 .0 98 .8 104 .11 2 .63 336 .13 1. 486 0 .00 0.0 93.6 98 .8 1 2 .59 336 .11 1. 503 0 .00 0 .0 88 .5 93 .61 2 .55 336 .10 ------------------------------------------------------------------------ PON0-2 Version : 5 .21 S/N : Page 4 EXECUTED : 10-26-2005 10:29:29 Pond File: s :\engr\detain\vpark\phasel\VPARKl .PNO Inflow Hydrograph : s :\engr\detain\vpark\phasel\20EV .HYO Outflow Hy drograph: s :\engr\detain\vpa rk \phasel\OUT .H YO INFLOW HYDROGRAPH TIME INFLOW I I (hrs) I (cfs) I 1--------1---------1 1. 520 I 1. 536 I 1. 553 I 1.570 I 1. 58 6 I 1. 603 I 1. 620 I 1. 637 I 1. 653 I 1. 670 I 1. 687 I 1. 703 I 1 .720 I 1.737 I 1.753 I 1 .770 I 1 .787 I 1.804 I 1. 820 I 1. 837 I 1. 854 I 1. 870 I 1. 887 I 1. 904 I 1. 920 I 1. 937 I 1. 954 I 1. 971 I 1. 987 I 2 .004 I 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 .0 0 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 ROUTING COMPUTATIONS Il+I2 I 2 S/t -0 2S/t + 0 I OUTFLOW !ELEVATION I (cfs) I (cfs) (cfs) (cfs) I (ft) 1---------1--------------------------------1--------- 0 .0 I 83 .5 88 .5 2 .51 I 336 .08 o .o I 78.5 83 .5 2.47 I 336 .07 o.o I 73.7 78.5 2 .43 I 336 .05 o . o I 68. 9 73.7 2 .40 I 336 .04 o . o I 64 . 2 68 .9 2 .36 I 336 .02 0 .0 I 59.5 64.2 2 .32 I 336 .01 0.0 I 55 .0 59.5 2;25 I 335 .98 0 .0 I 50.7 55.0 2 .14 I 335 .95 o .o I 46.7 50 . 7 2 . 03 I 335 . 91 0 .0 42.8 46 .7 1 .93 I 335 .88 0 .0 39.1 42.8 1 .84 I 335 .85 0 .0 35.6 39.1 1 .7 4 I 335 .81 0.0 32 .3 35 .6 1.66 I 335 .79 0 .0 29 .2 32.3 1.57 I 335 .76 0 .0 26 .2 29.2 1.50 I 335 .73 0.0 23 .3 26 .2 1.42 I 335.71 0.0 20 .6 23 .31 1.35 I 335 .68 0 .0 18 .l 20 .6\ 1.28 I 335 .66 0 .0 15.6 18 .1\ 1.22 I 335.64 0 .0 13 .3 15 .6\ 1.16 I 335.62 0 .0 11.1 13 .31 1.10 I 335.60 0 .0 9 .0 11 .11 1 .04 I 335.58 0.0 7 .0 9 .0\ 0 .99 I 335 .56 0 .0 5 .2 7 .01 0 .94 I 335.55 0 .0 3.4 5. 2 I o . 90 I 335. 53 0 .0 1.7 3 . 4 I O. 85 I 335. 52 0 .0 0.1 1.71 0 .81 I 335.50 0.0 -0.0 0.1 1 0 .03 I 335 .02 0.0 -0 .0 -0 .0 \ o.oo I 335 .00 0.0 -0.0 -0 .0 1 0 .00 I 335 .00 POND -2 Version : 5 .2 1 S/N: Page 5 EXECUTED : 10 -26 -2005 10 :29 :29 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: Inf l ow Hydrograph : Outf l ow Hydrograph : s :\engr\detain\vpark\phasel\VPARKl s :\engr\detain\vpark\phasel\2DEV s :\engr\detain\vpark\phasel\OUT Starting Pond W.S . Elevation 335.00 ft .PND .HYO .HYO ***** Summary of Peak Outflow and Peak Elevat i on ***** Peak Inflow Peak Outflow Peak Elevation 26 .46 cfs 5 .21 cfs 337 .44 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0 .00 ac -ft 0 . 40 ac -ft 0 . 40 ac -ft .07 .17 .27 .37 .48 .58 .68 .78 .88 .99 1. 09 1 .19 1. 29 1. 39 1. 5 1. 6 1. 7 1. 8 1. 9 PON0-2 Version : 5.21 S/N: Page 6 Pond File : Inflow Hydrograph: Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation s:\engr\detain\vpark\phasel\VPARKl .PND s :\engr\detain\vpark\phasel\2DEV .HYO s:\engr\detain\vpark\phasel\OUT .HYO EXECUTED : 10-26-2005 26.46 cfs 10 :29 :29 5 .21 cfs 337 .4 4 ft Flow (cfs) 0.0 3 .0 6 .0 9 .0 12.0 15 .0 18 .0 2 1 .0 24 .0 27.0 30 .0 33.0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 -1 I -I I -I * -* * -* * -* * -* I* -I* 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 x x File : s:\engr\detain\vpark\phasel\OUT * File : s:\engr\detain\vpark\phasel\2DEV PON0 -2 Versi o n: 5 .21 S/N : .HYO .H YO Qmax Qmax 5 .2 cfs 26 .5 cfs Page 1 EXECUTED: 10-26-2005 10:31:33 5-YR STORM EVENT VALLEY PARK CENTER CITY OF COLLEGE STATION BRAZOS COUNTY, TEXAS VALLEY PARK CENTER 618107 9 :23 AM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 5YRSTORM EXISTING B D 76 8 .5 DRAINAGE AREA 1 TC , MIN c - I, IN/HR TRAVEL I TYPE LF I % NATURAL WOODLANDS GRASSED WATERWAY I TYPE NATURAL WOODLANDS (1 .5% SLOPE ) NATURAL GRASSLANDS (1.5 % SLOPE) B/(TC+D)"E TYPE 300 1.5% 860 1.5% A , ACRES NATURAL WOODLANDS Q ,CFS CIA E 0 .785 V , FPS (FIG 5) 0 .75 4 .00 TIME SEC I 400 .00 215.00 MIN 6.67 3.58 10 .25 c (TBL5) I % c I 0 .20 40 .0% 0.08 0 .37 ___ 60_.0_o/c_o ___ -'-0_.2_2 100.0 % 0 .30 7 .61 SF I ACRES 202 ,770 4 .65 304 ,045 506 ,815 11 .63 26 .75 VALLEY PARK CENTER CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFEREN CE: COLLEGE STATION DRA INAGE POLIC Y AN D DES IGN STANDARDS STORM EVENT: B D E 5YRSTORM 76 8.5 0.785 PROPOSED DRAINAGE AREA 1 TR AV EL V , FPS TYPE LF % FIG 5 TC , MIN ROOF , PARKING 527 1.0% 2 .80 STORM DR AI N 560 0.4 % 4 .56 I TYPE C {TBL5} C , -LANDS CA PED (1 .0% SLOPE) 0.40 IMPERV IOU S (1 .0% SLOPE) 0.90 I, IN /HR B/(TC+D)"E I TYPE A , ACRES LANDSCAPED (1 .0% SLOPE) IMPERVIOUS (1 .0% SLOPE) Q ,CFS CIA DRAINAGE AREA 2 TRAV EL V , FPS TYPE LF % FIG 5 TC , MIN NATURAL GRASSLAND 300 1.5% 1.25 GRASSED WATERWAY 350 1.5% 4 .00 I TYPE C {TB L5} C , -NATURAL GRASSLANDS (1.5 % SLOPE) 0 .37 IMPERVIOU S (1 .0% SLOPE) 0 .90 I, IN/HR B/(TC+D)"E I TYPE A , ACRES NATURAL GRASSLANDS (1 .5% SLOPE) IMPERVIOUS (1 .0 % SLOPE) Q ,CFS CIA 6/8/07 9:23 AM TIME SEC MIN 188 .21 3.14 122.81 2.05 10.00 I % c I 23 .7% 0.09 76 .3% 0.69 100.0% 0.78 7.69 SF I ACRES I 55 ,295 1.2 7 177 ,855 4.08 233 ,150 5.35 32 .17 TIME SEC MIN 240 .00 4.00 87 .50 1.46 10.00 I % c I 88 .7% 0.33 11 .3% 0.10 100 .0% 0.43 7.69 SF I ACRES I 242 ,825 5.57 30 ,840 0.71 273 ,665 6.28 20 .77 ******************************** * * * * VA LLEY PARK CENTE R -LOT 1 COL LE GE STATI ON , TX * * * 5 YEAR STORM * * * * * ******************************** Infl ow Hydrograph : s :\engr\detain\vpark\ph ase l \5DEV .HYO Rating Table file : s :\engr\detain\vpark\phasel\VPARKl .PND ----INITIAL CONDITIONS ---- El evation 335 .00 ft Outflow 0 .00 cfs Storage 0 .00 ac-ft GIVEN POND DATA I NTERMEDIATE ROUT ING COMPUTATIONS I EL EVATION OUTFLOW I STORAGE I 2S/t 2S/t + 0 I (ft) (cfs) I (ac -ft) I (cfs) I (cfs) 1------------------1----------1------------1------------- I 335.00 0 .0 I 0 .000 I 0 .0 I 0 .0 I 335.50 0 .8 I 0 .000 I 0 .6 I 1. 4 I 336 .00 2 .3 I 0 .041 I 59 .0 I 6 1. 3 I 336 .50 3 .6 I 0.155 I 224 .5 I 228 .1 I 337 .00 4 .6 I 0.280 I 406 .3 I 410 .9 I 337 .50 5 .3 I 0 . 417 I 605 .0 I 610 .3 I 338 .00 6 .0 I 0 .566 I 820 .9 I 826 .9 I 338 .50 6 .6 I 0.728 I 1054 .7 I 1 061. 3 I 339 .00 7 .2 I 0.902 I 1306 .8 I 1 314 .0 -------------------------------------------------------- Time increment (t) = 0 .017 hrs . POND -2 Version : 5 .21 S/N : Page 2 EXECUTED : 10 -26 -2005 1 0 :3 1:33 Pond File : s :\eng r \detain\vpark\phasel\VPARKl .PND Inflow Hydrograph : s :\engr\detain\vpark\phasel\5 DEV .H YO Ou tflow Hydrog r a ph: s :\engr\detain\vpark\phasel\OUT .H YO INFLOW HYDROGRAPH TIME (hrs} 0 .000 0 .017 0 .033 0 .050 0 . 067 0 .083 0 .100 0 .11 7 0 .134 0 .150 0.167 0.184 0 .200 0 .217 0 .234 0 .250 0 .26 7 0.284 0 .301 0 .317 0 .334 0 .351 0 .367 0 .384 0 .401 0 . 417 0 . 434 0 .451 0 . 4 68 0 .484 0 .50 1 0 .518 0 .534 0 .551 0.568 0 .584 0 .60 1 0 .618 0 .635 0 .651 0 .668 0 . 685 0.701 0 . 718 0 .735 INFLOW (cfs} 0 .00 3 .22 6 . 43 9 .65 12 .87 16 .09 19 .30 22 .52 25 .7 4 28 . 96 32 .171 30 .5 7 1 28 .96 1 27 . 351 25 .741 24 .131 22 .52 20 .91 19.30 17.70 16 .09 14 .48 12 .8 7 1 1. 26 9 .65 8.04 6 . 43 4 .83 3 .22 1. 6 1 0 .0 0 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .0 0 0 .00 0 .00 0 .0 0 0 .0 0 I Il+I 2 I (cfs} 1--------- 1 I I I I I I I I I I I I I I I I I 3 .2 9 .7 16 .1 22 .5 29 .0 35 .4 4 1. 8 4 8 .3 54 .7 6 1.1 62 .7 59 .5 56 . 3 53 .1 49 .9 46. 7 43 . 4 40 .2 37 .0 33 .8 30 .6 2 7.4 24 .1 20 .9 17 .7 1 4 .5 11. 3 8 .1 4 . 8 1. 6 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 ROUTING COMPUTATIONS 2S/t -0 (cfs} 0 .0 1. 5 9 .1 22.4 41. 1 65 .3 95 .5 13 1. 6 173 . 4 220 .9 274 .2 328 . 6 379 .1 426 .1 469 .5 509 .4 545 .8 578.8 608 .4 634 .5 657.3 676 .8 693 .0 7 05 .8 715 .4 7 21 .6 7 24 .7 724 . 6 721. 2 714.7 7 05 .0 693 .8 682 .7 67 1.6 660 .6 649 .7 638 .8 628.0 617 .3 606 .7 596 .1 585 .6 5 7 5 .2 564 .8 554 .5 2S/t + 0 I OUT FL OW (cfs) I (cfs) -----------1--------- 0 .01 0 .00 3 .2 0 .85 11.2 1.05 25 .2 1.40 44 .9 1.89 70 .1 2 .37 100 .7 2 .61 137 .3 2 .89 179 .8 3 .22 228 .1 3 .60 282 .0 3 .89 336 .9 4 .20 388 .1 4 .48 435 .4 4 .69 479.2 4 .84 519 .4 4 .98 556 .0 5 .11 589.3 5 .23 619 .0 5 .33 645 .4 5 .41 668 .3 5 .49 687 .9 5 .55 704 .2 5 .60 717 .l 5.65 726 .7 5 .68 733 .0 5 .70 7 36 .1 5 .7 1 736 .0 5 .71 732 .6 5 .70 726 .0 5 .67 716 .3 5 .64 705 .01 5 .61 693.81 5 .57 682 .7 1 5 .53 671.61 5 .50 660 .61 5 .46 649 .71 5 .43 638 .81 5 .39 628 .01 5 .36 617 .31 5 .32 606 .7 1 5 .29 596 .11 5.25 585 .61 5 .21 5 7 5 .21 5 .18 564 .8 1 5 .1 4 ELEVATION I (ft} I ---------1 335.00 I 335 .52 I 335.58 I 335 .70 I 335 .86 I 336.03 I 336 .12 I 336 .23 I 336 .36 I 336 .50 I 336 .65 I 336.80 I 336 .94 I 337 .06 I 337 .17 I 337 .27 I 337 .36 I 337 .45 I 337 .52 337 .58 337 .63 337 .68 33 7. 72 337.75 337 .77 337.78 337 .79 337.79 337 .78 337 . 77 337.74 337 .72 337 .69 33 7 .67 337 .64 337 .62 337 .59 337.57 337 .54 337.52 337 .49 337. 4 6 337 .44 337 .41 337 .39 ------------------------------------------------------ POND-2 Version : 5 .21 S/N : Page 3 EXECUTED : 10-26-2005 10 :31 :33 Pond File : s :\engr\detain\vpark\phasel\VPARKl .PND Inf low Hydrograph : s :\engr\detain\vpark\phasel\5DEV .HYO Outflow Hydrog ra p h: s :\engr\detain\vpark\phasel\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS --------------------------------------------------------------------- TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 OUTFLOW ELEVATION I (hrs) I (cfs) I (cfs) (cfs) (cfs) (cfs) (ft) 1--------1---------1 -------------------------------------------------- I 0 .752 I 0 .001 0 .0 544 .3 554 .5 5 .1 0 337 .36 I 0 .7 68 I 0 .001 0 .0 534 .2 544.3 5 .07 337.33 I 0 .785 I 0.001 0 .0 524 .1 534 .2 5.03 337 .31 I 0 .802 I 0.001 0.0 514 .1 524 .l 5.00 337 .28 I 0 .818 I 0.001 0 .0 504 .2 514 .1 4.96 337 .26 I 0 .835 I 0 .001 0 .0 4 94 . 4 504.2 4.93 337 .23 I 0 .852 I 0 .001 0 .0 484 .6 494 .4 4 .89 337 .21 I 0 .868 I 0 .001 0 .0 474 .8 484 .6 4.86 337 .18 I 0 .885 I 0 .001 0 .0 4 65 . 2 474 .8 4.82 337 .1 6 I 0 .902 I 0 .001 0.0 455 .6 465 .2 4 .79 337 .14 I 0.918 I 0 .00 1 0 .0 446 .1 455 .6 4.76 337 .11 I 0 .935 I 0 .00 1 0 .0 436.7 446 .l 4. 72 337 .09 I 0 .952 I 0 .0 0 1 0 .0 427 .3 436 .7 4.69 337 .06 I 0 .969 I 0 .001 0.0 418.0 427 .3 4 .66 337 .04 I 0 .985 I 0 .001 0 .0 408.7 418 .0 4 .62 337 .02 I 1.002 I 0 .001 0 .0 399 .5 408 .7 4.59 336.99 I 1.019 I 0 .001 0 .0 390 .5 399 .5 4.54 336 .97 I 1 .035 I 0 .001 0 .0 381. 5 390 .5 4.49 336 .94 I 1.052 0 .001 0 .0 372 .6 381. 5 4 .44 336 .92 I 1. 069 0 .001 0 .0 363 .8 372 . 6 4.39 336 .90 I 1.086 0.001 0 .0 355 .1 363 .8 4.34 336 .87 I 1.102 0 .001 0.0 346 .6 355 .1 4.29 336 .85 I 1.119 0 .001 0.0 338.1 346 .6 4.25 336 .82 I 1 .136 0.001 0 .0 329.7 338 .1 4.20 336 .80 I 1.152 0 .001 0 .0 321. 3 329.71 4 .16 336 .78 I 1 .169 0 .001 0 .0 313 .1 321. 31 4 .11 336 .75 I 1.186 0 .001 0 .0 305.0 313.11 4.06 336 .73 I 1 .202 0 .001 0 .0 297 .0 305 .01 4 .02 336 .71 I 1 .219 0 .001 0 .0 289.0 297 .01 3.98 336.69 I 1.236 0.00 1 0 .0 28 1.1 289 .01 3.93 336.67 I 1.252 0 .001 0 .0 273 .4 281.11 3 .89 336 .64 I 1.269 0 .001 0.0 265 .7 273 .41 3.85 336.62 I 1 .286 0 .001 0 .0 258 .0 265 .71 3 .81 336.60 I 1.303 0 .001 0.0 250.5 258 .01 3 . 76 336 .58 I 1 .319 0 .001 0 .0 243 .1 250.51 3 . 72 336.56 I 1.336 0 .001 0 .0 235 .7 243 .11 3 .68 336.54 I 1.353 0 .001 0 .0 228 .4 235 .71 3.64 336 .52 I 1 .369 0 .00 1 0.0 22 1. 2 228 .41 3 .60 336.50 I 1.386 0.001 0.0 214 .1 221. 21 3 .55 336 .48 I 1 .403 0 .00 1 0 .0 207 .2 214 .11 3 . 4 9 336.46 I 1. 419 0 .001 0 .0 200 .3 207 .2 1 3 .44 336 .44 I 1 .436 0 .001 0 .0 1 93 .5 200 .31 3 .38 336.42 I 1.453 0 .001 0 .0 1 86.9 193 .51 3 .33 33 6 . 4 0 I 1 .470 0 .00 1 0.0 180.3 186 .91 3.28 336 .38 I 1 .486 0 .00 1 0.0 173.8 180 .3 1 3.23 336 .36 I 1.503 0 .00 1 0.0 167 . 5 173.81 3 .1 8 336 .34 ------------------------------------------------------------------------ POND-2 Version: 5 .21 S/N: Page 4 EXECUTED : 10 -26-2005 10:31 :33 Pond File : s:\engr\detain\vpark\phasel\VPARKl .PND Inflow Hydrograph: s :\engr\detain\vpark\phasel\5DEV .HYO Outflow Hydrograph: s :\engr\detain\vpark\phasel\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 I OUTFLOW IEL EVATIONI I (hrs) I (cfs) I 1--------1---------1 1. 520 I 1. 536 I 1. 553 I 1. 570 I 1. 586 I 1. 603 I 1. 620 I 1. 637 I 1. 653 I 1.670 I 1. 687 I 1. 703 I 1. 720 I 1. 737 I 1. 7 53 I 1 .770 I 1. 787 I 1. 804 1 .820 1. 837 1 .854 1. 870 1. 887 1.904 1.920 1 .937 1 .954 1.971 1.987 2 .004 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 .001 0 .001 0 .001 0 .001 0 .0 01 0 .001 0 .001 0.00 1 0.001 0 .001 0 .001 0 .001 I (c fs) I (cfs) I (cfs) I (cfs) I (ft) I 1---------1------------1-----------1---------1---------1 0 .0 I 0 .0 I 0 .0 I 0.0 I 0.0 I 0.0 I 0 .0 I 0 .0 I o.o I 0 .0 I 0.0 I 0 .0 I o.o I 0 .0 I 0 .0 I 0 .0 I 0 .0 I o.o I 0 .0 I 0 .0 I o.o I 0 .0 I o.o I 0 .0 I 0 .0 I o.o I o.o I 0.0 I 0 .0 I 0 .0 I 161.2 I 155 .1 I 149.0 I 143.1 I 137 . 2 I 131. 4 I 125 .7 I 120 .1 I 114 .6 I 109 .2 I 103.8 98 .5 93 .4 88 .3 83.2 78 .3 73.4 68 .7 63 .9 59.3 54.8 50 .5 46.5 42 .6 38.9 35 .5 32 .2 29 .0 26 .0 23 .2 167.51 161. 21 155 .11 149 .01 143 .1 137.2 131. 4 125 .7 120 .1 114 . 6 109 .2 103 .8 98 .5 93 .4 88.3 83 .2 78 .3 73 .4 68 .7 63 .9 59 .3 54 .8 50 .5 46 .51 42.61 38 .91 35 .51 32 .21 29 .01 26 .01 3 .13 I 3 .08 I 3.03 I 2 .98 I 2.94 I 2 .89 I 2 .85 I 2 .80 I 2.76 I 2 .71 I 2 .67 I 2 .63 I 2 .59 I 2 .55 I 2 .51 I 2 .47 I 2 . 43 I 2 .39 I 2 .36 I 2 .32 I 2 .25 I 2 .1 4 I 2 .03 I 1.93 I 1. 83 I 1.74 I 1.65 I 1. 57 I 1. 49 I 1. 42 I 336.32 336.30 336 .28 336.26 336 .24 336.23 336 .21 336.19 336 .1 8 336 .16 336.14 336 .1 3 336 .11 336 .10 336.08 336.07 336.05 336.04 336 .02 336 .01 335.98 335 .95 335 .91 335 .88 335 .84 335.81 335 .7 8 335 .7 6 335 .73 335.71 POND-2 Version : 5 .21 S/N : Page 5 EXECUTED: 10 -26-2005 10 :31 :33 ****************** SUMMARY OF ROUTING COMPUTA TI ONS ****************** Pond File: Inflow Hydrograph : Outflow Hydrograph : s :\engr\detain\vpark\phasel\VPARKl s :\engr\detain\vpark\phasel\5DEV s:\engr\detain\vpark\phasel\OUT Sta r ting Pond W.S . Elevation 335 .00 ft .PND .HYO .HYO ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow Peak Outflow Peak Elevation 32 .17 cfs 5 .71 cfs 337 .79 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0 .00 ac-f t 0 .50 ac-ft 0 .50 ac -f t .07 . 17 . 27 .37 .48 .58 . 68 .78 .88 .99 1. 09 1. 19 1. 29 1. 39 1. 5 1. 6 1. 7 1. 8 1. 9 POND-2 Versio n: 5 .21 S/N : Page 6 Pond File: Inf l ow Hydrograph : Outflow Hydrograph : Peak Inflow Peak Outflow Peak Elevation s :\engr\detain\vpark\phasel\VPARKl .PND s :\engr\detain\vpark\phasel\5DEV .HYO s :\engr\detain\vpark\ph asel\OUT .HYO EXECUTED : 10-26-2005 32 .17 cfs 10 :31 :33 5.71 cfs 337.79 ft Flow (cfs) 0 .0 4.0 8.0 12 .0 16 .0 20.0 24.0 28 .0 32 .0 36 .0 40.0 44 .0 .------1 -----1-----1-----1-----1-----1-----1-----1-----1-----1 -----1- 1 -I I -I I -I I -J I -1 I* -I* I* -I* I* -I* I* -I* I* -I* 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 x x File : s :\engr\detain\vpark\phasel\OUT * File : s :\engr\detain\vpark\phasel\5DEV POND-2 Version : 5 .21 S/N : .HYO .HYO Qmax Qmax 5.7 cfs 32 .2 cfs Page 1 EXECUTED : 10 -26-2005 10 :32 :1 4 10-YR STORM EVENT VALLEY PARK CENTER CITY OF COLLEGE STATION BRAZOS COUNTY, TEXAS VALLEY PARK CENTER 6/8/07 9 :23 AM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 10YRSTORM EXISTING B D 80 8 .5 DRAINAGE AREA 1 TC , MIN C , - I, IN/HR TRAVEL I TYPE LF I % NATURAL WOODLANDS GRASSED WATERWAY I TYPE NATURAL WOODLANDS (1.5% SLOPE) NATURAL GRASSLANDS (1 .5% SLOPE) B/(TC+D)"E TYPE 300 1.5% 860 1.5% A , ACRES NATURAL WOODLANDS Q ,CFS CIA E 0 .763 V , FPS (FIG 5) 0 .75 4.00 TIME SEC I MIN 400 .00 6.67 215 .00 3.58 10 .25 c (TBL5) I % c I 0.20 40 .0% 0 .08 0.37 60 .0% 0.22 ~~-10-0-.0-%~~~-0-.3-0 8 .55 SF I ACRES 202 ,770 4 .65 304 ,045 506 ,815 11.63 30 .03 VALLEY PARK CENTER 618107 9:23 AM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 8 D 10YRSTORM 80 PROPOSED DRAINAGE AREA 1 TRAVEL I TYP E LF I % TC , MIN ROOF , PAR KING 527 STORM DRA IN 560 I TYPE c - I, IN /HR LAN DSC APED (1.0% SLO PE) IMPERVIOU S (1 .0% SLOPE) 8/(TC+D)"E A , ACRES LANDSCAPED (1 .0% SLOPE) IMPERVIOU S (1 .0% SLOPE) Q,CFS CIA I TYPE TYPE DRAINAGE AREA 2 TRAVEL LF I % 8.5 1.0% 0.4% TC , MIN NATURAL GRASSLAND GRASSED W ATERWAY 300 1.5% c - I, IN/HR I TYPE NATURA L GRASS LAND S (1 .5% S LOPE) IMPERVIOUS (1 .0% SLOPE) 8/(TC+D)"E I TYPE A , ACRES NATURAL GRASSLA NDS (1 .5% SLOPE) IMPERVIOU S (1 .0% SLOPE) Q,CFS CIA 350 1.5% E 0 .763 V ,FPS (F IG 5) 2.80 4 .56 c (T8L5) I 0.40 0.90 V , FPS (FIG 5) 1.2 5 4 .00 TIME SEC I 188.21 122 .81 % 23 .7% 76 .3% 100.0% MIN 3.14 2.05 10.00 c I 0.09 0.69 0.78 8.63 SF I ACRES I 55 ,295 1.27 177 ,855 4.08 233, 150 5.35 36 .11 TIME SEC I MIN 240.00 4.00 87 .50 1.46 10.00 c (TBL5) I % c I 0.37 88.7% 0.33 0.90 11.3% 0.10 ~~~1~0~0.~0°~~~~~~0-.4~3 8.63 SF I ACRES 242,825 5.57 30,840 0.71 273 ,665 6.28 23.31 ******************************** * * * * * * VALLEY PARK CENTE R -LO T 1 COLLEGE STA TI ON , TX 10 YEAR STORM * * * * * * ******************************** Infl ow Hydrograp h: s :\engr\deta in \vpark\pha sel\lODEV .H YD Rating Table fi l e : s :\engr\detain\vpark\pha sel\VPARKl .PND ----INITIAL El evation Out flow Storage COND ITI ONS ---- 335 . 00 ft 0 .00 cfs 0 .00 ac-ft GIVEN POND DATA ----------------------------- INT ERMEDIA TE ROUTING COMPUTATIONS -------------------------- I ELEV ATION OUTFLOW STORAGE I I 2S/t 2S/t + 0 I (ft) (cfs) (ac -ft) I I (cfs) (cfs) 1----------------------------1 1------------------------- I 335 .00 0 .0 0 .0001 I 0 .0 0 .0 I 335 .50 0 .8 0 .0001 I 0 .6 1. 4 I 336 .00 2 .3 0 .0411 I 59 .0 61. 3 I 336 .50 3 .6 0 .1551 I 224 .5 228 .1 I 337 .00 4 .6 0 .2801 I 406 .3 410. 9 I 337.50 5 .3 0 . 4171 I 605 .0 610 .3 I 338 .00 6 .0 0.5661 I 820 .9 8 2 6.9 I 338 .50 6 .6 0 . 7281 I 1054.7 1 061 .3 I 339 .00 7.2 0 .9021 I 1306 . 8 1314 .0 Time increment (t) = 0 .017 hrs . POND -2 Ve rsion : 5 .2 1 S/N : Page 2 EXECUTE D: 10 -26 -2005 1 0 :32 :14 Pond Fi l e : s :\engr\d etain\vpark\phasel\VPARKl .P ND Inflow Hydr ograph : s :\eng r \detain\vpark\phasel\l ODEV .HYO Ou tflow Hydrog raph : s :\eng r \d etain\vpar k \phasel\OU T .HYO INFLOW HY DROGRAPH ROUTING COMPUTA TI ONS ----------------------------------------------------------------------- T IME INFLOW I I I l+I 2 2S/t -0 2S/t + 0 I OUTFL OW !ELE VATION! I (hrs ) I (cfs) I I (c f s) (cfs) (cfs) I (cfs) I (ft) I 1--------1---------1 1--------------------------------!---------!--------- 0 .000 I 0 .00 ! I 0 .0 0 .0 1 0 .00 I 335 .00 0 .01 7 I 3 .6 1! I 3 .6 1 .9 3 .6 1 0 .86 I 335 .52 0.033 I 7 .22 1 I 10 .8 10 .6 12 .71 1. 08 I 335 .59 0 .050 I 10 .83! 18 .l 25 .6 28 .6! 1. 48 I 335 .73 0 .06 7 I 14 . 45 1 25 .3 4 6 . 8 50 .9! 2.0 4 I 335 .9 1 0 .083 I 18 .061 32 .5 74 .5 79 .41 2 .44 I 336 .05 0 .100 I 21.6 71 39 .7 108 .8 114 .2 J 2 .71 336 .16 0 .11 7 I 25 .28 1 47 .0 1 49 .7 155 .71 3 .04 336 .28 0 .134 I 28 .89 ! 54 .2 1 97 .0 203 .8 1 3 . 41 3 36 .4 3 0 .150 I 32 .50 1 6 1. 4 250 .9 258 .4 1 3 .7 7 336 .58 0 .167 I 36 .111 68 .6 311 .3 319 .5 1 4 .10 336 .75 0 .184 I 34 .3 11 7 0 .4 372 .8 38 1. 7 I 4. 4 4 336 .92 0 .200 I 32 .50 ! 66 .8 430 .2 439.6! 4.7 0 33 7 .07 0 .21 7 I 30 .7 01 63 .2 483 .6 493 .41 4 .89 337 .21 0 .234 I 28 .89 1 59.6 533 .1 543 .2 1 5 .06 337 .33 0 .250 I 27 .0 91 56 .0 578 .6 589 .1 5 .23 33 7.45 0 .267 I 25 .28 52 .4 620 .3 631. 0 5 .3 7 337 .55 0 .284 I 23 . 4 7 48 .8 658 .0 669 .0 5 . 4 9 337.64 0 .301 I 2 1. 6 7 45 .1 692 .0 7 03 .2 5 .6 0 3 37 .71 0 .31 7 I 19 .86 4 1. 5 722 .l 7 33 .5 5 .7 0 337 .78 0 .334 I 18 .06 37 .9 748 .5 760 .0 5 .7 8 337 .85 0 .351 I 16 .25 34 .3 771 .1 782 .8 5 .86 337 .90 0 .36 7 I 1 4 .45 30 .7 789 .9 80 1. 8 5 .92 33 7 .94 0 .384 12 . 64 27 .1 805 .l 8 17 .0 5 .97 33 7 .98 0 .401 10 .83 23.5 816 .5 828 .5 6 .00 338 .00 0 .417 9 .03 19 .9 824 .4 836 .4 6 .02 338 .02 0 . 434 7 .22 1 6 .3 828 .5 840 .6 6 .04 338 .03 0 .451 5 .42 1 2 .6 829 .1 84 1. 2 6 .0 4 338 .03 0 . 4 68 3 .6 1 9 .0 826 .1 838 .1 6 .0 3 338 .02 0 .484 1. 81 5 .4 819 .5 83 1. 5 6 .01 3 38 .0 1 0 .501 0 .00 1. 8 809.3 821. 3 5 .98 33 7 .99 0 .518 0 .00 0 .0 7 97 . 4 809 .3 5 . 94 337 . 96 0 .53 4 0 .00 0 .0 785.6 7 97 .4 5 .90 33 7 .93 0 .55 1 0.0 0 0 .0 773.9 7 85 .6 5 .8 7 33 7.90 0 .568 0 .00 0 .0 762.2 773 .9 5 .83 337 .88 0.584 0 .00 0 .0 750 .6 762 .2 5 . 79 33 7 .85 0 .601 0 .00 0 .0 739 .1 750 .6 5 .75 33 7 .82 0 .6 1 8 0 .00 0 .0 727.7 739 .l 5 . 72 33 7 .80 0.635 0 .00 0 .0 716 .3 727 . 7 5 .68 33 7 .77 0 .651 0 .00 0 .0 705.1 716 .3 5 .64 33 7 .74 0 .668 0 .00 0 .0 693 .8 7 05 .1 5 .6 1 33 7. 72 0 .685 0 .0 0! 0 .0 682 .7 693 .8 5 .57 337 .69 0 .70 1 0 .00 1 0.0 671 .6 682.7 5 .53 337 .67 0 .7 1 8 0 .00 ! 0 .0 660 .6 6 71 . 6 5 .5 0 33 7 .64 0 .7 35 0 .00! 0 .0 6 4 9 .7 660 .6 5 . 4 6 33 7 .62 ------------------------------------------------------------------------ POND-2 Version: 5 .21 S/N : Page 3 EXECUTED : 10-26-2005 10 :32 :14 Pond File : s :\engr\detain\vpark\phasel\VPARKl .PND Inflow Hydrograph : s :\engr\detain\vpark\phasel\l ODEV .HYO Outflow Hydrograph : s:\engr\detain\vpark\phasel\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------- I TIME INFLOW Il+I2 I 2S/t -0 2S/t + 0 I OUTFLOW I ELEVATION I (hrs) I (cfs) I (cfs) I (cfs) (cfs) I (cfs) I (ft) 1--------1---------1---------1-----------------------1---------1--------- 0 .752 I 0 .00 I 0 .0 I 638 .9 649 .71 5 .43 I 337 .59 0 .768 I 0 .00 I 0 .0 I 628 .1 638 .91 5 .39 I 337 .57 0 .785 I 0.00 I 0.0 I 617 . 4 628.11 5 .36 I 337 .54 0 .802 I 0.00 I 0 .0 606 .7 617 .41 5.32 I 337 .52 0 .818 I 0 .00 I 0 .0 596 .1 606 .71 5 .29 I 337.49 0 .835 I 0 .00 I 0.0 585.6 596.11 5 .25 I 337.46 0.852 I 0 .00 I 0.0 575.2 585.61 5.21 I 337 .44 0 .868 I 0.00 I 0 .0 564 .9 575.21 5.18 I 337 .41 0 .885 I 0 .00 I 0 .0 554 .6 564 .91 5 .14 I 337 .39 0 .902 I 0 .00 I 0 .0 544 .4 554 .61 5 .10 I 337 .36 0.918 I 0 .001 I 0 .0 534.2 544 .41 5 .07 I 337.33 0.935 I 0 .00 I 0 .0 524 .2 534 .21 5 .03 I 337 .31 0.952 I 0 .00 0 .0 5 1 4.2 524 .21 5 .00 I 337.28 0 . 969 I 0 .00 0 .0 504 .2 514.21 4 . 96 I 337 .26 0 .985 I 0 .00 0.0 4 94 . 4 504 .21 4 .93 I 337 .23 1.002 I 0.00 0 .0 484.6 494.41 4 .89 I 337.21 1. 019 I 0 .00 0 .0 474 .9 4 84. 61 4.86 I 337.18 1. 035 I 0 .00 0 .0 465 . 2 474 .91 4 .82 I 337 .16 1 .052 I 0 .00 0 .0 455 .7 465.2[ 4 .79 337.14 1. 069 I 0 .00 0 .0 446.1 455 .7\ 4 .76 337 .11 1. 086 I 0 .00 0 .0 436.7 446.1 4 .72 337 .09 1.102 I 0 .00 0 .0 427.3 436 .7 4.69 337 .06 1 .119 I 0 .00 0.0 418 .0 427.3 4 .66 337 .04 1 .136 I 0 .00 0.0 408.7 418 .0 4 . 62 337 .02 1 .152 I 0 .00\ 0.0 399 .6 408 .7 4 .59 336 .99 1.169 I 0 .00\ 0 .0 390. 5 399.6 4 .54 336 .97 1.186 I 0 .00\ 0 .0 381. 5 390.5 4 .49 336 .94 1. 202 I 0 .00 0 .0 372 .6 381. 5 4 .44 336 .92 1.219 I 0.00 0.0 363 . 9 372 .6 4 .39 336 .90 1. 236 I 0.00 0 .0 355 .2 363 .9 4 .34 336 .87 1. 252 I 0 .00 0 .0 346.6 355 .2 4 .29 336 .85 1 .269 I 0 .00 0 .0 338 .1 346 .6 4 .25 336 .82 1. 286 I 0 .00 0 .0 329 .7 338 .1 4 .20 336 .80 1. 303 I 0 .00 0 .0 321.4 329.7 4 .16 336 .7 8 1. 319 0 .00 0.0 3 1 3.2 321.4 4 .11 336 .7 9 1 .336 0 .00 0 .0 305 .0 313 . 2 4 .07 336 .73 1 .353 0 .00 0 .0 297 . 0 305.0 4 .02 336.71 1. 369 0 .0 0 0 .0 289 .0 297 .0 3 .98 336.69 1. 386 0 .00 0 .0 281 .2 289 .0 3 .93 336. 67 1. 403 0.00 0 .0 273.4 281. 2 3 .89 336.65 1 .419 0 .00 0 .0 265.7 273 .4 3 .85 336.62 1.436 0.00 0.0 258 .1 265 .7 3 .81 336 .60 1. 453 0 .00 0 .0 250 .6 258.1 3 .76 336.58 1 .470 0 .00 0 .0 243 .l 250 .6 3 .7 2 336 .56 1.486 0 .00 0 .0 235 .7 243 .1 3 .68 336.54 1. 503 0 .0 0 0 .0 228 .5 235 .7 3 .64 336 .52 ------------------------------------------------------------------------ POND -2 Version : 5.21 S/N : Page 4 EXECUTED : 10-26-2005 10 :32 :14 Pond File: s :\engr\detain\vpa rk \phasel\VPARKl .PND Inflow Hydrograph : s :\engr \de tain\vpar k \phasel\lODE V .HYD Outf low Hy drograph: s :\eng r\det ain\vpa rk \phasel\OUT .HYD INFLOW HYD ROGRAPH ROUTING COMPUTATIONS TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 I OUTFLOW ELEVATION I (hrs) I (cfs) I 1--------1---------1 1. 520 I 1.536 I 1. 553 I 1.570 I 1.586 I 1 .603 I 1. 620 I 1. 637 I 1. 653 I 1. 670 I 1. 687 I 1 .703 I 1. 720 I 1.737 I 1.753 I 1. 770 I 1.787 I 1. 804 I 1. 820 1 .837 1. 854 1. 870 1. 887 1 .904 1 .920 1 .937 1.954 1 . 971 1.987 2 .004 0.00 1 0 .00 1 0.001 0 .00 0.0 0 0 .00 0.00 0 .00 0 .00 0 .00 0.0 0 0 .00 0 .0 0 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .0 0 0 .00 0 .001 0.00 1 0 .00 1 0 .001 0.0 01 0 .001 0 .00 1 0 .001 I (cfs) I (cfs) I (cfs) I (cfs) (ft) 1---------1------------1-----------1------------------ 0 .0 I o.o I 0 .0 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 22 1. 3 I 214 .2 I 207 .2 I 200.3 I 193 .5 I 186 .9 I 1 80 .3 I 17 3 .9 I 167.5 I 1 61.3 I 1 55 .1 I 149 .0 I 143.1 I 137 . 2 I 131. 4 I 1 25 .7 I 120 .1 I 11 4 .6 I 10 9 .2 I 103 . 8 I 98 . 6 I 93. 4 I 88 .3 I 83 .3 I 7 8.3 I 7 3 .5 I 68 .7 I 64. 0 I 59 .3 I 5 4. 8 I 228 .51 221 .31 214 .21 207 .21 200 .31 193 .5 1 186 .9 1 180 .3 1 173.91 167.5 1 161. 31 155.11 149 .01 143.11 137.21 1 31. 4 1 25.7 120.1 114 . 6 109 .2 103.8 98 .6 93.4 88 .3 83 .3 78 .3 73 .5 68 .71 64 . O I 59 .3 1 3 .60 3 .55 3 . 4 9 3 .44 3 .38 3 .33 3.28 3 .23 3.18 3 .1 3 3 .08 3 .03 2 .98 2.94 2 .89 2 .85 2.80 2 .76 2 . 72 2 . 67 2 .63 2 .59 2 .55 2 .51 2 .47 2 . 43 2 .39 2 .36 2 .32 2 .25 336 .50 336 .48 336 .46 336 .44 336 .4 2 336 .40 336.38 336 .36 336 .34 336 .32 336.30 336.28 336 .26 336 .25 336 .23 336 .21 336 .19 336 .18 336 .16 336 .14 336 .13 336 .11 336.10 336.08 336 .07 336 .05 336 .04 336 .02 336.01 335 .98 POND-2 Ve r sion : 5 .21 S/N : Page 5 EXECUTED : 10 -26 -20 0 5 10 :32 :14 ****************** SUMMARY OF ROUTING COMPUTA T IONS ****************** Pond F ile : s :\engr\detain\vpark\phase l \VPARK l Inf l ow Hydrog ra ph : s :\engr\detain\vpark\phase l \lODEV Out f low Hydrogr aph : s :\engr\detain\vpark\phase l \OUT Start i ng Pond W.S . Elevation 335 .00 ft .PND .HYO .HYO ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow Peak Outflow Peak Elevation 36 .11 cfs 6 .04 cfs 338 .0 3 ft ***** Summary of Approximate Peak Storage ***** I nitial Storage Peak Storage From Storm Total Storage in Pond 0 .00 ac -ft 0 .58 ac -ft 0 .58 ac -ft .07 .17 .27 .37 .48 .58 . 68 .7 8 .88 .99 1. 09 1.19 1. 29 1. 39 1. 5 1. 6 1. 7 1. 8 1. 9 PON D-2 Vers i on : 5.21 S/N: Page 6 Pond File : In fl ow Hydrograph: Outf l ow Hydrograph : Pea k Inf low Pea k Outflow Pea k Elevation s:\engr\detain\vpark\phasel\VPARKl .PND s :\engr\deta i n\vpark\phasel\lODEV .HYO s :\engr\detain\vpark\phasel\OUT .HYO EXECUTED : 10 -26 -2005 36 .11 cfs 10 :32 :14 6 .04 cfs 338.03 ft Flow (cfs) 0.0 4 .0 8 .0 12 .0 16 .0 20.0 24.0 28 .0 32.0 36 .0 40 .0 44.0 .------1 -----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 -I I -I I -I I -I I -1 I* -I* I* -I* I* -I* I* -I* I* -I* 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 x x File : s :\engr\detain\vpark\phasel\OUT .HYO .H YO Qmax Qmax 6.0 cfs 36 .1 cfs Page 1 * Fi l e : s :\engr\detain\vpark\phasel\lODEV POND -2 Vers i on : 5 .2 1 S/N : EXECUTED : 10 -26 -2005 10 :33 :41 25-YR STORM EVENT VALLEY PARK CENTER CITY OF COLLEGE STATION BRAZOS COUNTY , TEXAS VALLEY PARK CENTER CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 25YRSTORM EXISTING TC , MIN TYPE NATURAL WOODLANDS GRASSED WATERWAY B D E 89 8 .5 0.754 DRAINAGE AREA 1 TRAVEL V ,FPS LF % FIG 5 300 1.5% 0. 75 860 1.5% 4 .00 618107 9:23 AM TIME SEC MIN 400 .00 6.67 215 .00 3.58 10 .25 I TYPE c (TBL5) I % c I c. - I, IN/HR NATURAL WOODLANDS (1 .5% SLOPE) NATURAL GRASSLANDS (1 .5% SLOPE) B/(TC +D)"E TYPE A, ACRES NATURAL WOODLANDS Q,CFS CIA 0 .20 40 .0% 0.08 0.37 ___ 60_.0_°lc_o ___ ....;.0_.2 2_ 100.0% 0.30 9.76 SF I ACRES 202, 770 4.65 304 ,045 506 ,815 11 .63 34 .3 0 VALLEY PARK CENTER CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS RE FERENCE : COLLEGE STATION DRAINAG E POLICY AND DES IGN STANDARDS STORM EVENT: B D E 25YRSTORM 89 8 .5 0 .754 PROPOSED DRAINAGE AREA 1 TRAV EL V , FPS I TYPE LF I % (FIG 5) TC, MIN ROOF , PARK IN G 527 1.0% 2.80 STORM DR A IN 560 0.4% 4.56 I TYPE C (TBL5) c -LANDSCAPED (1 .0% SLOPE) 0.40 IMPERV IOUS (1 .0% SLOPE) 0 .90 I, IN/HR B/(TC+D)"E I TYPE A , ACRES LANDSCAPED (1 .0% SLOPE) IMPERVIOUS (1 .0 % SLOPE) Q ,CFS CIA DRAINAGE AREA 2 TRAVEL V , FPS TYPE LF % FIG 5 TC , MIN NATURAL GRASSLA ND 300 1.5% 1.25 GRASSED WATERWAY 350 1.5% 4 .00 I TYPE C (T B L5) c -NATURAL GRASSLANDS (1 .5% SLOPE) 0 .37 IM PERVIOUS (1 .0 % S LOPE) 0.90 I, IN/HR B/(TC+D)"E I TYPE A, ACRES NATURAL GRASSLANDS (1 .5% SLO P E) IMPERVIOUS (1 .0 % SLOPE) Q,CFS CIA 6/8/07 9 :23 AM TIME SEC I MIN 188.21 3 .14 122.81 2 .05 10.00 I % c I 23 .7% 0 .09 76 .3% 0 .69 100 .0% 0 .78 9 .86 SF I ACRES 55 ,295 1.27 177,855 4.08 233 , 150 5.35 41 .25 TIME SEC MIN 240 .00 4.00 87 .50 1.46 10.00 I % c I 88 .7% 0 .33 11 .3% 0.10 100 .0% 0.43 9.86 SF ACRES 242 ,825 5.57 30 ,840 0.71 273,665 6.28 26.62 ******************************** * * * * * * VALLE Y PARK CEN TER -LO T 1 CO LL EGE ST AT ION , TX 25 YEA R STORM * * * * * * ******************************** In flow Hyd r ograph : s :\engr\deta in \vpark\ph asel\25DEV .HYO Rating Tab l e file : s :\engr\detain\vpark\phasel\VPARKl .PND ----INITIAL CO NDI TIONS ---- Elevation 335 .00 f t Ou tflow 0 .00 cfs Storage 0 .00 ac -ft INT ERMEDIA TE ROUTING GI VE N POND DATA COMPUTATIONS I ELE VA T ION I OUT FLOW STORAGE 2S/t I 2S/t + I (ft) I (cfs) (ac -ft) (cfs) I (cfs) 0 I 1---------1-------------------------------1 -------------1 I 335 .00 I 0 .0 0 .000 0 .0 I 0 .0 I I 335.50 I 0 .8 0 .000 0 .6 I 1. 4 I I 336 .00 I 2 .3 0 .041 59.0 I 6 1. 3 I I 336 .50 I 3 .6 0 .155 224 .5 I 228.1 I I 337 .00 I 4 .6 0 .280 406 .3 I 410 .9 I I 337 .50 I 5 .3 0 . 41 7 605 .0 I 6 1 0 .3 I I 338 .00 I 6 .0 0.566 820 .9 I 826 .9 I I 338 .50 I 6 .6 0 .728 1054 .7 I 1061. 3 I I 339 .00 I 7 .2 0 .902 1306 .8 I 1314 . 0 I Time increment (t) = 0 .0 1 7 hrs . POND -2 Version : 5 .2 1 S/N : Page 2 EXECUTED : 10 -26-2005 10 : 33 : 41 Pond Fi l e : s :\engr\d etain\vpark\phasel\VPARKl .PND I n flow Hydrograph: s :\engr\de t ain\vpark\phasel\25 DE V .HYO Out f l ow Hydrog r aph: s :\e n gr\detai n \vpa rk \p hasel\OUT .HYO INFLOW HYDROGRAPH ROUTING CO MPUTATIONS ---------------------------------------- ------------------------------ TIME INFLOW I I l+I 2 2S/t -0 2S/t + 0 OUTFLOW I EL EVATION I I (hrs) I (cfs) I I (cfs ) I (cfs) (cfs) (cfs) I (ft) I 1--------1---------1---------1--------------------------------1---------1 I 0 .000 I 0 .00 I I 0 .0 0 .0 0 .00 335 .00 I 0 .017 I 4 .12 I 4.1 I 2 .4 4 .1 0 .87 335 .52 I 0 .033 I 8.25 I 12 .4 I 12.5 14 .8 1.14 335.61 I 0.050 I 12 .37 I 20 .6 I 29.9 33 .1 1. 59 335.76 0.067 I 16 .50 I 28 .9 I 54.3 58 .8 2 .24 335.98 0 .083 I 20 .62 I 3 7 .l I 86 .4 91. 4 2 .53 336 .09 0.100 I 24 .75 I 45 .4 I 126 .0 131. 7 2 .85 336.21 0 .117 I 28 .87 I 53 .6 I 17 3 .2 179 .7 3 .22 336 .35 0 .134 I 33 .0 0 I 6 1. 9 I 227 .8 235 .1 3.64 336.52 0 .150 37 .12 I 70 .l I 290 .0 297 .9 3 .98 336.69 0 .167 41 .25 I 7 8 .4 359 .6 368 .3 4 .37 336.88 0 .184 39 .18 80.4 430 .6 440 .0 4 .70 337 .07 0 .200 37 .12 7 6 .3 497 .0 506 .9 4 .94 337.24 0 .217 35 .06 7 2 .2 558 .9 569 .2 5 .16 337 . 40 0 .234 33 .001 68 .l 616 .3 627 .0 5 .35 337 .54 0.250 30 .93 1 63 .9 66 9 .1 680 .2 5 .53 337 .66 0 .267 28 .871 59 .8 717 . 6 728 .9 5 .68 337 .77 0 .284 26 . 81 1 55 .7 761. 6 773 .3 5 .83 337 .88 0 .301 2 4 .75 1 5 1. 6 80 1. 3 813 .2 5 .96 337 .97 0 .317 22 .681 4 7 .4 836 .6 848 .7 6 .06 338.05 0 .334 20.621 43 .3 867 . 6 879 .9 6 .14 338 .11 0 .351 18 .561 39 .2 894 .4 906 .8 6 .20 338 .17 0 .367 16.501 35 .l 9 1 6 .9 929 .4 6 .26 338 .22 0 .384 14 .44 30 .9 935 .2 947 .8 6 .31 338 .26 0 .401 12 .37 26 .8 949 .3 962 .0 6.35 338 .29 0 .417 10 .3 1 22 .7 959 .3 9 7 2 .0 6 .3 7 338 .31 0 .434 8 .25 1 8 .6 965 .l 9 77 .8 6.39 338 .32 0 .451 6 .19 1 4 . 4 966 .7 979 .5 6 .39 338 .33 0 . 4 68 4 .1 2 1 0 .3 96 4.3 9 7 7 .0 6 .38 338 .32 0 .484 2 .06 6 .2 95 7.7 9 7 0.5 6.37 338 .31 0 .501 0 .00 2 .1 94 7.1 959 .8 6 .34 338 .28 0 .518 0 .00 0 .0 934 .5 947 .1 6 .31 338 .26 0 .534 0 .00 0 .0 921 .9 934 .5 6.28 338 .23 0 .551 0 .0 0 0 .0 909 .4 92 1. 9 6 .24 338.20 0 .568 0 .00 0 .0 89 7.0 909 .4 6 .21 338 .18 0 .584 0 .00 0 .0 88 4 .7 897 .0 6 .1 8 338 .15 0 .601 0 .00 0 .0 872 . 4 884 .7 6 .1 5 338 .12 0 .618 0 .00 0 .0 860 .1 872 . 4 6 .12 338 .10 0 .635 0 .00 0 .0 848 .0 860 .1 6 .09 338.07 0 .651 0 .00 0 .0 835.9 8 4 8.0 6 .05 338 .04 0 .668 0 .00 0 .0 823 .8 835 .9 6 .02 338 .02 0 .685 0 .00 0 .0 8 11. 8 823 .81 5 .99 337 .99 0 .701 0 .00 0 .0 7 99 .9 81 1. 8 I 5 .95 337 .97 0 .7 18 0 .0 0 1 0 .0 7 88 .1 7 99 .91 5 .91 337 .94 0 .7 35 0 .001 0 .0 77 6 .4 7 88 .1 1 5 .87 337 .91 ------------------------------------------------------------------------ POND -2 Version : 5 .21 S/N: Page 3 EXECUTED : 10 -26 -2005 10:33 :41 Pond Fi l e : s :\engr\detain\vpark\phasel\VPARKl .PND Inflow Hydrograph : s :\engr\detain\vpark\phasel\25DEV .HYO Outflow Hydrograp h: s :\engr\detain\vpark\phasel\OU T .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 I OUTFLOW IELEVATIONI I (hrs) I (cfs) I 1--------1---------1 I 0 .752 I 0.001 I 0.768 I 0 .001 0 .785 I 0 .001 0 .802 I 0 .001 0 .818 I 0 .00 1 0 .835 I 0.00 1 0 .852 I 0.00 1 0.868 I 0.00 1 0 .885 0 .001 0 .902 0 .001 0 .918 0 .00 0.935 0 .00 0 .952 0 .00 0 .969 0 .00 0 .985 0 .00 1.002 0.00 1. 019 1 .035 1 .052 1. 069 1. 086 1.102 1 .119 1.136 1 .152 1.169 1.186 1. 202 1. 219 1. 236 1. 252 1. 269 1. 286 1 .303 1. 319 1. 336 1. 353 1. 369 1. 386 1. 403 1 .419 1 .436 1. 453 1. 470 1. 486 1. 503 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .0 0 0 .001 0 .001 0 .001 0.001 0 .00 1 0 .001 0 .001 0 .00 1 0 .001 0 .001 0 .00 1 0 .001 0 .00 1 0.001 0 .001 0.00 1 0 .00 1 0 .00 1 0 .00 1 0.001 0.00 1 0 .00 1 I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I 1---------1------------1-----------1---------1---------1 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 0.0 0.0 0.0 0.0 0.0 0 .0 0 .0 0 .0 7 64.7 I 753.1 I 741.6 I 730 .1 I 7 1 8 .7 I 707 .4 I 696 .2 I 685 .1 I 674 .0 I 663 .0 I 652 .0 I 641. 1 I 630 .3 619.6 609 .0 598 .4 587 .8 577 .4 567 . 0 556 .7 5 4 6 .5 536.4 526.3 516 . 3 506 .3 496 . 5 486 .7 4 7 6 .9 46 7.3 45 7.7 448 .1 438 .7 429 .3 420.0 4 1 0 .7 401.5 392 .4 383 .4 374 .5 365 .7 357 .0 348 .4 339 .9 331 .4 323 .1 3 1 4 .9 776 .41 764 .71 753 .11 741.61 730 .1 1 718 . 71 707 .41 696 .2 1 685 .11 674 .0 1 663 .0 1 652 .01 641 .11 630.31 619 .61 609 .0 1 598 .41 58 7.8 1 57 7.4 1 567 . o I 556 .71 546 .5 1 536 .41 526 .31 516 .31 506 .31 496 .51 486 .71 476 .91 467 .31 457 .71 448 .1 1 438 .71 429 .3 1 420 .01 410 .71 40 1.51 392 .41 383.41 374 .5 1 365 .71 357 .01 348 .41 339 .91 331. 4 I 323 .1 1 5 .84 I 5 .80 I 5 . 7 6 I 5. 72 I 5 .69 I 5 .65 I 5.61 I 5 .58 I 5 .54 I 5 .51 I 5 . 4 7 5. 43 5 . 40 5.36 5 .33 5 .30 5 .26 5 .22 5.18 5 .15 5 .11 5 .08 5 .04 5 .01 4 .97 4 .94 4 . 90 4.87 4 .83 4 .80 4 .7 6 4.73 4 .70 4 .66 4 .63 4 .60 4 .55 4 .50 4 .45 4 .40 4 .35 4 .30 4 .26 4 .21 4 .17 4 .12 337 .88 I 337 .86 337 .83 337 .80 337 .78 337 .75 337 . 72 337 .7 0 337.67 337 .65 337 .62 337.60 337 .57 337 .55 337 .52 337 .50 337 .47 337 .44 337 .42 337 .39 33 7.37 337 .34 337 .31 337 .29 337 .26 337 .24 337 .21 337.19 337 .17 337 .14 337 .12 337 .09 337 .07 337 .05 337 .02 337 .00 336.9 7 336.95 336 .92 336 .90 336 .88 336 . 85 336.83 336 .81 336 .78 336 . 76 POND-2 Version: 5 .21 S/N : Page 4 EXECUTE D: 10 -26 -2005 10 :33 :41 Pond Fi l e : s :\engr\detain\vpark\phasel\VPARKl .PND Inflow Hydrograph : s :\engr\detain\vpark\phasel\25DEV .HYO Outflow Hy drograph : s :\engr\detain\vpar k\phasel\OUT .HYO INFLOW HY DROGRAPH ROUTING COMPUTATIO NS TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 I OUTFLOW IELEVATIONI I (hrs) I (cfs) I 1--------1---------1 1. 520 I 1. 536 I 1. 553 I 1. 570 I 1.586 I 1. 603 I 1. 620 I 1. 637 I 1. 653 I 1. 670 I 1. 687 I 1. 703 I 1. 720 I 1.737 I 1.753 I 1. 770 I 1. 787 I 1. 804 I 1. 820 I 1. 837 I 1. 854 I 1. 870 I 1. 887 I 1. 904 I 1. 920 I 1. 937 I 1. 954 I 1. 971 I 1. 98 7 I 2 .004 I 0 .001 0 .001 0.001 0 .001 0.00 1 0 .001 0 .00 1 0 .00 1 0 .00 1 0 .00 1 0 .00 1 0 .00 1 0 .001 0 .001 0.001 0 .001 0.001 0 .001 0.001 0 .001 0 .001 0 .00 1 0 .001 0 .00 1 0 .00 1 0 .00 1 0 .00 1 0.001 0 .00 1 0 .001 I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I 1---------1------------1-----------1---------1---------1 0.0 I 0.0 I 0 .0 I 0 .0 I 0 .0 I 0.0 I 0 .0 I 0.0 I 0 .0 I 0 .0 I 0.0 I 0 .0 I 0 .0 I 0.0 I 0 .0 I 0 .0 I 0 .0 I 0 .0 I 0 .0 I 0.0 I 0 .0 I 0 .0 I 0 .0 I o .o I o .o I 0 .0 I 0 .0 I 0 .0 I 0 .0 I 0.0 I 306 .7 I 298 .7 I 290 .7 I 282 .8 I 275 .0 I 267 .3 I 259 .7 I 252 .1 I 24 4 . 7 I 237 .3 I 230 .0 I 222 .8 I 215 .6 I 208 .6 I 201 .7 I 195.0 I 188 .3 I 181.7 I 175 .2 I 1 68 .8 I 162.6 I 156 .4 I 150 .3 I 144 .3 I 138.4 I 132 .6 I 126.9 I 121. 3 I 115 . 8 I 110 .3 I 314 .9 1 306 .71 298 .7 1 290 .7 1 282.81 275.01 267.3 1 259 .71 252 .11 244.71 237.31 230 .01 222 .81 215 .61 208 .61 201 .71 195 .01 188 .31 181. 7 I 175.21 168 .81 162 .61 156 .41 150 .31 144.31 138.41 132.61 126.91 121.31 115 . 81 4 .0 7 4 .03 3 .99 3 . 94 3 .90 3 .86 3 .8 1 3 .77 3 .7 3 3 .69 3 .65 3 .61 3 .56 3 .50 3 .45 3 .39 3 .34 3 .29 3 .24 3 .19 3 .14 3 .09 3 .04 2 .99 2 .95 2 .90 2 .86 2 .81 2 .77 2 . 72 336 .74 336 . 71 336 .69 336 .67 336.65 336 .63 336 .61 336 .59 336 .57 336 .55 336 .53 336 .51 336 .48 336 .46 336 .44 336 .4 2 336 .40 336 .38 336 .36 336 .34 336 .32 336 .30 336.28 336 .27 336 .25 336 .23 336 .21 336 .20 336.18 336 .16 POND -2 Version: 5 .21 S/N : Page 5 EXECUTED : 10-26-2005 10 :33 :41 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : s :\engr\detain\vpark\phasel\VPARKl .PNO Inflow Hydrograph : s :\engr\detain\vpark\phasel\25DEV .HYO Outf l ow Hydrograph : s:\engr\detain\vpark\phasel\OUT .HYO Starting Pond W.S . Elevation 335 .00 ft ***** Summary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 41.25 cfs 6 .39 cfs 338 .33 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac -ft 0.67 ac -ft 0 .67 ac-ft ***** .07 .17 .27 .37 .4 8 .58 . 68 .78 . 88 .99 1. 09 1.19 1. 29 1. 39 1. 5 1. 6 1. 7 1. 8 1. 9 PON D-2 Version : 5 .21 S/N : Page 6 Pond File: Inf l ow Hydrograph : Outflow Hydrograph : Pea k I nflow Pea k Outflow Pea k Elevation s :\engr\detain\vpark\phasel\VPARKl .PND s :\engr\detain\vpark\phasel\25DEV .HYD s :\engr\detain\vpark\phasel\OUT .HYO EXEC UTED: 10-26-2005 4 1.25 cfs 6 .39 cfs 338 .33 ft 10 :33:41 Flow (cfs) 0 .0 4.0 8.0 12 .0 1 6.0 20 .0 24 .0 28 .0 32.0 36 .0 40 .0 44 .0 .------1-----1 -----1-----1-----1-----1-----1 -----1-----1-----1-----1- 1 -I I -I I -I I -I I -I I* -I* I* -I* I* -I* I* -I* I* -I* 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 x x File : s :\engr\detain\vpark\phasel\OUT .HYO .HYO Qmax Qmax 6 .4 cfs 41.3 cfs Page 1 * File : s :\engr\detain\vpark\phasel\25DEV POND-2 Vers i on : 5 .21 S/N : EXECUTED: 1 0 -26-2005 10 :35 :37 100-YR STORM EVENT VALLEY PARK CENTER CITY OF COLLEGE STATION BRAZOS COUNTY, TEXAS VALLEY PARK CENTER CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 100YRSTORM EXISTING B 96 D E 8.0 0.73 DRAINAGE AREA 1 TRAVEL V ,FPS TYPE LF % FIG 5 TC , MIN C, - I, IN/HR NATURAL WOODLANDS GRASSED WATERWAY I TYPE NATURAL WOODLANDS (1 .5% SLOPE) NATURAL GRASSLANDS (1 .5% SLOPE) B/(TC +D)AE I TYPE A, ACRES NATURAL WOODLANDS Q, CFS CIA 300 1.5% 0.75 860 1.5% 4 .00 c (TBL5) I 0 .20 0 .37 618107 9 :23 AM TIME SEC MIN 400.00 6.67 215.00 3.58 10.25 % c I 40 .0% 0.08 60 .0% 0.22 100.0% 0.30 11 .52 SF I ACRES 202,770 4.65 304 ,045 506 ,815 11 .63 40.49 VALLEY PARK CENTER CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: B D E 100YRSTORM 96 8.0 0 .73 PROPOSED DRAINAGE AREA 1 TRAVEL V ,FPS I TYPE LF I % (FIG 5) TC , M IN ROOF , PAR KIN G 527 1.0% 2 .80 STORM DRAIN 560 0.4% 4 .56 I TYPE C (TBL5) c -LA NDSCAP ED (1 .0% SL OPE) 0.4 0 IM PERVIO US (1.0% SLO PE) 0 .90 I , IN /HR B/(TC+D)"E I TYPE A , ACRES LANDSCAPED (1 .0% S LO PE) IM PERVI O US (1 .0% SLOPE) Q,CFS C IA DRAINAGE AREA 2 TRAV EL V , FPS TY PE LF % FIG 5 TC, M IN NATU RAL GRASSLAN D 300 1.5% 1.25 G RA SSE D WATERWAY 350 1.5% 4 .00 I TYPE C (TBL5) C, -NATURAL G RA SSLA ND S (1 .5% SLO PE) 0.37 IM PERV IOU S (1.0% SLO PE) 0 .90 I, IN /HR B/(TC+D)"E I TYPE A , ACRES NATURAL GRASS LAND S (1 .5% SLOPE) IM PERVIOUS (1.0% SLO PE) Q,CFS C IA 6/8 /07 9:23 AM TIME SEC I MIN 188 .21 3.14 122 .81 2.05 10.00 I % c I 23 .7% 0.09 76 .3% 0.69 100 .0% 0.78 11 .64 SF I ACRES 55 ,295 1.27 177 ,855 4.08 233, 150 5.35 48 .68 TIME SEC MI N 240.00 4.00 87.50 1.46 10.00 I % c I 88 .7% 0.33 11.3% 0.10 10 0.0% 0.43 11 .64 SF ACRES I 242 ,825 5.57 30 ,840 0.71 273 ,665 6.28 31.42 ******************************** * * * * * * VALL EY PARK CENTER -LO T 1 COLLEGE STAT ION , TX 100 YEAR STORM * * * * * * ******************************** Inf l ow Hydrograph : s:\engr\detain\vpark\phasel\lOODEV .HYO Rating Table file : s :\engr\detain\vpark\pha sel\VPARK l .PND ----INITIAL CONDITIONS ---- El evation 335 .00 ft Ou tflow 0 .00 cfs Storage 0.00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS I EL EVATION I OUTFLOW I STORAGE I 2S/t I 2S/t + 0 I (ft) I (cfs) I (ac-ft) I (cfs) I (cfs) 1---------1---------1----------1 ------------1------------- I 335 .00 I 0 .0 I 0.0001 0 .0 I 0 .0 I 335.50 I 0 .8 I 0.0001 0 .6 I 1. 4 I 336.00 I 2.3 I 0 .0411 59 .0 I 61. 3 I 336 .50 I 3 .6 I 0 .155 1 224 .5 I 228 .l I 337 .00 I 4 . 6 I 0 .2801 406.3 I 410 .9 I 337 .50 I 5 .3 I 0 . 417 I 605 .0 I 610 .3 I 338.00 I 6 .0 I 0 .5661 820.9 I 826 .9 I 338.50 I 6.6 I 0.728 1 1054 .7 I 1061.3 I 339 .00 I 7 .2 I 0 .9021 1 306 .8 I 1314.0 Time increment (t) = 0 .017 hrs. POND-2 Version : 5 .21 S/N : Page 2 EXECUTED: 1 0 -26 -2005 10:35 :37 Pond File : s:\engr\detain\vpark\phasel\VPARKl .PND Inflow Hydrograph: s:\engr\detain\vpark\phasel\lOODEV .HYO Outflow Hydrograph : s :\engr\detain\vpark\phasel\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------------------------------------------------- I TI ME INFLOW I Il+I2 2S/t -0 2S/t + 0 OUTFLOW I ELEVATION I (hrs) I (cfs) I (cfs) (cfs) (cfs) (cfs) I (ft) 1--------1 ---------1-----------------------------------------1--------- I 0 .000 I 0.00 I 0 .0 0 .0 0.00 I 335 .00 I 0 .017 I 4 .87 I 4 .9 3.1 4 .9 0.89 I 335 .53 I 0 .033 I 9.74 I 14.6 15 .3 17.7 1. 21 I 335.64 I 0 .050 I 14 .60 I 24 .3 36 .1 39 .6 1. 76 I 335 .82 I 0. 067 I 19 .47 I 34.l 65 .4 70 .2 2.37 I 336 .03 I 0.083 I 24.34 I 43 .8 103 .9 109.3 2 . 67 I 336 .14 I 0 .1 00 I 29 .2 1 I 53.6 151 .4 15 7.5 3.05 I 336.29 I 0 .117 I 34 .08 I 63.3 207 .7 2 1 4 .6 3 . 4 9 I 336 .4 6 I 0 .134 I 38 .94 I 73.0 272 . 9 280.7 3.89 I 336 .64 I 0 .1 50 I 43 .8 1 I 82 .8 347 .l 355 .7 4 .30 I 336 .85 I 0.167 I 48 .68 92 .5 430 .l 439 .5 4 .7 0 I 33 7.07 I 0.184 I 46 .25 94 .9 515 .1 525 .l 5 .00 I 337 .29 I 0 .200 I 43 .81 1 90 .l 594.6 605.1 5.28 I 337 .4 9 I 0 .217 I 41. 38 I 85.2 668 .7 679 .8 5 .52 I 337 .66 I 0.234 I 38.941 80.3 737 .5 749 .0 5 .7 5 I 337 .82 I 0.250 I 36 .5 1 1 75 .4 80 1. l 813 .0 5 .96 I 337.97 I 0 .267 I 34.081 7 0.6 859 .4 871 .7 6 .11 I 338 .1 0 I 0 .284 I 31.64 65 .7 912 .7 925.21 6.25 I 338 .21 I 0.301 I 29.2 1 60.9 960 .8 973 .51 6 .38 338 .31 I 0 .317 I 26.77 56.0 1003 .8 1 016 .71 6 .49 338 .4 0 I 0.334 I 24 .34 51.1 1041.7 1 054 .91 6.58 338 .49 I 0.351 I 21.9 1 46 .3 1074 .6 10 88.01 6 .66 338 .55 I 0.367 I 19 . 4 7 41. 4 1102 . 5 111 6.01 6 .7 3 338.61 I 0 .384 I 17.04 36.5 1125 . 5 1 139 .1 1 6 .7 8 338.65 I 0.401 I 14 .60 31. 6 1143 .5 1157.1 6 .83 338 .69 I 0.417 I 12.17 26 .8 1156. 5 1170 . 2 6 .86 338.72 I 0.434 I 9 .7 4 2 1. 9 1164 . 7 117 8. 4 6 .8 8 338 .7 3 I 0.451 I 7 .30 17.0 1167. 9 11 8 1.7 6 .89 338.7 4 I 0. 4 68 I 4 .87 12.2 1166.4 1180 .1 6.88 338.74 I 0.484 I 2 . 4 3 7.3 1159. 9 1173.7 6 .87 338 .72 I 0.501 0 .00 2 .4 1148 .7 1162.4 6 .84 338 .7 0 I 0 .518 0 .00 0 .0 1135 .1 1148.7 6.81 338.67 I 0 .534 0 .00 0.0 1121 . 5 11 35 .1 6 .7 8 338 .65 I 0.551 0 .00 0.0 1108 . 0 11 21 . 5 6 .74 338.62 I 0 .568 0 .00 0.0 1094.6 11 08 . 0 6 .71 338 .59 I 0.584 0.00 0 .0 1081. 2 1 094.6 6 .68 338.57 I 0 .601 0 .00 0 .0 1067 .9 1 081.2 6 .65 338 .54 I 0.618 0 .00 0 .0 1054 .7 1 067 .9 6 .62 338 .51 I 0 .635 0 .00 0 .0 1041.5 1054.7 6 .58 338 .49 I 0 .651 0.00 0 .0 1028.4 1 041.5 6.55 338 .46 I 0 .668 0 .00 0 .0 1015 .4 1028.4 6 .52 338 .4 3 I 0 .685 0 .00 0 .0 1002 .5 101 5.4 6 .48 338 .4 0 I 0 .701 0 .00 0 .0 989 .6 1002.5 6 . 45 338 .37 I 0 .718 0 .00 0 .0 976.7 989.6 6 . 42 338.35 I 0 .735 0 .00 0 .0 96 4.0 97 6 . 7 6 .38 338.32 ------------------------------------------------------------------------ POND-2 Version : 5.21 S/N : Page 3 EXECUTED : 10-26-2005 10 :35 :37 Pond File: s:\engr\detain\vpark\phasel\VPARKl .PND Inflow Hydrograph : s :\engr\detain\vpark\phasel\lOODEV .HYO Outflow Hydr ograph : s :\engr\detain\vpark\phasel\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------- TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 I OUTFLOW I ELEVATION I I (hrs) I (cfs) I (cfs) (cfs) I (cfs) I (cfs) I (ft) I 1--------1---------1 ---------------------1-----------1 ---------1---------1 0.752 I 0 .001 0 .0 951. 3 I 964 .01 6.35 I 338 .29 I 0. 768 I 0 .001 0 .0 938 .6 I 951.31 6.32 I 338 .27 I 0.785 I 0 .001 0.0 926.0 I 938 .61 6 .29 I 338 .24 I 0 .802 I 0.00 1 0 .0 913 .5 I 926.01 6 .25 I 338 .21 I 0.818 I 0 .00 1 0 .0 901 .1 I 913 . 51 6 .22 338 .18 I 0 .835 I 0.001 0.0 888.7 I 901.11 6.19 338 .1 6 I 0 .852 I 0 .001 0.0 876 .4 I 888.71 6.16 338.13 I 0 .868 I 0.001 0.0 864 .1 I 876 .41 6 .13 338 .11 I 0 .885 I 0 .00 0 .0 852.0 I 8 64 .11 6 .1 0 338 .08 0 .902 I 0.00 0 .0 839 .8 I 852 .01 6.06 338 .05 0.918 I 0 .00 0 .0 827 .8 I 839.81 6 .03 338 .03 0 .935 I 0 .00 0 .0 815 .8 I 827.81 6 .00 338 .00 0.952 I 0 .00 0 .0 803.8 I 815.81 5. 96 337 .97 0 .969 I 0 .00 0.0 792 .0 I 803 .81 5 .93 337 .95 0.985 I 0 .00 0.0 780 .2 I 792.01 5 .89 337 .92 1.002 I 0 .00 0 .0 768. 5 I 780.21 5.85 337.89 1.019 I 0 .00 0 .0 756.9 I 768 .51 5 .81 337 .87 1 .035 I 0 .00 0.0 745.3 I 756.9 5 .77 337.84 1.052 I 0 .00 0.0 733 .9 I 745.3 5 .74 337.81 1 .069 I 0 .00 0 .0 722 . 5 I 733.9 5 .70 337.79 1.086 I 0 .00 0.0 711.1 I 722.5 5 .66 337 .76 1 .102 I 0 .0 0 0.0 699 .9 I 711.1 5.63 337.73 1 .119 I 0 .00 0 .0 688.7 I 699.9 5.59 337 .71 1 .136 I 0 .00 0 .0 677 .6 I 688.7 5 .55 337 .68 1.152 I 0.00 0.0 666.6 I 677 .6 5 .52 337 .66 1.169 I 0 .001 0.0 655 .6 I 666.6 5.48 337 .63 1.186 I 0 .001 0 .0 644 .7 I 655.6 5. 45 337 .60 1. 202 I 0.001 0 .0 633 .9 I 644.7 5 . 41 337 .58 1. 2 19 I 0.001 0 .0 623 .1 I 633 .9 5 .38 337.55 1. 236 I 0 .00 1 0 .0 612 .4 I 623.1 5 .34 337 .53 1. 252 I 0.001 0 .0 601 .8 I 612 .4 5.31 337 .51 1 .269 I 0.001 0 .0 591. 3 I 601. 8 5 .27 337 .4 8 1 .286 I 0.001 0 .0 580.8 I 591. 3 5.23 337 .45 1. 303 I 0 .001 0 .0 570 .4 I 580.8 5 .20 337 .43 1. 319 I 0.001 0 .0 560 .1 I 570.4 5.16 337.40 1 .336 I 0.001 0.0 549.9 I 560 .1 5.12 337 .37 1. 353 I 0.00 1 0.0 539.7 I 549.91 5 .09 337 .35 1 .369 I 0.00 1 0 .0 529.6 I 539 .71 5 .05 337 .32 1 .386 I 0 .001 0.0 519 .5 I 529 .61 5.02 337 .30 1 .403 I 0 .001 0 .0 509.6 I 519 .51 4 .98 337 .27 1.419 I 0.001 0.0 499 .7 I 509 .61 4 .95 337.25 1 .436 I 0.001 0 .0 489.9 I 499 .71 4.91 337 .22 1.453 I 0 .001 0 .0 480 .1 I 489.91 4.88 337.20 1. 4 70 I 0 .001 0.0 470.4 I 480 .11 4 .84 337 .17 1 .486 I 0.001 0.0 4 60 . 8 I 470.41 4 .81 337.15 1. 503 I 0.001 0.0 451. 3 I 460.81 4.78 337. 13 ------------------------------------------------------------------------ PO ND-2 Ve r sion : 5 .2 1 S/N: Page 4 EX ECUTED : 1 0 -26 -2005 1 0 :35 :37 Pon d F i l e : s :\engr\de t ain\vpa rk \ph asel\VPARK l .P ND Infl ow Hy dr og r aph: s :\e n gr\d e t ain\vpa rk\ph ase l \lOO DEV .H YO Ou tflow Hydrograph : s :\engr\de t a i n\vpar k \ph asel\OUT .HYO INFLOW HYDR OGRAP H ROU T ING CO MPU TATIO NS I TIME INFLOW (cfs ) Il +I2 2S/t -0 2S/t + 0 I OUT F LO W !ELEVA T ION I (hrs) 1-------- 1 1. 520 I 1.536 I 1. 553 I 1.570 I 1. 58 6 I 1. 603 I 1. 620 I 1.637 I 1. 653 I 1. 670 I 1. 68 7 I 1. 703 I 1. 720 I 1.737 I 1.753 I 1. 770 I 1 .7 87 I 1. 804 I 1. 820 I 1. 837 I 1. 854 I 1.8 7 0 I 1. 887 I 1. 904 I 1. 920 I 1.937 I 1.954 I 1. 9 7 1 I 1. 987 I 2.004 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 0 .0 0 1 0 .001 0 .001 0 .001 0 .00 1 0 .0 01 0 .0 0 1 0 .001 0 .001 0 .001 0 .0 0 1 0 .0 01 0 .00 1 0 .00 1 I (cfs) I (cfs ) I (c f s) I (cfs ) I (ft) 1---------1------------1-----------1---------1--------- o.o I 0 .0 I 0 .0 I 0.0 I 0 .0 I 0 .0 I 0 .0 I 0 .0 I 0.0 I 0 .0 I 0 .0 I 0 .0 I 0.0 I o.o I 0 .0 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 44 1. 8 I 432 . 4 I 423 .0 I 4 1 3 .7 I 40 4 .5 I 395 . 4 I 386 .3 I 3 77.4 I 368 .6 I 359 .8 I 35 1.2 I 3 4 2 .7 I 33 4 .2 I 325 .8 I 317 .6 I 309 . 4 I 3 0 1. 3 I 293 .3 I 285 .4 I 2 77 .6 I 269 .8 I 262 . 2 I 254 .6 I 2 47.1 I 239 .7 I 232 .4 I 22 5 .1 I 2 1 8 .0 I 2 10 .9 I 20 4.0 I 4 51. 31 4 4 1.81 432 .41 4 23 .0 1 413 . 7 1 404 .5 1 395 .4 1 386 .3 1 377 .4 1 368 .6 1 359 .81 35 1. 21 342 .71 334 .2 1 325.81 317 . 61 309 .41 30 1. 3 1 293 .31 285 .41 277 .61 2 6 9 .81 2 62 .21 254 .6 1 247.11 239 .7 1 2 32 .4 1 225 .1 1 2 1 8 .0 1 210 . 9 1 4 .74 I 337 .10 4 .71 33 7.08 4 .68 337 .05 4 .64 337 .03 4 .61 33 7 .01 4.56 336 .98 4 .5 1 336 .96 4 .47 336 .9 3 4.42 336 .9 1 4.37 336.88 4 .32 336 .86 4 .27 336 .84 4 .23 336 .8 1 4 .1 8 336 .79 4 .13 336 .77 4 .09 336 .74 4 .04 336 .72 4.00 336 .70 3 .96 336 .6 8 3 .9 1 336 .66 3 .87 336 .64 3 .83 336 .6 1 3 .7 9 336 .59 3 .7 4 336 .5 7 3 .7 0 336 .55 3 .66 336 .53 3 .62 336 .5 1 3 .5 8 336 .49 3 .5 2 336 .4 7 3 .47 336 .45 POND-2 Version : 5.2 1 S/N: Page 5 EXECUTED: 10 -26 -2005 10:35 :37 ****************** SUMMARY OF ROUTING COMPUTA TI ONS ****************** Pond File: Inflow Hydrograph: Outf l ow Hydrograph: s :\engr\detain\vpark \phasel\VPARKl s :\engr\detain\vpark\phasel\l OODEV s:\engr\detain\vpark\phasel\OUT Starting Pond W.S . Elevation 335 .00 ft .PND .HYO .H YO ***** Summary of Peak Outflow and Pea k Elevation ***** Peak Inflow 48.68 cfs Peak Outflow 6.89 cfs Peak Elevation 338 .74 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac -ft 0. 81 ac -ft 0.81 ac -ft .07 .17 .27 .37 .4 8 .5 8 . 68 .78 .88 .99 'l. 0 9 1.19 1. 29 1. 39 1. 5 1. 6 1. 7 1. 8 1. 9 POND -2 Version: 5.21 S/N : Page 6 Pond Fil e: Inflow Hydrograph: Outf low Hydrograph: Peak Infl ow Peak Outflow Peak El evation s :\engr\detain\vpark \phasel\VPARKl .PND s :\engr\detain\vpark \phasel\lOODEV .H YO s :\engr\detain\vpark\phasel\OUT .HYO EXECUTED: 10-26-2005 48.68 cfs 6 .89 cfs 338 .74 ft 10:35 :37 Fl ow (cfs) 0 .0 5.0 10 .0 15.0 20 .0 25 .0 30 .0 35.0 40 .0 45.0 50 .0 55 .0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 -I I -I I -I I -1 I -I I* -I* I* -I * I* -I* I* -I * I* -I * 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 x x File : s:\engr\d etain\vpark\phasel\OUT .HYO * File : s :\engr\d etain\vpark\phasel \lOODEV .HYO Qmax Qmax 6 .9 cfs 48 .7 cfs CITY OF COLLEGE STATION Planning 0-Dn>tlopmtnt Snvicn SITE LEGAL DESCRIPTION: Titan Valley Park Tract 16 CS 8.63 Acres DEVELOPMENT PERMIT PERMIT NO . 05-558 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: Valley Park Center, NW Int of FM2818 and FM60 DRAINAGE BASIN: White Creek DATE OF ISSUE: September 20, 2006 VALID FOR 12 MONTHS OWNER: Titan Valley Park, Ltd. 3401 Allen Parkway, Ste. 200 Houston , Texas 77019 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction plans All trees required 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. All associated state and federal permits shall be acquired and adhered to, such TPDES Phase 2 Storm Water Permit TXR#150000. 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 requirements. 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 Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets , or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. Date Owner/ Agent/Contractor Date ) ( Va11ey Park Center On-Site Uti1ities PK Job NO. 51905-231 Plans Dated: August 22, 2006 LOT 1 -WATER Mobilization, including insurance, l l LS move-in, move-out, and related items $ (No Bonds): 2 46B LE' 12" water line in trench, AWWA C-909 Class 200 PVC with detector tape: $ 3 60 LF 10" water line in trench, AWWA C-909 Class 200 l?VC with detector tape: $ 4 381 LE' B" water line in trench, AWWA C-909 Class 200 PVC with detector tape: $ 5 204 LF structural backfill entire trench section under paved areas: $ 6 1 EA 10" gate valve & box: $ 7 2 EA B II gate valve & box: $ 8 1 EA 6" gate valve & box: $ 9 l EA 12" DI anchor coupling: $ 10 1 EA 10" DI anchor coupling: $ 11 l EA 8" DI anchor coupling: $ 12 1 EA 6" DI anchor coupling: $ 13 l EA 8" x 6 11 DI cross: $ 14 1 EA 12" x 8 11 DI tee: $ 15 l EA 12" x 6" DI tee: $ 16 1 EA 12" K 10" DI reducer: $ 17 l EA 6" DI bend (90, 45, 22.5, etc.): $ 18 1 EA 8" x 2" tapped DI plug or cap: $ 19 1 EA 2" blowoff assembly, including all necessary appurtenances: $ 20 2 EA Fire hydrant with lead, gate valve, and box: $ Water/sewer crossing, including 21 1 EA cement stabilized sand and $ appurtenances: 5z \:.!OO!t\Sl90S-Zll SO'Jl'HCORP-Pcr nad4\cast. Ht.itm.atr::t\2006-Dl-22 cn-atte utWt.J.u tlllleott end enqr u t.Ua.!ltn .x.l• Estimate of Probabl.e Cost 2,500.00 $ 38.00 $ 32.00 $ 23.50 $ 7.35 $ 950.00 $ 700.00 $ 550.00 $ 365.00 $ 265.00 $ 165.00 $ 100 .00 $ 375.00 $ 460.00 $ 430.00 $ 385.00 $ 170.00 $ 225.00 $ 600.00 $ 2,500.00 $ 100.00 $ 2,500.00 17,784.00 1,920.00 B,953.50 1,499.40 950.00 1,400.00 550.00 365.00 265.00 165.00 100 .00 375 .00 460.00 430. 00 385.00 170.00 225.00 600.00 5,000.00 100.00 l of 3 22 23 Valley Park Center On-S;i.te Uti.1iti.es PK Job NO. 51905-231 Plans Dated: August 22, 2006 909 LF Trench safety for water line: 1 LS Hydromulch seed all disturbed areas: SUBTOTAL LOT 1 WATER $ $ LOTS 2-4 -WATER Mobilization, including insurance, 24 1 LS move-in, move-out, and related items $ (No Bonds): 25 708 LF 10" water line in trench, AWWA C-909 Class 200 PVC with detector tape: $ 26 27 Structural backfill entire trench LF section under paved areas: $ 27 2 EA 10" gate valve & box: $ 28 2 EA 10" DI anchor coupling: $ 29 l EA 10" DI cross: $ 30 1 EA 10" x 6 11 DI tee: $ 31 1 EA 10" x 6" DI reducer: $ 32 2 EA 6" DI bend (90, 45, 22.5, etc.): $ 33 2 EA 10" DI plug or cap: $ 34 l EA Water/force main crossing: $ 35 2 EA Fire hydrant with lead, gate valve, and box: $ 36 708 LF Trench safety for water line: $ 37 l LS Hydromulch seed all disturbed areas: $ SUBTOTAL LOTS 2-4 WATER TOTAL ALL LOTS WATER S t \200S\51905-2l1 SOUTtll::ORP-Par: Uada\c:oat nt.1mn.u\2006-08-Z2 on-oite ut..iUUea. ukeoU &nd en9r Ht.1.mate .xla ·-- Estimate of Probable Cost l.50 $ 1,000.00 $ $ 2,500.00 $ 32.00 $ 7.35 $ 700.00 $ 165.00 $ 400.00 $ 212.00 $ 185.00 $ 170.00 $ 130.00 $ 100.00 $ 2,500.00 $ l.50 $ 600.00 $ $ $ l,363.50 1,000.00 46,560.40 2,500.00 22,656.00 198.45 1,400 .00 330.00 400.00 212.00 185.00 340.00 2 60. 00 100.00 5,000.00 1,062.00 600.00 35,243.45 81,803.85 2 of 3 Va11ey Park Center On-Site Uti1ities PK Job NO. 51905-231 Plans Dated: August 22, 2006 Estimate o f Probab1e Co s t Item Estimated I I Unit Total .__N_o_._._~_a_u_a_n _tit~y~_._~~~~~~~D_e_s_cr~ip_t_lo_n~~~~~~--' '--~~~~_P_r_ic_e~~~~~-'-~~~~~P_nce~~~~~-' LOT 1 -SANITARY SEWER Mobilizatio n , including insurance, l l LS move-in, move-out, and related items $ 2,000.00 $ 2,000.00 (No Bonds): 6" sanitary sewer gravity line in 2 196 LF trench (8'-10' cut), ASTM D-2241 $ 17.50 $ 3,430.00 Class 160 PVC with det e ctor tap e: 6" sanitary sewer gravity line in 3 358 LF trench (10'-12' cut), ASTM D-2241 $ 18.50 $ 6,623.00 Class 160 PVC with detector tape: 6" sanitary sewer gravity line in 4 559 LF trench (12'-14' cut), ASTM D-2241 $ 19 .50 $ 10, 900. 50 Class 160 PVC with detector tape: 5 52 0 LF Structural backfill entire tre n ch section under paved areas: $ 8.0 0 $ 4,160.00 6 5 EA 4 I standard manhole (0-6' cut): $ 1,865.75 $ 9,328 .75 7 26 VF Extra depth f o r standard manh ole: $ 175.00 $ 4,550.00 B l, 113 LF Trench safety: $ 1.50 $ 1,669.50 SUBTOTAL LOT 1 SEWER $ 42, 661. 75 TOTAL ALL LOTS SEWER $ 42,661.75 TOTAL LOT l UTILITIES (WATER & SEWER) $ 89,222.15 TOTAL ALL .LOTS UTILITIES (WATER & SEWER) $ 124,465.60 5:\lQ05'\!il9<1S-2ll SOUTllCORP•Por Hada\co1t. eatimat•~\2006-oa-u on•d.te uUU.Ue.a takeotf and en9r eatiwlt.e.x.h 3 of 3 VALLEY PARK CENTER-PLAT CITY OF COLLEGE STATION PK JOB #51905-231 FIRE FLOW CALCULATION REVISION This fire flow report was revised from the July 2 1, 2006 report by changing the pipe size from an 8-in. to a I 0-in. CALCULATED FLOW Fire Flow at hydrant 0-101: With 20-psi pressure at Static Hydrant 0-100: Qr = 2 9. 83cd D2 JP; Qr = (29 . 83) (0 . 9) (2 . 5 )2 ,J65 = 1,353 gpm Qf = Qr ( Ps -2 0 r . 5 4 Ps -Pr Qf = (77 -20)°·5 ' (1,3 5 3) 77 7 5 8,259 gpm Where: Qr = residual flow at the pitot pressure (gpm) Q 1 = Fire Flow (gpm) c d = 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) WaterCAD by Haestad Methods was used to check fire flow from H ydrant 0-101 to Lot 4 . A twelve-inch (12 ") PVC water line is proposed from the hydrant to Lot 2 . From there, a ten -inch ( 1 O") PVC water line is proposed to Lot 4 . REQUIRED FLOW Building Type = I and II estimated (Section 602 and 1505 of 2000 International Buildin g Code ) Required Fire Flow = 4,500 gpm estimated max (Table B 105 .1 of 2000 International F ire Code) 50% reduction allowed for sprinkler system = 2,250 gpm (Section B 105 .2 of 2000 International Fire Code {75 %} /Fire Marshall {50 %}) City of College Station commercial minimum required = 2 ,500 gpm RESULTS At 2 ,500 gpm, the pressure in the water line at Lot 4 was only reduced to 70 psig, well above the 20 psig minimum. With a 2,500-gpm demand at Lots 2 and 3, the resulting pressures were 76 and 75 psig , respectively . See the attached WaterCAD exhibits. Maximum velocity in the pipes was calculated to be approximately ten feet per se cond (10 fps). \ .- Title: V a ll ey Park Center -Fire F low Analysis s :\ ... \fire flow\valley park 10-in .wcd 08/22/06 10:02:24 A M © Haestad Methods, Inc. Steady State Analysis 0 0 " P roject E ngineer: Tim Wo lff, E .l.T. Pledger Kalkomey 37 Brookside Road W aterbury , CT 06708 USA (203) 755-1666 W aterCAD v3.0 (051] Page 1 of 1 Analysis Results Steady State Analysis Title : Valley Park Center -Fire Flow Analysis Project Engineer. Tim Wolff, E.l.T. Project Date: 07/19/06 Comments : to determine line size for fire flow to Lot 4 Liquid Characteristics Liquid Water at 20C(68F) Kinematic Viscosity Network Inventory Number of Pipes Number of Reservoirs Number of Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended: -Multiple Point: Pipe Inventory Total Length 10in 3 1 3 0 0 0 0 0 0 0 O. 108e-4 ft•/s 1, 115.00 ft 607.00 ft Junctions @ 0.00 hr Specific Gravity Number of Tanks -Constant Area: -Variable Area : Number of Valves -FCVs: -PBVs: -PRVs: -PSVs: -TCVs: 12 in LabelConstituentiydraulic:PressureDemandPressure (mg/I) Grade (psi) (gpm) Head (ft) (ft) J-1 N/A 513.93 75.95 0 .00 175.63 J-2 N/A 508.87 74.80 0 .00 172.97 J-3 N/A 495.56 69 .99 ,500.00 161 .86 Pipes @ 0.00 hr Label StatusConstituent Flow Velocity From To Friction Minor 1 .00 0 0 0 0 0 0 0 0 0 508.00 ft Total Headless (mg/I) (gpm) (ft/s) Grade Grade Loss Loss HeadlosS3radient (ft) (ft) (ft) (ft) (ft) (ft/1 OOOft) P-1 Open NIA ,500.00 7.09 i20 .20 i13 .93 5.42 0 .85 6 .27 12.34 P-2 Open N/A ,500.00 10.21 i13 .93 i08 .87 4.43 0.63 5.06 29.61 P-3 Open N/A ,500 .00 10.21 i08 .87 -95.56 11 .30 2.01 13 .S1 30.52 Title: Valley Park Center -Fire Flow Analysis s:\ ... \fire flow\valley park 10-in .wcd Pledger Kalkomey Project Engineer: Tim Wolff, E .l.T. WaterCAD v3.0 (051] 08122106 10:48:53 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 1 V -Io I Flow 1_,est Report Date: 7_,lo -'0 b Time: Jo :vo ' Test made by: TL,_. /~JVft?f_FI<_ Location: ~ l!st·£'!1.2 Purpose of test: Flow Test Representative: City of College Station Witness: 6v' /4M, 56 Flow Hydrant#: Q-( 0 { Nozzle size: )_ r )- Pitot reading: _b"""'. _< ____ G.P.M.: ,/])) Static Hydrant#: 0 ~-IO 0 Static PSI: 7 J Residual PSI: 75": Comments: -------------------- CHAPTER 6 T YPES OF CON ST RU CTION SECTION 601 GENERAL 601.1 Scope. The pro visions of th is chapter shall control the class ificati on of building s .as to type of construction . SECTION 602 CONSTRUCTION CLASSIFICATION 602.1 General. Buildings and structures erected or to be erected, altered or extended in height or area shall be cl assi~ fied in one of the five construction types defined in Sections 602.2 through 602.5 . The building elements shall have a fire > resistance rating not less than that specified in Table 60 l and ~~ · · exterior walls shall have a fire-resistance rating not less than that specified in Table 602. 602.1.1 Minimum requirements. A building or portion thereof shall not be required to conform to the details of a type of construction higher than that ty pe , which meets the minimum requirements based on occupancy even thou gh certain features of such a building actually conform to a higher type of construction . 602.2 Types I and II. Types I and II construction are those types of construction in which the building elements liSled in Table 601 are of noncombustible materials. 6023 Type III. Type III construction is that type of con- struction in which the e xterior w alls are of noncombustible material s and the interior building elements are of any mate- rial permitted by this code . Fire-retardant-treated wood fram- ing comp lying with Section 2303 .2 shall be permitted within exterior wall assemblies of a 2-hour rating or less. 602.4 Type IV. Type IV construction (Heavy Timber , HT) is that type of construction in which the exterior walls are of noncombu stible materials and the interior building elements are of solid or laminated wood without concealed spaces. The details of Type IV construction shall comply with the provi- sions of this section . Fire-retardant-treated wood framing complying with Section 2303 .2-shall be permitted within exterior wall assemblies with a 2-hour rating or less. 602.4.1 Columns. Wood columns shall be sawn or glued laminated and shall not be less than 8 inches (203 mm), nominal , in any dimension where supporting floor load s and not less than 6 inches ( 152 mm) nominal in width and not less than 8 inches (203 mm) nominal in depth where supporting roof and ceiling loads only. Columns shall be continuous or superimposed and connected in an approved manner. 6-02.4.2 Floor framing. Wood beam s and girders shall be of sawn or glued laminated timber and shall be not less than 6 inches (152 mm) nominal in width and not less than 10 inches (254 mm) nominal in depth. Framed sawn or glued laminated timber arches , which spring from the floor lin e and support floor loads . shall be not less than 8 inches (203 mm) nominal in any dimen sio n . Framed timber trusse s sup- porting floor loads shall have members of not le ss than 8 inches (203 mm) nominal in any dimension . 602.43 Roof framing. Wood-framed or glued laminated- arches for roof construction, which spring from the floor line or from grade and do not support floor load s shall have members not less than 6 inches '(l52 mm) nominal in widtJ:i and have less than 8 inches (203 mm) nominal in depth for the lower half of the height and not less than 6 inches (152 mm) nominal in depth for the upper half. ~med or glued laminated .arches for roof construction · that spring from the top of walls or wall abutments, framed timber trusses , and other roof framing, which do not support floor loads, shall have members not less than 4 inches ( 102 mm) nominal in width and not less than 6 inches (152 mm) nominal in depth . Spaced members may be composed of two or more pieces not less than 3 inches (76 mm) nominal in ·thickness where blocked solidly throughout their intervening spaces or where spaces are · tightly closed by a continuous wood cover plate of not less than 2 inc hes (51 mm) nominal in thickness secured to the underside of the members . Splice plates shall be not less th an 3 inches (76 mm) nominal in thickness . Where pro- tected by approved automatic sprinklers under the roof deck , framing members shall be not less than 3 inches (76 mm) nominal in width. 602'.4.4 Floors. Fl oo rs shall be without concealed spaces. Wood floors shall be of sawn or glued laminated planks, splined, or tongue -a nd-groove, of not less than 3 inches (76 mm) nominal in thickness covered with I-inch (25.4 mm) nominal dimension tongue-and-groove flooring , laid crosswise or diagonally, or 0.5-inch (12.7 mm) particle board or planks not le ss than 4 inches ( 102 mm) nominal in width set on edge close together and well spiked and covered with I inch (25.4 mm), nominal, dimension floor- ing or 112-inch (12.7 mm) wood structural panel or 0 .5-inch (12.7 mm) particle board . The lumber shall be laid so that no continuous line of joints will occur except at points of support . Floors shall not extend closer than 0 .5 inch (12 .7 mm) to walls. Such 0.5-inch (12 .7 mm) space shall be cov - ered by a molding fastened to the wall and so arranged that it will not obstruct the swelling or shrinkage move 602.4.5 -603.1 merits of the flo or. Corbeling of masonry walls under the floor may be used in place of molding . 602A.5 Roofs. Roofs shall be without concealed spaces and wood roof decks shall be sawn or glued laminated, splined or to ngue-and-groove plank, not less than 2 inches (51 ·mm) thick, l l/s (32 mm)-inch-thick wood structural panel (exteri- or glue), or of planks not less than 3 inches (76 mm) nominal wide, set on edge close together and laid as required for floors. Other types of decking may be u sed if providing equivale nt fire resistance and structural properties . 602.4.6 Partitions. Partitions shall be of solid wood con- struction fonned by not less than two la ye rs of 1-inch (25 mm) matched boards or lamin ated construction 4 inches ( 100 mm) thick, or of 1-hour fire -re sistance-rated construction . 602.4.7 Exterior structural members. Where a horizon- tal separation of 20 feet (6096 mm) or more is provided, · wood columns and arches conforming to heavy timber sizes may be used externally. 602.5 Type V. Type V construc tion is that type of construc- tion in which the struc tural elements, exterior walls and inte- rior walls are of any materials permitted by this code . SECTION 603 COMBUSTIBLE MATERIAL IN TYPES I AND II CONSTRUCTION 603.1 Allowable uses. Combustible materials are permiued--. in buildings of Type I and Type Il construction in the follow- ing application s: 1. Fire-retardant-treated wood shall be pennitted in : 1.1 . Nonbearing partitions where the required fire- resistance rating is 2 hours or less. 1.2 . Nonbearing exterior walls where no fire rating is required. 1.3 . Roof construction as permitted in Table 60 I, Note c, Item 3. 2. Thennal and acoustical insulatiqn , other than foam plastics, having a flam e spread index of not more than 25. Exceptions: l . Insulation placed between two layers of noncom- bustible materials without an intervening air space shall be allowed to have a flame spread index of not more than 100. 2 . Insulation installed between a finished floor and solid decking without intervening air space shall be allowed to have a flame spread index of not more than 200. 3 . Foam plastics in accordance with Chapter 26. ·· TYPES OF CONSTRUCTION 4. Roof coverings that have an A . B or C classifica tio n. 5 . Interior floor finish and interior fini sh . trim and mill- work suc h as doors , door frame s, window sa she s and fram es. 6. Wh ere not installed over 15 feet (4572 mm) above grade. show windows , nailin g or furring strips, wood- en bulkheads below show windows, their fram es, aprons and show cases . 7. Fini sh flooring applied directl y to the floor slab or to wood sleepers that are firestopped in accordance with Se ctio n 716 .2.7 . 8. Partitions dividing portions of store s, offices or similar · -" pl aces occupied by one tenant only and which do not establi sh a corridor serving an occupant load of 30 or ' >·more may be constructed of fire -re tardant-treated \~ wood, I-hour fire-resistive _ construction-or of wood p anels o.r similar light construction up to 6 feet (1829 mm) in height. 9. ~ Platfonns as permitted in Section 410. 10 . Matclials complying with Section 602 of th e Int erna tional Mechanical Code . 11. 12. 13 . Combustible exterior wall coverings, balcon ies, bay or oriel windows, or similar appendages in accordance with Chapter 14. B lo~king ~~ch as for ha!fdrails, mill work, cabinets , and window and door frames . Light-transmitting plastics as pennitted by Chapter 26 . 14 . Mas tics and caulking material s applied to provide fle x- ibl e seals between components of e xte rior wall con- struction. 15. Exterior pla stic veneer installed in accordan ce with Section 2605 .2 . 16 . Nai ling or furring s trips as permitted by Section 803.3 . 17 . He ~v y timber as permitted by Note C, Item 2, to Table 601 and Sections 602.4.7 and 1406.3 . 18. Aggregates, component materials and admixtur es as permitted by Section 703 .2 .2 . 19 . Sprayed cementitious and mineral fiber fire-resisti ve materials installed to comply with Section 1704.11 . 20 . Materials used to protect penetrations in fire-resistance-rated assemblies in accordance with Section 711 . 21. Materials used to protect joints in fire-resistance-rated assemblies in accordance with Section 712. 22. Materials allowed in the concealed spaces of buildin gs of Types I and IT construction in accordance with Section 716.5. ,: ,,. TYPES OF CONSTRUCTION TABLE 601 -TABLE 602 I I I TABLE 601 FIRE-RES ISTANCE RATING REQUIREMENTS FOR B UI LDING ELEMENTS (hours) TYPE I TYPE II TYPE Ill TYPE IV TYPEV BUILD ING ELEMENT A B Ad I B Ad B HT Ad B Structural frame" I In c lu ding co lumn s. girders. tru sses 3b lb I I 0 I 0 HT 1 0 B-earin!! wal ls I I I Exterior f 3 , I 0 2 2 2 1 0 I -I Interi or 3:, ,r. I c i ,J 0 J/HT I 1 I 0 I I -: i i I Nonbearing wall s and partition s Exteri or See T:Jble 602 Interi or' See Section 602 Floor const ru ction . -I In clud ing supporting beams 2 2 I I 0 I 0 HT 1 0 and joi sts ·,. Roof construction ; -- Including supporting beams I lhC l" l " (}' [C 0 HT j C 0 and joi sts For SI: I foot = 30~.8 mm. a . The structural frame shall be considered tl.l be th e co lumn s and the girder s. b~.>. trusses anu sp:Jn drels having direct connec ti ons to the columns and bracing members designed to carry gravity loads . The members of ll o0 r or roof paneb which ha,·e no connection to the columns shall be considered secondary member s and not a part o f the structural frame . b. Roof suppo rt s: Fire-resi stan ce ratings of structural frame and bearing ·walls are permined to be reduced by I hour where supporting a roof only. c. I. Except in Factory-Industrial (F-1). Hazardous (H l . Mercant ile !Ml and ~kiderate Hazard Storage (S-1) occupancies. fire protection of structur- al membe rs shall not be required. including protection of roof fram ing and decking where every part of the roof construction is 20 feet or more above any floor immediately below. Fire-retardant-treat ed wood member s shall be allowed to be use d for such unprotected members. ' In all occupancies. heavy timber shall be allowed where a I-hour or less fire-resistance rating is required. 3. In Type I anu Type II construction. fire-retardant -treated wood shall be allowed in build ings not over two stories including girders and tru ss es as part of the roo f construction . .. d. An approved automatic sprinklt!r system in acconfance with Section 903.3 .1.1 shJ ll be all owed to be substituted for I-hour fire-resistance-rated con- struction. provided such ·system is not otherv.·ise required by other provision s of th e code or used for an allowable area increase in accordance with Section 506J or an all0wab le height increa se in accordani:e with Si!ction 50-t .~. The I ·hl'U r subs titution for th!! fire resistance of e'terior wa ll s shall not bl! pi!rmittl!d . e. For interior nnnb .:aring partition s in Type I\' co nstru ction . al;o see Sei:tion 602..l .6. r. ;\oc k:<s than th.: fire-re sistancl! rat ing baseu o n tire se parJtion di st:rn i:I! hi!e Tabk 602 .1 TABLE 602 FIRE-RESISTANCE R ATING RE Q UIREMENTS FOR EXTER IOR WALLS BASED ON FIRE SEPARATION DISTANCEa FIRE SEPARATION DISTANCE TYPE OF GROUP GROUP F·l, GROUP A,B ,E, (feet) CONSTRUCTION H M, S-1 F-2, I, Rb, S-2 , U < 5" All 3 2 1 ;?: 5 I-A 3 2 I <10 Others 2 I 1 ;?: LO I-A , I-B 2 I I < 30 II-B , V-B l 0 0 Others I I I ;?: 30 All 0 0 0 For SI: I foot = 304 .8 mm. a. Load -b.:ari ng e'terior walls shall also comply with the fir e-re sistance rating rl!quirement s of TJble 60 I. b. Group R-3 and Group U when used as accessory to Group R-3. as applicabk in Section 101.2 shall not be required to ha ve a firl!-re sista m:e ra ti ng whl!re fire separation distancl! is 3 feet or more. c. See Section 503 .2 for party wa ll s. 1503 -1505.1 SECTION 1503 WEATHER PROTECTION 1503.1 General. Roof decks shall be covered with approved roof coverings secured to the building or structure in accor- dance with the provisions of this chapter. Roof coverings shall be designed , installed and maintained in accordance with this code and the approved manufacturer's installation instructions such that the roof covering shall serve to protect the building or structure. 1503.2 Flashing. Flashing shall be installed in such a man- ner as to prevent moisture entering the wall through the joints in the coping. through moi sture-permeable material. at inter- sections with the roof plane or at parapet wall penetrat ions. 1503.2.1 Locations. Flashing shall be installed at wall and roof intersections; at gutters; wherever there is a change in roof slope or direction; and around roof openings . \\'here flashing is of metal, the metal shall be corrosion resistant with a thickness of not less than 0 .019 inch (No. 26 gal- vanized sheet). 1503.3 Coping. Parapet walls shall be properly coped with noncombustible, weatherproof materials of a width no less than the th.ickness of the parapet wall. [P] 1503.4 Roof drainage. Design and installation of roof drainage systems shall comply with the International Plumbing Code . 1503.4.1 Gutters. Gutters and leaders placed on the out- side of building s. other than Group R-3 as applicable in Section 101.2. private garages, and building s of Type V construction , shall be of noncombustible material or a minimum of Schedule 40 plastic pipe. 1503.S Roof ventilation. Intake and exhaust vents shall be pro vide d in accordance with Section 1202 .2 and the manu- facturer's install at ion instructions . SECTION 1504 PERFORMANCE REQUIREMENTS 1504.1 Wind resistance of roofs. RoQf decks and roof cov- erings shall be designed for wind loads in accordance with Chapter 16 and Sections 1504 .2, 1504.3 and 1504 .4. Exception: Asphalt shingles shall be connected to the roof deck in accordance with Section 1507 .2 . 1504.2 Wind resistance of clay and concrete tile. Clay and concrete tile roof coverings shall be connected to the roof deck in accordance with Chapter 16. ROOF ASSEMBLIES AND ROOFTOP STRUCTURES 15043 Wind resistance of nonballasted roofs. Roof cover- ings installed on roofs in accordance with Section 1507 that are mechanically attached or adhered to th e roof deck shall be designed to resist the design wind load pressures for cladding in Chapter 16. 15043.l Other roof systems. Roof systems with built- up, modified bitumen , fully adhered or mechanically attached single-ply through fastened metal panel roof sys- tems. and other types of membrane roof coverings shall also be tested in accordance with Rv1 4450 . Thl 4-1-70. UL 580 or UL 1897 . · · 15043.2 Metal panel roof systems. Metal panel roof sys- tems through fastened or standing seam shall be te sted in , accordance with UL 580 or ASTM E 1592 . 1504.4 Ballasted low-slope roof systems. Ballast~d lo w- slope (roof s!Ope < 2: 12) single-ply roof system coverings installed in accordance with Section 1507 shall be designed in accord~ce with ANSI/RMNSPRI RP-4. 15045 Physical properties. Roof coverings installed on low slope roofs (roof slope < 2: 12) in accordance with Section 1507 shall demonstrate physical integrity over the working life of the roof based upon 2,000 hours of exposure to accel- erated weathering tests conducted in accordance with ASTM G23, ASTM ili6 or ASTM G53 . Those roof coverings that are subject to cyclical flexural re sponse due to wind loads shall not demonstrate any significant loss of tensile strength for unreinforced membranes . or breaking strength for rein - forced membranes when tested as herein required . 1504.6 Impact resistance. Roof coverings installed on low- slope roofs (roof slope < 2: 12) in accordance with Se(tion 1507 shall resist impact damage base d on the result s of tests conducted in accordance with ASTM D 3746. ASTM D 4272, CGSB 37-GP-52M or FM 4470. SECTION 1505 FIRE CLASSIFICATION 1505.1 General. Roof assemblies shall be divided into the classes defined below. Class A, B and C roof assemblies and roof coverings required to be listed by this section shall be tested in accordance with ASTM E ·103 or UL 790 . In addi- tion, fire-retardant-treated wood roof coverings shall be te st- ed in accordance with ASTM D 2898. The minimum roof coverings installed on buildings shall comply with Table 1505 .1 based on the type of construction of the building . ROOF ASSEMBLIES AND ROOFTOP STRUCTURES IA B TABLE 1sos.1a.b MINIMUM ROOF COVERING CLASSIFICATION FOR TYPES OF CONSTRUCTION IB JIA JIB lllA lllB IV VA B B cc B c c B B For SI : I foot= 304.8· mm . I sq uare foot= 0.0929 m ~. VB cc a . Cnless otherwise required in accordance with the Urban Wild/and lnrerface Code or du e !O the locati on of the building w ithin a fire d is tri i;:! in acc o rdan ce with Appendix D . b . !\onclassified roof coverings shall be perrn ined on buildings of Group R- 3 a.; aool icable in Section I 01.2 and U occuoanc ie s. where there is a min- imum.tire-separati o n di stance of 6 iee t me:is ured from th e leading edge of the roof. c. Bui ldin gs that are no t mo re than two sto rie s in he ight and havin g _not mo re than 6.000 square feet of projected rooi area and where there is a minimum 10 -foo! fire-separation di s t ance fr o m the leading edge o f !he roo f to a lot line on all sides of the bu ilding. except for street fr o nt s o r public ways. shall be pennined to h aYe roo fs of 1'\o . I cedar or red wood shakes and No . I shingles cons tructed in accordance with Section 1505.6. 1~ 1505.2 Class A roof assemblies. Class A roof assemblies are those th at are effective against severe fire test exposure . Class A roof assemblie s and roof coverings shall be listed and identified as Class A by an appro ved testing agency. Class A roof assemblies shall be pennitted for use in buildings or structures of all type s of construction . Exception: Class A roof as semblies include tho se with cover- ings of brick, masonry , slate, clay or concrete roof tile, exposed concrete roof deck , ferrous or copper shingles or sheets. 15053 Class B roof assemblies. Class B roof assemblies· are those that are effective against moderate fire-test exposure. Cbss B roof assemblies and roof coverings shall be listed a nd identified as Class B by an appro\·ed testing agency. Exception: Class B roof assemblies include tho se with coverings of metal sheets and shingles. 1505.4 Class C roof assemblies. Class C roof asse mblies are those that are effective against light fire-test exposure. Class C roof asse mblies and roof coverings shall be listed and iden - tified as Class C by an approved testing agency . 1505.5 Nonclassified roofing. Nonclass ified roofing is approved material that is not listed as a Class A, Cl ass B or Class C roof covering . 1505.6 Wood shingles and shakes. \\'hen testing wood shin- gles and shakes in accordance with ASTM E 108 and ASTM D 2898 (including Method A and B of th e rain test), the fire tests shall include the intermittent fl a me te st, spread of flame test, burning brand test and flying brand test. Additionally , at the conclusion of the rain te s t, tes t panels shall be subjected to the intennittent flame te s t, burning brand te st and flying brand test. Shakes and shingles shall also be subjected to the weathering test as specified in UL 790. TABLE 1505.1-1501:1 1505.6.1 Fire-retardant-treated shingles and shakes. · Fire-retardant-treated wood shakes and shingles shall be treate d by impregnation with chemical s by the full-cell vacuum-pressure process, in accordance with AWPA Cl. Each bundle shall be marked to identify the manufactured unit an d the manufacturer. and shall also be labeled to identify th e classification of the material in accordance with the testing required in Section 1505.6 (Class B or C), the treating company and the quality control age nc y. 1505.7 Special purpose roofs . Special purpose wood shingle or wood shake roofing shcll conform with the grading an d applicatio n requirements of Section 1507 .8 or 1507 .9. In addition, an underlayment o f 0 .625 inch (15 .9 mm) Type X water-resistant gypsum backing bo ard or gypsum sheathing sh a ll be placed under minimum nominal 0.5-inch-th ick (12 .7 ~'-mm) wood structural panel solid sheathing or I -inch (25 mm) n ominal spaced sheathing. SECTION 1506 MATERIALS 15~1 Scope. The requirements set forth in thi s section s hall apply to the application of roof covering materials specified herein . Roof coverings shall be applied in accordance with th is chapter and the manufacturer 's installation instructions . Installation of roof coverings shall comply with the applica- ble provisions of Section 1507. 15062 Compatibility of materials. Roofs and roof coverings shall be of materials that are compatible with eac h other and with the building or struc ture to which the materials are applied . 15063 Material specifications and physical characteris- tics . Roof covering materi als shall conform to the applicable standards li sted in this chapter. In the absence of applicable standards or where materials are of questionable suitability, testing by an approved testing age ncy shall be required by the building official to determine the character, quality and limi - tat ion s of application of the material s. 1506.4 Product identification. Roof covering materials shall be de livered in packages bearing the manufacturer's identifying marks and approved testing agenc y labe ls required in accordance with Section 1505. Bulk shipme nt s of material s shall be accompanied with the same information issued in the form of a certifica te or on a bill of lading by the manufacturer. SECTION 1507 REQUIREMENTS FOR ROOF COVERINGS 1507 .1 Scope. Roof coverings shall be applied in accordance with the applicable provisions of this section and the manu - facturer's installation instructions. Appendix B FIRE-FLOW REQUIREMENTS FOR BUILDINGS SECTION 8101 GENERAL BlOl.1 Scope. The procedure for determining fire-flow re- quirements for buildings or portions of bui !dings hereafter con - s tructed shall be in accordance with this appendix. Th is appendix does not apply to strucmres other than buildings . BlO-t.3 Type IA and Type IB construction. The fire area of buildings constructed of Typ e IA and Type IB construction shall be the area of the three largest successive floors . Exception: Fire area for open parking garages shall be de- tennined by the area of th e largest fl oor. SECTION 8105 FIRE-FLOW REQUIREMENTS FOR BUILDINGS SECTION 8102 B105.1 One-and two-family dwellings. The minimum fire DEFINITIONS flow requirements for one-and two-family dwellings having a B102.l Definitions. For the purpose of this appendix, certain fire area which does not exceed 3,600 square feet (344 m~) shall terms are defined as follows : \. -·~be 1,000 gallons per minute (3785 Umin). Fire flow and flow FIRE AREA. The floor area, in square feet, used to determine !\ the required fire flow. · FIRE FLOW. The flow rate of a water supply, measured at 20 pounds pt!r square inch (psi) ( 138 kPa) residual pressure, that is . ~ avai !able for fire fighting . SECTION 8103 MODIFICATIONS B103.1 Decreases. The fire chief is authorized to reduc e the fire-flow requirements for isolated buildings or a group of buildings in rural areas or small communities where·theltevel - opment of full fire-flow requirements is impractical. B103.2 Increases. The fire chief is authorized to increase the fire-flow requirements where conditions indicate an unusual susceptibility to group fires or conflagrations . An increase shall not be more than twice that required for the building under con- sideration . Bl03.3 Areas without water supply systems. For informa- tion regarding water supplies for fire-fighting purposes in rural and suburban areas in which adequate and reliable water supply systems do not exist, the code official is authorized to utilize NFPA 1231 or the IFCI Urban Wild/and Interface Code. SECTION 8104 FIRE AREA BlO-U General. The fire area shall be the total floor area of all floor levels within the exterior walls, and under the horizontal projections of the roof of a building used to protect storage or use areas, except as modified in Sections B 104 .2 and BI 04.3. B104.2 Area separation. Portions of buildings which are sepa- rated by fire walls without openings constructed in accordance with the International Building Code are allowed to be consid- ered as separate fire areas. duration for dwellings having a fire are_? in e((cess of 3,600 square feet(344 m2) shall not be less thanthat specified in Table Bl05 .L Exception: A reduction in required fire flow of 50 percent, as approved, is allowed where the building is equipped throughout with an approved automatic sprinkler system in accordance with Chapter 9 of the International Fire Code . B105 .2 Buildings other than one-and two-family dwellings. The minimum fire flow . and flow duration for buildings other than one-and two-family dwellings shall be as specified in Ta- ble B 105.1. ~xception: A reduction in required fire flow of up to 75 per- cent, ~approved, is allowed when the building is provided with an approved automatic sprinkler system installed in ac- cordance with Section 903.3 . I. I or 903.3. l .2 of the Interna- tional Fire Code . The resulting fire flow shall not be less than 1.500 gallons per minute (5678 Umin .). 357 APPENDIX B FIRE-FLOW REQUIREMENTS FOR BUILDINGS TABLE 8105 .1 MINIMUM REQUIRED FIRE FLOW AND FLOW DURATION FOR BUILDINGS FIRE AREA {square feet) FIRE FLOW FLOW Type IA and 10• Type !IA and lllA• Type IV and V-A • Type 118 and 1110• Type v-s• (gallons per minute)b DURATION (ho urs) 0-22 .700 0-12,700 0-8 .200 0-5,900 0-3 ,600 1.500 22,701-30.200 12 ,701-17,000 8.201-10.900 5.90 1-7 ,900 3.601-4.800 1.750 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 2.25 0 48.301-59.000 2-UOl-33 .200 17.401-21.300 12.601-15.400 7.70 1-9.400 2.500 59.001 -70.90 0 I 33 .201 -3 9.700 21.3 0 1-25.5 00 15.401-18.400 9.401-11.300 I 2.75 0 70 .901-83 .700 39.701 -47.100 25.501-30.100 18.401-21.800 I 11.301-13.400 3.000 83 .7 01 -97 .700 47 .101-54.900 30.101-35.200 21.80 1-2 5.900 13.401-15 ,600 3.250 97,701 -112 .700 54 .901-63,400 35 ,20 1-4 0.600 25.90 1-2 9,300 15 .601-18,000 3 3.500 . - 112,701-128.700 63.40 [. 72.400 40 .60 1-4 6.400 29 .30 1-33,500 18.001-20.600 3.750 128.701-145,900 72.401-82,100 46.40 l-52.500 33,501-3 7.9 00 20.60 l-23.300 4,000 145 ,901-164 .200 82.101-92.400 52,501-59,100 37,90 1-42,700 23.301-26.300 4,250 -- 164.201-183.400 92.401-103.100 59, IO 1-66,000 'l 42.701-47,700 26.301-29,300 4,500 183.401-203,700 10 3.101-114.600 66.00 [. 7 3 .300 47,701~53,000 29,301-32 .600 4,750 203 ,701-225 .200 114 .601-126.700 73,301-81.100 53.001-58.600 32 .601-36,000 5.000 225 .201-247 ,700 12 6.70 1-139,400 81.101-89,200 58.601-65,400' 36 .001-39 .600 5,250 247.701-271.200 139.4 01-152 .600 89.201-97.700 65 .40 I -70.600 39 .601-43 .400 5 .500 27 l.201-295 .900 15 2.601-166,500 97.701-106.500 70,601-77.000 43.401-47 ,400 5.750 295,90 I-Greater 16 6.50 !-Greater 106.501-115.800 77.001-8 3.700 47.401-51.500 6.000 4 --115.801-125.500 83 .701-90.600 51.501 -55 .700 6.250 --125,50 1-135.500 90.601-97.900 . 55.701-60.200 6 .500 --.... -· --135.501-145,800 97,901-106,800 60.201-64 .800 6.750 --145.801-15 6.700 106 .801-113,2 00 64.801-69 ,600 7.000 --156 .701-167 .900 113 .20 1-121.3 00 69.601-74.600 7.250 --167 .90 1-179,400 121.301-129.600 74 .601-79.800 7.500 j I --179,401-191.400 129 .601-138.300 79 .80 1-85 .100 7.750 --191.40 I-Greater 138.30 I-Greater 85.101 -Greate r 8.000 For SI: I squJie foo t= 0.0929 m2, I gallon per minute= 3 .7 85 Um , I pound per squJie in ch= 6.895 kPa . a. Types oT construct ion Jre based on the: !ntemativnal Building Code . , b. l\.kasured at 20 psi . ~ i j I 1 358 . . : .. .•. ·,. ... 1. Appendix C FIRE HYDRANT LOCATIONS AND DISTRIBUTION SECTION C101 GENERAL ClOI.1 Scope. Fire hydrants shall be pro vided in accordance wit h this appendix for the protection of buildings. or portions of bui ldings. hereafrer constructed. SECTION C102 LOCATION C102.l Fire hydrant locations. Fire hydrants sh:ill 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 le ss than that listed in Table C 105 . l. The number of fire hydrant s available to a complex. or subdivision shall not be le ss than that determined by spacing requirements listed in Table C 105 . l 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 CIO-U Existing fire hydrants. Existing fire hydrants on pub- lic streets are allo\',:ed to be considered as available . Existin£ fire hydrants on adjacent properties shall not be considere d avail:ible unless fire app:tratus access roads extend between properties and easements are established to prevent obstruction of such roads. SECTION C105 DISTRIBUTION OF FIRE HYDRANTS Cl05.1 Hydrant spacing. The average spacing between fire hydrants shall not exceed that listed in Table C 105 .1. Exception: The fire chief is authorized to accept a defi - cii:.ncy of up to l 0 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 Cl05 .1. . .. _ .. TABLE C105 .1. NUMBER AND DISTRIBUTION OF FIRE HYDRANTS AVERAGE SPACING MAXIMUM DISTANCE FROM FIRE -FLOW .REQUIREMENT MINIMUM NUMBER BETWEEN HYDRANTS•· b. • ANY POINT ON STREET OR ROAD (gpm) OF HYDRANTS (feet) FRONTAGE TO A HYDRANr<l 1.7 50 or less I I 500 250 2.000-2,25 0 2 450 225 2.500 3 450 225 3,000 3 400 225 3.500-4,000 4 350 210 4.500-5.000 5 I 300 180 5,5 00 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 : I foot= 304.S mm. I gallon per minute= 3.785 Um . a. Reduce by 100 feet for dead-end streets or road s. b. Where streets are provi ded with median dividers which can be crossed by fire fighters pulling hose line s, or where arterial streets are provided with fo ur or more traffi c lanes and have a traffic count of more than 30,000 vehicles per day, hydrant spaci ng shall average 500 feet on each side of the street and be arranged on an al- temJ!ing basis up to a fire-flow requirement of 7 ,000 gallons per minute and 400 feet for higher fire-flow requiremen ts . c. Where new water main s are extended along streets where hydrants a.re not needed for protect io n of structure s or simil:lr fire problems. ftre hydrant s shall be pro- vided ar spacing not to exceed 1,000 feet to provide for tran s portation hazards . d. Reduce by 50 feet for dead-end streets or roads . e . One hydrant for each 1,000 gallons per minute or fraction thereof. '>CO .. Drainage and Detention Report P repa red for : SOUTHCORP REALTY ADVISORS, INC. VALLEY PARK CENTER-LOTS 1-4 City of College Station Brazos County, Tex as PK Job No. 51905-2 31 Date: August 3, 2006 Prep ared by: Pledger Kalkomey, Inc. Cons ulting Engineers 7020 Coyo te Run • Bryan, Texas 77808 979-731 -8000 • 979-73 1-1500 (Fax) . www.pk en gin eerin g.com Brenham • B ry an • R osenbe rg I hereby certify that this report for t h e dra inage des i g n o f Va lley Park Center was prepared by me (or under my s u pervis i on) in accordance with the provision s of the City of Co l lege S t ation Dr ainage Policy and Design Standards for the o wners t h ereof . PURPOSE Development of the subject property involves the add i tion of buildings, sidewalks, area affected by the drive, and parking spaces . The drainage development contains approximately 11. 79 acres of land. Reference is made to the attached Existing and Proposed Drainage Area exhibits and the Grading Plan (sheets C4 and CS of 5, dated 8/03/06). The increase in runoff from the development for the twenty -five year (25 -year) storm event 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 delineated via affected by the field surveying data. proposed development The Rational Method was 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 (t c) 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 intensity-duration-frequency equations for the City of College Stat ion (Figure III-1, Drainage Policy and Design Standards) . The peak flow rate (Q) for each drainage area was computed with the following formula : Q = (C) (I) (A) S :\2005151905-231 SOUTHCORP-Por Nada\drai n repo rtl i 006-07-25\drain repo rt-VPAR K.doc The procedure was then repeated for the developed conditions of the watershed. Areas to be developed in the future were assumed to have ninety percent (90%) impervious cover. Triangular approximation hydrographs for the 2, 5, 100-yr storms were then developed for the post runoff conditions with the base of the triangular being 3.0 times the time of concentration. 10, 25, and development hydrograph _ Outflow hydrographs for the 2, 5, 10, 25, and 100-yr 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 = CLH i.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 . For the drainage collection system, capacity for the curb inlets along the drive was determined using the weir equation with a depth of six inches (6") and the length of the inlet opening. Capacity for the storm drains was determined using Manning's equation (Q = (1.49/N)AR213 s 112 )). S:\2005151905-231 SOUTHCORP -Por Nadald rain repo rt\2006-07-25\d rain re port-V P ARK.doc RESULTS The drainage area i nformation and the ca l culations for the existing and proposed conditions are attached . A detention basin i s planned for the development to off set the increase in runoff rates due to the increase in impervious cover. A fifteen inch (15') PVC storm pipe will be grouted into a 24 " RCP pipe to act as an outlet structure to release the runoff at pre ~developed rates. The outflow will discharge into an existing TxDOT grate inlet located on the northwest side of the intersection between FM 60 and FM 2818 . For storm events exceeding the 100-year storm event, overflow from the pond will back up into the storm drain system and be released over the curb to an existing TxDOT concrete flume located slightly upstream from the grate inlet mentioned above . as follows: DRAINAGE AREA (PROPOSED DETENTION BASIN): EX ISTING: Sto rm P eak F low Rate Event (c fs) 2 yr 13 .26 5 yr 16 .21 10 y r 18 .24 25 yr 20.86 10 0 yr 24 .63 S :\2005\51905-231 SO UTHCORP -Por Nada\d rain report\2006-07-25\drain report-V PARK.doc Summary data is PRO POSED : Pea k Flow Peak Flow Peak Storm Rate In Rate Out Storage Elevation Event (cfs) (cfs)** (ac-ft ) (ft)* 2 yr 63.18 13.52 0.92 329.16 5 yr 76.82 14.53 1.17 329.88 10 yr 86 .22 15.10 1. 35 330.33 25 yr 98.47 15 .76 1 .58 3 30 .88 100 yr 116.23 16.63 1. 91 331. 61 *Overflow elev . = 332.00 ft. **Outlet -15" storm pipe grouted into 24" pipe. S:\2005151905-231 SOUTHCOR P-Por Nadaldrain report\2006-07-25\drain report-VPARK.doc DETENTION POND DATA VALLEY PARK CENTER CITY OF COLLEGE STATION BRAZOS COUNTY, TEXAS POND-2 Version: 5 .21 S/N: VALLEY PARK CENTER COLLEGE STATION, TX DETENTION POND STORAGE CALCULATED 08-02-2006 13:39:47 DISK FILE : S :\ENGR\DETAIN\VPARK\FUTURE\VPARK .VOL Planimeter scale : 1 inch 1 ft. * Elevation (ft) Planimeter (sq. in .) Area (acres) Al+A2+sqr(Al*A2 ) (acres) Vo lume (acre-ft) Volume Sum (acre-ft) * 323 .50 0.00 0 .00 0 .00 0 .00 0.00 324.00 1 ,212 .00 0.03 0.03 0 .00 0 .00 325.00 4 ,729 .00 0.11 0.19 0 .06 0.07 326 .00 6 ,502 .00 0 .1 5 0 .39 0 .13 0.20 327 .0 0 8 ,552.00 0 .20 0 .52 0 .17 0.37 328 .0 0 10 ,878.00 0.25 0 .67 0 .22 0.59 329 .00 13 ,4 8 1.00 0 .31 0.84 0 .28 0 .87 330 .00 16 ,342 .00 0 .38 1 .03 0 .34 1. 21 331.00 19,477 .00 0.45 1. 23 0.41 1. 62 332 .00 22 ,727 .0 0 0 .52 1 .45 0.48 2 .11 333 .0 0 26 ,1 08 .00 0 .60 1. 68 0.56 2.67 Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Area l + Area2 +sq.rt. (A real*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 Fil e : VPARK .STR S/N: POND-2 Version : 5 .21 Date Executed : Time Executed: , ******************* VALLEY PARK CENTER COLLEGE STATION , TX ******************* ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures --------------------------------------------- 323 .50 0.0 2 324 .00 1. 0 2 324 .50 3.0 2 325 .00 5 .1 2 325.50 6.7 2 326 .00 8. 0 2 326 .50 9 .1 2 327.00 10 .1 2 327.50 11. 0 2 328.00 11. 8 2 328 .50 12 .6 2 329 .00 13 .3 2 329.50 14 .0 2 330 .00 14.7 2 330.50 15 .3 2 331. 00 15.9 2 331.50 16 .5 2 332 .00 17.1 1 +2 332 .50 22 .8 1 +2 333 .00 32.5 1 +2 • • Outlet Structure File: VPARK .STR POND-2 Version: 5.21 Date Executed : S/N : Time Executed : Outlet Structure File : Planimeter Input File: Rating Table Output File: ******************* VALLEY PARK CENTER COLLEGE STATION, TX ******************* S :\ENGR\DETAIN\VPARK\FUTURE\VPARK S :\ENGR\DETAIN\VPARK\FUTURE\VPARK S:\ENGR\DETAIN\VPARK\FUTURE\VPARK .STR .VOL .PND Min. Elev. (ft) = 323 .5 Max. Elev. (ft) = 333 Incr.(ft) Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure WEIR-VR CULVERT-CR No. 1 2 + Q Table -> 1 -> Q Table 1 3 Outflow rating table summary was stored in file: S:\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND . 5 .. Outlet Structure File : VPARK .STR S/N : POND-2 Version: 5.21 Date Executed: Time Executed : ******************* VALLEY PARK CENTER COLLEGE STATION, TX ******************* >>>>>> Structure No . 1 <<<<<< (Input Data) WEIR-VR Weir -Vertical Rectangular El elev . (ft)? E2 elev . (ft)? 323.5 333.001 3 332 5 Weir coefficient? Weir elev . (ft)? Length (ft)? Contracted/Suppressed (C/S )? C Outlet Structure File : VPARK .STR S/N: POND-2 Version : 5 .21 Date Executed: Time Executed : ******************* VALLEY PARK CENTER COLLEGE STATION, TX ******************* >>>>>> Structure No. 2 <<<<<< (Input Data) CULVERT-CR Circular Culvert (With Inlet Control) El elev . (ft)? 323.5 E2 elev . (ft)? 333 .001 Diam. (ft)? 1.25 Inv. el. (ft)? 323 .5 Slope (ft/ft)? 0.06 Tl ratio? T2 ratio? K Coeff .? .0098 M Coeff.? 2 c Coeff.? .0398 y Coeff.? . 67 Form 1 or 2? 1 Slope factor? -.5 Outlet Structure File : VPARK .STR S/N : POND-2 Version : 5.21 Date Executed : Time Executed : ******************* VA LLE Y PAR K CENTER CO LLE GE STA TI ON , TX ******************* Outflow Rating Tab l e for Stru c tur e #1 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** El evation (ft) Q (cfs ) Computat ion Messages --------------------------------------------- 323 .50 0.0 E < Inv.El .= 332 32 4.00 0.0 E < Inv .El.= 332 324 .50 0 .0 E < Inv .El.= 332 325.00 0 .0 E < Inv .El.= 332 325 .50 0.0 E < Inv .El.= 332 326 .00 0 .0 E < Inv .El.= 332 326.5 0 0.0 E < Inv.El.= 332 32 7.00 0.0 E < Inv.El.= 332 32 7.50 0.0 E < Inv .El.= 332 328 .00 0 .0 E < Inv.E l.= 332 328 .50 0.0 E < Inv .El.= 332 329.00 0.0 E < Inv.El.= 332 329 .50 0.0 E < Inv.El.= 332 33 0.00 0 .0 E < Inv .El.= 332 330.50 0.0 E < Inv.El.= 332 33 1. 00 0.0 E < Inv.E l.= 332 33 1. 50 0.0 E < Inv .El.= 332 332 .00 0.0 H =0.0 332 .50 5 .2 H =.5 333 .00 14.4 H =l. 0 C = 3 L (ft) = 5 H (ft) Tabl e elev . -Invert elev . ( 332 ft ) Q (c fs) = C * (L-.2H ) * (H**l.5) --Contracted Weir Outlet Structure File : VPARK .STR S/N: POND-2 Version: 5 .21 Date Exec u ted: Time Executed : ******************* VALLEY PARK CENTER COLLEGE STATI ON, TX ******************* Outflow Rating Table for Structure #2 CULVERT-CR Circular Culvert (Wi th Inlet Contro l) ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 323 .50 0 .0 No headwater 324 .00 1. 0 Equ.1: HW =.5 dc=.395 324 .50 3 .0 Equ.1: HW =1.0 dc=.697 325.00 5 .1 Tr ansition: HW =1. 5 325 .50 6 .7 Submerged: HW =2 .0 326 .00 8 .0 Submerged : HW =2 .5 326 .50 9 .1 Submerged : HW =3 .0 327.00 1 0 .1 Submerged: HW =3 .5 327.50 11. 0 Submerged : HW =4.0 328.00 11. 8 Submerged: HW =4 .5 328.50 12.6 Submerged : HW =5 .0 329.00 13.3 Submerged: HW =5 .5 329 .5 0 14.0 Submerged : HW =6 . 0 330 .0 0 14.7 Submerged : HW =6. 5 330.50 15.3 S u bmerged : HW =7.0 331.00 15.9 Submerged : HW =7 .5 331 .50 16.5 S u bmerged: HW =8.0 332.00 17 .1 Submerged: HW =8.5 332 .50 17.6 Submerged: HW =9 .0 333 .00 18.1 S u bmerged: HW =9 .5 Ac=.333 Ac=.703 Used Unsubmerged Equ. Form (1) for e l ev. less than 324 .91 ft Used S u bmerged Equation for elevations greater than 325.1 ft HW=Headwater (ft) dc=Critical depth (ft) Ac=Area (sq.ft) at de Transition flows interpolated from the followi n g values: El=324 .91 ft; Ql =4 .8 cfs; Dc=.89 ft ; E2=325.1 ft; Q2=5.49 cfs 2-YR STORM EVENT VALLEY PARK CENTER CITY OF COLLEGE STATION BRAZOS COUNTY, TEXAS VALLEY PARK CENTER CITY OF COLLEGE STATION , BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: B D E 2YR STORM 65 8.0 0 .806 2YEARSTORM EXISTING TRAVEL V,FPS TYP E LF % FIG 5 TC, MIN NATU RAL WOOD LA ND S 300 1.5% 0 .75 GRASSE D W ATERWAY 1400 1.5% 4 .00 I TYPE C {TBL5} C, -NATURAL W OO DLAN DS (1 .5%) 0 .20 I, IN/HR B/(TC+D)"'E I TYPE A, AC R ES NATURAL W OO DLANDS Q,CFS C IA PROPOSED: TRAV EL V ,FPS I TYP E LF I % {FIG 5} TC, MI N RO OF, PARKING 527 1.0% 2.80 ST ORM DRAIN 1374 0.5% 5.0 0 I TYP E C {TBL5} C, -PHASE 1, LA ND SCA PED (14.4%) 0 .45 PH AS E 1, IMPERVIOUS (85.6%) 0 .90 A LL OTHE R LAN DSCA PED (10 .0%) 0.45 A LL OTHE R IMP ERV IOU S (90 .0%) 0 .90 I, IN/HR B/(TC+D)"'E I TYPE A, ACRES PH ASE 1, LA ND SC AP ED (14.4%) PHASE 1, IMPERV IOUS (85.6%) A LL OTHE R LA NDS CA PE D (10 .0%) ALL OTHE R IMP ERVI OUS (9 0.0%) Q,CFS C IA 5/17/06 9:16 AM TIME SEC MI N 400 .00 6.67 350 .00 5.83 12 .50 I % c I 100 .0% 0.20 100.0% 0 .20 5.70 S F I ACRES I 506 ,815 11 .63 506,815 11 .63 13 .26 TIME SEC I MIN 188.21 3.14 274 .80 4 .58 10.00 I % c I 5.8% 0.03 34 .2% 0.31 6 .0% 0.03 54.0% 0.49 100 .0% 0.85 6.33 SF I ACRES I 29 ,790 0.68 175,656 4.03 30 ,817 0.71 277 ,352 6.37 513,615 11 .79 63 .18 VALLEY PARK CENTER CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS R EFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN ST ANDARDS STORM EVENT: 2 YR STORM Qpeak Tc Tim e{m in ) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 70 60 50 -en 't; 40 -:t: 0 30 c ::s 0::: 20 10 0 B D E 65 8 .0 0 .806 2YEARSTORM POST-DEVELOPMENT INFLOW HYDROGRAPH 63 .18 cfs 0 .1667 hr Ti me {hr) Area runoff T ime {min) Time {h r) 0 .0 0 0 .00 16 0.27 0 .0 2 6 .32 17 0 .28 0.03 12 .64 18 0.30 0 .0 5 18 .95 19 0.32 0 .07 25 .27 2 0 0 .33 0 .08 31 .59 21 0 .35 0 .10 37 .91 2 2 0 .37 0 .12 44.22 23 0 .38 0 .13 50 .54 24 0.40 0 .15 56 .86 25 0.42 0 .17 63 .18 2 6 0.43 0 .18 60 .02 2 7 0.45 0 .20 56 .86 2 8 0 .4 7 0 .22 53 .70 2 9 0.48 0 .23 50 .54 30 0 .50 0 .2 5 47 .38 Post-Development Inflow Hydrograph 5/17/06 9 :16 AM Area runoff 44.22 4 1.06 37 .91 34.75 31 .59 28.43 25.27 22.11 18 .95 15 .79 12 .64 9.48 6 .32 3.16 0 .00 0.0 0 0 .10 0 .20 0 .30 0 .40 0 .5 0 0 .60 Time (hr) POND-2 Version: 5 .21 S/N : Page 1 EXECUTED: 08-02-2006 13 :37:08 ************************* * * VALLEY PARK CENTER * COLLEGE STATION , TX * 2-YEAR STORM EVENT * * * * * * * * ************************* Inflow Hydrograph: S :\ENGR\DETAIN\VPARK\FUTURE\2DEV .HYO Rating Table file: S:\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND ----INITIAL CONDITIONS ---- Elevation 323 .50 ft Outflow 0.00 cfs Storage 0 .00 ac -ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTAT I ONS -------------------------------------------------------- I ELEVATION I OUTFLOW I STORAGE I 2S/t 2S/t + 0 I (f t) I (cfs ) I (ac-ft) I (cfs) I (cfs ) I 1---------1---------1----------1 ------------1-------------1 323 .50 I 0 .0 I 0 .0001 0 .0 I 0 .0 324.00 I 1. 0 I 0 .0051 6 .7 I 7.7 324 .50 I 3 .0 I 0.0261 38 .3 I 41. 3 325.00 I 5 .1 I 0.0681 99.1 I 104 .2 325.50 I 6 .7 I 0 .1281 1 84 .8 I 191 .5 326.00 I 8.0 I 0.1971 285 .2 I 293 .2 326.50 I 9 .1 I 0.2771 401.5 I 410.6 32 7.00 I 10 .l I 0.3691 534.8 I 544.9 327.50 I 1 1. 0 I 0.4741 686 .3 I 697 .3 328 .00 I 11. 8 I 0.5921 857 .2 I 869.0 328.50 I 12.6 I 0.7241 104 8.6 I 1061.2 329 .00 I 13. 3 I 0 .8711 1 261 .6 I 1274.9 329 .50 I 14.0 I 1. 0331 14 97 .4 I 1511.4 330 .00 I 14.7 I 1 .2121 175 6 .9 I 1771.6 330 .50 I 15.3 I 1.4091 2041.4 I 2056.7 331 .00 I 15.9 I 1. 6231 2351 .9 I 2367.8 331.50 I 16.5 I 1. 8561 2689 .1 I 2 705.6 332.00 I 17.1 I 2 .1 071 3053.2 I 3070.3 332.50 I 22 .8 I 2 .3771 3445 .0 I 3467.8 333.00 I 32 .5 I 2 .6 671 3864 .9 I 3897.4 -------------------------------------------------------- Time in crement (t) = 0 .017 hrs. POND-2 Version: 5 .21 S/N : Page 2 EXECUTED: 08-02-2006 13 :37 :08 Pond File: S:\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inflow Hydrograph: S :\ENGR\DETAIN\VPARK\FUTURE\2 DE V .HYO Outflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------------------------------------------------- I TIME INFLOW Il+I2 2S/t -0 2S/t + 0 OUTFLOW I ELEVATION I I (hrs) (cfs) (cfs) I (cfs ) (cfs) (cfs) (ft ) I 1--------------------------1-----------------------------------------1 I 0.000 0.00 0 .0 0.0 0.00 323.50 I 0 .017 6.32 6 .3 4.7 6.3 0.82 323.91 I 0 .033 12.64 1 9.0 19.7 23 .6 1. 95 324 .24 I 0 .050 18.95 31. 6 44.7 51. 3 3 .33 324 .58 I 0 .067 25 .27 44.2 7 9.7 88 .9 4 .59 324 .88 I 0.083 31. 59 56.9 125.2 136. 6 5 .69 325 .19 0 .100 37 .91 69 .5 181. 2 194.7 6.74 325.52 0 .117 44 .22 82 .1 2 48.1 263.3 7.62 325 .85 0 .134 50.54 94 .8 325.9 342 .9 8 .47 326 .21 0 .150 56.86 107.4 414.8 433.3 9.27 326 .58 0.167 63.18 120 .0 514 .8 534 .8 10.03 326.96 0 .184 60 .0 2 123 .2 616 .7 638.0 10.65 327 .31 0.200 56.86 116 . 9 711. 2 733.6 11.17 327 .61 0.217 53 .70 110. 6 798 .6 821. 8 11. 58 327.86 0 .234 50.54 104.2 879 .0 902.91 11. 94 328 .09 0.250 47.38 97.9 952 .4 976.91 12.25 328 .28 0.267 44.22 91. 6 1018 .9 1044.01 12.53 328.46 0.284 41. 06 85.3 10 7 8 .7 1104.21 12 .74 328.60 0.301 37.91 79.0 1131 . 9 1157. 7 12.92 328.73 0.317 34.75 72 . 7 1178 .4 1 204.5 13.07 328 .84 0.334 31. 59 66.3 1218.3 1 244 .7 13. 20 328 .93 0.351 28 .4 3 60.0 1251.7 1 278.4 13.31 329 .01 0 .367 25.27 53.7 1278 .7 1305. 4 13 .39 329 .06 0 .384 22 .11 47.4 1299.1 1326.0 13 . 45 329.11 0 .401 18 .95 41 .1 . 1313. 2 1340.2 13 . 49 329 .14 0.417 15 .79 34 .7 1320.9 1347.9 13 . 52 329.15 0.434 12.64 28 .4 1322. 3 13 49 .3 13.52 329 .16 0 .451 9 .4 8 22 .1 1317.4 13 44 .4 13 . 51 329 .15 0 .468 6 .32 15 .8 1306 .3 1333. 2 13 .47 329 .12 0 .484 3.16 9.5 1288.9 1315. 7 13. 42 329 .09 0 .501 0 .00 3 .2 1265 .4 12 92.1 1 3.35 329 .04 0.518 0 .00 0 .0 1238 .8 1 265 .4 13 .27 328 .98 0.534 0.00 0.0 1212 .5 1 238.8 13 .18 328 .92 0 .551 0 .001 0.0 1186 . 3 1 212 .5 13 .10 328 .85 0 .568 0 .0 0 1 0 .0 1160. 3 1186.3 13 . 01 328 .79 0 .584 0 .00 1 0.0 1134.4 1160. 3 12.92 328 .73 0 .601 0 .00 1 0.0 1108. 7 1134. 4 12.84 328.67 0.618 0 .00 1 0.0 1083 .2 110 8. 7 1 2.76 328.61 0.635 0 .001 0.0 105 7.9 10 83.2 12.67 328.55 0 .651 0.00 1 0 .0 1032 .7 10 57 .9 12.59 328.49 0 .668 0.001 0 .0 1007 .7 10 32.7 12.48 328.43 0.685 0 .001 0 .0 983 .0 10 07.7 12.38 328.36 0.701 0 .001 0.0 958.4 983 .0 12 .27 328 .30 0. 718 0 .001 0.0 93 4.1 958 .41 12.17 328.23 0.735 0 .00 1 0 .0 909.9 934.11 1 2 .07 328.17 ------------------------------------------------------------------------ POND-2 Version: 5 .21 S/N : Page 3 EXECUTED : 08-02-2006 13 :37 :08 Pond File: S:\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inf low Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\2DEV .HYO Outflow Hydrograph: S :\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ---------------------------------------------------------------------- I TIME INFLOW Il+I2 2S/t -0 2S/t + 0 I OUTFLOW I ELEVATION I I (hrs) I (cfs) (cfs) (cfs) (cfs) I (cfs) I (ft) I 1--------1--------------------------------------------------1---------1 0 .752 I 0.00 0 .0 886.0 909 .9 11.97 I 328 .11 I 0 .768 I 0 .00 0 .0 862. 3 886.0 11.87 I 328.04 I 0.785 I 0.00 0.0 838 .7 862.3 11 . 77 I 327.98 I 0 .802 I 0.00 0.0 815.4 838.7 11. 66 I 327.91 I 0.818 I 0 .0 0 0 .0 792.3 815.4 11. 55 I 327 .84 I 0.835 0 .00 0 .0 769 .4 792.3 11. 44 I 327.78 I 0.852 0 .00 0.0 746.7 769.4 11.34 I 327.71 I 0.868 0.00 0 .0 724.3 746.7 11. 23 I 327 .64 I 0.885 0 .00 0.0 702.0 724 .3 11 .1 3 I 327.58 I 0.902 0.00 0.0 680.0 702.0 11 . 02 I 327 .51 I 0.918 0 .00 0.0 658 .2 680 .0 10.90 I 327 .44 I 0.935 0 .00 0 .0 636 .7 658 .2 10.77 I 327.37 I 0.952 0.001 0 .0 615 .4 636.7 10 .64 I 327.30 I 0.969 0.001 0 .0 594 .3 615.4 10.52 I 327.23 I 0.985 0.001 0 .0 573 .6 594.3 10.39 I 327 .16 I 1.002 0.001 0.0 553.0 573 .6 10 .27 I 327 .09 I 1. 019 0.001 0 .0 532 .7 553.0 10.15 I 327 .03 I 1. 035 0 .001 0.0 512 .7 532.7 10.01 I 326 .95 I 1. 052 0.001 0.0 493.0 512.7 9.86 I 326.88 I 1. 069 0 .001 0.0 473 .6 493.0 9 . 71 I 326 .81 I 1. 086 0.001 0.0 454.4 473.6 9 .57 I 326.73 I 1.102 0 .001 0.0 435 .6 454.4 9.43 I 326 .66 1.119 0.001 0.0 417.0 435.6 9.29 I 326.59 1.136 0.00 0.0 398.7 417.0 9.15 I 326. 52 1 .152 0.00 0.0 380 .7 398 .71 8.99 I 326 .45 1 .169 0 .00 0.0 363 .1 380.71 8.82 I 326.37 1.186 ci . 0 0 0 .0 345.8 363.11 8.66 I 326.30 1. 202 0.00 0 .0 328 .8 345.81 8.49 I 326.22 1. 219 0 .00 0.0 312 .1 328.81 8.33 I 326.15 1. 236 0 .00 0.0 295.8 312.11 8 .18 326 .08 1. 252 0 .00 0.0 279.7 295.81 8.02 326.01 1. 269 0.00 0.0 264.1 279 .7 1 7.83 325.93 1. 286 0 .0 0 0 .0 248.8 264.11 7.63 325.86 1.303 0.00 0.0 233.9 248.81 7 .43 325 .7 8 1.319 0 .00 0.0 219 .5 233.91 7.24 325.71 1.336 0 .00 0.0 205.3 219 .51 7.06 325.64 1.353 0.00 0.0 191.6 205.31 6 .88 325 .57 1.369 0 .00 0 .0 178 .2 191. 61 6.70 325 .50 1.386 0 .001 0 .0 165.3 178.21 6 .4 6 325.42 1.403 O.OOJ 0.0 152.8 165.31 6.22 325.35 1.419 0.001 0.0 140.8 152.81 5.99 325.28 1.436 0.00 1 0 .0 129.3 140.81 5 .77 325.21 1.453 0 .00 1 0.0 118.2 129.31 5.56 325 .1 4 1.470 0 .001 0.0 107 .5 118 .21 5.36 325.08 1.486 0.001 0 .0 97.2 107.51 5.16 325 .02 1. 503 0.00 1 0.0 87 .4 97 .21 4 .86 324 .94 ------------------------------------------------------------------------ POND-2 Version : 5.2 1 S/N : Page 4 EXECUTED: 08-02 -2006 13:37:08 Pond File: S :\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND .HYO .HYO Inflow Hydrograph: S :\E NGR\DETAIN\VPARK\FUTURE\2DEV Outflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\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 1.520 I 0 .00 1 I 0.0 I 78.4 I 87.41 4 .54 I 324 .87 I I 1.5 36 I 0 .00 1 I 0 .0 I 69 .9 I 78 .41 4 .24 I 324 .7 9 I I 1.553 I 0.001 I o.o I 62 .0 I 69 .91 3 .95 I 324 .73 I I 1.570 I 0 .001 I 0.0 I 54 .6 I 62 .01 3 .69 I 324.66 I I 1.586 I 0 .001 I 0.0 I 47.7 I 54 .6 1 3 .44 I 324 .61 I POND-2 Version: 5.21 S/N : Page 5 EXECUTED: 08-02-2006 13:37:08 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond Fil~: S :\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inflow Hydrograph: S :\ENGR\DETAIN\VPARK\FUTURE \2DEV .HYO Outf low Hydrograph : S :\ENGR\DETAIN\VPARK\FUTURE\OUT .H YO Starting Pond W.S. Elevation 323.50 ft ***** Summary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 63 .18 cfs 13 .52 cfs 329.16 ft ***** Summary of Approximate Peak Storage ***** Initi al Storage Peak Storage From Storm Total Sto rage in Pond 0.00 ac -ft 0.92 ac-ft 0.92 ac-ft ***** PON D-2 Version: 5 .21 S/N : Page 6 Pon d F ile : Inflow Hydrog r aph : Outf l ow Hydrog r aph : Peak I nflow Peak Ou tflow Peak E levation S :\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND S:\ENGR\DETAIN\VPARK\FUTURE\2DEV .HYO S :\ENGR\DETAIN\VPARK\FU TUR E\OUT .HYO EXECUTED : 08 -02-2006 63 .18 cfs 13 :37:08 13 .52 cfs 329 .16 ft Flow (cfs ) 0 .0 6.0 12 .0 18 .0 24.0 30 .0 36.0 42 .0 48 .0 54 .0 60 .0 66 .0 .------1-----1-----1-----1-----1-----1-----1 -----1-----1-----1-----1- .05 .07 .09 .1 .1 2 .14 .1 5 .17 .1 9 . 2 .22 .24 .26 .27 .29 .3 1 .32 1 -1 I -I I -1 I -1 I -1 I .34 -I I .36 -1 I I TIME (hrs) x 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 * * * * * * * * * * * * * S :\ENGR\OET AIN\VPARK\FUTURE\OU T S:\ENGR\OE TAIN\VPARK\FUTURE\2 DEV * * * * * * * .HY O .HY O * * * * * * * * Qmax Qmax * * * * * * * * * * 1 3 .5 c f s 63 .2 cfs 5-YR STORM EVENT VALLEY PARK CENTER CITY OF COLLEGE STATION BRAZOS COUNTY, TEXAS VALLEY PARK CENTER CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS RE FERENC E: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: B D E 5YRSTORM 76 8 .5 0.785 5YEARSTORM EXISTING TRAV EL V, FPS TYP E LF % FIG 5 TC, MIN NATURAL W O ODLANDS 300 1.5% 0.75 GRASSED WATERWAY 1400 1.5% 4 .00 I TYP E C {TBL5} C , -NATURAL WOODLANDS (1 .5%) 0 .20 I, IN/HR B/(TC+D)"E I TYPE A, AC RES NATURAL WOO DLAN DS Q,CFS CIA PROPOSED : T RAVEL V ,FPS I TYP E LF I % {FIG 5} TC, MIN ROOF , PARKIN G 527 1.0% 2 .80 STORM DRAIN 1374 0 .5% 5.00 I TYPE C (TBL5} c. -PHASE 1, LA ND S CAP ED (14.4%) 0.4 5 PHASE 1, IMP E RV IOU S (85.6%) 0.90 A LL OTHER LAN DSCAPE D (1 0.0%) 0.45 A LL OTHER IMP E RVIOU S (9 0 .0%) 0.90 I, IN/HR B/(TC+D)"E I TYP E A , AC RES PHASE 1, LA ND SCAP ED (14.4%) PHASE 1, IMPERVI O US (85.6%) A LL OTHER LANDSCA PED (10 .0%) A LL OTHE R IMP ERVIOUS (90 .0%) Q,CFS CI A 5/17/06 9:16 AM TIME S EC MIN 400 .00 6.67 350 .00 5.83 12 .50 I % c I 100 .0% 0.2 0 100 .0% 0.20 6.96 SF I ACRES I 506,815 11 .63 506,815 11 .63 16.21 TIME SEC I MIN 188.21 3.14 274 .80 4.58 10 .00 I % c I 5 .8% 0.03 34 .2% 0.31 6 .0% 0.03 54 .0% 0.49 100 .0% 0.85 7.69 S F I ACRES I 29,790 0.68 175,656 4.03 30 ,817 0.71 277,352 6.37 513,615 11 .79 76 .82 VALLEY PARK CENTER CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 5YRSTORM Qpeak Tc Time (min) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 90 80 70 -60 it? ~ 50 :i: g 40 j a::: 30 20 10 0 I B I D I E I 76 8.5 0.785 5YEARSTORM POST-DEVELOPMENT INFLOW HYDROGRAPH 76.82 cfs 0.1667 hr Time (hr) Area runoff Time (min) Time (hr) 0.00 0.00 16 0.27 0.02 7.68 17 0.28 0.03 15.36 18 0.30 0.05 23.05 19 0.32 0.07 30.73 20 0.33 0.08 38.41 21 0.35 0.10 46.09 22 0.37 0.12 53.77 23 0.38 0.13 61.45 24 0.40 0.15 69.14 25 0.42 0.17 76.82 26 0.43 0.18 72.98 27 0.45 0.20 69.14 28 0.47 0.22 65.30 29 0.48 0.23 61.45 30 0.50 0.25 57.61 Post-Development Inflow Hydrograph 5/17/06 9:16 AM Area runoff 53.77 49.93 46.09 42.25 38.41 34.57 30.73 26.89 23.05 19.20 15.36 11.52 7.68 3.84 0.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 Time (hr) POND -2 Ve r sion : 5 .21 S/N : Page 1 EXECUTED: 08 -02-2006 13 :37 :47 ************************* * * * VALLEY PARK CENTER * * COLLEGE STATION , TX * 5 -YEAR STORM EVENT * * * * * * ************************* Inf l ow Hydrograph: S :\ENGR\DETAIN\VPARK\FU TURE\5DEV .HYO Rating Table file: S :\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND ----I NITIAL CONDITIONS ---- El evation 323 .5 0 ft Outflow 0 .00 cfs Storage 0 .0 0 ac -f t INTERMEDIATE ROUTING GIVEN POND DA TA COMPUTATIONS -------------------------------------------------------- I ELEVA TION I OU TF LOW I STORAGE I 2S/t 2S/t + 0 I (ft) I (cfs) I (ac -ft) I I (cfs) I (cfs) I 1---------1 ---------1----------1 1-------------------------1 323 .50 I 0 .0 I 0 .0001 0 .0 0 .0 I 324 .00 I 1. 0 I 0 .0051 6 .7 7 .7 I 324 .50 I 3 .0 I 0.0261 38 .3 41. 3 325.00 I 5 .1 I 0 .0681 99.1 104 . 2 325.50 I 6.7 I 0.1281 184.8 191. 5 326.00 I 8 .0 I 0.1971 285 .2 293 .2 326.50 I 9 .1 I 0.2771 401.5 410.6 327 .00 I 10.1 I 0 .3691 534 .8 544.9 32 7.50 I 11. 0 0 .47 41 686 .3 697 .3 328 .00 I 11. 8 0.5921 857.2 869 .0 328 .50 I 12.6 0 . 7241 1048.6 1061. 2 329.00 I 1 3 .3 0.8711 1 261.6 1274.9 329 .50 I 14.0 1. 033 I 14 97.4 1511.4 330 .00 I 14.7 1. 212 I 1756.9 1 771. 6 330 .50 I 15.3 1.4 091 2041.4 2056 .7 331 .00 I 15.9 1. 6231 2351.9 2367 .8 331 .50 I 16.5 1. 8561 2689 .1 2705.6 332 .00 I 17.1 2 .1 071 3053 .2 3070.3 332 .5 0 I 22 .8 2 .3 77 1 3445 .0 3467 .8 333 .00 I 32 .5 2 .6 671 3864.9 3897.4 -------------------------------------------------------- Time increment (t) = 0.0 17 hrs. • POND-2 Version: 5 .21 S/N : Page 2 EXECUTED : 08-02-2006 13 :37 :47 Pond File : S :\ENGR\DE TAI N\VPARK\FUTURE\VPARK .PND .HYD .HYD Inflow Hy dr ograph : S :\ENGR\DETA I N\VPARK\FUTURE\5DEV Outflow Hydrograph: S :\ENGR\DETAIN\VPARK\FUTURE\OUT INFLOW HYDROGRAPH TIME INFLOW I (hrs) I (cfs) I --------1---------1 0.000 I 0 .017 I 0 .033 0 .050 0 .067 0 .083 0.100 0.117 0 .134 0 .150 0 .167 0.184 0 .200 0 .217 0 .234 0 .250 0 .267 0 .284 0.301 0.317 0.334 0.351 0.367 0.384 0.401 0.417 0.434 0.451 0 .468 0 .484 0 .501 0.518 0.534 0 .551 0 .568 0 .584 0.601 0.618 0.635 0 .651 0 .668 0.685 0 .701 0. 718 0 .7 35 0 .001 7.681 15 .361 23 .051 30 .7 31 38 .411 46 .091 53 .771 61. 45 I 69.14 1 76 .82 1 72. 981 69 .141 65 .301 61. 45 I 57 .6 11 53.771 49 .93 46.09 42 .25 38 .41 34 .5 7 30 .7 3 26 .89 23 .05 19 .20 15 .36 11. 52 7 .68 3 .84 0 .00 0 .00 0 .00 0.00 0.00 0.00 0 .00 0 .00 0.00 0.00 0 .00 0.00 0.00 0 .0 0 0 .00 Il+I2 (cfs) 7.7 23 .0 38 .4 53 .8 69 .1 84 .5 99 .9 115.2 130. 6 146.0 149.8 142 .1 134.4 126.8 119 .1 111 . 4 103 .7 96 .0 88 .3 80 .7 73.0 65.3 57.6 49.9 42 .3 34 .6 26 .9 19.2 11. 5 3 .8 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 ROUTING COMPUTATIONS 2S/t -0 2S/t + 0 I OUTFLOW ELEVATION (cfs ) I (c fs) I (cfs ) (f t) ------------1----------------------------- 0 .0 I 5. 7 I 24.2 I 55 .2 I 98 .6 I 155 .2 I 225 .1 308 .4 405 .2 5 1 5 .7 640.1 767 .0 885.2 994 .8 1096 .0 1188.8 12 7 3 .4 1349 .9 1418 .3 1478 .7 153 1.1 1575.6 1612.2 164 1. 0 1661 .9 1675 .2 1680 . 6 1678 .5 1668.7 1651 .3 1626 .3 1597 .7 1569 .3 1541.0 1512 .8 1484 .8 1456 .9 1429 .3 140 1.7 1374.4 134 7.2 1320 .2 1293.3 1266.6 1240.1 0 .0 7 .7 28 .7 62 .6 109.0 167.8 239 .7 325 .0 423 .6 535.8 661 .7 789.9 909.2 1019.7 1121. 6 1215.0 1300.2 1377 .1 14 46 .0 15 06 .7 15 59 .4 1 604 .1 1 1 640 .91 1669.81 1690.91 1704.21 17 09 .71 17 07.51 1697.71 1 680.21 1 655 .11 1 626.3 1 15 97 .71 15 69 .31 1541. o I 1512.81 1484.81 14 56 .91 14 29.31 14 01. 71 1374.41 1347.21 1 320 .21 1 293 .3 1 1 266 .61 0.00 0.99 2.25 3.71 5.19 6 .26 7.32 8 .30 9.20 10.03 10.79 11. 43 11. 97 12.43 12.80 13 .1 0 13.37 13. 60 13 . 81 13.99 14 .13 14.25 14.35 14.43 14.48 14.52 1 4 .53 14 .53 14.50 14 .45 14 .39 14.31 14.23 14.16 14.08 14.00 13 . 92 13 . 84 13 . 76 13 . 68 13.59 13.51 13. 43 1 3.35 1 3.27 323 .50 324 .00 324.31 324 .67 325 .03 325.36 325 .74 326 .14 326.55 326 .97 327.38 327 .77 328 .10 328 .39 328 .64 328.86 329 .05 329.22 329 .36 329.49 329 .59 329 .68 329.75 329 .80 329 .84 329 .87 329.88 329 .88 329 .86 329 .82 329 .78 32 9 . 72 329 .67 329 .61 329 .56 329.50 329.44 329.38 329.33 329 .27 329 .21 329 .15 329.10 329 .04 328 .98 POND-2 Version: 5 .21 S/N: Page 3 EXECUTED: 08-02-2006 13:37:47 Pond File: S:\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inflow Hydrograph : S:\ENGR\DETAIN\VPARK\FUTURE\5DEV .HYO Outflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------- I TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 I OUTFLOW I ELEVATION I (hrs) I (cfs) I (cfs) (cfs) I (cfs) I (cfs) I (ft) 1--------1---------1 ---------------------1-----------1---------1--------- I 0.752 I 0 .001 0.0 1213 .7 I 1240.11 13.19 I 328.92 I 0.768 I 0.00 0.0 1187. 5 I 1213.7 1 13.10 I 328 .86 I 0 .785 I 0 .00 0.0 1161.5 I 1187.51 13.01 I 328.80 I 0.802 I 0 .00 0.0 1135. 6 I 1161.51 12.93 I 328.73 I 0.818 I 0 .00 0 .0 1109. 9 I 1135.61 12.84 I 328.67 I 0.835 I 0 .00 0 .0 1084 .4 I 1109.91 12.76 I 328 .61 I 0.852 I 0 .00 0 .0 1059.0 I 1084.41 12.68 I 328.55 I 0.868 I 0 .00 0.0 1033 .9 I 1059.01 12.59 I 328.49 I 0.885 I 0 .00 0.0 1008. 9 I 1033.91 12.49 I 328 .4 3 I 0.902 0.00 0.0 984.1 I 1008.91 12.38 I 328 .36 I 0.918 0 .00 0.0 959 .6 I 984.11 12.28 I 328.30 I 0.935 0 .0 0 0.0 935 .2 I 959.61 12.18 I 328 .24 I 0.952 0 .00 0 .0 911 .1 I 935 .21 12.08 I 328.17 I 0 . 969 0.00 0 .0 887.1 I 911.11 11. 98 I 328.11 I 0.985 0.00 0 .0 863 .4 I 887 .11 11. 88 I 328 .05 I 1. 002 0 .0 0 0.0 839.8 I 863 .41 11. 77 I 327 .98 I 1. 019 0.00 0.0 816 .5 I 839 .81 11.66 I 327.91 I 1. 035 0.00 0.0 793.4 I 816 .51 11. 56 I 327.85 I 1.052 0.00 0 .0 770.5 I 793.41 11. 45 I 327 .78 I 1.069 0 .00 0.0 747.8 I 770 .51 11. 34 I 327.71 I 1. 086 0.00 0 .0 725. 3 I 747.81 11.24 I 327 .65 I 1.102 0 .00 0.0 703.1 I 725 .31 11.13 I 327 .58 I 1.119 0.001 0.0 68 1.0 I 703.11 11. 03 I 327 .52 I 1.136 0.001 0 .0 659.2 I 681. O I 10.90 I 327.45 I 1 .1 52 0.001 0.0 637 .7 I 659 .21 10 .77 I 327 .37 I 1.169 0.001 0 .0 616.4 I 637.71 10.65 I 327 .30 I 1.186 0 .00 0.0 595 .3 I 616 .41 10.52 I 327 .23 I 1. 202 0 .00 0 .0 574.5 595.31 10.40 I 327.17 I 1. 219 0 .00 0 .0 554.0 574.51 10 . 27 327.10 I 1 .236 0.00 0.0 533.7 554 .0 10 .1 5 327.03 I 1.252 0.00 0 .0 513. 6 533.7 10 .0 2 32 6. 96 I 1 .269 0.00 0.0 493.9 513. 6 9 .87 326.88 I 1. 286 0 .00 0 .0 474.5 493.9 9.72 326.81 I 1. 303 0.00 0.0 455.3 474.5 9.58 326.74 I 1. 319 0.00 0.0 436.4 455.3 9.43 326.67 I 1 .336 0.00 0 .0 417.9 436.4 9 .29 326.60 I 1. 353 0.00 0.0 399.5 417.9 9 .1 5 326 .53 I 1. 369 0 .00 0 .0 381.6 399.5 9.00 326.45 I 1. 386 0 .001 0 .0 363.9 381.6 8.83 326.38 I 1 .403 0.001 0 .0 346.6 363.9 8.66 326.30 I 1.419 0.001 0.0 329.6 346.6 8 .50 326 .23 I 1. 436 0 .001 0 .0 312.9 329.6 8.34 326.16 I 1.453 0.001 0.0 296. 5 312 .9 8.18 326.08 I 1. 470 0 .001 0 .0 280.5 296. 5 8.03 326.01 I 1. 486 0.00 1 0.0 264.8 280.5 7.84 325.94 I 1.503 0.00 1 0 .0 249 .5 264 .8 7 .64 325.86 ------------------------------------------------------------------------ POND-2 Version : 5 .21 S/N: Page 4 EXECUTED : 08-02-2006 13 :37:47 Pond File: S:\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND .HYO .HYO Inflow Hydrograph : S :\ENGR\DETAIN\VPARK\FUTURE\5DEV Outflow Hydrograph : S:\ENGR\DETAIN\VPARK\FUTURE\OUT INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 I OUTFLOW I ELEVATIONI 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 1.520 I 0 .00 1 I o.o I 234.6 I 249 .5 1 7 .44 I 325.79 I I 1.536 I 0.00 1 I 0 .0 I 220.1 I 234 .61 7 .25 I 325 .71 I I 1.553 I 0 .00 1 I o.o I 206.0 I 220 .11 7.07 I 325.64 I I 1 .570 I 0 .00 1 I 0 .0 I 192 .2 I 206 .01 6 .89 I 325 .57 I I 1 .586 I 0.00 1 I 0.0 I 178.8 I 192.21 6.71 I 325 .50 I POND-2 Version: 5.21 S/N: Page 5 EXECUTED : 08-02-2006 13:37:47 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: S :\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\5DEV .HYO Outflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO Starting Pond W.S. Elevation 323 .50 ft ***** Summary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 76 .82 cfs 14 .53 cfs 329 .88 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0 .00 ac-ft 1.17 ac-ft 1.17 ac-ft ***** .05 .07 .09 .1 .12 .14 .15 .17 .19 .2 .22 .24 .26 .27 .29 .31 .32 .34 .36 POND-2 Version: 5.21 S/N: Page 6 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation S:\ENGR\DETAIN\VPARK \FUTURE\VPARK .PND S:\ENGR\DETAIN\VPARK\FUTURE\5DEV .HYO S :\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO EXECUTED: 08-02-2006 76.82 cfs 13:37:47 14.53 cfs 329.88 ft Flow (cfs) 0 .0 8.0 16.0 24 .0 32.0 40 .0 48.0 56 .0 64.0 72.0 80 .0 88 .0 .------1-----1-----1-----1-----1-----1 -----1-----1-----1-----1-----1- 1 -1 I -I I -I I -I I -I I -I I -1 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 x * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * x File: S :\ENGR\DETAIN\VPARK\FUTURE\OUT * File: S:\ENGR\DETAIN\VPARK\FUTURE\5DEV .HYO .HYO Qmax Qmax 14 .5 cfs 76.8 cfs 10-YR STORM EVENT VALLEY PARK CENTER CITY OF COLLEGE STATION BRAZOS COUNTY, TEXAS VALLEY PARK CENTER CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS R EFERENCE: COLLEG E STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: B D E 10YR STORM 80 8.5 0 .763 10 YEAR STORM EXISTING TRAVEL V ,FPS I TYPE LF I % (FIG 5} TC.MIN NATURAL W OO DLAN DS 300 1.5% 0 .75 GRASSED W ATERWAY 1400 1.5% 4 .00 I TYPE C (TBL5} C, -NATURAL W OO DLAN DS (1 .5%) 0 .20 I, IN/HR B/(TC+D)11 E I TYPE A, ACRES NATURAL W OODLANDS Q ,CFS CIA PROPOSED: TRAVEL V ,FPS I TYPE LF I % (FIG 5} TC .MIN RO OF , PA RK IN G 527 1.0% 2.8 0 STORM DRA IN 1374 0 .5% 5.00 I TYP E C (TBL5} c . -PHASE 1, LA ND SCAPE D (14.4%) 0.45 PH ASE 1, IM PERVIO US (85 .6%) 0 .90 ALL OTHER LANDSCAPED (10.0 %) 0.45 I I ALL OTHE R IM PERVI OU S (90 .0%) 0 .90 " I, IN/HR B/(TC+D)11 E I TYPE A, ACRES PH ASE 1, LAND SCAPED (14.4%) PHASE 1, IMPE RVIO US (85 .6%) ALL OTHER LAND SC A PED (10 .0%) ALL OT HER IMP E RVIOU S (9 0 .0%) Q,CFS C IA 5/17/06 9:16 AM TIME SEC I MIN 400 .00 6.67 350 .00 5.83 12 .50 % c I 100 .0% 0.20 100 .0% 0.20 7.84 SF I ACRES I 506 ,815 11 .63 506 ,815 11 .63 18.24 TIME SEC I MIN 188.21 3.14 274 .80 4 .58 10.00 % c I 5.8% 0 .03 34.2 % 0 .31 6.0% 0 .03 54 .0% 0.49 10 0.0% 0.85 8 .63 SF I ACRES I 29 ,790 0 .68 175 ,656 4 .03 30 ,817 0.71 277 ,352 6 .37 513 ,615 11.79 86 .22 VALLEY PARK CENTER CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 10YRSTORM Qpeak Tc Tim e (m i n) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 100 90 80 70 -.t? 60 () -:t: 50 0 c 40 ::J 0::: 30 20 10 0 B D E 80 8 .5 0 .763 10 YEAR STORM P OST-D EVELOPMENT INFLOW HYDROGRAPH 86.22 cfs 0.1667 hr Time (hr) Area runoff Time (m in) Time (h r) 0 .00 0 .00 16 0.27 0.02 8 .62 17 0.28 0.03 17.24 18 0 .30 0 .05 25 .87 19 0 .32 0.07 34.49 20 0 .33 0.08 43.11 21 0 .35 0.1 0 51.73 22 0.37 0.12 60.36 23 0.38 0.13 68 .98 24 0.40 0 .15 77 .60 25 0 .42 0 .1 7 86 .22 26 0.43 0.18 81 .91 27 0.45 0 .20 77.60 28 0.47 0.22 73 .29 29 0.48 0 .23 68 .98 30 0 .50 0 .25 64 .67 Post-Development Inflow Hydrograph 5/17/06 9 :16 AM Are a runoff 60.36 56 .04 51 .73 47.42 43 .1 1 38 .80 34 .4 9 30 .1 8 25 .87 21 .56 17 .24 12 .93 8.62 4 .31 0.00 0.00 0 .1 0 0 .2 0 0 .3 0 0 .40 0 .5 0 0 .60 Time (hr) POND-2 Version: 5 .21 S/N: Page 1 EXECUTED: 08-02-2006 13:38:05 ************************* * * VALLEY PARK CENTER * COLLEGE STATION, TX * 10-YEAR STORM EVENT * * * * * * * * ************************* Inflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\lODEV .HYO Rating Table file: S:\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND ----INITIAL CONDITIONS---- Elevation 323 .50 ft Outflow 0.00 cfs Storage 0 .00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------------------------------- I ELEVATION I OUTFLOW I STORAGE 2S/t 2S/t + 0 I (ft) I (cfs) I (ac-ft) I (cfs) (cfs) 1---------1---------1----------!------------------------- 323.50 I 0 .0 I 0.000 0.0 0.0 324.00 I 1. 0 I 0.005 6 .7 7.7 324.50 I 3.0 I 0 .026 38.3 41. 3 325.00 I 5 .1 I 0.068 99.1 104.2 325.50 I 6 .7 I 0.128 184 .8 191. 5 326 .00 I 8 .0 I 0.197 285.2 293.2 326.50 I 9.1 ., 0 .277 401. 5 410.6 327.00 I 10 .1 I 0 .369 534.8 544.9 327 .50 11. 0 I 0 .474 686.3 697.3 328 .00 11. 8 I 0.592 857.2 869.0 328.50 12.6 I 0 . 724 1048.6 1061. 2 329.00 13 .3 I 0 .871 1261.6 1274.9 329 .50 14.0 I 1. 033 1497.4 1511. 4 330 .00 14.7 I 1.212 1756.9 1771.6 330.50 15.3 I 1.409 2041.4 2056.7 331.00 15.9 I 1. 623 2351.9 2367 .8 331. 50 16.5 I 1. 856 2689 .1 2705. 6 332.00 17.1 I 2.107 3053 .2 3070.3 332.50 22.8 I 2.377 3445.0 3467 .8 333.00 32.5 I 2.667 3864.9 3897 .4 -------------------------------------------------------- Time increment (t) = 0.017 hrs. POND-2 Version: 5 .21 S/N: Page 2 EXECUTED: 08-02-2006 13 :38:05 Pond File : S :\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inflow Hydrograph : S :\ENGR\DETAIN\VPARK\FUTURE\lODEV .HYO Outflow Hydrograph: S :\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS -------------------------------------------------------------------- I TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 OUTFLOW ELEVATION! I (hrs) (cfs) I (cfs) I (cfs) (cfs) (cfs) (ft) I !-----------------! ---------1-----------------------------------------! 0.000 0 .00 1 0 .0 0 .0 0.00 323 .50 I 0.017 8.621 8.6 6.5 8.6 1. 05 324 .01 I 0.033 17 .241 25 .9 27 .4 32.4 2 .47 324.37 I 0.050 25.8 71 43 .1 62. 6 70.5 3 .98 324 .7 3 I 0. 067 34 .4 91 60.4 112 .1 123.0 5.44 325 .11 I 0 .083 43.111 77 .6 176 .3 189.7 6.67 325.49 I 0 .100 51.731 94 .8 255 .7 271.2 7 .72 325 .89 I 0.117 60 .36 1 112 .1 350.4 367.8 8.7 0 326 .32 I 0.134 68.981 129.3 460 .5 479.8 9.62 326.76 I 0 .150 77 .601 146.6 586.2 607.11 10.47 327.20 I 0 .167 86 .221 163.8 727 .5 750.01 11.25 327 .65 I 0 .184 81. 911 168 .1 871.8 895.61 11. 91 328.07 I 0.200 77.601 159 .5 1006.4 1031.31 12.48 328 .42 I 0.217 73 .291 150 .9 1131 . 4 1157.31 12.91 328 . 72 I 0.234 68 .981 142.3 1247 .1 1 273.71 13.30 329 .00 I 0.250 64.6 71 133. 7 1353 . 5 1380 . 8 13 . 61 329 .22 I 0.267 60.361 125.0 1450.8 1 478.6 13 . 90 329 .43 I 0.284 56.041 116 .4 1538 .9 1567.2 14 .15 329 .61 I 0.301 51. 731 107 .8 1617.9 1 646 .6 14.36 329 .76 I 0.317 47.421 99.2 1688.0 171 7.1 14 .55 329.90 I 0 .334 43 .111 90.5 1749 .1 1778.5 14. 71 330 .01 I 0 .351 38 .801 81. 9 1801 .3 1 831. 0 14.82 330 .10 I 0.367 34 .4 9 73.3 1844.8 1 874 .6 14 .92 330.18 I 0.384 30 .1 8 64.7 1879.5 1 909.4 14 .99 330 .24 I 0.401 25 .87 56 .1 1905 . 4 1 935 .5 15.04 330 .29 I 0.417 21 .56 47.4 1922.7 1952.8 15 .08 330 .32 I 0.434 17.24 38 .8 1931 .3 1 961.5 15.10 330.33 0.451 12 .93 30 .2 1931 .3 1 961.5 15 .10 330.33 0 .468 8 .62 21. 6 1922 .6 1952.8 15 .08 330 .32 0 .484 4 .31 12.9 1905.5 1935.6 15 .05 330 .29 0 .501 0.00 4 .3 1879 .8 1 909.8 14 .99 330.24 0 .518 0 .00 0.0 1850.0 1879.8 14 .93 330 .19 0 .534 0 .00 0.0 1820 .2 1850.0 14 .86 330.14 0.551 0.00 0.0 1790.6 1820.2 14.80 330.09 0 .568 0.00 0.0 176 1.1 17 90 .6 14.74 330.03 0 .584 0.00 0.0 1731.8 1761.1 14.67 329.98 0 .601 0.00 0.0 1702.6 1731.8 14.59 329.92 0.618 0.00 0.0 1673.6 1702.6 14.51 329.87 0.635 0 .00 0.0 1644.7 1 673.61 14.44 329.81 0 .651 0 .00 0.0 1616.0 1 644 .71 14.36 329.76 0 .668 0 .00 0 .0 1587 .4 1 616 .0i 14 .28 329.70 0.685 0 .0 0 0 .0 1559 .0 1 587 .41 14.20 329.65 0.701 0 .001 0.0 1530.8 1 559.0i 14 .13 329.59 0.718 0 .001 0 .0 1502 .7 1530.81 14.05 329 .54 0.735 0 .001 0.0 1474.7 1502.71 13 .97 329.48 ------------------------------------------------------------------------ POND-2 Version: 5.21 S/N: Page 3 EXECUTED: 08-02-2006 13:38:05 Pond File : S :\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inflow Hydrograph : S :\ENGR\DETAIN\VPARK\FUTURE\lODEV .HYD Outflow Hydrograph : S:\ENGR\DETAIN\VPARK\FUTURE\OUT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS --------------------------------------------------------------------- I TIME INFLOW Il+I2 2S/t -0 2S/t + 0 OUTFLOW ELEVATION I I (h rs) (cfs) I (cfs) I (cfs) I (cfs) (cfs) (ft) I 1-----------------1---------1------------1-----------------------------1 I 0.752 0 .00 0 .0 I 1446.9 I 1474.7 13 . 89 329.42 I I 0 .7 68 0 .00 0 .0 I 1419 .3 I 1446.9 13 . 81 329.36 I I 0 .7 85 0.00 0 .0 I 1391. 9 I 1419.3 13 . 73 329.31 I I 0.802 0 .00 0 .0 I 1364.6 I 1391.9 13 . 65 329 . 25 I I 0.818 0 .00 0.0 I 1337. 4 I 1364. 6 13 . 57 329.19 I I 0.835 0 .00 0 .0 I 1310. 5 I 1337. 4 13 . 49 329.13 I I 0.852 0.00 0 .0 I 1283.7 I 1310. 5 13. 41 329.08 I I 0.868 0 .00 0.0 I 1257.0 I 1283.7 13 . 33 329. 02 I 0.885 0.00 0 .0 I 1230.5 I 1257.0 13 . 24 328.96 I 0.902 0 .00 0.0 I 1204 .2 I 1230.5 13.15 328 .90 I 0.918 0 .00 0 .0 I 1178 .1 I 1204.2 13 . 07 328.83 I 0.935 0 .001 0.0 I 1152.1 I 1178 .1 12.98 328 .7 7 I 0.952 0 .001 0.0 I 1126.3 1152.11 12.90 328.71 I 0 .969 0.001 0 .0 I 1100. 7 1126. 3 12.81 328.65 I 0.985 0 .001 0 .0 I 1075.2 1100. 7 12.73 328.59 I 1.002 0 .001 0.0 I 1049.9 1075.2 12.65 328 .53 I 1.019 0 .001 0 .0 I 1024.8 1049.9 12.55 328.47 I 1.035 0 .001 0.0 999 .9 1024. 8 12.45 328.41 I 1. 052 0.00 1 0 .0 975.2 999.9 12.34 328.34 I 1. 069 0.00 1 0.0 950.8 975.2 12.24 328.28 I 1. 086 0.001 0.0 926.5 950.8 12.14 328.21 I 1.102 0.001 0 .0 902 .4 9 2 6.5 12.04 328 .15 I 1.119 0 .00 1 0 .0 878 .5 902 .4 11. 94 328.09 I 1.136 O.OOJ 0.0 854 .8 878.5 11. 84 328 .02 I 1.152 0 .001 0 .0 831.4 854.8 11. 73 327. 96 I 1.169 0.001 0.0 808.1 831.4 11 . 62 327 .89 I 1.186 0 .00 1 0.0 785.1 808.1 11. 52 327 .82 I 1. 202 0.00 1 0 .0 762.3 785.1 11. 41 327.76 I 1.219 0.001 0 .0 739.7 76 2 .3 11. 30 327.69 I 1.236 0 .001 0.0 717. 3 739.7 11. 20 327.62 I 1.252 0.00 1 0.0 695.1 717 . 3 11.09 327 .56 I 1.269 0.001 0 .0 673 .1 695 .1 10.99 327.49 I 1.286 0 .001 0.0 651 .4 673.1 10 .86 327.42 I 1.303 0.001 0.0 629 .9 651.4 10 .7 3 327.35 I 1.319 0.00 0.0 608 .7 629.9 10.60 327.28 I 1. 336 0 .0 0 0.0 587.8 608.7 10.48 327.21 I 1. 353 0 .00 0 .0 567.1 587.8 10.35 327.14 I 1.369 0.00 0.0 546.6 567 .1 10.23 327 .0 7 I 1. 386 0 .00 0.0 526.4 546.6 10.11 327.01 I 1.403 0 .00 0.0 506.5 5 2 6.4 9. 96 326. 93 I 1. 419 0 .00 0 .0 486.8 506.5 9.81 326.86 I 1. 436 0.00 0.0 4 67. 5 486.8 9.67 326.78 I 1.453 0.00 0.0 448.5 467.5 9.52 326.71 I 1.470 0.00 0.0 429.7 448.5 9.38 32 6 . 64 I 1.486 0.00 0.0 411. 2 429.7 9.24 326.57 I 1.503 0.00 0.0 393 .0 411.2 9.10 326 . 50 ------------------------------------------------------------------------ POND-2 Version: 5.21 S/N: Page 4 EXECUTED: 08-02-2006 13:38:05 Pond File: S:\ENGR\DETAIN\VPARK\FUTURE\VPARK Inflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\lODEV Outflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\OUT .PND .HYO .HYO 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 1.520 I 0.001 I 0.0 I 375.1 I 393.01 8.94 I 326.43 I I 1.536 I 0 .001 I 0.0 I 357.6 I 375.11 8.77 I 326.35 I I 1.553 I 0.001 I 0.0 I 340.4 I 357.61 8 .60 I 326.27 I I 1.570 I 0 .00 1 I 0.0 I 323.5 I 340 .41 8 .44 I 326.20 I I 1.586 I 0 .00 1 I 0.0 I 306.9 I 323 .51 8.28 I 326.13 I POND-2 Version: 5 .2 1 S/N : Page 5 EXECUTED : 08-02-2006 13:38 :05 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: S:\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inflow Hydrograph: S :\ENGR\DETAIN\VPARK\FUTURE\lODEV .HYO Outflow Hydrograph : S:\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO Starting Pond W.S. Elevation 323 .50 ft ***** Summary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 86 .22 cfs 15.10 cfs 330.33 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0 .00 ac-ft 1.34 ac-ft 1.34 ac-ft ***** .05 .07 .09 .1 .12 .14 .1 5 .17 .19 . 2 .22 .24 .26 .27 .29 .31 .32 .34 .36 POND-2 Version : 5.21 S/N : Page 6 Pond F ile : S:\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inflow Hydrograph : S :\ENGR\DETAIN\VPARK\FUTURE\lODEV .HYO Outf l ow Hydrograph : S:\ENGR\DETAIN\VPARK\FU TURE\OUT .HYO EXECU TED : 08-02-2006 Peak Inflow Peak Outflow Peak Elevation 86 .22 cfs 15 .10 cfs 330 .33 ft 13:38:05 Flow (cfs ) 0 .0 9.0 18 .0 27 .0 36.0 45 .0 54 .0 63.0 72 .0 8 1.0 90.0 99.0 .------1 -----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1 -I I -I I -I I -I I -I I -I I -I I -I I -I I -1 I -1 I -I I -1 I -I I -1 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 * x * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * x File : S:\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO .HYO Qmax Qmax 15 .1 cfs 86 .2 cfs * File: S:\ENGR\DETAIN\VPARK\FUTURE\lODEV 25-YR STORM EVENT VALLEY PARK CENTER CITY OF COLLEGE STATION BRAZOS COUNTY, TEXAS VALLEY PARK CENTER CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: B D E 25 YR STORM 89 8 .5 0.754 25 YEAR STORM EXISTING TRAV EL V,FPS I TYP E LF I % (FIG 5} TC , MIN NATURAL W OOD LANDS 300 1.5% 0.75 G RASSED WAT ERWAY 1400 1.5% 4 .00 I TYP E C (TBL5} C, -NATURAL W OOD LANDS (1 .5%) 0.20 I, IN/HR B/(TC+D)"E I TYPE A, ACRES NATURAL WOOD LAN DS Q,CFS C IA PROPOSED: TRAV EL V ,FPS I TYP E LF I % (FIG 5} TC, MIN RO OF , PARKIN G 527 1.0% 2.80 STORM D RAIN 1374 0 .5% 5.00 I TYPE C (TB L5} C, -PH ASE 1, LA ND SCA PED (14.4%) 0 .45 PHASE 1, IMPERV IO US (85.6%) 0.9 0 ALL OTHE R LANDSCAPE D (10.0%) 0.45 A LL OTHER IMPERVIOUS (90 .0%) 0 .90 I, IN/H R B/(TC+D)"E I TYPE A , ACRES PHASE 1, LAN DSCAPED (14.4%) PHASE 1, IMP E RVI OUS (85 .6%) A LL OTHER LANDSCAPED (10.0 %) A LL OTHER IMPERVIOUS (9 0 .0%) Q,CFS CI A 5/17/06 9:16 AM TIME SEC I MIN 400 .00 6.67 350 .00 5.83 12 .50 I % c I 100 .0% 0.20 100 .0% 0.20 8.96 SF I ACRES I 506 ,815 11 .63 506,815 11.63 20 .86 TIME SEC I MIN 188 .21 3.14 274 .80 4 .58 10.00 I % c I 5.8% 0.03 34 .2% 0.31 6 .0% 0.03 54.0% 0.49 100.0% 0.85 9.86 SF I ACRES I 29 ,790 0.68 175 ,656 4 .03 30,817 0.71 277 ,352 6.37 513 ,615 11 .79 98.47 VALLEY PARK CENTER CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 25 YR STORM Qpeak Tc Time (min) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 120 100 -80 J!! u -:t: 60 0 c: ::::J 0::: 40 20 0 I B I HU-D I E I 89 8.5 0.754 25 YEAR STORM POST-DEVELOPMENT INFLOW HYDROGRAPH 98.47 cfs 0.1667 hr Time (hr) Area runoff Time (min) Time (hr) 0.00 0.00 16 0.27 0.02 9.85 17 0.28 0.03 19.69 18 0.30 0.05 29.54 19 0.32 0.07 39.39 20 0.33 0.08 49.24 21 0.35 0.10 59.08 22 0.37 0.12 68.93 23 0.38 0.13 78.78 24 0.40 0.15 88.63 25 0.42 0.17 98.47 26 0.43 0.18 93.55 27 0.45 0.20 88.63 28 0.47 0.22 83.70 29 0.48 0.23 78.78 30 0.50 0.25 73.86 Post-Development Inflow Hydrograph 5/17/06 9:16 AM Area runoff 68.93 64.01 59.08 54.16 49.24 44.31 39.39 34.47 29.54 24.62 19.69 14.77 9.85 4.92 0.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 Time (hr) POND -2 Version : 5 .2 1 S/N: Page 1 EXECUTED : 08-02-2006 13:38:25 ************************* * * VALLEY PARK CENTER * COLLEGE STATION , TX * 25-YEAR STORM EVENT * * * * * * * * ************************* Inflow Hydrograph : S :\ENGR\DETAIN\VPARK\FUTURE\25DEV .HYO Rating Table file: S:\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND ----INITIAL CONDITIONS ---- E levation 323 .50 ft Out fl ow 0.00 cfs Storage 0 .00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS -------------------------------------------------------- I ELEVATION I OUTFLOW I STORAGE 2S/t 2S/t + 0 I (ft) I (cfs) I (ac-ft) I (cfs) I (cfs) 1---------1---------1----------1------------1------------- 323 .50 I 0 .0 I 0.000 0 .0 I 0.0 324.00 I 1. 0 I 0 .005 6 .7 I 7.7 324 .50 I 3 .0 I 0 .026 38 .3 I 41. 3 325 .00 I 5 .1 I 0.068 99.1 I 104 .2 325.50 I 6 .7 0.128 184.8 I 191. 5 326.00 I 8 .0 0 .197 285.2 I 293 .2 326 .50 I 9.1 0.277 401. 5 I 410.6 327.00 I 10.1 0 .369 534.8 I 544.9 32 7.50 I 11. 0 0 .474 686.3 I 69 7.3 328 .00 I 11. 8 0 .592 857.2 I 869 .0 328 .50 I 12.6 0 .724 1048.6 I 1061. 2 329 .00 I 13 .3 0. 871 1261.6 I 1274.9 329 .50 I 14.0 1. 033 1497.4 I 1511. 4 330.00 I 14.7 1 .212 1756.9 I 1771. 6 330 .50 I 15.3 1.4091 2041 .4 I 2056.7 331 .00 I 15 .9 1. 6231 2351 .9 I 2367 .8 331. 50 I 16.5 1.8561 2689.1 I 2705 .6 332 .00 I 17.1 2 .1071 3053 .2 I 3070 .3 332 .50 I 22 .8 2 .3771 3445.0 I 3467.8 333.00 I 32 .5 2.6671 3864 .9 I 3897 .4 ------------------------------------------------------- Time increment (t) = 0 .017 hrs. POND-2 Version: 5.21 S/N : Page 2 EXECUTED: 08-02 -2006 13 :38 :25 Pond File : S:\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inflow Hydrograph: S :\ENGR\DETAIN\VPARK\FUTURE\25DEV .HYO Outflow Hydrograph : S :\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------------------------ TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 I OUTFLOW I ELEVATION I 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 0.000 I 0 .001 0.0 I 0.01 0.00 I 323 .50 I 0.017 I 9.851 9 .9 7.6 I 9 .9 1 1.13 I 324 .03 I 0.033 I 19.691 29 .5 31. 6 I 37.11 2.75 I 324 .44 I 0.050 I 29.541 49.2 72 .2 I 80.91 4 .32 I 324.81 I 0.067 I 39.391 68 .9 129 .6 I 141.21 5 .78 I 325 .21 0.083 I 49.24 1 88 .6 204 .1 I 218 .21 7 .04 I 325.63 0.100 I 59 .081 108 .3 296 .1 I 312 .51 8 .18 I 326.08 0.117 I 68 .931 128 .0 405.7 I 424.1 9 .20 I 326.55 0.134 I 78.781 147.7 533.1 I 553 .4 10.15 I 327.03 0.150 I 88.63 1 167 .4 678.5 I 700.5 11. 01 I 327.51 0.167 I 98.471 187 .1 842.0 I 865.6 11.78 I 327 .99 0.184 I 93.551 192.0 1009.1 I 1034.1 12 .49 I 328.43 0.200 I 88.631 182 .2 1165.2 I 1191.3 13.03 I 328.80 0.217 I 83.701 172 . 3 1310.6 I 1337.5 13.49 I 32 9 .13 0.234 I 78.781 162.5 1445 .3 I 1473.0 13. 89 I 329.42 0.250 I 73 .86 1 152 .6 1569 .4 I 1597 .9 14.23 I 329 .67 0.267 I 68 .93 1 142.8 1683 .2 I 1712. 2 14.54 I 329.89 0.284 I 64.011 132 . 9 1786 .5 I 1816.1 14.79 I 330.08 0.301 I 59.08 1 123.1 1879.6 I 1909 .6 14 .99 I 330 .24 0 .317 I 54.161 113 .2 1962 .5 I 1992.9 15.17 I 330 .39 0 .334 I 49.24 1 103. 4 2035 .3 I 2065 .91 15 .32 I 330 .51 0.351 I 44.311 93 .6 2098 .0 I 2128 .8 15.44 I 330.62 0.367 I 39.39 1 83 .7 2150 .6 I 2181 .7 15.54 I 330.70 0.384 I 34 .471 73.9 2193 .2 I 2224.4 15 . 62 I 330.77 0.401 I 29 .54 1 64.0 2225.8 I 2257.2 15 .69 I 330.82 0.417 I 24 .621 54 .2 2248 .5 I 2280.0 15.73 I 330.86 0 .434 I 19 .69 44 .3 2261 .3 I 2292.8 15 .76 I 330 .88 0 .451 I 14 .77 34.5 2264.3 2295 .8 15.76 I 330.88 0 .468 I 9.85 24 .6 2257.4 2288 .9 15.75 I 330.87 0.484 I 4 .92 14 .8 2240.7 2272. 2 15 . 72 I 330 .85 0 .501 I 0 .00 4 . 9 2214 .3 2245.7 15.66 I 330.80 0.518 I 0 .00 0 .0 2183.1 2214.3 15.60 I 330 .75 0.534 I 0 .00 0 .0 2152 .0 2183 .1 15.54 I 330 .70 0.551 I 0.00 0.0 2121 .1 2152.0 15 .48 I 330.65 0 .568 I 0 .00 0 .0 2090 .2 2121.11 15.42 I 330.60 0.584 I 0 .00 0 .0 2059 .5 2090 .21 15.36 I 330.55 0 .601 I 0 .00 0 .0 2028 .9 2059.51 15.31 I 330 .50 0 .618 I 0 .00 0 .0 1998.4 2028 .91 15 .24 I 330.45 0 .635 I 0 .00 0.0 1968 .0 1998 .41 15.18 I 330 .40 0 .651 I 0 .00 0.0 1937.8 1968.01 15 .11 I 330.34 0 .668 I 0.00 0.0 1907.7 1937 .81 15 .05 I 330 .29 0 .685 I 0 .00 0 .0 1877. 7 1907.71 14 .99 I 330.24 0.701 I 0.00 0.0 1847.9 1877.71 14.92 I 330 .19 0.718 I 0 .00 0.0 1818.2 1847.9 1 14 .86 I 330 .13 0 .735 I 0 .00 0.0 1788.6 1818 .21 14.80 I 330 .08 ------------------------------------------------------------------------ PON0-2 Version: 5 .21 S/N : Page 3 EXECUTED: 08-02-2006 13 :38 :25 Pond File: S:\ENGR\OETAIN\VPARK\FUTURE\VPARK .PNO Inflow Hydrograph : S :\ENGR\OETAIN\VPARK\FUTURE\250EV .HYO Outflow Hydrograph: S :\ENGR\OETAIN\VPARK\FUTURE\OUT .HYO INFLOW HYOROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------- TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 I OUTFLOW ELEVATION (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) (ft) --------1---------1 1---------1------------1-----------1------------------ 0 .7 52 I 0 .001 I 0 .0 1759 .1 I 1788.61 14 .7 4 330.03 0.768 I 0 .001 I 0 .0 1729.8 I 17 59.1 1 14.67 329.98 0.785 I 0.001 I 0 .0 1700 .6 1729.81 14.59 329.92 0.802 I 0.00 1 I 0.0 16 7 1 .6 1700.61 14 .51 329.86 0.818 I 0 .001 I 0 .0 1642.7 1 671.61 14.43 329.81 0.835 I 0 .00 1 I 0 .0 1614 .0 1642.71 14.35 329.75 0 .852 I 0 .001 I 0 .0 1585.5 1 614.01 14.28 329.70 0.868 I 0 .001 I 0 .0 1557 .1 1585.51 14 .20 329.64 0.885 I 0.001 I 0.0 1528 .8 1 557.11 14.12 329.59 0 .902 I 0.001 I 0 .0 1500 .7 1528.81 14 .05 329.53 0.918 I 0.00 1 I 0 .0 1472. 8 1 500 .7 1 13. 97 329 .48 0 .935 I 0.001 I 0 .0 1445 .0 14 72 .81 13 . 89 329.42 0 .952 I 0.001 I 0 .0 1417.4 14 45 .01 13. 80 329 .36 0.969 I 0 .001 I 0.0 1390 .0 14 17 .41 13. 72 329 .30 0 .985 I 0.001 I 0 .0 1362.7 1 390.01 13 . 64 329 .24 1. 002 I 0.001 I 0.0 1335.6 1 362 .71 13.56 329.19 1. 019 I 0.001 0.0 1308. 6 1335.61 13 .48 329.13 1. 035 I 0 .00 1 0 .0 1281.8 1 308 .61 13 . 40 329 .07 1. 052 I 0.001 0 .0 1255 .2 1281. 8 I 13 .32 329.01 1 .069 I 0 .001 0 .0 1228.7 1 255 .21 13 . 24 328 .95 1. 086 I 0.00 1 0 .0 1202.4 1 228 .71 13 .15 328 .89 1.102 I 0 .00 1 0 .0 1176 . 3 1202.41 13 . 06 328 .83 1 .119 I 0 .00 1 0 .0 1150.3 1176.31 12.98 328 .77 1 .136 I 0 .00 1 0 .0 1124 . 5 1150.31 12 .89 328.71 1.152 I 0 .00 1 0 .0 1098 .9 1124.51 12.81 328.65 1 .169 I 0 .001 0 .0 1073 .5 1098.91 12 . 72 328.59 1.186 I 0 .00 1 0 .0 1048.2 107 3.51 12.64 328 .53 1. 202 I 0.001 0.0 1023.1 1048.2 12 .55 328.47 1. 219 I 0 .001 0.0 998 .2 1023.1 12.44 328 .40 1. 236 I 0.00 1 0.0 9 7 3 .5 998 .2 12.34 328 .34 1. 252 I 0.00 1 0 .0 949.1 973 .5 12 .24 328 .27 1. 269 I 0 .001 0.0 924.8 949.1 12.13 328.21 1. 286 I 0 .0 0 1 0 .0 900.7 924.8 12.03 328.15 1 .303 I 0 .00 1 0 .0 8 7 6 .9 900 .7 11.93 328.08 1 .319 I 0 .001 0 .0 853.2 876.9 11. 83 328.02 1. 336 I 0 .00 1 0 .0 829 .7 853 .2 11. 73 327 .95 1. 353 I 0 .00 1 0 .0 806 .5 829 .7 11. 62 327 .89 1. 369 I 0.00 1 0.0 783.5 806.5 11 . 51 327 .82 1. 386 I 0.001 0 .0 760 .7 783.5 11. 40 327 .75 1. 403 I 0 .001 0.0 738.1 760.7 11. 30 327 .68 1.419 I 0 .001 0 .0 715.7 738 .1 11 .19 327 .62 1. 436 I 0.001 0 .0 693.6 715.7 11 . 09 327.55 1. 453 I 0 .001 0 .0 671.6 693.6 10 .98 327 .49 1. 470 I 0.001 0 .0 649 .9 671.61 10.85 327.42 1.486 I 0.001 0 .0 628.5 649.91 10 . 72 327.34 1. 503 I 0 .001 0.0 607.3 628.51 10 .59 327.27 ------------------------------------------------------------------------ POND-2 Version: 5.21 S/N: Page 4 EXECUTED: 08-02-2006 13:38:25 Pond File: S:\ENGR\DETAIN\VPARK\FUTURE\VPARK Inflow Hydrograph: S :\ENGR\DETAIN\VPARK\FUTURE\25DEV Outflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\OUT .PND .HYO .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 I OUTFLOW !ELEVATION! 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 1.520 I 0.001 I 0 .0 I 586 .3 I 607.31 10.47 I 327 .20 I I 1 .536 I 0.001 I 0 .0 I 565.6 I 586.31 10.34 I 327.14 I I 1.553 I 0.001 I 0.0 I 545.2 I 565.61 10.22 I 327.07 I I 1.570 I 0.001 I 0.0 I 525.0 I 545.21 10.10 I 327.00 I I 1.586 I 0 .001 I 0.0 I 505.1 I 525.01 9 .95 I 326.93 I POND-2 Version: 5 .21 S/N: Page 5 EXECUTED: 08-02-2006 13:38:25 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: S :\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\25DEV .HYO Outflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO Starting Pond W.S. Elevation 323 .50 ft ***** Summary of Peak Outflow and Peak Elevation Peak Inflow Peak Outflow Peak Elevation 98 .47 cfs 15 .76 cfs 330.88 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 1. 57 ac-ft 1. 57 ac-ft ***** .05 .07 .09 .1 .12 .1 4 .15 .17 .1 9 .2 .22 .24 .26 .27 .29 .31 .32 .34 .36 PON0-2 Version : 5 .21 S/N : Page 6 Pond File: Inflow Hydrograph: Outflow Hydrograph : Peak Inf low Peak Outflow Peak Elevation S:\ENGR\OETAIN\VPARK\FUTURE\VPARK .PND S:\ENGR\OETAIN\VPARK\FUTURE\250EV .HYO S :\ENGR\OETAIN\VPARK\FUTURE\OUT .HYO EXECUTED : 08-02-2006 98 .47 cfs 13:38:25 15.76 cfs 330.88 ft Flow (cfs) 0 .0 10.0 20 .0 30 .0 40.0 50.0 60.0 70.0 80 .0 90 .0 100.0 110 .0 .------1 -----1-----1-----1-----1-----1-----1-----1 -----1 ~----1-----1- I -1 I -1 I -I I -1 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 * x * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * x File: S:\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO .HYO Qmax Qmax 15 .8 cfs 98.5 cfs * File : S:\ENGR\OETAIN\VPARK\FUTURE\25DEV 100-YR STORM EVENT VALLEY PARK CENTER CITY OF COLLEGE STATION BRAZOS COUNTY, TEXAS VALLEY PARK CENTER CITY OF COLLEGE STATION , BRAZOS COUNTY, TEXAS REFERENC E: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS ST ORM EVENT : B D E 100 YR STORM 96 8 .0 0.73 100 YEAR STORM EXISTING TRAVEL V ,FPS I TYPE LF I % {FIG 5} TC , MIN NATURAL W OO DLANDS 300 1.5% 0.75 GRASSED WATERWAY 1400 1.5% 4.00 I TYP E C {TBL5} c . -NATURAL W OODLAN DS (1 .5%) 0 .20 I, IN/HR B/(TC+D)"E I TYPE A, ACRES NATURAL W OODLANDS Q,CFS CI A PROPOSED: TRAVEL V ,FPS TYPE LF % FIG 5 TC.MIN RO OF , PARKING 527 1.0% 2 .80 STORM DRAIN 1374 0 .5% 5.00 I TYPE C {T BL5} C, -PHASE 1, LAND SC A PE D (14.4%) 0 .45 P HASE 1, IMP E RVI OU S (85 .6%) 0 .90 ALL OTHER LA ND SC APED (10 .0%) 0.45 A LL OTHER IMPERV IOU S (90 .0%) 0 .90 I, IN/HR B/(TC+D)"E I TYPE A , ACRES P HASE 1, LAN DSCAPED (14.4%) PH ASE 1, IMP E RVI OU S (8 5 .6%) ALL OTHE R LAND SCAP ED (10 .0%) A LL OTHE R IMPERVIOUS (90 .0%) Q,CFS CI A 5/17/06 9 :16 AM TIME SEC I MIN 400 .00 6 .67 350 .00 5 .83 12 .50 I % c I 100.0% 0 .20 100.0% 0 .20 10 .59 SF I ACRES I 506,815 11 .63 506 ,815 11 .63 24 .63 TIME SEC MIN 188.21 3 .1 4 274 .80 4.58 10.00 I % c I 5.8% 0 .03 34 .2% 0 .31 6.0% 0 .03 54.0% 0 .49 100 .0% 0 .85 11.64 SF I ACRES I 29 ,790 0 .68 175,656 4 .03 30 ,817 0 .71 2 77 ,352 6 .37 513,615 11 .79 116.23 VALLEY PARK CENTER CITY OF COLLEGE STATION , BRAZOS COUNTY, TEXAS RE FERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 100YR STORM Qpeak Tc Time (min) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 140 120 100 -.! 80 () -:i: 0 c: ::::J 60 0:: 40 20 0 B D E 96 8 .0 0 .73 100 YEAR STORM POST-DEVELOPMENT INFLOW HYDROGRAP H 116.23 cfs 0 .1667 hr T ime (hr) Area runoff Time (min) Time (hr) 0 .00 0.00 16 0 .2 7 0 .02 11.62 17 0.28 0 .03 23.25 18 0 .30 0 .05 34.87 19 0 .32 0 .07 46.49 20 0 .33 0 .08 58.11 2 1 0.35 0 .10 69 .74 22 0.37 0 .12 81.36 23 0.38 0 .13 92 .98 24 0.40 0 .15 104 .60 25 0 .42 0 .17 116 .23 26 0 .43 0 .18 110.41 27 0 .45 0 .2 0 104 .60 28 0 .47 0 .22 98 .79 29 0.48 0 .23 92 .98 30 0 .50 0.25 87 .17 Post-Development Inflow Hydrograph 5/17/06 9 :16 AM Area runoff 81.36 75.55 69 .74 63.92 58 .11 52 .30 46.49 40.68 34 .87 29.06 23 .25 17.43 11 .62 5.81 0.00 0.0 0 0 .10 0 .20 0.30 0.40 0.50 0 .60 Time {h r) POND-2 Version: 5 .21 S/N : Page 1 EXECUTED : 08-02-2006 13 :38:45 ************************** * * * * * * VALLEY PARK CENTER COLLEGE STATION , TX 100-YEAR STORM EVENT * * * * * * ************************** Inflow Hydrograph : S :\ENGR\DETAIN\VPARK\FUTURE\lOODEV .HYO Rating Table file : S:\ENGR\DETAIN\VPARK\FUTURE \VPARK .PND ----INITIAL CONDITIONS---- Elevation 323 .50 ft Outflow 0 .00 cfs Storage 0 .00 ac -ft GIVEN POND DATA ELEVATION! OUTFLOW I STORAGE (ft) I (cfs) I (ac-ft) ---------!---------!---------- 323.50 I 324.00 I 324.50 I 325 .00 I 325.50 I 326.00 I 326 .50 I 327.00 327.50 328.00 328.50 329.00 329 .50 330 .00 330.50 331.00 331. 50 332.00 332 .50 333.00 0 .0 I 1. O I 3 .0 I 5.1 I 6.7 I 8 .0 I 9 .1 I 10.1 I 11. 0 I 11. 8 I 12.6 I 13.3 I 14.0 I 14.7 I 15.3 I 15 .9 I 16 .5 I 17.1 I 22 . 8 · I 32 .5 I 0 .000 0.005 0 .026 0.068 0.128 0 .197 0 .277 0 .369 0.474 0 .592 0 . 724 0. 871 1.033 1. 212 1. 409 1.623 1. 856 2.107 2 .377 2.667 INTERMEDIATE ROUTING COMPUTATIONS 2S/t 2S/t + 0 (cfs) I (cfs) I ------------!-------------! o .o I 6.7 I 38.3 I 99.1 I 184.8 I 285 .2 I 401.5 534.8 686.3 857.2 1048. 6 1 261.6 1497.4 175 6 .9 2041.4 2351.9 2689.1 3053.2 3445 .0 3864 .9 0.0 I 7.7 I 41. 3 I 104.2 I 191.5 I 293.2 I 410.6 I 544.9 I 697.3 I 869.0 I 1061.2 I 1274.9 I 1511.4 I 1771.6 I 2056 .7 I 2367.8 I 2705.6 I 3070.3 I 3467.8 I 3897.4 I Time increment (t) = 0.01 7 hrs. POND-2 Version : 5.21 S/N: Page 2 EXECUTED: 08-02-2006 13 :38:45 Pond File : S :\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inflow Hydrograph: S :\ENGR\DETAIN\VPARK\FUTURE\lOODEV .HYO Outflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME INFLOW Il+I2 2S/t -0 2S/t + 0 I OUTFLOW ELEVATION! (hrs) (cfs) 0.000 0.017 0 .033 0.050 0.067 0 .083 0.100 0 .117 0 .134 0.150 0.167 0.184 0.200 0 .217 0.234 0.250 0.267 0.284 0.301 0 .317 0.334 0.351 0 .367 0 .384 0 .401 0.417 0.434 0.451 0.468 0 .484 0 .501 0.518 0.534 0 .551 0.568 0.584 0.601 0 .618 0.635 0.651 0.668 0.685 0 .701 0. 718 0.735 0.00 11 . 62 23 .25 34.87 46 .49 58 .11 69.74 81.36 92 .98 104.60 116 .23 110.41 104 .60 98 .79 92.98 87 .17 81. 36 75.55 69 .74 63 .92 58 .11 52 .30 46.49 40.68 34 .87 29.06 23 .25 17.431 11. 62 I 5.811 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 0 .001 I (cfs) I (cfs ) I (cfs) I (cfs) (ft) I 1---------1------------1-----------1------------------1 11. 6 34.9 58 .1 81. 4 104 .6 127 .9 151.1 174.3 197.6 220 .8 226.6 215 .0 203.4 191. 8 180 .2 168.5 156.9 145.3 133.7 122 .0 110. 4 98.8 87.2 75 .6 63.9 52 .3 40.7 29.1 17.4 5.8 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 o.o I 9 .2 I 37 .8 I 86.3 I 155.2 I 244.6 355.0 486 .4 639.2 813 . 5 1009 .4 1209 .6 1397.2 15 7 2 .1 1734.5 1884 .6 2022 .6 2148.4 2262 .2 2364 .0 2453 .8 253 1.7 2597.7 2652 .0 2694 .5 2725 . 2 274 4.3 275 1.7 274 7.5 2731 .7 270 4.4 26 71.5 2638 .6 2605 .8 2573 .2 2540 .6 2508 .2 2475 .9 2443 .7 2411 . 7 2379 .7 234 7.9 23 16.2 228 4.5 2253 .1 0 .01 11 . 61 44.01 96 . O I 167.71 259 .81 372. 5 506.1 660.8 836.8 10 34.3 123 6 .0 1424.7 1600.6 17 63. 9 1914.6 2053.2 2179 .5 2293 .7 2395 .9 2486.0 2564.2 2630.5 2684 .9 2727. 5 2758.4 2777.5 2785.0 2780.8 2764.9 2737.6 2704.4 2671 .5 2638.6 2605.8 2573.2 2540.6 2508.2 2475.91 2443.71 2411.71 2379 .71 2347 .91 2316 .21 2284 .51 0 .00 1. 23 3.09 4.82 6 .26 7 .57 8 .74 9.81 10.78 11.65 1 2.49 13 .17 13. 74 14.24 14.68 15.00 15 .29 15 .54 15 .76 15.95 16 .11 16.25 16.37 16.46 16 .54 16 .59 16.6 2 1 6 .63 16 .62 16.60 16.55 16.50 16.44 1 6 .38 16.32 1 6.26 16 .21 1 6.15 16.09 16.03 15.98 15.92 15.86 15.80 15.74 323 .50 I 324.06 I 324.52 I 324 .93 I 325.36 I 325.84 I 326.34 I 326.86 I 327.38 I 327.91 328.43 328.91 329.32 329 . 67 329.99 330.25 330 .49 330 .70 330 .88 331. 04 331 .17 331.29 331 .39 331.47 331. 53 331 .57 331 .60 331.61 331.60 331 .58 331 .54 331 .50 331 .4 5 331.40 331.35 331 .30 331.26 331.21 331.16 331 .11 331.06 331. 02 330.97 330.92 330 .87 POND-2 Version: 5.21 S/N : Page 3 EXECUTED : 08-02-2006 13:38:45 Pond File: S :\ENGR\DETAIN\VPARK\FUTURE\VPARK .PNO Inflow Hydrograph: S :\ENGR\DETAIN\VPARK\FUTURE\lOODEV .HYO Outflow Hydrograph : S :\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO INFLOW HYOROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------- TIME INFLOW I Il+I2 2S/t -0 2S/t + 0 I OUTFLOW I ELEVATION I (hrs) (cfs) I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I -----------------1 ---------1------------1-----------1---------1---------1 0 .752 0 .001 0.0 I 2221.7 I 2253.11 15 .68 I 330 .82 I 0.768 0.001 0.0 I 2190 .5 I 2221.71 15.62 I 330.77 I 0.785 0.001 0 .0 I 2159 .4 I 2190 .51 15 .56 I 330. 72 I 0.802 0 .001 0.0 I 2128.4 I 2159.41 15 .50 I 330.67 I 0.818 0 .001 0 .0 I 2097.5 I 2128 .41 15 .44 330.62 0 .835 0 .00 0.0 I 2066 .7 I 2097.51 15 .38 330 .57 0 .852 0 .00 0 .0 I 2036.1 I 2066 .71 15 .32 330 .52 0 .868 0 .00 0.0 I 2005 .6 I 2036 .11 15.26 330 .46 0.885 0 .00 0.0 I 1975 .2 I 2005.61 15 .19 330.41 0.902 0 .00 0 .0 I 1944.9 I 1975.21 15.13 330.36 0.918 0 .00 0.0 I 1914 .8 I 1944 .91 15.06 330 .30 0 .935 0 .00 0 .0 1884.8 I 1 914.81 15 .00 330.25 0 .952 0 .00 0.0 1854.9 I 1884.81 14.94 330 .20 0.969 0 .00 0.0 1825.2 I 1854 .91 14.88 330.15 0 .985 0 .00 0 .0 1795 .6 I 1825 .21 14 .81 330.09 1 .002 0.00 0.0 1766.1 I 1795.61 14.75 330 .04 1. 019 0.00 0.0 1736.7 1766 .11 14 .69 329 .99 1. 035 0 .00 0.0 1707.5 1736.71 14 .61 329 .93 1.052 0.00 0.0 1678.4 1707.51 14 .53 329.88 1. 069 0.00 0.0 1649 .5 1678.41 14.45 329 .82 1. 086 0.00 0 .0 1620.8 1649 .51 14.37 329 .77 1.102 0 .00 0.0 1592 .2 1620.81 14.29 329 .71 1.119 0 .00 0.0 1563 .7 1592.21 14 .22 329.66 1 .136 0 .00 0.0 1535.5 1563 .71 14 .14 329.60 1 .152 0 .00 0.0 1507 .3 1535 .51 14.06 329 .55 1 .169 0 .00 0 .0 1479 .4 1507 .31 13 .99 329.49 1.186 0.001 0 .0 1451 .6 1479.41 13 .91 329 .43 1.202 0 .001 0 .0 1423 .9 1451 .61 13 .82 329 .37 1. 219 0.001 0.0 1396.4 1423.91 13. 74 329 .32 1. 236 0 .001 0.0 1369 .1 1396 .41 13 . 66 329 .26 1. 252 0 .00 0 .0 1341 .9 1369 .11 13 .58 329 .20 I 1. 269 0 .00 0.0 1314.9 1341.91 13 . 50 329.14 I 1. 286 0.00 0.0 1288 .1 1314.91 13 .42 329.08 I 1. 303 0 .00 0.0 1261.4 1288.1 13 .34 329.03 I 1. 319 0.00 0.0 1234 .9 1261.4 13 . 26 328.97 I 1. 336 0 .00 0.0 1208.6 1234.9 13.17 328.91 I 1. 353 0 .00 0.0 1182.4 1208.6 13.08 328.84 I 1. 369 0 .00 0 .0 1156 . 4 1182. 4 13.00 328. 78 I 1 .386 0.00 0.0 1130. 6 1156. 4 12.91 328. 72 I 1.403 0.00 0.0 1104. 9 1130. 6 12 .83 328.66 I 1 .419 0.00 0 .0 1079.5 1104. 9 12 .74 328.60 I 1.436 0.00 0.0 1054 .1 1079.5 12 .66 328.54 I 1 .453 0.00 0 .0 1029.0 1054.1 12 .57 328.48 I 1. 470 0.00 0.0 1004.1 1029 .0 12 .47 328.42 I 1.486 0.001 0 .0 979 .3 1004.1 12.36 328.35 I 1. 503 0 .001 0.0 954.8 979 .3 12 .26 328 .29 I ------------------------------------------------------------------------ POND -2 Version: 5 .21 S/N : Page 4 EXECUTED : 08-02-2006 13 :38:45 Pond File : S :\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inflow Hydrograph : S :\ENGR\DETAIN\VPARK\FUTURE\lOODEV .HYO Ou tflow Hydrograph : S :\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO 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 1.520 I 0 .001 I 0 .0 I 930 .5 I 954 .81 12.16 I ·328.22 I I 1.536 I 0 .00 1 I 0.0 I 906 .4 I 930.51 12 .06 I 328.16 I I 1.553 I 0 .001 I 0.0 I 882.5 I 906 .41 11 .96 I 328.10 I I 1.570 I 0 .00 1 I 0 .0 I 858 .8 I 882.51 1 1.86 I 328 .04 I I 1.586 I 0 .001 I 0.0 I 835.3 I 858 .81 11.75 I 327.97 I POND-2 Version: 5 .21 S/N : Page 5 EXECUTED: 08-02 -2006 13:38:45 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: S:\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND Inflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\100DEV .HYD Outflow Hydrograph: S:\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO Startin g Pond W.S . Elevation 323 .50 ft ***** Summary of Peak Outflow and Peak Elevation Peak Inf low Peak Outflow Peak Elevation 116 .23 cfs 16 .63 cfs 331 .61 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 1.91 ac-ft 1.91 ac-ft ***** .05 .07 .09 .1 .12 .1 4 .1 5 .17 .1 9 .2 .22 .24 . 26 .2 7 .29 .31 .32 .34 .36 x * POND-2 Version : 5 .21 S/N : Page 6 Pond File: Inflow Hydrograph : Outf l ow Hydrograph : S :\ENGR\DETAIN\VPARK\FUTURE\VPARK .PND S :\ENGR\DETAIN\VPARK\FUTURE\100DEV .HYO S :\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO EXECUTED : 08-02-2006 Peak Inf low Peak Outflow Peak Elevation 116 .23 c f s 13 :38 :45 16.63 cfs 331 .6 1 ft Flow (cfs) 0 15 30 45 60 75 90 105 120 135 150 165 ------1 -----1-----1-----1-----1-----1 -----1 -----1-----1-----1-----1- 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 * TIME (hrs) File : S :\ENGR\DETAIN\VPARK\FUTURE\OUT .HYO Qrnax 16 .6 cfs File: S :\ENGR\DETAIN\VPARK\FUTURE\lOODEV .HYO Qrnax 116 . 2 cf s DRAWINGS VALLEY PARK CENTER CITY OF COLLEGE STATION BRAZOS COUNTY, TEXAS ~ a.. ~ ~ (!; ~ ~ 0 z ~ Cl ~ t u..i l-e;; ~ ~ ~ Cii al z ·---- ··-··--··-·· ---------l((-==-----=--=-----=---- FM 2818 ) "1 ! L ,, -', -, ' -, , -, , -, , -', ··-··-··-··-··-(]..,;:.- EXISTlNG TIME OF CONCOO'RATION PATH, lYP. 100' 200' ------- ~ EXISTING DRAINAGE AREA cl. a: -_ VALLEY PARK GENTER ~ COLLEGE STATION, TEXAS § ~ e Pledger Kalkomey, Inc. :g °' Consulting Engineers ~ 7020 Coyote Run • Bryan, Texas 77808 ~.. 979-731-8000 • 979-731-ISOO(Fax) www.pkenginceriog .com oo._~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~J!.;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;~B~~~nh~a~m~·~B~ry~a~n~·~R~o~sm~b~erg~;;;;;;;;;~ ··-··-··- / 100' 200' FM 2818 ··-··-··-··-··-··-··-··-··-··-··-··-~~-~~r~~~~~~~~~~~~~~~~~~~~~~~~~ I PROPOSED DRAINA6E AREA VALLEY PARK GENTER GOLLEGE STATION, TEXAS IPllll Pledger Kalkomey, Inc. 1111{] Consulting Engineers 7020 Coyote Run • Bryan, Texas 77808 979-731-8000 • 979-731-1500(Fax) www .pkeogineering.com Brenham • Bryan • Rosenberg DEVELOPMENT PERMIT PERMIT NO . 05-55 Project Description CITY OF C OLLEGE STATION Planning & Dtvtlopmmt Strvius FOR AREAS Outside THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Titan Valley Park Tract 16 CS 8.63 Acres DATE OF ISSUE: October 28, 2005 OWNER: Titan Valley Park, Ltd . 3401 Allen Parkway, Ste. 200 Houston, Texas 77019 TYPE OF DEVELOPMENT: Clearing Permit Only SPECIAL CONDITIONS: SITE ADDRESS: Valley Park Center, Northwest Corner of FM 2818 and FM 60 DRAINAGE BASIN: White Creek VALID FOR 12 MONTHS CONTRACTOR: All construction must be in compliance with the approved construction plans Clearing Permit Only 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 requirements. 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. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction , erosion , and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area Outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of :11.:i'uon that a 1y. --=-__ /l_D.._V_2t;_il---'--o=-r ________ _ Date /rllu/5 Date 7 p :\group\htltr\p zltr\prod\p z2005\p0011909 .do c Date Submitted C ITY OF C OLLEGE S TATION Planning & Development Servi ces DEVELOPMENT PERMIT MINIMUM SUBMITTAL REQUIREMENTS _!_ $200 development permit fee . N/A $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 .) N/A Drainage and erosion control plan , with supporting Drainage Report two (2) copies each NIA Notice of Intent (N.0 .1.) if disturbed area is greater than 5 acres Date of *Required Preapplication Conference: ___________________ _ *(Required for areas of special flood hazard) LE GAL DESCRIPTION __ V-'-a=l"'""'le'""'y"""'P"""'a"""r"""k"""'C'""'e;...;..n=te""'r ....... "'""N"""o-'-rt""""h;...;..w'"""e"""s-'-t """'C"""'o"'""rn""""e""""r""""F"""'"M=-=2-'-8-'-18~an;...;..d=-'-F=M""""6"""0"-------- APPLICANT'S INFORMATION (Primary Contact for the Project): (ENGINEER) Name Pledger Kalkomey, Inc. -Steve Duncan Street Address 7020 Coyote Run City __ B_ry~a_n ______ _ State Texas Zip Code 77808 E-Mail Address sed@pkengineering.com Phone Number (979) 731-8000 FaxNumber_~<~9_79~>~7"""'3-'1--1--'5~0"""'"0 ______ _ PROPERTY OWNER 'S INFORMATION Name Titan Valley Park, Ltd c/o Southcorp Holdings I, LP. -David Hillman Street Address 3401 Allen Parkway, Ste. 200 City ---'H'"-'-o-'-u"'""s"""t'"""o""'"'n _____ _ State Texas Zip Code 77019 E-Mail Address dhillman@southcorprealty.com Phone Number -~(.;;....71~3~)"""'9~6~0-""""1~8~80"----~ Fax Number (713) 355-4275 ARCHITECT OR ENGINEER'S INFORMATION Name -same as applicant - Street Address P.O. Box 8131 City ----------- State _____ Zip Code ___ E-Mail Address ------------ Phone Number Fax Number _____________ _ Application is hereby made for the following development specific site/waterway alterations : Clearing only, no grading proposed, see attached sketch ACKNOWLEDGMENTS : I, Steve E. Duncan , design engineer/ewAef, 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 P ~dard: Property Owner(s) Engine;;-= 6/1 3/03 1 of 2 As a condition of approval of this permit application , I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code N/A Contractor CERTIFICATIONS: A. I, Steve E. Duncan , 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 . . ~-October 5 2005 Engineer Date B . I, Steve E. Duncan , certify that the finished floor elevation of the lowest floor, including any basement , of any residential structure , proposed as part of this appl ication is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps , as amended . ~-~ October 5 2005 Engineer Date C. I, Steve E. Duncan , certify that the alterations or development covered by this perm it 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 floodways fringes. October 5 2005 Engineer Date D. I, Steve E. Duncan , 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 . October 5 2005 Date Condit ions 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 ex isting 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 ord inances of the City of College Station shall apply . 6/13/03 2 of 2 Pledger Kalk~mey, Inc. Consulting Engineers October 7 , 2005 Ms. Bridgette George City of College Station P .O. Box 9960 College Station , Texas 77842 Re : Development Permit -Clearing Valley Park Center PK Job No . 51905-231 Dear Mrs. George , 7020 Coyote Run Bryan , Texas 77808 979-731-8000 , 979-731-1500 (Fax) www.pkengineering.com Enclosed please find the following for the referenced project : • Development Permit Application including all of the Minimum Submittal Requirements . Very Truly Yours , Steve E . Duncan, P .E . sed@pkengineering.com SED/mon Enclosures cc : David Hillman Brenham • Bryan • Rosenberg S:\2005\51905-23 I SOUTHCORP-Por Nada\CS-12-devel permit-clearing.doc www.pkenginecring.com Brenham • Bryan • Rosen berg