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Home My WebLink AboutRock Prairie Marketplace Drainage Analysis (2015)ROCK PRAIRIE MARKETPLACE DRAINAGE ANALYSIS January 2015 Prepared for: Brewer Escalante 13430 Northwest Freeway , Suite 350 Houston , TX 77040 Submitted to : C JTY OF C OLLEGE STATION Home of Texas Ad"'M University:• Submitted by: IEA , Inc . 1225 North Loop West, Suite 320 Houston , TX 77008 CERTIFICATION This report for the drainage design for Rock Prairie Marketplace development was prepared by me in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property . All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued . ,..,,,,,,, _.,. ~ OF 7" \\ --!'-: ... ········~-+: ,, --~·· * •.-</ . .,' ... -..... .. ... ' ~*/ \*'' '*: '•*'-, •••••••••••••••••••.•••.•••••••••••• "I. ~ MATTHEW K. ZEVE ~ '-··································" ~ -o\ 94670 .. ~ t 1lo··. < Q ··«;.,, t .,_,l-··.f CE N $::.·'fs~ '' .ss;·· .... ···~~ -\\\ONA\...._-.- """""" ~ --y 01/26 /2015 Matthew K. Zeve , P.E., CFM Licensed Professional Engineer State of Texas No . 94670 Rock Prairie Marketplace Drainage Analysis INTRODUCTION The purpose of this drainage report is to analyze existing and proposed conditions of drainage for the proposed Rock Prairie Marketplace development. The new commercial site will be located on approximately nine acres in College Station , Texas , adjacent to the new Scott & White Hospital at Rock Prairie Road and SH 6 . Th is analysis relies on a drainage report and construction plans prepared by Jacobs for the Scott & White Hospital. The drainage report is dated April 1 , 2011 and the constructions plans are dated April 12, 2011 . The drainage report , construction plans , and HEC-HMS model used for the Jacobs report were provided by the City of College Station on August 27, 2014 . The drainage report is included as Appendix A and the construction plans are included as Appendix B . GENERAL LOCATION & DESCRIPTION The Rock Prairie Marketplace development will be located in south College Station , Texas, adjacent to the new Scott & White Hospital. The site is currently undeveloped , but roads have been constructed that serve the hospital and provide access to the subject tract. The development drains to Lick Creek Tributary 14 as seen on Exhibit 1. The proposed development will be a corner store/gas station type of facility . Exhibit 2 illustrates the proposed site plan for the fac ili ty. The detention basin will be constructed first before the commercial development. Runoff from the proposed development will drain to the proposed detention basin . The proposed basin will discharge t o the existing storm sewer system that was constructed as part of the Scott & White Hospital. DRAINAGE DESIGN CRITERIA All drainage design is in accordance with the Bryan/College Station Unified Stormwater Design Guidelines (USDG). As such : • Flow calculations for the onsite storm sewers are based upon the Rational Method . • Design rainstorm events consist of the 2-, 10-, 25-, and 100-year, 24 hour duration hypothetical frequency sto r m events in order to analyze the effectiveness of the detention facilities as well as capture conservative peak flow values . • Rainfall information for the HEC-HMS model is based the SCS Type Ill distribution for a 24-hour duration storm . T he rainfall depths for each storm event are from the rainfall depths shown in Table C-6 of Appendix C of the Unified Stormwater Design Guidelines. • Flow calculations for the detention pond sizing are based on the Soil Conservation Service Curve Number Loss Method . Curve Numbers are based on soil type and land use in the subbasins and impervious cover data was used to calculate percent impervious. • The target peak runoff rate for the post-development condition is that of the pre- development peak flow rates analyzed at the study points. Ro ck Pra iri e Mar k e tpl ace Page 1 The analysis locations for this study are identified as Analysis Point 1(Table3), Offsite Analysis Point 1 (Table 4), and Offsite Analysis Point 2 (Table 5) as determined by Jacobs and shown in Exhibit 3 . The effects of the proposed development outflow compared to existing outflow conditions will be evaluated to determine whether the design objectives were satisfied. Flows were also analyzed at the proposed detention basin outfall location (Table 6). PRIMARY DRAINAGE BASIN DESCRIPTION -PRE & POST DEVELOPMENT The proposed project site is located within the Lick Creek Drainage Basin. As demonstrated in Exhibit 1, the property does not lie within the regulatory 100-year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 0310F , with a revised date of April 2, 2014. In existing conditions there are no drainage areas from offsite that contribute to the property. In proposed conditions, this condition will remain . STORMWA TER RUNOFF ANA LYSIS As mentioned previously , this analysis follows from the Jacobs analysis completed in 2011 for the Scott & White Hospital development. The runoff analysis and HEC-HMS model developed by Jacobs were carried over for use in this analysis . Pre-Development Drainage Basi n The existing site consists of grasslands and no impeNious cover. The project area is shown at drainage area P-4 in Exhibit 3 . Post-Development Drainage Basin The drainage area delineated in the Jacobs report , P-4 , was maintained in post-development conditions with one modification . A 20-foot wide strip of land along Scott & White Drive and the SH 6 frontage road will not drain to the proposed detention basin . This area will drain directly to Scott & White Drive. This area of land is shown on Exhibit 4 and was determined based on field visits, site topography, and the proposed grading plan for the area . HEC-HMS -DETENTION SIZING General Information For the purpose of this ana lysis , storms were generated for all studied rainfall events using the data found in the Unified Stormwater Design Guidelines. The previously approved Jacobs study and associated HEC-HMS model were used for the detention routing analysis . The Jacobs model was completed in HEC-HMS version 3.3 . This version was used for this analysis for consistency . Pre-Development Drainage Ba sin Basin runoff was computed for the flows exiting the site under current conditions and presented in the Jacobs construction plans for the Scott & White Hospital. Total peak runoff for pre- developed conditions at var ious analysis points are shown in Tables 3 - 7 below . Post-Development Drainage Basin Post-development condition assumes full commercial development of the area bounded by Rock Prairie Road to the north , SH 6 to the west , and Scott & White Drive to the south and east. The increased runoff from the development is designed to drain to an onsite detention pond and is reduced with an outlet control structure . Rock Prairi e Ma r ketpl a ce Page 2 The outlet control structure for the detention pond consists of a V-notch weir with a 20-degree notch . Flow passing through the weir will enter a 5' x 4' reinforced concrete box culvert (see Exhibit 5). The box culvert will tie into the existing 5' x 4 ' reinforced concrete box culvert that has already been constructed as part of the Scott & White Hospital storm sewer system. Sheet CSS06 shows the 5' x 4 ' RCBC storm sewer that will drain the detention pond . The 100-year hydraulic grade line shows the box culvert flowing approximately half full. Flow through the V-notch weir was calculated using the follow ing equations from the U.S. Department of the Interior -Bureau of Reclamation 's Water Measurement Manual (http ://www.usbr.gov/pmts/hydraulics lab/pubs/wmm/chap07 07 .html). _ s n-:: 8 s;z Q -15 v 2gCe tan 2 h e Kh = 0.001(8(1.3958 -4.296) + 4.135) Ce = 8(0 .022868 -0 .0573 4) + 0.6115 hu is the depth of the water above the bottom of the weir. Ce is a discharge coefficient and Kh is a calibration adjustment for V-notch weirs . For the proposed detention basin, the following elevation -outflow relationship was calculated for use in the HEC-HMS model. Table 1. V-notch Weir Calculations <11 Head Flow (ft) (cfs) 0 (deq) = 20 0 .0 0 .0 0 (rad)= 0 .349 0 .5 0 .1 1.0 0 .5 Ce= 0 .594 1.5 1.3 Kh (m) = 0 .00281 2 .0 2 .6 Kh (ft) = 0 .00920 2 .5 4.5 3 .0 7.0 3.5 10 .3 4 .0 14.4 4 .5 19.4 5 .0 25 .2 5.5 31 .9 6 .0 39.7 6 .5 48 .5 7 .0 58 .3 7 .5 69 .3 8.0 81.4 8.5 94 .7 Rock Prairie Marketplace Page 3 The berm will be graded with 4 :1 slopes for ease of maintenance with heights of approximately eight feet. Exhibit 5 illustrates the berm as well as the pipe and weir out let structures . The detention pond size was determi ned assuming full commercial development of the area bounded by Rock Prairie Road to the north , SH 6 to the west , and Scott & White Drive to the south and east. The available storage volume provided in the detention basin is 3 .39 acre-feet (pond volume with 10% additional storage). The total excavation quantity for the basin is 5.97 acre-feet or 9,632 cubic yards. The final detention basin elevation -storage relationship is provided below in the table below. This includes the ten percent increase in st orage capacity to allow for sedimentation . Table 2. Elevation -Volume Relationship for Proposed Detention Basin Grading Plan for Pond Grading Plan with 10% Additional Storage Elevation Storage Elevation Storage (ft) (ac-ft) (ft) (ac-ft) 286 .5 0.00000 286 .5 0 287 .0 0 .00036 287.0 0.0004 287 .5 0.00234 287 .5 0 .0026 288 .0 0 .00783 288.0 0 .0087 288 .5 0 .02016 288 .5 0 .0224 289 .0 0 .05742 289 .0 0 .0638 289 .5 0 .13050 289 .5 0 .1450 290 .0 0.24822 290 .0 0.2758 290 .5 0.41283 290 .5 0.4587 291 .0 0 .62370 291 .0 0.6930 291 .5 0.86742 291 .5 0.9638 292 .0 1.12797 292 .0 1.2533 292 .5 1.40463 292 .5 1.5607 293.0 1.69866 293 .0 1.8874 293 .5 2.00997 293 .5 2 .2333 294 .0 2.33847 294 .0 2 .5983 294 .5 2 .68551 ' 294 .5 2 .9839 295 .0 3 .05037 295 .0 3 .3893 The proposed outfall structure for the detention basin is a V-notch weir. For the 100-year storm , plugged outfall analysis , it is assumed the V-notch is completely shut off and the basin will fill up and flow will leave via the emergency overflow weir. The overflow from the pond w ill exit over the s idewalk along the cul-de-sac section of Scott & White Drive . The weir length is 182 feet and the weir crest elevation is set to the average elevation of the sidewalk from the topograph ic survey which is 295 .12 ft . The top of the berm for the pond was revised to be a minimu m elevation of 296 .0 ft , except along the 182-ft long portion along the Scott & Wh ite Drive cul-de-sac , which is set at 295 .0 ft . The results of the analysis show that the maximum water surface elevation will be 295 .5 ft , which meets the 0 .5-ft freeboard requ irement. The flow over the weir (s idewalk) will be about 4.6 inches deep and flow with an average velocity of about 2 .0 feet per second (1.4 mph). The existing storm sewer is sized for the 100-year existing condition runoff rate and the 100-year hydraulic grade line shows the box culvert flowi ng approximately half full , so there is capacity in the storm sewer for the overflow. Rock Pra ir ie Ma rke tpl a ce Page 4 ANALYSIS RESULTS As mentioned previously , this study modified the previous HEC-HMS analysis completed by Jacobs . Runoff impacts were checked at the same analysis points as the Jacobs study . In all cases , the proposed development and detention basin result in no impacts to the receiving streams that drain the property . The tables below provide the results of the HEC-HMS model runs . The existing conditions runoff rates are taken from the Jacobs plan set on sheet CG203. This plan set is included in Appendix B. Please see Exhibit 3 for the location of the analysis points . 2-year 10-year 25-year 100-year 2-year 10-year 25-year 100-year D 2-year 10-year 25-year 100-year # Tabl9 3. Analysis Point 1 Existing * (cfs) 203 .1 450 .1 538 .5 771 .8 Ultimate (cfs) 118 .9 267 .5 322.0 471.4 Table4. Offsite Analysis Point 1 Existing* Ultimate (cfs) (cfs) 22 .2 21.8 37 .5 35 .8 42 .9 40 .6 56 .8 53 .2 Existing * Ultimate (cfs) (cfs) 21 .7 19 .5 43 .3 38.6 51 .9 45.4 71.4 63 .5 % Reduction 41% 41% 40% 39% :, ·' , i~:::>Y~ _,·., ... ·, ...... % Reduction 2% 5% 5% 6% % Reduction 10% 11% 13% 11% * --Values from Sheet CG203 signed on April 13, 2011 plans The tables below present the results of the detention analysis at the project site . As shown in Exh ibit 4 , a portion of the original drainage area, P-4 in the Jacobs study, will not dra in to the proposed detention basin . The 0.3825 acre area will drain to storm sewer system serving Scott & Wh ite Drive and SH 6 . In order to account for this small change in drainage patterns , the flow from the 0 .3825 acre area was added to the outflow from the proposed detention basin . This combined flow was compared against the existing P-4 flowrates to make sure that the total flow enter ing the existing storm sewer system along Scott & White Drive did not increase in the proposed condition . Ro ck Pra iri e Marketpl ace Page 5 r Table 6. «· Marketplace Pond -20 degree V notch Top of Berm = 295.00 ft Outfall FL = 286.50 ft Revised 0.3825-Combined Existing (P-4) * Existing P-4 acre Area Q Pond Q % (cfs) (cfs) (cfs) (cfs) (cfs) Reduction 2-year 28 .5 27 .9 0.64 28 .5 29 .5 -4% 10-year 51.2 50 .0 1.15 51 .2 51 .5 -1% 25-year 67 .3 65 .8 1.51 67 .3 59 .6 12% 100-year 98 .5 96 .2 2.21 98.4 81.4 18% Table 7. Marketplace Pond -20 degree V, notch Maximum Volume = 3.05 ac-ft Water Surface Peak Storage Elevation (ft) (ac-ft) 2-year 291 .8 1.0 10-year 293 .2 1.8 25-year 293 .6 2.0 100-year 294 .5 2 .7 From the above table it can be illustrated tha t we have approximately 0.5 ft of freeboard above the 100-year storm event , thus meeting the requirement of a 0.5 ft freeboard . Ex hibit 6 shows the HEC-HMS graphical output from the proposed detention bas in for the 100-year storm event. Append ix C provides all of the HEC-HMS output for all storm events. CONCLUSION The proposed development w ill increase ru noff rates from the existing condition . T he increases in runoff are mitigated by the proposed detention basin . The overall drainage system serving the Scott & Wh ite Hospital a re a , includ ing the two existing detention facilities , will not be impacted by the proposed Rock Prairie Marketplace development. Ro ck Pra irie Marke tpl ace Page 6 ATTACHMENTS EXHIBIT 1: EXHIBIT 2 EXHIBIT 3 : EXHIBIT 4 : EXHIBIT 5: EXHIBIT 6 : APPENDIX A: APPENDIX B: APPENDIX C: APPENDIX D: Firmette -FEMA Map Panel 48041C0310F (Revised April 2 , 2014) Site Plan Map Runoff Analysis Points and Drainage Area Map Drainage Area Adjustment Preliminary Detention Basin Layout and Outfall HEC-HMS Detention Pond Results Graph -100 year Storm Engineering and Drainage Report for Scott and White Memorial Hospital - College Station Subdivision Improvements and Site Plan -April 2011 Subdivision Improvement Plans for Scott & Wh ite Memorial Hospital -April 13 ,2011 HEC-HMS Output Responses to City of College Station Comments on Draft Report Rock Prairie Marketplace Page 7 Exhibits Rock Prairie Marketp lace LAKEWAY DR UJ > <{ _, (3 Ci UJ ~ CITY OF COLLEGE STATION Tributary 14 480083 LIMIT OF DETAILED STUDY lick Creek MAP SCALE 1" = 1000' 0 1000 2000 1:3:::::I:::I=:=::::E=:==:=3:::=:=:J:=:=::3FEET 0 l::::::::l=:=3::=:=:=:=:=:J:=:==:==:==:=:3METERS 0 300 600 PANEL 031 OF J FIRM FLOOD INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AN D IN C ORPORATE D AREAS PANEL 310 OF 475 (SEE MAP INDEX FOR FIRM PANEL LAYOUT} BRAZOS COUNTY "481195 0310 CCU.EGE STATION. CITYOF 480083 0310 Notice to U ur: Tl'I • Map Nu mber ahown b•low 1hould be UHd wh1n pl1c lng map ord1ra; the Community Number sllown 1bove allo uld be used on Insurance 1ppUc1tlon1 !or the aubjectcommunlly. MAP NUMBER 48041C0310F MAP REVISED APRIL 2, 2014 Federal Emergency Management Agency This is an official copy of a portion of the above referenced flood map. It was extracted using F -M IT On-Line. Thi s map does not renect changes or amendments which may have been made subsequent to the date on the title block. For the latest product i nformation about National Fl ood Insurance P rogram flood maps check the FEMA Fl ood Map Store at www.msc .fema .gov Exhibit 1 . 0 z I ' ' __) :u rTl i I :u 0 l> 0 I I I / . , /'/ / I I DEVELOPMENT -l+'H-'-'f-J / PROPOSED (, I ~ PROPOSED DETENTION PONO ' ~,''\, ' \ ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' \ ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' \ ' ' ' ' ' ' ' ' \ ' ' / -----;s;;yo-~---.------I J.1=~~-~u:~~-~-~-~-~~-~-~-=,-~-:-~-:-~-~-~-:-~-:-~-:-~~~-~-~-~-=-~-~~~~~~~~-~-~--:-=-~-~-~-~-~--:-;-~-~-i .._ --=-~~----~----.---:, -::::::::::::::::::'":::::~:::::::::_ " .;rl<-S-FRONTA"GE-- " ;;; EXHIBIT 2 ROCK PRAIRIE MARKET PLACE S ITE PLAN 0 ~ ·~----------------------------------------------------------------------------1-c~~!....l-~!......._L_~~-_L_!!~~ G F \ E \ D c B A 10 \ \ 9 \ \ \ \ QFFSITE ANALYSIS POJNI 1 Q1 <<11> • 21 .a Q10 (cfs) • lS.I Qzs (cfs) •40.6 Q100 (cfs) •53.1 \ \ NW.'t'SJSPO!HTI Qi (cfs) •126.5 Q10 (di) •BU Q;zs (d's) •350.6 QlCID (cfs) •512.4 Exhibit 3 4 3 2 SCOTT & WHITE HOSPITAL COLLEGE STATION, TX ~ G F 1-----+-----I=::J D • t PROPOSE D DRAINAGE AREA MAP CG202 c B Drainage · sa Si n1D P-4 Drainage .. ··-· ··-.... Area (acres) 17 .06 ····Tota.I i.e.-(%) 0 P-4 (mOciified ) ··1'6 .6775 · o . 1P-4 (fT1()(Jified). 16.(;!75 • 85-~; - Area going to away from 0. 3825 0 I I I pond I I I Tc . (min) 10 10 · 10 ' 10 6.33 0.29 31 .32 8.82 0.35 6.33 . . . 0 .29 30.61 8.82 0:35 6.33 : 0.84 8!\.68 8 .82 0.84 : ···································+···· 6.33 DR AINS TO SCOTT & ~IT( ORIV( ~ I.' I I !' I I 0.29 0.70 &corr. WHITE ORNE (ICL ............. c.. • .-.1 8.82 0.35 Q 10-yr (cfs) 52.66 51.48 123.56 1.18 17.06 AC 10 :~! ..[ 0.39 67.00 11 .64 0.46 10.07 ·····5:39·.. 65.50 11:64 j 0.46 10.07 i 0.84 141.07 11.64 0.84 10 .07 0.39 1.50 11 .64 0.46 / / ~/" I I I / ( \ I I I 91 .35 89.30 163,07 2.05 / / /'-. / " / / / / " / " / " / " / " EX H IB IT SCAL E IN FEET .. ==' "Fl(A 1'<0T CFlAl 'INC TOPRQPO(T[J l'F' .CAL A.LOl>iC scorr &: w~~1:_E_.DR'\I[ •::.:.'':' "~CR M D~A N#G( S'NALC (J:1 MAie SIDE SLOPc:.} / ,. I I I I I I / / f'ROPOS[[) 0'1Cf.' RCS V•NOTCH wot OCT M. PROPOSED 1'14' RCS V-HOTCH WEit 0£TM. ,... I LEGEND Plltlf'OIT"ll-.C: - --S£13..Co<LIN• [A.S(IA(NI UN· [XlST•'ICITA.li,;ll[S P!IOPOS([lrE'-CE [XlS"l'<Cl(L(l'l<Oh[LNf (IC<S"''<CCK. ·"l OIS"l'IC 54 .. HARV f\.111C( "'"'"! ----a·cu1t11 --• --P~..{0 WAii>! l•" ___ P~':l Yo"<n .. ~ s~wi:11 _.,,,.-P'IOPOSUl SlCllif.I $(W>ll [lllSll'>C '11'41(11 lft<( [XOS'l'ICSN<.TAR'!'S(WCll [AIS'll'IC STORM 5[W[ll PRQPOS(i) 510Rlil l'ILEl [JUS'•~SlCRWl"'l.(I (.<15•1-.c ~U'\'A'•:lN PlloPO'S[O(LHUON TOW Of Sl..0"£ 1'1'Al(R s..11r...cr (,[VAltON SWAI.£ rlOW PN( rlOW "-"HIOW P"IOl'O<;.f"'(.(Y'.1(11,1' H1STl'IC: CONIOUl'I Pll(~GJ MA'l•li)l.( EltiS'l'•'IC "'N<>lOU CONo:R(T[SIOCW"'l..ol. SW"'-£ l()P CJ' E"-'o>< S'N.IU now UN(/ VAt.L(Y c.untR St( ~ fOH 0U<(ll 5¥>.•00l.S ~. .; .. ~ ... f 6' CONC. PILOT DETAIL EXHIBIT 5 DETENTIO N POND & GR A DI NG PLAN CSS02 @Graph for Reservoir "Marketplace Pond" 3.0 2.5 E 2.0 --····--·-·······-·· 0 6 1 .5 "' "' I! 0 c;; 1.0 0.5 + 0 .0 160 140 120 100 ff 80 !2. ~ 0 ~ 60 40 20 03 :00 06 :00 Legend (Compute Time : 24!1bv2014, 10:19:32) --Run :l11lilric etPlao• 100 8 11m•n1 :MARKETPLACE PONO Resuh :St ong11 --Run :MlricetPla~ 100 8 em41n1 :MARKETPLACE PONO Result :Combined Inflow 09 :00 Reservoir 'Marketplace Pond" Results for Run "MarketPlace 100" 12:00 01Jan2000 15:00 -Run:Mlri<trtPlace 100 Sem-..::MARKETPLACE PONO Rtsuh :PoOI 8evadon 18:00 i··· 21 :00 00 :00 I --Run :MattcttPlact 100 B•mtnt :MARKETPLACE POUO Resuft :Our.flow Exhibit 6 02Jan2000 Appendix A Engineering and Drainage Report for Scott and White Memorial Hospital College Station Subdivision Improvements and Site Plan April 2011 Rock Prairie Marketplace - - - - - - - .... - - Engineering and Drainage Report fo r Scott and White Memorial Hospital College Station Subdivision Improvements and Site Plan Prepared For: Scott and White Memorial 2400 South 31 st Street Temple, TX 76508 Prepared By: JACOBS 2705 Bee Caves Road, Suite 300 Austin, Texas 78746 TBPE Registration # 2966 April 2011 Jacobs P roject No. F 8W96852 L:IF8W96H52 SCOTT AND WI-I/TE CSIFXW968521{j()() Di sciplin e Re.m 11rce Filc.<''6 10.0 1 Civi /\R eportJ\Draina xe Study.doc ---'''"""' -\'t.. OF r ;'\\\ ;..._~ ........... c.f: ' '"··" * ···:'J' •• *·' ·.ir 'J *: '·*'t l ····=·····················: .... ~ ~ JOEL R. BOCK ~ ~ ............................... 1 ~J1>\ 98441 :"tit! 't·o ··< "'··~ii! • "" '. ICc-Scv •· ~ jl' u <f's· •. i.:.N i:-.··, .--,, s ....... ~(:, - \\ 10NAL £, _..:" ~\:\\ -E11 s i11 eeri11 s a11d Drainage Report Seem & White Memo rial Hospital College Statio11 Table of Contents -Introduction .................................................................................................................................... 3 -Land Use ......................................................................................................................................... 3 Soils ................................................................................................................................................. 3 -Floodplain ....................................................................................................................................... 3 Existing Drainage ........................................................................................................................... 3 Proposed Drainage ......................................................................................................................... 4 Hydrologic A1odeling ...................................................................................................................... 4 Water Quality and Detention .......................................................................................................... 4 Erosion and Sedimentation Control and Tree Protection ............................................................. 5 Conclusion ...................................................................................................................................... 5 Appendix - Appendix A -Location Map ........................................................................................................... 8 -Appendix B-Technical Design Sumniary ................................................................................... 10 Appendix C -Soil Survey Map ..................................................................................................... 23 Appendix D -FEMA Fir111 Panel ................................................................................................ 27 Appendix E-Existing Drainage Area Map ................................................................................ 29 .... Appendix F -Proposed Drainage Area Map .............................................................................. 31 Appendix G-HEC-HMS Hydrologic Model .............................................................................. 33 Appendix H -Wet Pond Hydrograph .......................................................................................... 34 Appendix I -Detention Pond Hydrograph ................................................................................. .39 Appendix J -Existing Conditions HEC-HMS Results .............................................................. .40 Appendix K -Proposed Conditions HEC-HMS Results ............................................................ .41 - .... .... , .... - 2 - April 20 11 I I I I I En~i11eeri1111 an d Dra ina11e Report Seo /I & White M emo ria l No.1pital Co/I es e Station Introduction The Scott and White College Station Memorial Hospital project is a commercial subdivision 9 lots which will include a 143 -bed acute care hospital and a 150,000 s.f. clinic, located at the southeast corner of Highway 6 and Rock Prairie Road in College Station, Texas. The project is situated within the City of Austin's Full Purpose Jurisdiction. A site location map has been included in this report as Appendix A . Land Use The 97.9 acres subdivision is comprised of seven (9) Lots as follows : Lot Use Acreage (ac) Lot 1 Block 1 143 Bed Hospital 37 .12 Lot 1Block2 Future Development 7 .16 Lot 1Block3 Future Development 5.35 Lot 1Block4 Future Development 15.01 Lot 1 Block 5 Undeveloped 0 .69 Lot 1 Block 6 Undeveloped 2.57 Lot 1 Block 7 Undeveloped 1.09 Lot 2 Block 1 future De':'._elopment 7 .82 Lot 3 Block l Future Development I 10.86 Right of Way Proposed R.O .W. 10 .23 97.9 acres Table 1: Land Use Table Soils The soils on the property consist of Bon ville Fine Sandy Loam (BoA) with a 0 to 1 percent slope and Tabor-Urban Land Complex (TuA) with a 0 -2 percent slope, which are both classified as D soils . A soils map and report is provided in this report as Appendix C . Floodplain No portion of the site is situated within the FEMA 100-yr floodplain as shown on FEMA Flood Insurance Rate Map, Community Panel No. 48041C0201D dated February 9 , 2000 for Brazos County, Texas . A copy of the FEMA floodplain map has been included in this report as Appendix D. Existing Drainage The proposed development is located entire l y within the Lick Creek Watershed. Under exis ting conditions, the site is primarily undeveloped and c onsi s ts of moderately to gently sloping gra ss lands and agricultural land . A portion of Rock Prairie Road as well as a portion of the The Stonebrook Subdivision drains through the s ite . An Existing Conditions Drainage Area Map is included in thi s report as Appendix E. -3 -April 20 11 I I I I I I I I En s i11 eerin 0 and Orai1wse Re p o rt ScNr & White M e m o ria l 1-1<'.lpitu / Co ll exe S1uri o11 In-situ soils characteristically have slow infiltration rates and relative ly high runoff potential , per the soil survey of the Natural Resou r ces Conservation Service. Previous drainage studies and models have been obtained from the City of College Station and have been referenced as a basis for analysis . Although Jacobs prepared design survey on the 97 .7 acre tract, the existing drainage basins are delineated based on the City of College Stations two -foot contour LIDAR topographic survey do to a larger area this data represented. Proposed Drainage Runoff from the proposed project site will be conveyed through a storm system of shallow channels, area inlets, street gut ters, street inlets, and storm drain pipes, and into two separate ponds, a Wet Pond and a Detention Pond. As per the approved Planned Development District (PDD) Lot l Block l requires water quality treatment, Wet Pond has been designed to treat and detain runoff from this Jot. The Wet Pond is also designed to detain the existing runoff from Lot 2 Block 1, Lot 3 Block land Lot 3 Block 1, a significant portion of the proposed Medical Avenue right of way, as well as the portion of Rock Prairie Road and Stonebrook Subdivision that drains through the site. Runoff from Lot l Block 2, 3, and 4 as well as Scott and White Drive, Healing Way and Lakeway Drive Right of Way will be detained by a detention pond located at the Southeast corner of Lot 1 Block 4. Both the Wet Pond and Detention pond will ensure that flood stages downstream of the developed site will not exceed those of existing conditions , in accordance with City of College Station Code. Art Existing Conditions Drainage Area Map is included in this report as Appendix F. Hydrologic Modeling This site was analyzed using US Army Corps of Engineers HEC -HMS software. This software utilizes the HEC-1 methodology for its computations. Two separate hydrologic models were developed for this site. One represents the site's existing conditions to establish the current runoff rates for the site. The second represents the fully developed conditions of the site. The SCS type III 24-hour storm distribution was used as the model storm. The HBC-HMS model is included in this report as Appendix G. Once both the existing and ultimate hydrologic models were completed in HMS, Hydraflow was utilized to calculate the estimated storage sizes required i_.o order to develop the site with no change in flood stages from the existing conditions. Impervious cover calculations were calculated using the road way plans from the subdivision improvement plans and the proposed hospital site plan. These impervious percentages were then us e d to calculate composite developed CN numbers. Based on the size of the basin and the developed CN numbers, the ponds were able to be designed . Water Quality and Detention As previously mentioned, Water Quality treatment and detention for Lot 1 Block 1, will be provided via a Wet Pond located on Lot l Block l. Subject to City of College Stations review and approval, this facility wa s designed to use physical and biological treatment mechanisms to remove urban stormwater pollutants prior to disch arging the treated runoff downstream. This wet pond has been sized to detain the 2, 10, 25 , and 100-year storm events. A 4 sided outlet structure -4-April 20 // I I I I I En~i n eerins and Drainaxe Repo rt Seo/I & White Menwria l J-lu spita l Cu//ege S1111ion tied into a storm system will convey the detained runoff to the so utheast po rtion of the s ite , where it will continue down stream to Lick Creek. The Detention Pond has been sized to treat existing runoff from Lot l Block 2, 3, and 4 as well as Scott and White Drive, Healing Way and Lakeway Drive Right of way . The pond has been designed to detain the 2, 10, 25, and J 00 year storm events. The pond outlets at the southeast portion of the site. They Hydrographs for the Wet Pond and Detention Pond are included in this report as Appendix Hand I respectively. Erosion and Sedimentation Control and Tree Protection Eros ion and sedimentation controls (ESC) will be utilized during construction . Prior to the start of any construction activity all. ESC and tree protection must be installed. The placement of ESC and tree protection must be in accordance to the with the ESC p lan and stormwater pollution prevention plan (SWPPP) provided in the Subdivision Improvement Plans and the Site Plan Construction Documents. Conclusion Upon Analysis of the existing and ultimate basins the wet pond and detention pond yielded adequate capacity for the increased runoff generated From the proposed development. Results for the wet pond and detention pond can be found below: Wet Pond Peak Outflow Water Surface Peak Storage (cfs) Elevation (ft) (ac-ft) 2-Year 49 283 .9 10.8 10-Year 134.3 285.7 14.1 25-Year 165.3 286.2 15 .2 100-Year 249.5 287 .5 17 .7 Detention Pond Peak Outflow Water Surface Peak Storage (cfs) Elevation (ft) (ac-ft) 2 -Year 67 .2 279.6 2 .1 10 -Year 153.5 280.3 3.1 25 -Year 184 .1 281 .1 3.4 100-Year 26 5.3 281.7 3.9 . 5. April 20 11 I I I I I .E!!Ji.if!!!.e ri11g and Drainage Repo rt Scoll & While Mem o ria l Hosp ital Co /Iese S tation As a result of our detention pond , the ultimate flow s are re duced at Analys is Point 1 as shown in the table below. I Anaysis Point 1 ' Existing Ultimate % Reduction (cfs) (cfs) ! 2-Year 203 .1 109.8 45 .94% 10. Year 450.1 275 .1 38.88% 25 -Vear 538.5 338.8 37.08% 100-Year 771 .8 504.9 34.58% At offsite Analysis Pont -1 there are no reductions in flows since there is no increased impervious cover in the right of way. Any impervious cover associated with the development of the driveways on HWY 6 will be drained to the subdivisions drainage infrastruc ture . The HEC- HMS results at Offsite Analysis Point 1 are shown in the table below : Offsite Analysis Point -1 Existing Ultimate % Reduction (cfs) (cfs) 2 -Year 22.2 22 .2 0 .00% 10 -Year 37.5 37.5 0 .00% 25 -Year 42.9 42 .9 0 .00% 100-Year 56.8 56.8 0 .00% -6 -April 20 11 I I I I Engineerins an d f)ra inage Report Sw11 & Whire Memo rial 11"-'Piral Co/Iese Sra1io11 At offsi te Analysis Pont -2 there are reductions in flow s s ince there is drainage a rea draining to the point in the ultimate conditions was reduced, since it is being con veyed to the su bdivisions drainage infrastructure . The HEC-HMS res ults at Offsi te Analysis Poi nt 2 are shown in the table below : Offsite Analysis Point -2 Existing Ultimate % Reduction (cfs) (cfs) 2 -Year 21 .7 16.9 22.12% 10 ·Year 43.3 36 .5 15.70% 25 ·Year 51 .9 43.5 16 .18% 100• Year 71.4 61.9 13.31% As you can see by results and as well as the supplemental information included in the Appendices, the runoff generated witb the proposed development is reduced from the existing conditions. Therefore no adverse effects will be made on Lick Creek or any other development downstream of the Hospital. I hereby certify t hat the Subdivision Improvement Plans and the Site Development Construction Documents have been designed to meet the City of College Station Unified Design Guidelines . . 7 -Apri/ 20 11 I I I I I I I I I I ..f!!.si11eerir1s and Drainoxe Report Sm11 & White Memorial /-lo .fpital ColleJie S1atio11 Appendix A-Location Map -Ii -April 2011 I I I I I I I E1111i11eeri11x and Drai11aJ!c::C...:l.:.:le01.P:::Oc:.r:...1 ___ ~-----------------------------=S:.::c:::o:.:....11 & White Memorial Hosp ital Collexe S1a1i1111 -9 -April 20 11 .... , Figure 1: Project Location Map N A 2 0 4 6 8 ------Miles ..... .... - - - - - - - SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Start (Page 2.1) Enaineerina and Design Professionals Information Engineering Firm Name and Address: Jurisdiction Jacobs Engineering City : ---Bryan 2705 Bee Cave Road _x __ College Station Suite 300 Date of Submittal : Austin, Texas, 78745 3 -9-11 Lead Eng i neer's Name and Contact lnfo .(phone , e-mail, fax): Other : Joel Bock, P.E. (512-314-3100, Joel.Bock@jacobs.com, 512-314-3135) Supporting Engineering I Consulting Firm(s): Other contacts : N/A N/A Developer I Owner I Applicant lnfonnation Developer I Applicant Name and Address : Phone and e-mail: Scott and White Healtcare John Cunningham 2400 South 31st Street 254-724-6084 Temp l e, Texas 7 6508 Property Owner(s) if not Developer I Applicant (&address): Phone and e-ma il: Project Identification Development Name: Scott and White Healthcare Is subject property a site project, a s ingle -phase subdivision, or part of a multi-phase subdivision? Single Phase Subdivision If multi-phase , subject property is phase ___ of ___ . Legal description of subject property (phase) or Project Area : (see Section II , Paragraph B-3a) 97 .69 acre tract in the Thomas Caruthers L eague Abstract Number 9, and the Robert Stevenson League Abstract Number 54 in Brazos County, Texas. If subject property (phase) is second or later phase of a project, describe general status of all earlier phases . For most recent earlier phase Include subm ittal and review dates . N/A General Location of Project Area , or subject property (phase): Northeast Corner of Highway 6 and Rock Prairie Road in College Station, Brazos County, Texas. In City Lim its ? Extraterritorial Jurisd iction (acreage): Bryan : acres. Bryan : College Station : College Station : 97.69 acres . Acreage Outside ET J: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 3 of 26 APPENDIX. D: TECH . DES IG N SUMMARY As Rev ised Febru arv 2009 SECTION IX A P PENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Admi nis t ra ti on l Conti nu ed (page 2.2) Proj ect Ide ntification (continued) Ro ad ways abutti ng or within Proje ct Area or Abuttin g tracts , platted land, or built su bject property: developments : Highwa y 6 and Rock P ra i ri e Road . Named Regulatory W atercourse(s) & W aters hed(s): Tributary Basin(s): L i ck Creek Watershed Brazos Riv e r Plat Information For Project or Subject ProP,e rty (or Phase) P re li minary Plat File#: Fina l Plat F ile #: Date : Na m e: Sco tt & Wh i t e He a lthcare Status and Vol/Pg: Subdivision If two plats, seco nd na me: File#: Status: Date: Zoning lnfonnation For. P roject or ~ubj e ct Prop~rt y (or P·ha se) Zon ing Type: PDD Existin g or Proposed? Case Code : Ca se Date Status: Approved Zon ing Type : Ex isti ng or Pro pose d? Case Co de: Case Date Status: Stonra~ater Mimageme nt P l~tt ntng For Project or SubJ ~~~e r 9 perty (o r ·p tt~se) ' Pla nning Confere nce(s) & Date(s): Participants: Not Applica ble Prelimin ary Re po rt R equ ired? ~ Submittal Date Rev iew Date I I Review Comments Addressed? Yes --No~ In Writing? Wh en? I Comp li ance With Prelim ina ry Drainage Report . Briefl y de scri be (or atta ch do cume ntation I explaining) any dev iation(s) from pro visions of Preliminary Drainage Report, if any . Not Ap p lic abl e i STO RMWATER DES IGN GUIDELINES Effective February 2007 Page 4 of 26 A PPENDIX. D: TEC H . DESIGN SU MMA RY As Revised February 2009 ... • - - --------- -------------.. - - - ..... .... ..... - - - - - .... SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Continued (page 2.3) Coordination For Project or ,Subject Property (or Phase) Note: For any Coordination of stomiwater matters indicated below, attach documentation describing and substantiating any agreements , understandings , contracts, or approvals. Coordination Deot. Contact: Da te: Sub iect: With Other Departments of Jurisdiction City (Bryan or College Station) Coordination With Summarize need(s) & actions taken (inclu de contacts & dates): Non-jurisdiction City Needed? Yes No x ---- [ Coordination with Summarize need(s) & actions taken (include contacts & dates): i Brazos County Needed? Yes No x -- ' Coordination with Summarize need(s) & actions taken (inclu de contacts & dates): TxDOT Needed? Coordination with TxDOT was n eed to obtain driveway permits off of i Yes X No Highway 6. I ----' Coordination with Summarize need(s) & actions taken (include contacts & dates ): T AMUS Needed? Yes No x ---- , Permits .;~orf>roje~t or S~bjedt Properfy (or Phase) As to stomiwater management, are permits required for the proposed work from any of the entities listed below? If so summarize status of efforts towa rd that objective in soaces below . Entity Permitted or Aooroved? US Army Crops of Engineers No Yes X -- US Environmental Protection Agency No x Yes --- Texas Commissi on on Environm ental Quality No x Yes ---- Brazos Ri ver Authority No x Yes --- STORMWATER DESIGN GUIDELINES Effective February 2007 Status of Actions (include dates) Corps letter to Scott and White due by the end of March Page 5 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised Februarv 2009 I SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro~ert~ Characteristics I Start (Page 3 .1) Nature and Scope of Proposed Work Existing : Land proposed for de velopment c urre ntly used, including exte nt of impervious cover? Undeveloped Approximately 2% I .C. I I __ Redeve lopment of one platted lot, or two or m ore adjoining platted lots . Site Development _x __ Building on a single platted lot of undeveloped land. Project __ Bu il d ing on two or more platted adjoining lo ts of undeveloped land . (select all __ Bu il d ing on a single lot, or ad joining lots , where proposed plat wi ll not form applicable} a new street (but may include ROW dedication to existing streets). __ Other (explain): ! Subd ivision _X_ Cons truction of streets and uti li ties to serve one or more platted lots . ' Development __ Construction of streets and utilities to serve one or more proposed lots on Project lands represented by pending plats . Site projects : building use(s}, approximate floor space , i mpervious cover ratio . ' Subdivis ions : number of lots by general type of use , li near feet of streets and Describe drainage easements or ROW . i ! Nature and ' i Size of Si te Pl an: Bu ilding a 140 Bed Hospital and 150,00 0 s.f . clinic. Pro12osed Ap proximately 6 0 % of impervious cover . Project S u bdivision: Bui l din g approximately XX LF of roadways Is any work planned on land that is not platted If yes, explai n: or on land for which platting is not pending? x No Yes ---- FEN.I.A. fh:)!.)d.P,l.alos < • .. J, . ls any part of subject property abutting a Named Regulatory Watercourse I No _X __ Yes __ (Section II , Paragraph B 1) or a tributary thereof? Is any part of subject property i n floodplain I No _X __ Yes Rate Map 48041C020 1 D area of a FEMA-regulated watercourse? -- Encroachment(s) I Encroach m ent purpose(s): __ Building site(s ) __ Road cross ing(s) into Floodplain J __ Utility crossing(s) __ Other (exp lain ): areas planned? No x I I --I I Yes --I If floodpla in areas not shown on Rate Maps , has work been done toward amending the FEMA- approved Flood Study to define allowable en c roachments in proposed areas? Explain. No STORMWATER DESIGN GUIDELINES Effective February 2007 Page 6 of 26 APPENDIX . D : TECH . DES IGN SUMMARY As Revised Februarv 2009 - -.... -.. -------- ---------.. -.. --- --- - - - .... - - ..... - - - .. - SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro~ert)l Characteristics I Continued (Page 3 .2 ) Hydrologic Attributes of Subject Property (or Phase) Has an earlier hydrologic analys is been done for larger area including subject property? Yes Reference the st udy (& date) here, and attach copy if not already in City files . -- Is the stormwater management plan for the property in substantial conformance with the earl ier study? Yes ---No ---If not , explain how it differs . No If subject property is not part of multi-phase project , describe stormwater management x plan for the property in Part 4 . --If property is part of multi-phase proj ect, provide overview of stormwater management plan for Project Area here . In Part 4 describe how plan for subject property will comply therewith . Do existing topographic features on subject property store or detain runoff? _x_ No --Yes Describe them (include approximate size, volume , outfall , model , etc). Any known drainage or flooding problems in areas near subject property? x No Yes ----Identify: Based on location of study property in a watershed , is Type 1 Detention (flood control) needed? (see Table 8 -1 in Appendix B) _X_ Detent ion is requ ired . --Need must be evaluated. __ Detention not requ ired . What decision has been reached? By whom? If the need fo r How was determination made? Type 1 Detention m ust be eva lu ated: ST ORMWATER DESIGN GUIDELINES Effective February 2007 Page 7 of 26 APPENDIX. D : TECH . DESIG N SUMMARY A s Revised Feb rua ry 2 009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Property Characteristics I Continued (Page 3.3) Hydrolo.glc Attributes of Subject Property (or Phase) (continued) Does subj ect property straddle a Watershed or Bas in d ivide? _X_ No __ Yes If yes , describe splits below. In Part 4 describe desiqn concept for handlinq this . Watershed or Basin Larger acreage Lesser acreage Above-Project Areas(Section II , Paragraph 83-a) Does Project Area (project or phase) receive runoff from upland areas? __ No X Yes Size (s)ofarea(s)inacres : 1) 3.51(0-1> 2) 3.96(0-2> 3) 2.56(0-3) 4) 3.56(0-4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section(s), small creek (non-regulatory), regulatory Watercourse or tributary); Overland S h eet Flow Flow determination : Outline hydrologic methods and assumptions : Flow Determination Method u sed was the SCS method Does storm runoff dra in from public easements or ROW onto or across supject property? __ No _X_ Yes If yes , describe facilities in easement or ROW : Runof f is conveyed into a stormsewer system which ultimately drains to a pond. Stormsewer sys t em is with in a storm easement. Are changes in runoff characteristics subject to change in future? Explain Once Block 2 Lot 1, Block 3 Lot l , Block 4 Lot 1 and 2 are developed t h e runoff on site will increa se . The ponds a n d stormsewer system on s i te have been designed for full build out of t h e lot s . Conveyance Pathways (Section II, Paragraph C2) Must runoff from study property drain across lower properties before reaching a Regulatory Watercourse or tributary? X No Yes Des c ribe length and characteristics of each conveyance pathway(s ). Include ownership of property(ies ). STORMWATER DESIGN GU IDELINES Effective February 2007 Page 8 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised February 2009 - -.. -.. -----.. ----- --------------- --- ... - - - - .... - - - - - - - SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Prol;!ertY: Characteristics I Continued (Page 3.4) Hydrologic Attributes of Subject Property (or Phase) (continued) Conveyance Pathways (continued) I Do drainage If yes, for what part of length? % Created by? __ plat, or I easements __ instrument. If instrument(s), describe their provisions . exist for any I part of pathway(s)? x No -- Yes -- Where runoff must cross lower properties, describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Consent aquired?) Pathway Areas Describe any built or improved drainage facilities existing near the property (culverts , bridges, lined channels, buried conduit, swales , detention ponds, etc). i Nearby Drainage Do any of these have hydrologic or hydraulic influence on proposed stormwater Facilities design? x No Yes If yes, explain : ---- I I I STORMWATER DESIGN GUIDELINES Effective February 2007 Page 9 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised Februarv 2009 I I I SECTION IX ! I APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters j Start (Page 4.1) Stormwater Management Concept Discharge(s) From Upland Area{s) If runoff is to be received from upland areas, what design drainage features will be used to accommodate it and insure it is not blocked by future development? Describe for each area, flow section, or discharge point. Runoff from upland areas will be conveyed through a storm sewer system which will be located within a drainage easement. Discharge(s) To Lower Property(ies) (Section II, Pa ragraph E1) Does project include drainage features (existing or future) proposed to become public via platting? x No Yes Separate Instrument? No Yes ---- Per Gu idel ines reference above, how w ill __ Establish in g Easements (Scenario 1) runoff be discharged to neighboring property(ies )? _X_ Pre-development Release (Scenario 2) Combinatio n of the two Scenarios -- Scenario 1: If easements a re proposed , describe where needed , and provide status of actions on each . (Attached Exhibit# ) Scenario 2: Provide general description of how release(s) will be managed to pre-development conditions (detention , sheet flow, partially concentrated , etc.). (Attached Exhibit# ) A detention pond is proposed on Lot 1 Block 4 which will detain all flows back to pre-development conditions . Combination : If comb ination is proposed, explain how discharge will differ from pre- development conditions at t he property line for each area (or point) of release . If Scenario 2, or Combination are to be used, has proposed design been coordinated w it h owner(s) of receiving property(ies)? _x_ No --Yes Explain and provide documentation . No c o ordination has been done with neighboring property owners since po s t-development flows no increased runoff . STORMWATER DESIGN GUIDELINES Effective February 2007 are less than pre-developme nt flows. The ref ore Page 10 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised February 2009 - --.. ... -... .. .. .. .. -.. --- --.. .. ---.. -.. ----- --- - - - ... - .... - - - .... - - - - - SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4 .2) Storrnwater Management Concept (continued) Within Project Area Of Multi-Phase Project Identify gaining Basins or Watersheds and acres shifting : Will project result in shifting runoff i between Basins or 1----------------------------~i between Watersheds? What des ign and mitigation is used to compensate for increased runoff from gaining basin or watershed? X No __ Yes How will runoff from Project Area be mitigated to pre- development conditions? Select any or all of 1, 2, and/or 3 , and explain below . 1 . __ With facility(ies) invol ving other development projects. 2 . _X_ Establishing features to serve overall Project Area . 3. __ On phase (or site) project basis within Project Area . 1 . Shared facility (type & location of facility; design drainage area served; relationship to size of Project Area): (Attached Exhibit# ) 2 . For Overall Project Area (type & location of facilities): (Attached Exhibit# ___ ) A wet pond will be constructed on Lot 1 Block 1 and a Dete ntion Pond will be constructed on Lot 1 Block 4 . 3. By phase (or site) project: Describe planned mitigation measures for phases (or s ites) in subsequent questions of this Part. C'· "O CD U> C CD Are aquatic echosystems proposed? _X_ No project( s )? __ Yes In which phase(s) or n ·c;; Are other Best Management Practices for reducing stormwater pollutants proposed? __ No _x_ Yes Summarize type of BMP and extent of use : A wet pond is proposed on Lot 1 Block 1 wh ich be used to treat runoff generated from Lot 1, 2 , and 3 Block 1. A wet pond has a CD 0 ~z ro ·5 CD a. Cf) total suspended solids (TSS) reduction of 93% per TCEQ standards . I If design of any runoff-handling facilities deviate from provisions of B-CS Technical Specifications , check type facility(ies) and explain in later questions . _X_ Detention elements __ Conduit elements __ Channel features __ Swales __ Ditches __ Inlets __ Vall ey gutters __ Outfalls __ Culvert features __ Bridges ________ Other STORMWATER DESIGN GUIDELINES Effective February 2007 Page 11 of 26 APPENDIX . D : TECH . DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4 .3) Stormwater Management Concept (continued) Within Project Area Of Mu lt i-Phase Project (continued) Will Project Area include bridge(s) or culvert(s)? _X_ No __ Yes Identify type and general size and In which phase(s). If detention/retention serves (will serve) overall Project Area, descri be how it relates to subject phase or site project (physical location, conveyance pathway(s), construction sequence): A detention Pond i s proposed on Lot 1 Block 1. It wil l detain runoff generated by the site to pre -development conditions. Once erosion and i sedimentation controls are installed and operational, the pond will I I then be rough cut and constructed. Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area, is design in substantial conformance with earlier analysis and re port for larger area? __ Yes _X __ No, then summarize the difference (s): I I Identify whether each of the types of drainage features listed below are included, extent of use, and general characteristics . Typical shape? I Surfaces? C'-• "O Ql U) Steepest side slopes : I Usual front slopes : I Usual back slopes : U) ::J Ql U) >- Ql I .i:: Flow line s lopes: least Typical distance from travelway: B '5 typical greatest (Attached Exhibit# ) Q) "O 0 ·u; z "O xi ro e Are longitudinal culvert ends in compliance with B-CS Standard Specifications? Q) Yes No, then explain: .... ~ --- U) At intersections or otherwise, do valley gutters cross arterial or collector streets? .0 Ql x No Yes If yes explain : :; ('· >------ u "O I £~X ·-::J :;:: .... Are valley gutters proposed to cross any street away from an intersection? U) Ql ...... :t:: x No Yes Explain : (number of locations?) Ql ::J 0 ~ ciz ---- v; -g I ~ ro ~ STORMWATER DESIGN GUIDELINES Effective February 2007 Page 12 of 26 APPEN DIX. D : TECH . DESIGN SUMMARY As Revised Februarv 2009 - ---.. --- ---.. --- -----------.. --- --... - - - -- - - - - .... - - ··-... - .... SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.4) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Gutter line slopes : Least Usual Greatest Are inlets recessed on arterial and collector streets? _x_ Yes --No If "n o", identify where and why. Will inlets capture 10-year design stormflow to prevent flooding of intersections (arterial with arterial or collector)? x Yes --No If no, explain where and why not. C'-· "C QJ rJ) Will inlet size and placement prevent exceeding allowable water spread for 10-year :J ..... design storm throughout site (or phase)? x Yes No If no, explain . QJ --~ :J Ol -c~ c "C ro QJ Sag curves: Are inlets placed at low points? x Yes No Are inlets and .0 ~ ----..... ·-conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches? :J -(.) c Yes No Explain "no" answers . 0 ..c (.) -----~ -~ .!!! QJ QJ ~ rJ) Q) Will 100-yr stormflow be contained in combination of ROW and buried conduit on ..... <( whole length of all streets? x Yes No If no, describe where and why . -- Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications? x Yes No If not, describe difference(s) and attach justification . ----- Are any 12-inch laterals used? _X_ No --Yes Identify length(s) and where used . C'-· "C Pipe runs between system I Typical QJ rJ) Longest rJ) Q) access points (feet): :J >- !1 Are junction boxes used at each bend? x Yes No If not, explain where and why . ---- rJ) c ·-0 1l:z "C I E ..... 0 Are downstream soffits at or below upstream soffits? Least amount that hydraulic I u; !!2 Yes x No __ If not, explain where and why: grade line is below gutter line I (system-wide): STORMWATER DESIGN GUIDELINES Effective February 2007 Page 13 of 26 APPENDIX . D: TECH . DESIGN SUMMARY As Revised February 2009 I I I SECTION IX APPENDIX D -TECHNICAL DESI GN SUMMARY ! Part 4 -Drainage Co nce!;!t and Design Parameters I C onti nue d (Page 4.5) I Stormw ~e r Management Concept (con tin ued) Within O r Serving Subject Property {Phase , or Si te) (continued) ~ D escribe watercourse(s), or system(s) rece iv ing system discharge(s) below fl) (incl ud e design discharge velocity, an d ang le between converg ing flow lines). Q) (.) c 1) W atercourse (o r syste m ), velocity, and angle ? (ll u; RCP Storm system . . s Q) ..... ~o ] E 2) W atercourse (or syste m), velocity, and angle ? :J ..... c 0 ·--c . 0 .E ~.£ E a> ~ 3) W atercourse (or system), velocity, and angl e? a> E ~ ..... (ll ~fl) CJ) Q) :J c :2 0 ·-> ~ 0 ':l a. E ..... For each outfall ab ove , w hat measu res are take n to preve nt erosion or scour of ..... Q) 0 Q) re ceiving and all facilities at juncture? ..... ..c. (J) CJ) 2 1) Energy Dissipaters will be installed at t h e outfall of the ~ pond. (ll a. 2) Q) CJ) c 3 ) I ~ Are swa le(s) situated along pro perty lines between properties? --No --Yes Number of instances : ---For eac h insta nce answer the foll ow ing questions . Surface treatments (incl ud ing low-flow flumes if any): ('-- "' ..... Q) ~CJ) ..... Q) Flow lin e slo pes (mini mu m and maximum): ~ >-~ \ ] 0 CllZ :J Outfall characteristics for each (velocity, convergent angle , & e nd treatment). ix\ CJ) ! Q) ~ Will 100 -year desig n sto rm runoff be contained w ithin easement(s) or platted dra in age ROW in all instances? x Yes --No If "no" exp la in : -- I STORMWATER D ES IGN GUIDELI NES Effective February 20 07 Page 14 of 26 A PPENDIX. D : TE CH . D ESIGN SU MMARY As Revised Februarv 2009 - ---.. -----.. -.. -- -.. -----.. ------- --- - - -.... - - - .... - --- - - .... SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.6) I Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) I en Q) .c ~ Cl Q) "O 'iii "O ro 0 ct en Are roadside ditches used? _X_ No __ Yes If so, provide the following : Is 25-year flow contained with 6 inches of freeboard throughout? __ Yes __ No Are top of banks separated from road shoulders 2 feet or more? __ Yes __ No Are all ditch sections trapezoidal and at least 1.5 feet deep? __ Yes __ No For any "no " answers provide location(s) and explain : If conduit is beneath a swale, provide the following information (each instance). Instance 1 Describe general location, approximate length : ~ ' Is 100-year design flow contained in conduit/swale combination? X Yes __ No xj ~ If "no" explain: 0 ~ Space for 100-year storm flow? ROW X Easement zl ~c:: Swale Surface type, minimum Width •v and maximum slopes: 0 Conduit Type and size , min imum and maximum slopes, design storm : Conduit will be RCP. I sizes range from 12" to 10x3 Box Culvert ~· ~ Minimum Slope: Maximum Slope: .!!1 "O t--~~~~~~~~~~-,----~~~~~~~~~~~~~~~~-=-~~~-1 OJ ro Inlets Describe how conduit is loaded (from streets/storm drains , inlets by type): c:: >-. c:: c:: Runoff 1s conveyed to the stormsewer system via c urb inlets. ~ ro u ...._ c:: .E Q) c:: t--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~--1 a. o Access Describe how maintenance access is provided (to swale, into conduit): ~ ~ Maintenance will be provided via manholes and junction boxes. ~ E 11 .E c:: t-;---:~~-=--=-~-::"'~~~-:--:-~-:-:-~~~--:-~--:-~-;-~~~~~~~~~~---i .!: OJ Instance 2 Describe general location, approximate length : -o E OJ ro ~ en en QJ c:: -o ; Is 100-year design flow contained in conduit/swale combination? 0 ·:;:. ·-o If "no" explain : co Ci c:: No I __ Yes :0 E 0 u ! ~ r--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~---i ~ Space for 100-year storm flow? ROW Easement Width en Swale Surface type, minimum Conduit Type and size , minimum and maximum ...., 2 :::i ro and maximum slopes: slopes, design storm : , ~ m ! 0 a. ---;--;-;~-;:::-~-:;--;-~~-,----:-:-:--:--:-'---:---:-:-:--~~~~~~~~~~~~~~~~---i ~ ~ : Inlets Describe how conduit is loaded (from streets/storm drains , inlets by type): I ~ ~ I ~ Access Descdbe how ma;ntenance access ;s prov;ded (lo swale, Into condu;t)' i STORMWATER DESIGN GUIDELINES Effective February 2007 Page 15 of 26 APPENDIX. D : TECH. DESIGN SUMMARY As Revised February 2009 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.7) Stormwater Management Concept (contini.1ed) Within Or Serving Subject Property (Phase, or Site) (continued) c ·co E c_ x 0 w .!= :i:: ui 0 Q) c ,_I 2 Q) > 'Qi (.) Q) ... 0 ...... z ·s -0 xi c 0 (.) -0 -~ C'· :; V) ..0 c :5 Q) 0 E :5 Q) V) -~ co Q) V) ... Q) 0 ro s: ~ V) 0 ~ 0:: .2 ::0 :::l 0.. If "yes" provide the following information for each instance : I Instance 1 Descri be general location, approximate length, surfacing: I Is 100-year design flow contained in swale? __ Yes __ No Is swale wholly within drainage ROW? __ Yes __ No Explain "no" answers : Access Describe how maintenance access is provide: Instance 2 Describe general location , approximate length, surfacing: Is 100-year design flow contained in swale? __ Yes __ No Is swale wholly within drainage ROW? __ Yes __ No Explain "no " answers: Access Describe how maintenance access is provided : Instance 3, 4, etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. "New" channels: Will any area(s ) of concentrated flow be channelized (deepened , widened, or straightened) or otherwise altered? __ No __ Yes If only slightly shaped, see "Swales" in this Part. If creating side banks, provide information below. Will design replicate natural channel? __ Yes __ No If "no", for each instance describe section shape & area, flow line slope (min . & max .), surfaces, and 100-year design flow , and amount of freeboard : Instance 1: Instance 2 : Instance 3: STORMWATER DESIGN GU IDELINES Effective February 2007 Page 16 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised Februarv 2009 - - -----.. --- --- -------.. ---.. --- --- - --- - - - - .... - - - - - - SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.8) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase , or Site) (continued) Existing channels {small creeks}: Are these used? x No --Yes If "ves " orovide the information below. Will small creeks and their floodplains remain undisturbed?~ Yes No How many disturbance instances? Identify each planned location : For each location , describe length and general type of proposed improvement (including floodplain changes): For each location, describe section shape & area, flow line slope (min. & max .), surfaces, and 100-year design flow. ~ -0 <!) :J c E Watercourses {and tributaries}: Aside from fringe changes , are Regulatory 0 Watercourses proposed to be altered? _X_ No Yes Explain below . ~ -- (/) Submit full report describing proposed changes to Regulatory Watercourses . Address -c <!) existing and proposed section size and shape, surfaces , alignment , flow line changes , E <!) length affected , and capacity, and provide full documentation of analysis procedures > 0 and data . Is full report submitted? ___ Yes No If "no" explain: L.. --0.. E Qi c c ro All Proposed Channel Work: For all proposed channel work , provide information ..c: (.) requested in next three boxes . If design is to replicate natural channel, identify location and length here , and des cribe design in Special Design section of this Part of Report . Will 100-year flow be contained with one foot of freeboard? Yes No If ----not , identify location and explain : Are ROW I easements sized to contain channel and required maintenance space ? --Yes --No If not, identify location(s) and explain : STORMWATER DESIGN GUIDELINES Effecti ve February 2007 Page 17 of 26 APPENDIX . D : TECH . DESIGN SUMMARY A s Rev ised February 2009 I I i i SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Dra inage Con c e~t and Design Parameters I Con ti n ued (Page 4 .9) Stormwater Mana gement Conce pt (conti nued} W ithin O r Serving Subj ect Property (Ph as e , o r S ite) (con ti nued) Ho w many facil ities for subject pro pe rt y project? 2 For eac h provid e in fo. be low . For eac h dry-type facilitiy: Faci lity 1 Fac ility 2 Acres se rv ed & design vo lu me+ 10% 14 2 .06 ac . 5 5 .68 ac. 10 0-yr vo lume : free flo w & plugged 3 .5 a c-f t 17.7 ac-f t Desig n discharge (10 yr & 25 yr) 1 66.2 CfE 1 95.9 cf s 134 .3 Cf E 165 .3 CfE Spi llway crest at 100-yr WS E? _x_yes --no _x_yes --no Berms 6 inches above pl ugged WSE? _x_yes --no _x_yes --no Ex pl ai n an y "no" answe rs: Ul (!) >- xj For eac h facility what is 25-yr design Q, and desig n of outlet structure? Facili ty 1: 25-year Q:l 95.9 c f s. Out let structure i s a n otch weir. 0 z Facility 2 : 25-year Q :l6 5 .3 c fs. Ou t let s trc t is a 4 s ided area inlet I Do outle ts and spillways discharge into a public faci lity in easement or ROW? Fa cili ty 1: __ Yes x No Fa cility 2 : x Yes No ----C'-· If "no" ex pl ain: "O (!) For Fac ility 1 the out let stru ctu r e s pi lls i n t o an existing Ul 0 a. creek which ultimately d r ains to Li ck Creek. 0 ..... a. Fo r each, w hat is velocity of 25-yr desi gn disch arge at outlet? & at spi llway? Ul ~ Facility 1: B. 06 ft/s & Faci lity 2: 7. 23 f t Ls & '(3 Are e nergy dissipatio n mea sure s used ? --No x Ye s Des cribe type and <l:l LL location: c: Con cre t e Block En erg y Dissipators proposed at the outlet of 0 are :;::: c: of b oth the Deten tion a n d Wet Pond . 2 (!) 0 (!) For eac h, is spillway surface treatment oth er tha n con crete? Yes or no , and describe : 4'. Facility 1: No Facility 2 : No For eac h , what measures are taken to preve nt ero sion or sco ur at receiving facility? Faci li ty 1: En ergy Di ss ipaters and Erosion Fabric will be installed Fac ili ty 2: to prevent scour and erosion a t the receiv ing channel. If berms are used give heigh ts , slopes and surface treatments of side s. Faci lit y 1: Berms are a 3:1 slope for both facilities and will have I erosion fabric wi ll be i n stal led . I Faci lity 2: STORMWATER D ES IGN GU IDELINES Effective Fe bruary 2 007 Pag e 18 of 26 AP PEND IX . D : TEC H. DESIGN SU M MARY As Revised February 2009 - --... - .. -----.. --.. ------.. ------- --- - - - - - - ..... - - .... ----- .. - SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4 .10) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Do structures comply with B-CS Specifications? Yes or no, and explain if "no": Facility 1; Y es. "' i Q) :;:; :.= -·~ a3 LL ::J c C+;; 0 c Facility 2 : Yes . ~ 0 c (.) 2~ For additional facilities provide all same information on a separate sheet. Q) 0 Are parking areas to be used for detention? _X_ No --Yes What is maximum depth due to required deslgn storm? Roadside Ditches: Will culverts serve access driveways at roadside ditches? x No Yes If "yes", provide information in next two boxes . Will 25-yr. flow pass without flowing over driveway in all cases? --Yes --No Without causing flowing or standing water on public roadway? --Yes --No Des igns & materials comply with B-CS Techn ical Specifications? __ Yes --No Explain any "no" answers: C'-· "' Ol c ·u; Are culverts parallel to public roadway alignment? __ Yes No Explain : "' 0 --.... "' (.) Q) Q) ro >- > I ·;:: Creeks at Private Drives: Do private driveways, drives, or streets cross drainage 0. ro ways that serve Above-Project areas or are in public easements/ ROW? " 0 No Yes If "yes" provide information be low. Q) z ----"' x1 I How many instances? ::J Describe location and provide information below . "' t::: Q) Location 1: ~ ::J (.) Q) Location 2: .... <( Location 3 : I For each location enter value for: 1 2 3 Design year passing without toping travelway? Water depth on travelway at 25-year flow? Water depth on travelway at 100-year f low? For more instances describe location and same information on separate sheet. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 19 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised February 2009 : I SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.11) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) -1i5 Q) .r: (/) Q) Cf) ro Q) ..... >-g_ xj~ c: .Q 0 (ii z E I~ E C'-ro (/) (/) g>-o ·-c: ~ ro 0 c: ..... 0 0:;::; » ro ro u ~ _Q -0 Q) ro ..o e -~ (.) () ·-(/) -Q) -§ -0 c. Q) -c.. ro Z;--o >. Q) c: oo ro ::J ...... rn o -e (/) Q) Q) > () :; c: () .l!! Q) (/) ..... c < ·- ~ 0 E Named Regulatory Watercourses (&Tributaries): Are culverts proposed on these facilities? _x_ No __ Yes, then provide full report documenting assumptions, criteria, analysis, computer programs, and study findings that support proposed design(s). Is report provided? __ Yes __ No If "no", explain : Arterial or Major Collector Streets: Will cu lverts serve these types of roadways? _X_ No __ Yes How many instances? __ _ For each identify the location and provide the information below. Instance 1: Instance 2 : Instance 3 : Yes or No for the 100-year design flow: 2 3 Headwater WSE 1 foot below lowest curb top? Spread of headwater within ROW or easement? Is velocity limited per conditions (Table C-11)? Explain any "no" answer(s): Minor Collector or Local Streets: Will culverts serve these types of streets? __ No _X_ Yes How many instances? 3 for each identify the location and prov ide the information below: ! Instance 1: culvert located at Highway 6 Frontage and Ins tance 2: culvert located at Highway 6 Frontage and I Instance 3 : culvert locat ed at Highway 6 Frontage and For each instance enter value, or "yes " I "no" for: 2 3 Design yr . headwaterWSE 1 ft . below curb top? Yes Yes Yes 100-yr. max . depth at street crown 2 feet or less? Yes Yes Yes Product of velocity (fps) & depth at crown (ft)= ? Yes Yes Yes ..... g Is velocity limited per conditions (Table C-11 )? Yes Yes Yes Limit of down stream analysis (feet)? Explain any "no" answers: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 20 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Rev ised Februarv 2009 - ---.. ... -.. -------.. --------------- --- - - - - .... .... - - ... .... - - SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4 .12) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) "O :J c ~ 0 ~ (/) t:: 2: :J () All Proposed Culverts: For all proposed culvert facilities (except driveway/roads ide ditch intersects) provide information requested in next eight boxes . Do culverts and travelways intersect at 90 degrees? ~Yes __ No If not , identify location(s) and intersect angle(s), and justify the design(s): Does drainage way alignment change within or near limits of culvert and surfaced approaches thereto? ___!_No __ Yes If "yes " identify location(s), describe change(s), and justification : Are flumes or conduit to discharge into culvert barrel(s)? _x __ No __ Yes If yes , identify location(s) and provide justification: Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? X No __ Yes If "yes" identify location(s). describe outfall design treatment (s): Is scour/erosion protection provided to ensure long term stability of culvert structural components, and surfacing at culvert ends? _X_ Yes __ No If "no· Identify locations and provide justification(s): Wil l 100-yr flow and spread of backwater be fully contained in street ROW , and/or drainage easements/ ROW? _lL Yes __ No if not, why not? Do appreciable hydraulic effects of any culvert extend downstream or upstream to neighboring land(s) not encompassed in subject property? _X_ No __ Yes If "yes " describe location(s) and mitigation measures : Are all culvert designs and materials in compliance with -B-CS Tech . Specifications ? _X_ Yes __ No If not, expla in in Special Design Se ction of this Pa rt . STORMWATER DESIGN GUIDELINES Effective February 2007 Page 21 of26 APPENDIX . D: TECH . DESIGN SUMMARY As Rev ised February 2009 I I i I SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.13) Stormwater Management Concept {continued) Within Or Serving Subject Property (Phase, or Site) (continued) Is a bridge included in plans for subject property project? No x Yes ----If "yes " provide the following information . Name(s) and functional classification of the roadway(s)? What drainage way (s) is to be crossed? c;;- Q) Cl "O ·;::: en A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical , hydrologic, and hydraulic factors) must accompany this summary report. Is the report provided? --Yes --No If "no" explain: Is a Stormwater Provide a general description of planned techniques : g Pollution Prevent ion Eros ion and sedimentation controls include: [ii Plan (SW3P) Silt Fence Stabilized Construction Ent . ::J a established for Rock Berm .... project construction? Q) iii Inlet Protection 5: No x Yes ----Fiber Rolls Spec ial Designs -Non-Traditional Methods Are any non-traditional methods (aquatic echosystems, wetland-type detention , natural stream replication , BMPs for water quality, etc .) proposed for any aspect of subject property project? x No Yes If "yes " list general type and location below. -- Provide full report about the proposed special design(s) including rationale for use and I expected benefits . Report must substantiate that stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional des ign solut ion(s). Is report provided? --Yes x No If "no" explain : This project does not propose any non-traditional methods. Therefore a report has not b een provided. STORMWATER DESIGN GU IDELINES Effective February 2007 Page 22 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised February 2009 - --------------- ---.. ----------- --- - - - - - - ... .... - --- -- ---- - - SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY ! Part 4 -Drainage Conce~t and Design Parameters J Continued (Page 4.14) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs -Deviation From B-CS Technical Specifications If any design(s) or material(s) of traditional runoff-handling facilities deviate from provisions of B-CS Technical Specifications , check type facility(ies) and explain by specific detail element. Detention elements __ Drain system elements --Channel features -- Culvert features Swales Ditches Inlets Outfalls ---------- __ Valley gutters __ Bridges (explain in bridge report) In table below briefly identify specific element, justification for deviation(s). Specifi c Detail Element Justification for Deviation (attach additional sheets if needed) 1) 2) 3) 4) 5) Have elements been coordinated with the City Engineer or her/his designee? For each item above provide "yes" or "no", action date, and staff name : 1) 2) 3) 4) 5) Des ign Param~ters Hydrology Is a map(s) showing all Design Drainage Areas provided? x Yes No ---- Briefly summarize the range of appl ications made of the Rational Formula : The SCS Method was used to calculate runoff gen erated by the proposed development . I What is the size and location of largest Desig n Drainage Area to which the Rational Formula has been applied? 33 . 18 acres Location (or identifier): Drainage Area P-18 o n sheet CG-202 STORMWATER DESIGN GUIDELINES Effective February 2007 Page 23 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised February 2009 I I I I I I I i I i I ! I SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4 .15) Design Parameters (continued). Hydrology (continued) In making determinat ions fo r time of concentra ti on , was segment ana lysis used? x No Yes In approximately what percent of Design Drainage Areas? % ; As to intensity-duration-frequency and rain depth criteria for determin ing runoff flows , were any criteria other than those provided in these Guidel ines used? _X_ No __ Yes If "yes " identify type of data, source(s), and where applied: i For each of the stormwate r management features listed be low identify the storm re tu rn : frequencies (year) analyzed (or checked), and that used as the basis for design . Feature Analys is Year(s} Des ign Ye ar Storm dra in system for arterial and collector streets 2,1 0 ,25 & 10 0 yr 1 00 yr . Storm dra in system fo r local streets 2,10,25 & 10 0 yr 1 00 yr . Open channels -- Swale/buried conduit comb ination in lieu of channel 2 ,1 0 ,25 & 100 yr 100 yr . Swales -- Roads ide ditches and culverts serving them -- Detention facilities : spillway crest and its outfa ll 2,1 0 ,25 & 1 00 yr 100 yr. Deten ti on facilities : ou tl et and conveyance structure(s) 2 ,10 ,25 & 1 00 y r 100 yr. Detention facilities : volume when outlet pl~gged 2,10,2 5 & 100 yr 100 yr. Culverts serving private drives or streets -- Culverts serving public roadways -- Bridges: provide in bridge report . -- Hydraulics What is the range of des ign flow velocities as outlined below? Des ign flow velocities ; Gutters Conduit Culverts Swales Channels Highest (feet per second) 9 ft/s 9 ft/s --- Lowe st (feet per second} 3 f t /s 3 ft/s --- Streets and Storm Drain Systems Provide the summary information outlined below : Roughness coefficien ts used: For st reet gutters: .013 For condu it type(s) Concret e Coefficients : . 013 STORMWATER DESIGN GUIDELINES Effective February 2007 Pag e 24 of 26 APPEND IX . D: TECH. D ESIGN SUMMARY As Revised February 2009 - -..... - -------- ---------... -... -... - -... - ... - .... - - .... - - - - - SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.16) Design Parameters (continued) Hydraulics (continued) Street and Storm Drain Systems (continued) For the following, are assumptions other than allowable per Guidelines? In let coefficients? x No Yes Head and friction losses x No Yes ------ Explain any "yes" answer: I In conduit is velocity generally increased in the downstream di rection? x Yes No ---- Are elevation drops provided at inlets, manholes, and j unction boxes? x Yes No ---- Expla in any "no" answers : Are hydraulic grade lines calculated and shown for des ign storm? x Yes No ---- For 100-year flow conditions? x Yes --No Explain any "n o" answers : What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify xxxxxxxxxxx I each location and e•plaln' Open Channels If a HEC analysis is utilized , does it follow Sec Vl.F .5 .a? __ Yes __ No Outside of straight sections, is flow regime w it hin limits of sub-critical flow? __ Yes __ No If "no" list locations and explain : Culverts If plan sheets do not provide the following for each culvert, describe it here. For each design discharge , will operation be outlet {barrel) control or inlet control? Entrance, fr iction and exit losses : : ! I Bridges Provide all in bridge report STORMWATER DESIGN GUIDELINES Effective February 2007 Page 25 of 26 APPENDIX . D : TECH . DESIGN SUMMARY As Revised February 2009 ' i I I SECTION IX APPEND IX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Con ce12t a nd D e sign Pa rameters I Con ti nu ed (Page 4 .17) Design Param eters (conti nued) I Computer Software W hat computer so ftware has been used in the analysis and as sessment of storm water m anagement needs a nd/o r the deve lo pment of facility desig n s proposed for subject property project? List t hem below , being sure to identify the softwa re na m e and versio n , the date of the version, any ap plicable patches and the publisher This site was analyzed using US Ar my Corps of Eng ineers HEC -HMS software . Versi on 3.3 Dat e: October 9' 2008 Publisher : U.S. Army Corps of Engineers Institute for Water Resources Hydrologic Engineering Center 609 Second Street Davis California 95616-4620 Part 5 -Plans and S12ecifications Req uirements fo r su bmittal of const ruction drawings and s pe c ifi cations do not d iffer due to use of a Technical Desig n S ummary Report . Se e Sectio n Il l , Pa ragraph C3 . i I : Part 6 -Conclusions a nd Attestation · Conclusions : Add any concl ud ing info rmation here: I I ,"Att~.~t a\lon > c, .:, . -· ... ; ·. *' • c " Prov id e attestation to t he accuracy a nd co mpleteness of t he fo regoing 6 Pa rts of this T echnical Desian Summarv Drainaae Rep ort bv sianina and seal ina bel ow. "This report (p lan) for the drainage design of the development named in Pa rt B w as prepared by me (or un der my s up ervision) in acc ordance with provis ion s of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All lice nses and permits required by any and all state and fe deral regulatory agencies for the propo sed drainage imp rovements h ave b een issued or fa ll under applicable aeneral oermits ." ........ "'''"''\: --'\t OF T '\\\ ;<.~ ········· . .<.+-. \ """·"· * ... ? ... +, J oe l R. Bock, P.E. '**/ \*,.. ~ t ···: ..................... : .... ~ Licensed Professional Engineer 7. JOEL R. BOCK I! ~·;i•:·····················:·i;·l 1,.t···< 98441 /~I '+1 e;·.~C:f.t-J."/~:<J·(,,~f State of Texas PE No . 98441 \\,s 10NAl t"_::" '''''"'-__ ...... I STO RMWATER DES IG N GUIDELINES Effective February 2007 Page 26 of 26 APPENDIX. D : T EC H. DESIGN SU MMARY As Revised February 2009 ,.... .._,. .. -------------- -... - 30• 35' 14" I I 30" 34' 38"' So il Ma p--Brazo s Co un ty , Texa s 760400 760500 760600 760700 760800 76090 0 Map Scale: 1 :5.260 ~ pnnted on A size (8.5" x 11") sheet N A ---c::===-------======Me ters 300 0 50 100 200 ...... 1111C======::1111 ............ 1111C============:::::.Feet 1,200 0 200 400 800 USDA. Na tura l Reso urces =>§ Co nservati on Servi ce We b So il Surv ey Nationa l Coope ra tive Soi l Survey 761000 761100 "' "' "' .... "' 5/1 1/2010 Page 1 of 3 30• 35' 13" 30 · 34' 37" - USDA :iiliiiiiii ---- Soil Map-Brazos County , Texas MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest (AOI) So ils ~ Soil Map Units Special Poi nt Features (.'.) Blowout 181 Borrow Pit * Clay Spot • Closed Depression x Gravel P it .. Gravelly Spot @ Landfill A Lava Flow ~ Marsh or swamp ~ Mine or Quarry ® Miscellaneous Waler ® Perennial Water v Rock Outcrop + Saline Spot .. Sandy Spot -Severely Eroded Spot 0 Sinktiole 9 Slide ·or Slip pl Sodic Spot = Spoil Alea () Stony Spot Natural Resources Conservation Serv i ce (l) Very Stony Spot ... Wet Spot .... Other Spec ial Line Features Gully Short Steep Slope Other Political Features • Ci Li.es Water Features· • Oceans Streams and Canals- Transportation .....,.. R~ijs ~ Interstate Highways -US.Routes ~ Major Roads -~ Local Roacis Map Seate : 1:5 ,260 H printed on A siz e (8.5" x i 1 ")sheet. The soil surveys that comprise your AOI were mapped at 1 :20,000 . Please rely on1he bq.r scale on each map sheet for accurate map measurements . Source of Map : Natural Resources Conservation Service Web Soil Survey URL : http ://websoilsuivey .n rcs .usda .gov Coordinate System : .UTM Z.one 14N NAD8 3 This prOd!Jct is generated from the USDA-NRCS certified data as of the versipn date{s) listed below. Soil Survey Area: Survey Area Data : Brazos County, Texas Version 9, Oct 26 , 2009 Date(s) aerial images were photographed: 1995 The orthop.hoto or other base map on which the soif lines were compiled and digitized probably differs from the background imagery displayed on these maps . As a result , some minor-shifting of map unit boundaries may be evident. Web Soil Survey National Cooperative Soil Survey 5/11/2010 Page 2 of 3 I I I I Soil Map-Brazos County , Texas USDA ~ma Map Unit Legend Brazos County, Texas (TX041) "" Map Unit Symbol I Map Unit Name I Acre!i in AOI I 1BoA i Boonville fine sandy loam , 0 lo 1 percent ' 51.4 1 ·-~}-~a::::~,~;;,-[~~~~;ni~ifl~~-~~---____ {--·~-·. ~ -··----+-j sa TuA Tabor-Urban land complex , O to 2 percent slqpes ius h0~~~~;-ci~y~-~~=~·=--=----_J · ZuB l Zulch fine sandy loam, 1 to 3 percent slopes !rota·i~fo;A~;.;oflnter;st -----· -------------·- .-~~3 1 19 .0 t ! .... _,.._._+ 4 ,2 i a;-) ··-------.. t · 83.2 ...... ·-·--·--···--·· .................. i,.... ____ .--. ...... . Natural Resources Conservation Service Web Soil Su rvey National Cooperative Soil Survey Percent of AOI 61 .7% 0 .3% 22 .8%. 5 .1% 10.1% 100.0% 5/11/2010 Page 3 of 3 n D D D D I 0 I D I I I I \) \J ~ () I \?_~ ~~ ~!I C ity of Co ll ege Siat ion 480083 (JOH AIL ED STUDY 0 ~ ~ \ A.Prll.OXIMA lE SCAL ( ''Ef-k.3::=•·:=-=3=<::=:EE=··'1·?'========soo FEET NATIONAL FLO OD INSURANCE PROGRAM FLOOD INSURANCE RATE MAP BRAZOS COU NTY , TEXAS AND INCORPORATED AR EAS C$Et. ...... ,. ~N O (X FOR .. A l\IU.S NO T IO llll l N T l O ) ~f!!!.ll.~ COLLECE ST A.TION, OTV or •&!X>tl 0201 ...,._T•"'"°",l,._M,,,M.JMIUl -w11 lo.t--••"'°" ...._ '*'°'"' -........ ..._ COMMUlrillY NOMKll -=-~----......._.~ .... 1 ...... ,,._ MAP NUMBER 48041C0201 D MAP REVISED : FEBR UARY 9, 2000 Fed cDI Emergency M•nagcmcn t Agency m. ,. .,, olrlc.llll c;~ ~•portion oft~ 6be,,. u1te1e1"1c:e<l llood m ap n WH Hl~ed ""°'"0 F .,,.,,.. Ol'l·lfl'll!. Thi• l'l'l#P doK l\O'! ftf'.~I tl\r.91""' Qt lltl'le"1drnen!s w Nci'\ m •r l'la\lt been rTUldc s ubseq~I to ll'ICt date Of'\ IN! lltlft bloc:it, F Oi' lh• l•tH I product fl'll'or m •tlon •bo<ll Nallo"'« Aood lncu1....ce Prog1-m •ooa m•PJ cl\f'=lt IN FEMA Flood Mao 6 1c1e ~ www.rn.•C 11Cm•.QOY I I I I I I n l.J I=' u. ' () 11 10 9 ~ 8 a> Ol 7 Cll ... 0 (j) 6 Reservoir 'Wet Pond' Results tor Run "Prop 2' l\ ' ' " , \ I \'-' ' 284.00 283.36 282.71 J \• i '\:,, ' l ~ f f '\~'.. ·• .f I 282.Q/ ~ J -\\. ~ I .~ ·'*( ~. · · ,... 281.43 w t I :,. 'i , 4 . i l \ t-280.79 5. ~. ,, i ~· ·~ . t· ' l -~~-! -. ' t-280.14 4 . t .. ~ .. __ I 180 160 140 120 ii) 100 LL u ,,,., ~ 80 u: 60 40 20-~ II II Ii II Ii 11 1' 11 'l 11 I 1 I 1 I I' I. I I I I I I I I I \ , I [ t· I \ I I ' . . ----'--279.50 L--.....__ . "'~ ~ ""=-} 0 I l==:..,---,----;------;,_=::::::::=".~====:::::;:::::::J~ 03:00 06:00 • • • ••• IUiPP.OP 2 Element'hU PCtID ~Sl'<llgt ·-lll.ni'P.Oi' 2 EkmettWtT PC110 Res~l!M.ow 09:00 12:00 15:00 18:00 21 :00 01Jan2000 • RooPllCf'1E~Tl'OODResuitYoolEWJllll ---Run1'fiCP2t~TPOl!lRes~'1:f.EdF4ow 00:00 I 02Jan2000 I I I • I c I 14 ~ 12 0 ~ Reservoir 'Wet Pond" Results lor Run "Prop 10" 285.36 284.09 f Q) 10 Ol 2&2.82 ';' ~ 0 iii 281.55 I ,, 8 280.27 6i""' "~· ~ I ····-+-j .. ~~,·~---4'--~----~~-"'------'---_J__ __ i_ _ _J:::==~ 300 ~. ' .. • .. I 279.00 250-200 ~ Cf) u.. 2. 150-i L,oj ' "i'-« y• • ,...,-1-f :· I"" tr, :} ~-. J;w--,·-1~•"'t ,,.,..,~'. r' ~ 0 u:: 100 50 b: ~ .. 0 ; I j I :-:-:=-==+== J I 03:00 06:00 .... --. Rllll:P1l(f 10 8errentWH FOMl ReiutSkJaoe -Rllll:PR()' 10 E!tmentWF ?('}ID Resol<AJllQW 09:00 12:00 15:00 18:00 21:00 00:00 01Jan2000 I 02Jan2000 JioofROP 10 E~menl'l'IH POOO Relllll'OO E~valiln _ --R!fifROP IOE~menl:WtTPOOOReslttoml;inedlnlow Q) [jj I I I I I I Reservoir 'Wet Pond' Resutts lor Run ''Prop 25" 16 --------------------------..-287.00 ,,.... 14"'. f-ll. ' 0 12 ~ ~ 10 cu \,,, B 8 en 6 .... ;; : i:· i ·ft, ~-----'!'·--285.67 284.33 i=' ll. ~ 283.00 ~ w 281.67 280.33 ~-•,c--.--4 .L_ ___ ___:_ __________ ___;_ ______ __._279.00 350 300 250 ,,.... 200 en ll. ~ ~ 150~· ll. 100 50 0 l 03:00 06:00 • • .. • • f\JnPROP 25 EietrMWCl POOO Resul:S/cogo --!bl:PROP 25 E~~eotl\'El PCtID Resul.Q.l!ow 09:00 12:00 15:00 18:00 21:00 00:00 01Jan2000 I 02Jan2000 -Run1'RCP1SE~ill!Oi:WElP~D~Po<IElmion ---Rt111'RCP1SE~IOO'tW!:l POODRe!l$tombned I I I I I I I 18 16 ~ u. 14 I 0 ~ 12 Q) O> ra 10 .... 0 (jj t 8 . 6 L. i ............. ~, _____...4 ----~ 4 500 450 400 350 300 Ui u. g, 250 ?; 0 u: 200 150 100 50 0 03:00 06 :00 ··-·•• R<i1PR\PIOOElemertWtTl'CtlOflesultSlora;Je -RtnPAOPIOOElerrertWETPCMJResultOJlftcw Reservoir 'Wet Pond' Re sults lor Run 'Prop 100" .. ;, I I r 09:00 12:00 15:00 18 :00 21 :00 01Jan2000 -Rilll'!lOPIOOE~:WETP~Rwi!J'O(iEJevatioo ---R<J\l'ROP 100 ElemertWET PONO Res!LCWlllioed ~ftnw 00 :00 288 .00 286.71 285.43 f:' 284.14 !:!:, > Ill 282 .86 w 281 .57 280 .29 279.00 I 02Jan2000 I m I I i I Reservoir "DelentKin Pond" Results lor Run "Prop 2" 2.0 -· 279.50 ' ! i .. 1.8 .. +.1 .. 279.10 ~ 1.6 < ~ i ~\ i 278.70 f .i ' . ·~ LL . ~ { 0 1.4 i '. • l " 278.30 ~ l . \ " I 277.90 ~ ~ 1.2 ,. ~·~ ~ \ . I 1 1 ... ! ; ~ \ ' • Ql \, 277.50 ~ g> 1.0 ', ... ~· ~ ~ " :·. . .. 1. "' ;;: .Q 0.8 1·· " . ·: J lo,. ' '· • ., t ·m.10 w 1 . \... I ' 1 (/) 0.6 t ....,.. ~' j * ,,JI<, .. J I \ .... ' ...... "'!'. ' i. ....:· ~ ><.>« t 276.70 l ---_ ~./'"'"'.( ~ ' ~· l ........... ~ ! \, ;~-....-1:......,.._, I 0.4 -~''.'" _ ..................... W¥:J#oo'; ,.___, • • > t "{ '! -;: . . . ......,.. ... ~1 ~· 276.30 ... ?; ' ': f: • 0.2 . 275.90 ' 0.0 275.50 120 t ~ II 1001 r ll ' Ii i Ii II 11 II I 80i .j .. I ' I 11 if) ' 11 .. I I LL I l g_ 60 f: t I I ~ I I 0 ' f: u: I I I I 401 . ' . I I I I I I 20J .. t I I, I 0 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 01Jan2000 I 02Jan2000 ...... RuiiPROP2£1ement0£1ENTOlPON0Ri<utSllY. --RooPROP 2 ElementOE JENIOI POOD ReW!&itml Aun·P?.OP 2 Elewc.OHENliCll POOO Res.ti Pod E~nt'oo ---Aun:PROP2Eleiren:1lETEN1JIJllPCl'r.J~sijt\.oirlined~!ow I Reservoir 'Detention Pond" Results lor Run "Prop 1 O' 3.or II 200.50 ~~ ltj ~ 2.5 ~-"' -· !"l,t ~ t-279.67 ~ ~ ~ ; i 1 '. 0 2.0 t t f '.''' 278.83 r:-~ . l ·J \ ' -lL ~ ' . 1, ~. J .. l (]) i · 'I i•, _ i '-" Ol 1.5 i -· .·I• •j ; •· "' • 278 00 > C1l l .1;1 ·. -.) ··I i . ~ '-· I -' · "-., W 0 . ."' ~ \ ~' . ~ l ifJ 1.0 1· c .. --......... ~--•• ~·, ' ..... _ -. • _;., • 27717 ,__,,.,.,", ""'-· I I . ...,_t-...,.._____ .......... ol ~;-~-r" "c ~ ' ; ' j f' [27633 -0.0~ . -215.50 I 2001 I I I ;l \ 1!1 I r '· i -'1 I 1so1-r . -r . -... •· -~ -t-i ~ 0 '"" " • of I ! 100 --· -• ~ ~-~, -·... -. ! I ·1 I I 0 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 01Jan2000 I 02Jan2000 ...... RUllPROP IOBeme:itllffi~llONPOODR~ RooPROf' IOE.ement:OETENT'.OHPCtlDRllUll:PtdE~!CJI -Run.J>AOf> 10 ElanentDE ifN110N l'CtlD Ra"-'~"" -- -R11ti'ROP 10 E~1wf'.lEiEN110N P()lO Reloll:Coollined kl!aw I ii i II I 3.01 ~ 2.5J ~ 2.0 QI gi 1.5 .... 0 (jj 1.0 0.51 ,,.,.--1 ,, ,.., CJ) u. ~ ~ 0.0~ 200 150 ~ 100 50 i ------.&.-.-Reservoir 'Detention Pond" Results for Run "Prop 25' '"''t . ~ L,. '. •I ' ' j l ' . I ;· ' t . ' .~ \ \ i~ '1\ '1 ..... , \. j'·~, "'<-~! 281.00 280.08 279.17 i=' u. '-' 278.25 ~ w 277.33 ! l ·----%,_ ..... 276.42 275.50 =:=: J 0 I I : 03:00 06:00 •••••• i>..m:!'!lOP 25 Eitfre<lrDETENTl'.llffCllD Ats>.lt.Sl'.>'age --~l'OOP25ElementDETEHro!ll'rnOAootO.Jllow 09:00 12:00 15:00 18:00 21:00 01Jan2000 Rllll'ROP 25 &!titOEIDITION PONO ~:Pool t~vam ---fl\lli'llOP 2S Ele""'1!:0ffiNT~ l'(N) Rn'-lCo!Ollldil'<W 00:00 I 02Jan2000 I I I I I I 4.0 3.5 p 3.0 u. I ~ 2.5 Q) gi 2.0 ... 0 r;, 1.5 1.0l l 0.5 0.0 350 300 250L ! l I <n 200 u. S?, ~ 150 u. 100 50 0 03:00 06:00 •••• -RillfROI' !00 E!EmettOC TENTICtl PCNJ R!$AtSl>ra<Jt --R<11:fR0!'100deTierlilETEN!OlPCNJReslil<.\b Reservoir "Detention Pond" Results for Run "Prop 100' ,, h _:~t.: .. ! l1 ' i~ J •! ·:-.1\-fi i \ ~-·;:\ I f. ..... \.··~ 282.00 281.12 280.25 279.38 p u. 278,50 ~ w -~t ·~ ·.L·. -~:-,~ t ">-;.,., I . .. ''1-...__ J . _____ J_ --r 276 75 277.62 -..::...ii-.... __ ...... __ ....... -+ ... ...._...~-;~.~ -. fl I I I I I I I lr-1! I I 1\ l -I I. I i \, • 1 I l I I I 09:00 12:00 15:00 01Jan2000 f . 18:00 21:00 -RunfROf 100 Eleltl:ni:OETENT!OO POOD Al!s:Jt~ ~~ - --RunfROF 100 Elenm:OETENT!ON PCtlO Rl!Silt~ hlcw 275.88 275.00 00:00 I 02Jan2000 I I I I I I I I Project: College Station Wet Pond Simulation Run : Exist 2 Start of Run : 01 Jan2000, 01 :00 Basin Model: Existing Cond itions End of Run : 02Jan2000, 01 :30 Meteorologic Model: 2 yr 24 hr Compute Time: 01Apr2011, 08 :46:26 Control Specifications: Contro l 1 Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Analysis Point 1>.1735469 197 .8 01Jan2000, 13 :05 2 .05 Existing 1 0.0055781 4 .9 01Jan2000, 13:20 1.97 Exist ing 2 0.0061875 13 .7 01Jan2000 , 13:05 3.99 ! Existing 3 0.0327188 37 .9 01 Jan2000, 13:05 1.97 ; Exist ing 4 0 .0662188 73 .8 01Jan2000 , 13:10 1.97 Existing 5 0 .0308906 35 .8 01 Jan2000, 13:05 1.97 Existing 6 0 .0319531 37 .0 01 Jan2000, 13:05 1.97 Junction-1 0.0117656 16.7 01 Jan2000, 13:05 3.04 Junction X 0.0444,844 54 .6 01 Jan2000, 13:05 2.26 0-1 0.0040156. 9.1 01Jan200d , 13 :05 4 .08 0-2 0.0058906 13.1 01Jan2000 , 13:05 4 .08 0-3 0.0011250 2.5 01 Jan2000, 13:05 4 .08 0-4 0.0131094 19 .2 01 Jan2000, 13:05 2.41 Offsite Analys i sCP.aW9062 22 .1 01Jan2000, 13:05 4 .08 Offsite Ana lysi sCP.0~4 21 .8 01Jan2000, 13 :05 2.55 I I I I I I I Proj ect: College Statio n Wet Pond Simulation Run : Exist 10 Start of Run-: 01 Jan2000, 01 :00 Basin Model :. Existing Conditions End of Run : 02Jan2000, 01 :30 Meteorologic Model: 10 yr 24 hr Compute T ime: 01Apr201 1, 08 :46:37 Con t ro l Specifications: Control 1 Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) ! Analysis Point 'D .1735469 443 .9 01 Jan2000 , 13 :05 4.48 Existing 1 0.0055781 1.1.1 01Jan2000, 13 :15 4 .39 Existing 2 0.0061875 23 .. 5 01 Jan2000 , 13 :05 6.80 Existing 3 0 .0327188 86 .2 01 Jan2000 , 13 :05 4.40 Existing 4 0 .0662188 163 .7 01Jan2000 , 13:10 4.40 Existing 5 0.0308906 81.4 01 Jan2000, 13 :05 4.40 Exist ing 6 0.03 19531 84 .2 01Jan2000 , 13 :05 4.40 Junction-1 0,0117656 30.7 01 Jan2QOO , 13 ;05 5.66 Junction X 0 .0444844 116.9 01Jan2000 , 13 :05 4.73 0-1 0.0040 156 15.4 01 Jan2000 , 13:05 6.90 ... 10-2 0 .0058906 22.1 01Jan2000 , 13 :05' 6 .90 0-3 0.0011250 4.3 01 Jan2000 , 13 :05 6.90 0-4 0 .0131094 39 .0 01 Jan2000 , 13 :05 4.89 Offsite Ana lys i >CF.00il9062 37 .5 01 Jan2000 , 13 :05 6 .90 Offsite Ana lysi :;(ra~4 43 .3 01 Jan2000, 13 :05 5.05 I I I I Project: College Station Wet Pond Simulation Run : Exist 25 Start of Run: 01Jan2000, 01 :00 Basin Model:· Existing Conditions End of Run : 02Jan2000 , 01 :30 Meteorologic Model: 25 yr 24 hr Compute Time: 01Apr2011, 08:47:09 Control Specifications: Control 1 Volume Units: IN \ Hydrol_ogic Dra.inage Area Peak Discharge Time of Peak Volume [Element (Ml2) (CFS) (IN) . Analysis Point t>.1735469 532.5 01 Jan2000, 13 :05 5.38 I Existing 1 0.0055781 13.3 01J.an2000 , 13:15 5,29 Existing 2 0.0061875 26.9 01 Jan2000, 13:05 7.78 , Existing 3 0.0327188 103"5 01 Jan2000, 13:05 .5.29 Existing 4 0.0662188 195.9 01 Jan2000, 13: 10 5.29 Existing 5 0:0308906 97 .8 01Jan2000, 13 :05 5.29 Existing 6 0.0319531 101 . 1 01Jan2000 , 13:05 5.29 Junction~1 0 .0117656 35 .7 01 Jan2000, 13:05 6.60 Junction X 0 .0444844 139.2 01Jan2000, 13:05 5.63 0-1 0.00.40156 17.6 01Jan2000 , 13:05 7.88 0-2 0,0058906 25 .3 01 Jan2000, 13:05 7.88 0-3 0.0011250 4.9 01 Jan2000, 13:05 7.88 0-4 0.01_31094 46.1 01 Jan2000, 13:05 5.80 Offsite Analys i ~CF.0000062 42.8 01Jan2000 , 13:05 7.88 Offsite Analysi S~W23Z4 51 .1 01Jan2000, 13:05 5.96 I I I I I I I I I Project: College Station Wet Pond Simulation Run: Exist 100 Start of Run: 01Jan2000 , 01 :00 Bas in Model : Existing Conditions End of Run : 02Jan2000 , 01 :30 Meteorologic Model: 100 yr 24 h r Compute Ti me: 01Apr20 1 1 , 08:47 :15 Control Specificat ions: Control 1 Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Analysis Po int 1>.1735469 765.6 01Jan2000 , 13:05· 7.77 Existing 1 0 .0055781 19 .2 01Jan2000 , 13 :15 7.68 Existing 2 0.0061875 35 .7 01 Jan2000 , 13:05 10.34 Ex ist ing 3 0 .0327188 149.2 0 1Jan2000 , 13 :05 7.68 Existing 4 0 .0662188 281 .1 01Jan2000 , 13 :05 7.68 Existing 5 0 .0308906 140.9 01Jan2000 , 13 :05 7 .. 68 Existing 6 0.0319531 ·145.7 01Jan2000 , 13·:05 7.68 Junction-1 0.0117656 48 .7 01Jan2000 , 13:05 9.08 Junctiort X 0.0444844 197 .9 01Jah2000 , 13:05 8.05 0-1 0 .0040156 23 .3 0 1 Jan2QOO , 13:05 10.44 0-2 0.0058906 33 .5 01Jan2000 , 13:05 10 .44 0-3 0.0011250 6 ,5 01Jan2000 , 13 :05 10.44 0 -4 0 .0131094 64 .9 01Jan2000 , 13 :05 8.21 Offsite Analysi )~2 56 .8 01 Jan2000 , 13 :05 10.44 Offsite Ana lysi scre~4 7 1.4 01 Jan2000 , 13 ;05 8.38 Project: College Station Wet Pond Simulation Run: Prop 2 Start of Run: 01Jan2000, 01 :00 Basin Model: Ultimate Conditions End of Run : 02Jan2000, 01 :30 Meteorologic Model: 2 yr 24 hr Compute Time: 30Mar2011, 16:55 :31 Control Specifications : Control 1 Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Analysis Point 'Xl .15192 109.8 01 Jan2000, 13:25 3.79 Detention Pon W.0640468 67 .2 01 Jan2000, 13:20 3.24 EX-1 0.0055781 12 .6 01 Jan2000 , 13:05 4 .08 EX -2 0.0061875 14.0 01Jan2000 , 13 :05 4 .08 Junct ion-1 .0008281 2.0 01 Jan2000 , 13:05 4 .50 Junction-1 O .000875 2.1 01Jan2000 , 13 :05 4.50 Junction-11 0 .0426093 58 .9 01Jan2000, 13 :10 2.83 Junction-13 .0004375 0.8 01 Jan2000 , 13 :05 2.94 Junction-14 .00053125 1.0 01 Jan2000, 13 :05 3.21 / Junction-15 .000875 1.8 01Jan2000, 13 :05 3.72 I ; Junction-16 .000875 1.8 01Jan2000 , 13 :05 3.72 ! Junction-2 0.0274843 31 .3 01Jan2000 , 13 :10 2.05 Junction-3 0.0294218 34 .7 01 Jan2000 , 13 : 1 O 2 .21 Junction-4 0.0303281 36.2 01Jan2000, 13 :10 2 .28 Junction-5 0.0317031 38.4 01 Jan2000, 13 : 10 2 .38 i Junction-6 0.0410312 56.0 01Jan2000, 13 :10 2.77 : Junction-7 0.04103 12 56 .0 0 1 Jan2000, 13: 1 O 2.77 Junction-a 0.0419062 57.7 01Jan2000 , 13 :10 2 .80 Junction-9 .000875 2.1 01Jan2000 , 13 :05 4 .50 Junction-X1 0.0248437 56 .1 0 1Jan2000, 13:05 4 .08 Junction-X2 .000765625 1.9 01Jan2000, 13 :05 4 .50 I Junction-X3 0.0085781 19 .3 01Jan2000 , 13 :05 4 .12 i Junction-X4 0.0097031 21 .7 01Jan2000, 13 :05 4 .17 I i Ju nct ion-XS 0.0878750 49.3 01 Jan2000 , 13 :35 4 .19 0-1 0.0040156 9.1 01 Jan2000 , 13 :05 4 .50 Page 1 I Hydrologic Drainage Area Peak Discharge Time of Peak Volume ·Element (Ml2) (CFS) (IN) 0-2 0.0058906 13.4 01Jan2000 , 13:05 4 .50 0-3 0.0011250 2 .8 01 Jan2000 , 13 :05 4.50 Offsite Analysi )CF.0099Qti2 22 .5 01 Jan2000, 13 :05 4.50 Offsite Analysi sCF.0'1l8-~0 16.9 O 1 Jan2000, 13 :05 2.20 P-1 0 .0130781 29.5 01 Jan2000, 13:05 4 .08 P-10 0.0093281 19.7 01Jan2000 , 13:05 4 .08 P-11 .0007031 1.7 01 Jan2000, 13 :05 4.50 P-12 .0004375 1.1 01 Jan2000, 13:05 4 .50 P-13 .0004375 1.1 01Jan2000, 13:05 4 .50 P-14 0 .0214375 45.3 01 Jan2000, 13:05 4.08 P-15 .000609375 1.4 01 Jan2000 , 13 :05 4 .50 P-16 0.0518438 100.5 01Jan2000 , 13:10 4 .08 P-17 .000390625 1.0 01 Jan2000 , 13:05 4 .50 P-18 .000375 0.9 01Jan2000, 13:05 4 .50 P-19 .000546875 1.3 01 Jan2000, 13:05 4 .50 P-2 .0004375 1.1 01 Jan2000, 13 :05 4 .50 P-20 .000578125 1.4 01Jan2000 , 13:05 4 .50 P-21 0 .0117500 14.1 01 Jan2000 , 13 :05 1.97 I P-22 0 .0078125 17.6 01 Jan2000, 13:05 4 .08 P-23 .00034375 0 .8 01 Jan2000, 13:05 4.50 P-24 .000328125 0 .5 01Jan2000, 13:05 2.41 P-25 .000109375 0.3 01Jan2000 , 13 :05 4 .50 P-26 .00009375 0 .2 01Jan2000 , 13 :05 4 .50 P-3 .0003906 1.0 01Jan2000 , 13 :05 4.50 P-4 0 .0266562 29 .7 01Jan2000 , 13 :10 1.97 P-5 0 .0010625 2 .6 01 Jan2000, 13 :05 4 .50 P-6 .000875 2 .1 01 Jan2000 , 13 :05 4 .50 P-7 .0004844 1.2 01Jan2000 , 13 :05 4.50 P-8 .0004219 1.0 01Jan2000, 13 :05 4 .50 P-9 0.0013750 3.4 01 Jan2000 , 13 :05 4 .50 Reach-1 .0003906 0 .9 01 Jan2000 , 13:05 4.50 Page 2 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Reach -10 0 .0410312 56 .0 01Jan2000, 13:10 2 .77 Reach-11 .0004375 1.1 01 Jan2000, 13:05 4 .50 Reach-12 .0004375 1.1 01 Jan2000, 13:05 4 .50 Reach-13 .000875 2 .1 01 Jan2000, 13:05 4 .50 Reach-15 .000875 2.0 01Jan2000 , 13 :05 4 .50 Reach-16 0.0410312 55.9 01Jan2000, 13 :10 2 .77 Reach-17 0 .0419062 57 .7 01Jan2000, 13:10 2 .80 Reach -18 0.0426093 58.9 01Jan2000 , 13:10 2 .83 Reach-19 .000109375 0.3 01Jan2000, 13 :05 4 .50 Reach-2 .0004375 1.1 01Jan2000 , 13:05 4 .50 Reach-20 .000328125 0 .5 01Jan2000 , 13 :05 2.41 Reach-21 .0004375 0 .8 01Jan2000 , 13 :05 2 .94 Reach-22 .00009375 0 .2 01Jan2000 , 13:05 4 .50 Reach-23 .00053125 1.0 01 Jan2000 , 13 :05 3.21 I I Reach-24 .00034375 0 .8 01Jan2000, 13:05 4 .50 Reach-25 .000875 1.8 01Jan2000, 13:05 3 .72 Reach-26 .000875 1.7 01 Jan2000 , 13:05 3 .72 Reach -27 0.0248437 54 .7 01 Jan2000 , 13 :05 4 .08 Reach-28 .000765625 1.7 01Jan2000 , 13:10 4 .50 Reach -29 0.0085781 19.0 01 Jan2000, 13:05 4 .12 Reach-3 .0008281 2 .0 01 Jan2000, 13:05 4 .50 Reach -30 0 .0097031 21 .6 01Jan2000, 13 :05 4 .17 Reach-4 0 .0274843 31 .2 01Jan2000, 13:10 2 .05 Reach -5 .000875 2 .1 01 Jan2000, 13:05 4.50 Reach-6 0 .0294218 34 .6 01 Jan2000 , 13 : 10 2 .21 Reach-7 .0004219 1.0 01Jan2000, 13 :05 4 .50 1 Reach-8 0 .0303281 35 .9 01Jan2000, 13 :1 0 2 .28 Reach -9 0 .0317031 38.4 01Jan2000, 13 :10 2 .38 Wet Pond 0 .0870000 49.0 01Jan2000 , 13 :35 4 .19 Page 3 - - Junction "Analysis Point 1" Results for Run "Prop 2" 120 100 80 'Ci) lL 60 ~ ~ 0 u:: 40 I j 03 :00 06:00 09:00 12:00 01Jan2000 --Run:Prop 2 Element:ANAL YSIS POINT 1 Result:Outflow • • • • • • Run :Prop 2 Element:Detention Pond Resu lt:Outflow 15:00 18:00 21:00 00 :00 I 02 Jan2000 - - -Run : Prop 2 Ele ment:J unction -X5 Resul t:Outffow -Reservoir "Detention Pond" Results for Run "Prop 2" ........ 2.0-,\ -279.59 f-; \ LL I I 1.5-i -....... (.) I f- ~ I LL I ._. Q) 1.0-J \ -277.55 > . O> \ (!) l1l w ..... 0 0.5-.'Ji.' • I -.. en 0.0 275.50 120 100 ! 80 ....... en 60 LL (.) ._. ~ 0 40 u: \ 20 l. - 0 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 01Jan2000 lo2Jan2000 ------Run :PROP 2 Element:DETENTION POND Resutt:Storage Run :PROP 2 Element:DETENTION POND Result :Pool Elevatio n --Run :Prop 2 Element:DETENTION POND Result:Outflow - - -Run :PROP 2 Element:DETENTION POND ResultCombined Inflow .... - .... -Reservoir "Wet Pond " Results for Run "Prop 211 11 f 10 283.36 I 9 ...... 0 i Ii: ~ 8 282 .07 .._, QJ 7 > Ol l QJ C1l iii .... 6 < 280.79 0 t -..... (/) 5 , 4 ' ... .. --l--.. ·--. -:--. ·--· ~ -··~ 279.50 180 ~ 160 ;· 11 11 140 11 120 ii 11 ,.... 100 11 (/) 1 I LL ~ 80 ·! .. 1 l ~ 1 1 0 60 r \-· t u:: l i i i 40 f .. i i ' 20 ;. {. l--' i i 0 03 :00 06 :00 09 :00 12:00 15:00 18:00 21:00 00:00 01Jan2000 lo2Jan2000 · • • • -• Run :PROP 2 Element:WET PON D Re su lt:Storage Run :PROP 2 Element:WET POND ResultPool Elevalion --Run :Prop 2 Element:WET POND ResultOutflow - - -Run :PROP 2 Element:WET POND Resull :Combined In fl ow .... Junction "Offsite Analysis Point -1" Results for Run "Prop 211 ~ If) u. 0 ~ 20 15 ~ 10 u: 5 03 :00 06:00 09:00 12:00 15:00 01Jan2000 --Run: Prop 2 Element:OFFSITE ANALYSIS POINT · 1 Result:Outflow - - -Run :Prop 2 Elemenl:0-2 Result:Outflow • • • • • • Run: Prop 2 Element:0· 1 Result:Outflow 18:00 21:00 00:00 I 02Jan2000 -Junction "Offsite Analysis Point -211 Resul ts for Run "Prop 211 18 ·- 16 -14 I - 12 10 ,-.. CJ) u. ~ ;: 8 T 0 u:: -6 4 ~· . - 03 :00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 01Jan2000 I 02Jan2000 --Run :Prop 2 ElementOFFSITE ANALYSIS PO INT • 2 Result :Outflow - - -Run :Prop 2 Element0·3 Result:Outflow • • • • • • Run :Prop 2 Element:P-21 Result :Outllow - Project: College Station Wet Pond Simulation Run : Prop 10 Start of Run : 01Jan2000 , 01 :00 Basin Model: Ultimate Conditions End of Run : 02Jan2000 , 01 :30 Meteorologic Model: 10 yr 24 hr Compute Time : 30Mar2011 , 16:55: 50 Control Specifications: Control 1 Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Analysis Point 10 .15192 275.1 01 Jan2000 , 13 :20 6.54 Detention Pon ~0.0640468 153.5 01Jan2000 , 13 :15 5 .90 EX-1 0 .0055781 21 .3 01Jan2000 , 13 :05 6 .90 EX-2 0 .0061875 23.7 01 Jan2000, 13 :05 6 .90 Junction-1 .0008281 3 .3 01 Jan2000 , 13:05 7.40 Junction-10 .000875 3.4 01 Jan2000, 13:05 7.40 Junction-11 0.0426093 115.8 01 Jan2000 , 13:05 5.41 Junction-13 .0004375 1.4 01 Jan2000 , 13:05 5 .52 Junction-14 .00053125 1.8 01 Jan2000, 13 :05 5 .85 Junction-15 .000875 3 .2 01Jan2000 , 13:05 6.46 Junction-16 .000875 3 .1 01 Jan2000, 13 :05 6.46 Junction-2 0.0274843 68 .5 01Jan2000 , 13:10 4.49 Junction-3 0 .0294218 74.3 01 Jan2000, 13 :05 4.68 Junction-4 0 .0303281 76 .8 01Jan2000 , 13:10 4 .76 Junct ion-5 0 .0317031 80 .6 01Jan2000 , 13:10 4 .88 Junction-6 0 .0410312 110.5 01 Jan2000 , 13:05 5.34 Junction-7 0 .0410312 110.3 01Jan2000 , 13:10 5 .34 Junction-8 0 .0419062 113.4 01 Jan2000 , 13 :05 5 .38 Junction-9 .000875 3.5 01 Jan2000 , 13 :05 7.40 Juncti on-X1 0 .0248437 95 .1 01 Jan2000 , 13 :05 6 .90 Junct ion-X2 .000765625 3 .1 01 Jan2000 , 13 :05 7.40 Junction-X3 0 .0085781 32 .7 01 Jan2000, 13 :05 6 .94 Junction-X4 0 .0097031 36 .6 01 Jan2000 , 13:05 7 .00 Junction-XS 0 .0878750 135.4 01 Jan2000 , 13 :25 7 .01 0-1 0 .0040156 15.0 01 Jan2000 , 13:05 7.40 Page 1 Hydro logic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) 0 -2 0 .0058906 22 .0 01 Jan2000, 13:05 7.40 0 -3 0 .0011250 4.5 01 Jan2000, 13 :05 7.40 Offsite Analysi sCP.0099062 37 .1 01 Jan2000, 13:05 7.40 Off site Analysi sCF.0~7.50 36 .5 01Jan2000 , 13:05 4.66 P-1 0.0130781 50 .0 01 Jan2000, 13:05 6 .90 P-10 0.0093281 33.4 01 Jan2000, 13:05 6.90 P-11 .0007031 2 .8 01 Jan2000 , 13:05 7.40 P-12 .0004375 1.8 01Jan2000 , 13 :05 7.40 P-13 .0004375 1.8 01 Jan2000 , 13:05 7.40 P-14 0.0214375 76 .8 01Jan2000 , 13:05 6 .90 P-15 .000609375 2.3 01Jan2000, 13:05 7.40 P-16 0 .0518438 170.4 01Jan2000 , 13:10 6 .90 P-17 .000390625 1.6 01Jan2000 , 13:05 7.40 P-18 .000375 1.5 01 Jan2000, 13:05 7.40 P-19 .000546875 2 .2 01Jan2000 , 13:05 7.40 P-2 .0004375 1.8 01Jan2000 , 13:05 7.40 P-20 .000578125 2 .3 01 Jan2000, 13:05 7.40 P-21 0.0117500 32.0 01Jan2000 , 13:05 4.40 P-22 0.0078125 29 .9 01 Jan2000, 13 :05 6 .90 P-23 .00034375 1.4 01 Jan2000 , 13:05 7.40 P-24 .000328125 1.0 01 Jan2000 , 13:05 4 .89 P-25 .000109375 0.4 01 Jan2000 , 13:05 7.40 P-26 .00009375 0.4 01 Jan2000 , 13 :05 7.40 P-3 .0003906 1.6 01Jan2000 , 13:05 7.40 P-4 0.0266562 65.9 01Jan2000 , 13:10 4.40 P-5 0.0010625 4 .3 01Jan2000 , 13:05 7.40 P-6 .000875 3.5 01Jan2000 , 13:05 7 .40 P-7 .0004844 1.9 01Jan2000, 13:05 7.40 P-8 .0004219 1.7 01 Jan2000 , 13:05 7.40 P-9 0 .0013750 5 .5 01 Jan2000 , 13:05 7.40 Reach-1 .0003906 1.6 01 Jan2000 , 13:05 7.40 Page 2 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) I (CFS) (IN) I Reach-10 0 .0410312 110.3 01Jan2000, 13:10 5 .34 Reach-11 .0004375 1.7 01Jan2000, 13:05 7.40 Reach-12 .0004375 1.7 01Jan2000, 13 :05 7.40 Reach-13 .000875 3.4 01 Jan2000, 13:05 7.40 Reach-15 .000875 3.4 01 Jan2000, 13:05 7.40 Reach-16 0 .0410312 110.3 01Jan2000 , 13:10 5 .34 Reach -17 0 .0419062 113.1 01 Jan2000 , 13 : 10 5 .38 I Reach-18 0.0426093 115.1 01Jan2000 , 13 :10 5.41 Reach -19 .000109375 0.4 01Jan2000 , 13:05 7 .40 I Reach-2 .0004375 1.7 01Jan2000 , 13:05 7.40 Reach-20 .000328125 1.0 01 Jan2000 , 13:05 4.89 Reach -21 .0004375 1.4 01 Jan2000, 13:05 5 .52 Reach-22 .00009375 0.4 01Jan2000 , 13:05 7.40 I Reach-23 .00053125 1.8 01Jan2000, 13:05 5.85 I Reach-24 .00034375 1.4 01 Jan2000 , 13:05 7.40 Reach-25 .000875 3.1 01Jan2000, 13:05 6.46 Reach-26 .000875 3.0 01 Jan2000, 13:05 6.46 Reach-27 0 .0248437 93.0 01Jan2000, 13:05 6.90 Reach-28 .000765625 2 .8 01Jan2000 , 13:10 7.40 Reach-29 0.0085781 32 .1 01Jan2000 , 13:05 6 .95 I Reach -3 .0008281 3 .3 01Jan2000 , 13:05 7 .40 Reach -30 0.0097031 36 .5 01Jan2000 , 13:05 7 .00 Reach-4 0 .0274843 68.4 01Jan2000 , 13:10 4.49 Reach -5 .000875 3.5 01 Jan2000 , 13 :05 7.40 Reach-6 0.0294218 74 .1 01Jan2000 , 13:10 4 .68 Reach-7 .0004219 1.7 01 Jan2000 , 13 :05 7.40 Reach -8 0 .0303281 76 .5 01Jan2000, 13 :10 4 .76 Reach-9 0 .0317031 80.5 01Jan2000 , 13:10 4 .88 I Wet Pond 0.0870000 134.3 01Jan2000 , 13 :25 7 .01 I Page 3 Reservo ir 11 Detention Pond" Results for Run "Prop 1 O" I\ '• : I ,·, ~ 3.o- LL I () ., I . ·'• ' \ ~ 2.0- \ ·' ' ~· ' ·t ··· . ,. . ; Q) -O> (1j 1.0-..... ; 0 en ... _1 .. ..,,: .. !... 0.0 ' 200 180 160 ~ II 140 I I 120 ~ (/) LL 100 () ._. 80 3 0 iI 60 -; -I\ I: ' .. ' I I I . i 40 . • ! . ,. 20 0 03:00 06:00 09 :00 12:00 15:00 01Jan2000 • • -• --Run :PROP 10 Element:DETENTI ON POND Resull:Storage Run :PROP 10 Element:DETENTION POND Res ul t:Pool El evation --Run :PROP 10 Ele ment:DETENTION POND Result :Outflow - - -Run :PROP 10 Element:DETENTIO N POND Result:Combined Inflow i .l i i. ! 18:00 21:00 281 .00 -280.21 -279.43 --278 .64 --277 .86 --277.07 -276.29 275 .50 00:00 lo2 Jan2000 ~ LL > Q) w Reservoir "Wet Pond " Results for Run "Prop 1 O" ' 285.36 14 ,\ ~ I\ J . l I LL 12 ' \ 284.09 ' . : ~ 0 : ~ 282.82 LL 10 Q) ; > ·I Q) Ol 8 . -!f 281.55 w tll ' \., . ' 0 ..... 6 f .. 280.27 -(/) . -i · ' 4 279.00 300 250 " 200 .-.. ~ 15 0 ~ 3 l ~ 100 ·i I ! 50 . ~ 0 03 :00 06:00 09 :00 12:00 15:00 18:00 21:00 00 :00 01Jan2000 !02Jan2000 • • --• • Run:PROP 10 Element:WET POND Resu lt:Storage .. .... Run :PROP 10 Element:WET POND Result:Pool Elevation --Run :PROP 10 Element:WET POND Result:Outflow - - -Run :PROP 10 Element:WET POND Resu lt:Combined Inflow Project: College Station Wet Pond Simulation Run : Prop 25 Start of Run: 01Jan2000, 01 :00 Basin Model: Ultimate Conditions End of Run : 02Jan2000, 01 :30 Meteorologic Model: 25 yr 24 hr Compute Time: 30Mar2011 , 16 :56:31 Control Specifications: Control 1 Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Analysis Point 10.15192 338 .8 01Jan2000 , 13 :15 7.50 Detention Pon j0.0640468 184.1 01Jan2000, 13:15 6.84 EX-1 0.0055781 24.4 01Jan2000, 13 :05 7.88 EX-2 0.0061875 27 .1 01 Jan2000, 13:05 7.88 Junction-1 .0008281 3.8 01Jan2000 , 13 :05 8.40 Junction-1 O .000875 3.8 01Jan2000 , 13 :05 8.40 Junction -11 0.0426093 136.2 01Jan2000, 13 :05 6 .34 Junction-13 .0004375 1.7 01Jan2000 , 13 :05 6.45 Junction-14 .00053125 2.1 01 Jan2000, 13 :05 6.79 Junction-15 .000875 3.6 01Jan2000 , 13 :05 7.42 Junction-16 .000875 3.6 01 Jan2000, 13 :05 7.43 Junction-2 0.0274843 82 .0 01 Jan2000, 13 :05 5.38 Junction-3 0.0294218 88 .7 01Jan2000 , 13 :05 5.58 Junction-4 0.0303281 91 .5 01Jan2000, 13 :10 5.67 Junction-5 0.0317031 95.6 01 Jan2000, 13 : 10 5.79 Junction-6 0.0410312 130.1 01 Jan2000 , 13 :05 6.26 Junction-7 0.0410312 129.8 01 Jan2000 , 13:05 6 .26 Junction-a 0.0419062 133 .5 01Jan2000, 13:05 6 .31 Junction-9 .000875 4 .0 01 Jan2000 , 13 :05 8.40 Junction -X1 0.0248437 108.6 01 Jan2000, 13:05 7.88 Junction-X2 .000765625 3.5 01 Jan2000 , 13 :05 8.40 Junction-X3 0.0085781 37 .3 01 Jan2000 , 13 :05 7.93 I J . : unct1on-X4 0.0097031 41 .7 01 Jan2000 , 13 :05 7.98 Junction -XS 0.0878750 166 .6 01Jan2000 , 13 :25 7.99 0 -1 0.0040156 17 .1 01 Jan2000 , 13 :05 8.40 Page 1 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) 0-2 0.0058906 25 .0 01 Jan2000, 13:05 8.40 0 -3 0 .0011250 5.1 01 Jan2000, 13 :05 8.40 Off site Analysi s~2 42.1 01 Jan2000, 13:05 8.40 Offsite Analysi sCPOtta.7.50 43 .5 01 Jan2000, 13 :05 5.56 P-1 0.0130781 57 .2 01 Jan2000, 13 :05 7.88 P-10 0 .0093281 38 .2 01Jan2000 , 13:05 7 .88 P-11 .0007031 3.2 01Jan2000, 13:05 8.40 P-12 .0004375 2.0 01Jan2000 , 13 :05 8.40 P-13 .0004375 2 .0 01Jan2000 , 13 :05 8.40 P-14 0.0214375 87 .7 01Jan2000, 13 :05 7 .88 P-15 .000609375 2 .6 01Jan2000 , 13:05 8.40 P-16 0.0518438 194.7 01Jan2000 , 13:10 7.88 P-17 .000390625 1.8 01 Jan2000, 13:05 8.40 P-18 .000375 1.7 01 Jan2000, 13 :05 8.40 P-19 .000546875 2 .5 01Jan2000 , 13 :05 8.40 P-2 .0004375 2 .0 01 Jan2000 , 13:05 8.40 P-20 .000578125 2 .6 01Jan2000 , 13 :05 8.40 P-21 0 .0117500 38.4 01Jan2000 , 13 :05 5.29 P-22 0.0078125 34.2 01Jan2000 , 13 :05 7 .88 P-23 .00034375 1.6 01 Jan2000 , 13 :05 8.40 P-24 .000328125 1.2 01Jan2000 , 13:05 5 .80 P-25 .000109375 0 .5 01 Jan2000, 13:05 8.40 P-26 .00009375 0.4 01Jan2000 , 13:05 8.40 P-3 .0003906 1.8 01Jan2000 , 13:05 8.40 P-4 0 .0266562 78 .9 01Jan2000 , 13:10 5.29 P-5 0 .0010625 4 .9 01 Jan2000, 13:05 8.40 P-6 .000875 4 .0 01 Jan2000, 13:05 8.40 P-7 .0004844 2 .2 01 Jan2000 , 13 :05 8.40 P-8 .0004219 1.9 01Jan2000 , 13 :05 8.40 P-9 0.0013750 6 .3 01Jan2000, 13:05 8.40 Reach-1 .0003906 1.8 01Jan2000 , 13:05 8.40 Page2 Hydro logic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Reach-10 0 .0410312 129.8 01 Jan2000, 13:05 6 .26 Reach-11 .0 004375 2 .0 01 Jan2000, 13:05 8.40 Reach-12 .0004375 2 .0 01 Jan2000, 13:05 8.40 Reach-13 .000875 3.8 01 Jan2000, 13:05 8.40 Reach-15 .000875 3.8 01 Jan2000, 13:05 8.40 Reach-16 0.0410312 129.6 01 Jan2000, 13:05 6.26 Reach-17 0 .0419062 133.0 01 Jan2000, 13:05 6.31 Reach-18 0 .0426093 135.3 01Jan2000, 13:10 6.34 Reach-19 .000109375 0 .5 01Jan2000, 13:05 8.40 Reach-2 .0004375 2 .0 01 Jan2000, 13:05 8.40 Reach -20 .000328125 1.2 01Jan2000, 13:05 5.80 Reach-21 .0004375 1.7 01Jan2000 , 13:05 6.45 Reach-22 .00009375 0.4 01 Jan2000, 13:05 8.40 Reach-23 .00053125 2 .1 01 Jan2000, 13:05 6 .79 Reach-24 .00034375 1.6 01 Jan2000, 13:05 8.40 Reach-25 .000875 3 .6 01 Jan2000 , 13:05 7.43 Reach-26 .000875 3 .5 01 Jan2000, 13:05 7.43 Reach-27 0 .0248437 106.3 01 Jan2000, 13:05 7.88 Reach-28 .000765625 3 .2 01 Jan2000, 13:05 8.40 Reach-29 0 .0085781 36.6 01 Jan2000, 13:05 7 .93 Reach-3 .0008281 3.7 01 Jan2000, 13:05 8.40 Reach-30 0 .0097031 41.6 01 Jan2000 , 13:05 7 .98 Reach-4 0.0274843 81 .8 01 Jan2000, 13: 10 5 .38 Reach-5 .000875 4 .0 01 Jan2000, 13:05 8.40 Reach-6 0.0294218 88.4 01 Jan2000, 13: 10 5 .58 Reach-7 .0004219 1.9 01 Jan2000, 13:05 8.40 Reach-8 0.0303281 91.0 01 Jan2000, 13: 10 5 .67 Reach-9 0 .0317031 95 .6 01 Jan2000, 13: 10 5 .79 Wet Pond 0.0870000 165.3 01 Jan2000, 13:25 7 .99 Page 3 ;. ·- ·- 300 250 200 .. ,...... (/) LL 0 ~ ~ 150 0 u:: 100 50 0 03:00 Junction 11 Analysis Point 111 Results for Run "Prop 25" . ·l ! ' i I I 06:00 I I~ .i~ ,Ji I l/: \ :I ~ I -~ :L ., ··1 I 09:00 12 :00 15:00 01Jan2000 i -~. 18:00 ' 21:00 00:00 I 02Jan2000 --Run :Prop 25 Element:ANAL YSIS POINT 1 Result:Outllow • • • • • • Run :Prop 25 Element:Deten lion Pond Result:Outflow - - -Run :Prop 25 Element:Junction -X5 Result :Outflow - - •'-.::. - Reservoir "Detention Pond" Results for Run "Prop 25" ~ E 3.0 •' ,; I 0 \ ~ 2.0 ' . . Q) .I \ ·-J Ol I ~ (1j 1.0 \.. 0 -(f) 0.0 ~ i 200 -_, ' ,1 150 I I I ,.....__ (f) u.. I \-0 ........ 100 ~ I \ 0 u:: I \ 50 ~----- 03:00 06:00 09:00 12:00 15:00 01Jan2000 · · -• · -Run :PROP 25 Element DETENTION POND Result :Storage Run:PROP 25 Element:DETENTION POND Result:Pool Elevation --Run:PROP 25 Elemenl:DETENTION POND Result:Outflow -- -Run :PROP 25 Element:DETENTION POND Result :Combined Inflow : 18:00 21:00 281.00 279.00 277.00 275 .00 00 :00 lo2Jan2000 E ........ > ..91 w Reservoir "Wet Pond" Results for Run "Prop 25 11 16 287.00 i=' 14 u. ' I 12 I 284.33 .....,, 0 \ f-~ u. al 10 1 > Ol ., al CCI 8 :, 281.67 w ..... 0 .... CJ) 6 .. 4 279.00 350 300 250 .....,, 200 ~ . . ' CJ) u. ~ 150 ' . --T -1 :; 0 u:: 100 50 . t- 0 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 01Jan2000 !02Jan2000 ---• -• R111 :PROP 25 Element:WET POND Result:Storage Roo :PROP 25 Element:WET POND Result:Pool Elevation --Run :Prop 25 Element:WET POND Resutt:Outflow - - -Run: PROP 25 Element:WET POND Result:Combined Inflow ..... Junction 11 0ffsite Analysis Point -111 Results for Run "Prop 25 11 45 40 35 ........ 30 1 · . l ! ,,..... 25 f 1 (f) u. 0 ._.. 20 'i I 3 0 u:: I~\ 15 . ti .. (I I :1 I I 10 ! . ) tl ·• i i l I I I ! 5 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00 :00 01Jan2000 I 02Jan2000 --Run:Prop 25 Element:OFFSITE ANALYSIS POINT· 1 Resu lt:Outflow - - -Run:Prop 25 Element:0·2 Result :Outllow • -• • • • Run :Prop 25 Element:0-1 Result :Outflow - - '''" Junction 11 0ff site Analysis Point -211 Results for Run 11 Prop 25 11 45 40 - 35 ! -30 ,,...... 25 ! Cf) LL i () ' -; 20 i 0 u: 15 10 ! ! 5 j . I I 0 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 01Jan2000 I 02Jan2000 --Run :Prop 25 Element:OFFS ITE ANALYS IS PO INT • 2 Result :Outflow ---Run :Prop 25 Ele rnent:0·3 Result :Outflow ------Run :Prop 25 Element:P-21 Resuh :O utfl ow - Project: College Station Wet Pond Simulation Run: Prop 100 Start of Run : 01 Jan2000, 01 :00 End of Run : 02Jan2000, 01 :30 Compute Time : 31 Mar2011, 08:06:44 Volume Units: IN Basin Model: Ultimate Conditions Meteorologic Model: 100 yr 24 hr Control Specifications : Control 1 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Analysis Point 10 .15192 504 .9 01Jan2000, 13:15 10.03 Detention Pon W.0640468 265.3 01 Jan2000, 13: 10 9 .34 EX-1 0 .0055781 32.3 01 Jan2000, 13:05 10.44 EX-2 0 .0061875 35 .9 01 Jan2000, 13:05 10.44 Junction-1 .0008281 4 .9 01 Jan2000, 13:05 11 .00 Junction-10 .000875 5.1 01 Jan2000, 13:05 11 .01 Junction-11 0 .0426093 189.4 01 Jan2000, 13:05 8.80 Junction-13 .0004375 2.3 01 Jan2000, 13:05 8 .90 Junction-14 .00053125 2.9 01 Jan2000, 13:05 9.27 Junction-15 .000875 4 .9 01 Jan2000, 13:05 9.95 J unction-16 .000875 4.8 01 Jan2000, 13:05 9 .95 Junction-2 0 .0274843 118.0 01 Jan2000, 13:05 7 .78 Junction-3 0.0294218 126.8 01 Jan2000, 13:05 7 .99 Junction-4 0.0303281 129.4 01Jan2000, 13:10 8 .08 Junction-5 0 .0317031 135.1 01Jan2000, 13:10 8 .21 Junction-6 0.0410312 181.4 01 Jan2000 , 13:05 8 .72 Junction-7 0 .0410312 181.0 01 Jan2000 , 13:05 8 .72 Junction-8 0 .0419062 185.8 01 Jan2000, 13:05 8 .77 Junction-9 .000875 5 .2 01 Jan2000 , 13 :05 11 .00 Junction-X 1 0 .0248437 143.9 01Jan2000 , 13 :05 10.44 Junction-X2 .000765625 4 .6 01Jan2000, 13 :05 11 .00 Junction-X3 0 .0085781 49 .5 01Jan2000, 13 :05 10.49 Junction-X4 0.0097031 55 .3 01 Jan2000 , 13:05 10 .55 Junction-XS 0 .0878750 251 .7 01 Jan2000, 13:20 10 .54 0-1 0 .0040156 22.3 01Jan2000, 13:05 11.00 Page 1 I I Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) 0-2 0.0058906 32 .8 01Jan2000, 13:05 11 .00 0-3 0 .0011250 6.7 01 Jan2000, 13:05 11.00 Off site Analysi 3CRWi9062 55 .1 01 Jan2000, 13:05 11 .00 Off site Analysi 3CP01dlS.7.50 61.9 01 Jan2000, 13:05 7.97 P-1 0.0130781 75 .8 01 Jan2000, 13:05 10.44 P-10 0.0093281 50 .6 01Jan2000, 13:05 10.44 P-11 .0007031 4 .2 01 Jan2000, 13:05 11 .00 P-12 .0004375 2.6 01 Jan2000, 13:05 11.00 P-13 .0004375 2 .6 01 Jan2000, 13:05 11 .00 P-14 0.0214375 116.3 01Jan2000, 13:05 10.44 P-15 .000609375 3.4 01Jan2000 , 13:05 11 .00 P-16 0 .0518438 258.1 01Jan2000, 13:10 10.44 P-17 .000390625 2.3 01 Jan2000 , 13:05 11 .00 P-18 .000375 2.2 01 Jan2000 , 13:05 11 .00 P-19 .000546875 3.3 01 Jan2000 , 13:05 11 .00 P-2 .0004375 2 .6 01 Jan2000, 13:05 11 .00 P-20 .000578125 3 .5 01 Jan2000, 13:05 11 .00 P-21 0 :0117500 55.2 01 Jan2000 , 13:05 7 .68 P-22 0.0078125 45.3 01 Jan2000, 13:05 10.44 P-23 .00034375 2 .1 01Jan2000, 13:05 11 .00 P-24 .000328125 1.7 01 Jan2000, 13:05 8.21 P-25 .000109375 0 .7 01 Jan2000, 13:05 11 .00 P-26 .00009375 0 .6 01 Jan2000, 13:05 11 .00 P-3 .0003906 2 .3 01 Jan2000, 13:05 11 .00 P-4 0 .0266562 113.2 01 Jan2000, 13:05 7 .68 P-5 0 .0010625 6.4 01Jan2000, 13:05 11 .00 P-6 .000875 5 .2 01 Jan2000, 13:05 11 .00 P-7 .0004844 2 .9 01Jan2000, 13:05 11 .00 P-8 .0004219 2.5 01 Jan2000, 13:05 11 .00 P-9 0.0013750 8 .2 01 Jan2000, 13:05 11 .00 Reach -1 .0003906 2 .3 01 Jan2000, 13:05 11 .00 Page 2 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Reach -10 0 .0410312 181 .0 01Jan2000, 13:05 8 .72 Reach-11 .0004375 2 .6 01 Jan2000, 13:05 11 .00 Reach-12 .0004375 2 .6 01 Jan2000, 13:05 11 .00 Reach-13 .000875 5.1 01Jan2000, 13:05 11 .01 I Reach-15 .000875 5.0 01Jan2000, 13:05 11 .01 Reach-16 0.0410312 180.8 01 Jan2000, 13:05 8.72 Reach-17 0 .0419062 185.2 01Jan2000, 13:05 8.77 Reach-18 0 .0426093 187 .5 01Jan2000, 13:10 8 .81 Reach-19 .000109375 0.6 01 Jan2000, 13:05 11 .00 Reach-2 .0004375 2.6 01Jan2000, 13:05 11.00 Reach-20 .000328125 1.7 01 Jan2000, 13:05 8 .21 Reach-21 .0004375 2 .3 01Jan2000 , 13:05 8 .90 Reach -22 .00009375 0.6 01 Jan2000, 13:05 11 .00 Reach-23 .00053125 2 .8 01Jan2000, 13:05 9.27 Reach-24 .00034375 2.0 01Jan2000, 13 :05 11.00 Reach-25 .000875 4 .8 01 Jan2000, 13:05 9.95 Reach-26 .000875 4 .7 01Jan2000, 13:05 9 .96 Reach-27 0.0248437 140.6 01Jan2000, 13 :05 10.44 Reach-28 .000765625 4.2 01Jan2000 , 13:05 11 .00 Reach-29 0.0085781 48 .6 01 Jan2000, 13:05 10.49 Reach-3 .0008281 4.8 01Jan2000, 13:05 11.00 Reach-30 0.0097031 55.1 01 Jan2000, 13:05 10.55 Reach-4 0 .0274843 116.6 01 Jan2000, 13: 1 O 7 .78 Reach-5 .000875 5.2 01 Jan2000, 13:05 11.00 Reach-6 0 .0294218 125.4 01Jan2000, 13:10 7 .99 Reach-7 .0004219 2 .5 01Jan2000, 13:05 11.00 Reach-8 0 .0303281 129.0 01Jan2000 , 13 :10 8 .09 Reach -9 0 .0317031 135.1 01Jan2000, 13:10 8 .21 Wet Pond 0 .0870000 249 .5 01 Jan2000, 13 :20 10 .55 Page 3 500 400 ,-.. (/) u.. 300 S?, ~ 0 iI 200 100 03 :00 Junction "Analysis Point 1" Results for Run "Prop 100" ;__ i ~ i i. ! I 06:00 09:00 12:00 15:00 18:00 01Jan2000 21:00 00:00 jo2Jan2000 --Run :Prop 100 Elemenl:ANALYS IS POINT 1 ResuH :Outffow • • • • • • Run : Prop 100 Element:Detention Pond Result:Outllow - - -Run :Prop 100 Element:Jlllction-X5 Result:Outffow - Reservoir 11 Detention Pond" Results for Run "Prop 100" 4.0 f 3.0 I 0 <l'. ,. 1 1 I I I \• .. ,-, !1 .. I ._.. 2.0 (j) Ol I \· I I co I... 1.0 0 -_, .. ;· .. ' (/) 0.0 350 300 ~ 250 I I ,..._ 200 (/) u. ~ 150 3: 0 u: 100 I I . .. I \ L ... l ! . l ., l l I 50 0 03:00 06:00 09:00 12:00 15:00 01Jan2000 -• -• --Run:PROP 100 Element:DETENTION POND Resutt :Storage Run :PROP 100 Element:DETENTION POND Result:Pool Elevation --Run:Prop 100 Element:DETENTION POND Resull:Outllow -- -Run:PROP 100 Element:DETENTION POND Result:Comb ined Inflow ' .. 18:00 21 :00 282.00 280.25 278.50 276.75 275 .00 00:00 lo2Jan2000 f > ~ w - Reservoir "Wet Pond" Results for Run "Prop 100 " 18 {\ ........ 16 ~· \ 286.71 I-! LL 14 ' ' I 0 . , l ,, ~ 12 284.14 (]) I O'l 10 :• <U ! ~ .... 8 ~ . -281.57 0 ' .... ' ' Cf) 6 ' '' '' -' y ! ' 4 279 .00 500 450 l 400 l 350 300 .; ! ....... ' Cf) LL 250 0 ._.. :: 200 0 l U: 150 l -. { I I 100 ..0: .... . l i 50 ' { 0 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 01Jan2000 ~2Jan2000 --• -• • Run :PROP 100 Element: WET POND Result :Storage --Run :Pro p 100 Element:WET POND Resu lt:Outflow Run :PROP 100 Element :WET POND ResultPool Elevation - - -Run:PROP 100 Element:WET POND Result :Combined Inflow ........ I- LL ._.. > (]) w - - Junction "Offsite Analysis Point -1" Results for Run "Prop 100 " 60 50 40 Ci) LL 30 () .._, ~ 0 u:: 20 10 ' ·i· . i 03:00 06 :0 0 09:00 12:00 01Jan2000 --Run:Prop 100 Element:OFFSITE ANALYS IS POINT· 1 ResultOu!flow - --Run:Prop 100 Element:0 ·2 ResultOutflow • - --- -Run:Prop 100 Element:0· 1 Result:Outflow 15:00 18:00 21:00 00 :0 0 I 02Jan2000 - - .... - Junction "Offsite Analysis Point -2" Results for Run "Prop 100" 'Cii LL () .._, 70 60 50 40 ?: 30 0 ii: 20 10 0 ' - ~ •. 1 03 :00 06:00 09 :00 12 :00 01Jan2000 --Run :Prop 100 Element:OFFS IT E ANALYS IS POINT -2 Resu lt:Outflow - - -Run :Prop 100 Element:0 -3 Resu lt:Outflow ------Run : Prop 100 Elem en t:P-21 Resul t:O utflow ' 15:00 18:00 21:00 00:00 I 02Jan2000 10 9 8 7 6 5 4 3 2 1 .,.,,.--- / ' H I ' I ~ \ ,. I SCOTT & WHITE MEM ORIAL I k. HOSPITAL soon, SHERWOOD AND \ \ BRINDLEY FOUN DA TIONS H \ \ SCOTT & WHITE HOSPITAL \ \ \ \ COLLEGE STATION, TX JACOBS' TDAll lll!GISTIViTION _,.alt m:~~= ;.~:-•unaJOO G \ ~ G . F F \ E \ E \ -...D-............. OI. \ \ \ D D N ~ -r ~ " ·~ "" c c B Q, NW.YSJS POINT 1 (d's) • 126.5 B Q., (<*} •294.1 Q,. (ds) •lSo.6 Q,,. (ds) •512.4 PROPOSED DRAINAGE AREA MAP A nWHU2 A CG202 \ \ JANUAJtYt4,20tt 10 9 8 7 6 5 4 3 2 10 9 8 7 6 H ANALYSIS POI T 1 OFF SITE ANALYSIS POINT 1 ANALYSIS POINT POINT 2 G EXIS TING AND PROPOSED RUNOFF COMPARISON --· --.._. .. F -·· rro,oMd·I '"'-"·· E '"'-4 ·t1 ~·U '"" -.--u D '"""'"'"""'' .._. ... _. ... .. _...ZJ c B A 10 9 8 7 6 5 4 3 2 ..._., • .,. 211-Y"' , ... ., • ., ---,_ .. , ~ ~· !Chi 5 4 3 2 SCOTT & WHITE HOSPITAL COLLEGE STATION, TX .JACO es· TtXAI llEQISTltATIOH #-2H41 l70I Kl! CAVI! llOAD, M.nl :ioot .t.UlTIN, TCXMU1441 G F 1-------1----+----ID c B DRAINAGE CALCULATIONS 1---..,....-...:..:;;=-----I A CG203 JAH4JA1t't1"-2t11 H G F E D c B A 10 9 10 9 \ \ \ \ \ \ \ 8 8 7 7 6 \\ 6 5 ---·-._ .. ._ .. ._ .. ._ .. ._ .. ._ .. -·· 5 4 '/ / / / / / / I -~--... -... _,, 1Ulllllli7911 O.ootlll't ·--" --" ·-· " ~·-" 4 3 2 "'.!:" 3 2 BRINDLEY FOUNOA TIONS H SCOTT & WHITE HOSPITAL COLLEGE STATION , TX ln;ooo;;;.;;.;.J ~ G F '-----r=;;r~ E N t 1rl 1 ~ "" -z<ISTING DRAINAGE AREA MAP D c B r~=:.:-=;._''.!""""~~------i A --CG20 1 10 H G F ' E \ D c B A 10 9 \ \ \ \ 9 \ \ \ \- \ \ \ \ \ \ \ 8 I I 8 7 ,,,,,,.----.... / ' I ' I ' / r::1 \ I t:::J \ '. 7 6 5 4 3 2 .. ,. 6 5 4 3 2 -----=----------- SCOTT & WHITE MEMOR scon~rrAL BRINot . .'EYF=~~ H SCOTT& COLLEGE~~z~ HOSPITAL ON,TX PRO POSED DRAINAGE AREA MAP ~-P'IWMeU --CG202 -~· ~1 ,2'11 G F A Appendix B Subdivision Improvement Plans for Scott & White Memorial Hospital -April 13, 2011 Rock Pra iri e Marketp lace H G F E D c B A 10 5COTTt;'ll!~M[lil!)RW.. 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REVISIO NS 9 8 7 6 8 7 6 5 JACO es· :rnJ$1MC-Aoed,IUlll D ,.,..,,_79741 (612)31+.lltOO F .. {51 2)Sl•'1'5 5 4 3 SCOTT & WHITE HEALTHCARE SUBDIVISION COL1.E G£ STATION BRAZOS 0Cll.H1'Y, TEXAS 4 3 2 Of 4 JC Pl.AT No. F8W96852 M l){U~Q\5 APit l SZG11 SCOTI & 'NH ITE MEMORIAL HOSPITAL scan . SHERWOOO AND BfUNOLEY FOUNDATIONS H SCOTT & WHITE HOSPITAL COLLEGE STATION , TX JACO es· TUAI ltliGlSTMTIOfl IF·HM 111S lilU CAVIROAO,SUITf.JOI AUSTIN, nus n ru ~WHITE lllVrilOflW. ............ H lllL 31 ST STR.EET TRt/'l.E, T!XAS 7850I ~K.P.E.HIU \ llW14..StDO J M:061 tNGl~OllNG t1111 8E£ CAV! AOAD , Mitri :KIO AUSTIN, Tu.u 71741 ¥COTT & WMTt: am · 31.M A.CR£t FORMAi. 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'":...::.!.-:::"";: ~;,:; u»--·.,,.,_.,,Q,.. ... ,. ... _ .. __ :':!.,:':" ... ":""...[ ... ' ._.. .. _.., -·' -··~. ~~~;~::-..:;:~:_::~:;.:.: 1.l!'B~!.~.:.:-.=:..·:.·::~~ SCOTT & WHITE HEALTHCARE SUBDIVISION ·cou.eoeb"TATKlNS~~TY. TEXAS 4 3 SHEE T 4 °' 4 JE PLAT No. f8W9 6852 2 2 SCOTT & WHITE MEMO HOSPITAL SCOTT, SHERWOOD AND BRINDLEY FOUNDATIONS H SCOTT & WHITE HOSPITAL COLLEGE STATION, TX JAcoes· 'TIXM 11.lQlaTllATIOtf U..atM t71S BU: CAW M>AD, tum! )OD AUSTIH, TDAS 711'1 """""' SCOTT I WHITE lll EUORW. 04~3'""62 :t<IOILltST•TAflT TEMl'L.£, TEXAS 7651M ~ ............. 1 512-31•~100 JACOU VCOINUJUHO 2116 BU CAW. A0.&0. SUT£ :JN AUSTIN, nv.a nnt aeon tWWT1.1n1 -n.M~ FOAIU.L SUB MITTAL .JANU,t.J(Y 11,31111 UPDATE 5U8M mAL -nllll\IAJlV 17. 2tltt za.llNG -POO • OAOINANCI!: iQl1o.llOO G F l------+---4----4 0 c B FINAL PLAT __ __.._ -~·- FllWMl$2 t1tft 1-----..4,.----~A C-004 """"-11,20 11 H G F E D c B A 10 9 GENERAL CONSTRUCTION NQTES: 1. ALL MESf'ONSIHll.J TY FON rl*: ~>t:QlJAl."Y ur THno"E ~s REl.IAlllS \li'fTH THE ENQN(fil WHO PREPARED THEM. IN R(Vo;wtN:; THESE f"l..Af.IS, THE Cfl'I' o r COU£G[ STATl)N WUST RUY ON TME AOEOUACY Of ™~ WORK Of ™E OCS1GN """""- 2. ~~:!~P ~~E~woc::f~D(J~ll~~ OR STHEEl R.C.W. 3. FOR SLOPES OR IRENC>ES GREATER T>WI nvE FEET JI 0£Pn-1, 4 .~OTE l.IUST 8E AOO£D STATING: "AU CO~sr.NCTIOM OPEAAOONS SW.U. OC ICCOMPUSt!EO IN ACCORON<ICE wnt .t.PPUCA9Lt RtGlJLATIONS or TI-[ U.S . OCCIJPATIONAI. SAFETY AN [l -!U.LTH N"JM:NISTAATIOH." (OSHA STA.~CAROS t.IAY BE PURCHASEC FROW THE ~M PRINTING Otr!CC INi'ORW.TION N«> "°-ATEO ffEffROIC!: liU>T'ERLM..S MAY BE l'\.IRCrwiEO FROM ClSHA, 811 tAST 6TH STREET. MJSTl<I, TEXAS.) 4, ALL SITE WORK MUST ALSO COMF'\.Y \li'ITH OMRONWEHiAL REOUlRCMEMn. ~. .t.l.J... lt.IPJtO<ltMEHTS SHAl.J,. BE MADE IN ~C£ Wi'1l1 THE "RELEA.SED srrc PL>.N". IV« ACCffiO.'W. ~ Will flCOVIRC A SrTE PlAN .t.\IOIOMElfT ANO APPRCN4l. f'NOt.I THE OTY OF' ca.u:<:E STATIOH: WINCH COHf!ECllONS W.Y BE APPROVEC 8Y THE 8Ull..DI NC Pl.H" RfVlf.W SEC'llON AT THI:'. Tll.IE OF' BUILO.NG l"ChMiT. S. N"PROVAL. Of' TMIS SHE Pl.M' OO£S HOT INClU.X 8UllDINC CODE APPRO\IAL; Flfif: COOE APPAOVM..; Off BUIUllHG, ~t.IOLITION, OR REl.OCAT.ON ?ERM1TS APPRrNN... 7. WATER ANO WASTEWA'l'CR S~IMCt Will BE PRCMOCO !J'I' THE :::fl'I' Of' C0U£C£ SlAtlON. 8. :::ITY :.ARON:( PICKUP IS PROPOSED WITI" THIS SITE ;ov.N. Iii . SLOPES Ot. ACCCSSIBU'. ROUTES t.U.Y NOT EXC EDl 1:20 1Jtjl.£SS DESICSEO IS A RAM I'. {TA.$ 4.J.7] 10. ...CC:::SSl8l...E F!OUT (S MUST HAVE A CROSS SL.OPE p,:Q GREA'TDI TIWI 1:50. (TAS 4.3.7] I I. NO WORK SHALL SE POU'aRMED OL'TSIOC THE UMrT O~ CONSTRUCTION. eEFC RE: Rt~C A't( ..m.m~s. THE CONTRACmR swu. BE RESPQNS Bl.E TO VERIFY "li'oT THC UTUTY TO BE REWOYQJ IS NOT S£1MNO AHY OTHER SITT:. n . n JRN J~H ANO INSTALL HIGll VISllJIUTY SN'ETY ~ AT ALL L.EVEl C;;A. .. CES, OITC "IES, ANO OTHER MAZA.RDS \li'Hl~ RESUlT FRO\I ™E DEMOUlJOt.I. CONTRACTOR SHALL COOROl~lE \li'fTH A-.0 AU.OW TO Th£ SITE FO:rt TH Vol.AIOUS tlTUTY PRCMOOlS TO 03SERVE ANO COORO!Nol,T( TME REUOVM. OF THEIR Al.t.l'OO NEtl S£fl'.1CCS \lllTlllN THC PROJECT rtl'ct. 1 ~. CONTRACTOR SKA!.l A.RRAMG{ fOR N«l COORD!WJC ri«: lXSCOt.:MECTIOff AHO RC ll.'.:N4!./RELOCAUON OF O'v'ERHE.AO ANO UHOD:;rtOUMO fi.EC'l'illC S£1MCES, ElLCTIUC LINES, n.r:::TitlC VAULTS/MANttOl.ts, TRANSFORt.iERS , AHD PCJU."S 'NITht.' 1W: L.WIT or CONSlRUCilOH Willi COUECi STATIOH OIERGY AHO TH~ OWNER. 16. CONmircrOR ro F\JRt.151-i ANtl INSTAU. APPRCPR"-TE EROSION COHTROLS. 1 7. .t.l.J... (lllST~ TREES ON SIT( NCT SCHrolJLEO TC BE ~ ARE TO 1!£ PMOTE:CTED. I&. THC COHJR.lrCJ()q IS st'E~LY CA.Ul lllt.EO 11 \AJ me LOCATIOH ~O/OR El.EVATION OF OllSTIHG UTUTl~ Niil STRUCTl.JR(S AS ShOWN ON THESE Pt.ANS IS BASED ON RtCO~()S OF VAAIOUS UTILITY COMPN"IE'S AA'D W."IERE POSS1SLE. M£.ASU!tt:Mt:NfS TAKEN IN nc na..o. THIS INFORl.IA.11Clt.r IS l'IOT TO er RELIED ON AS BEl~G EXACT o~ COMPLETE. TH~ l..DCATIOH Of M..l UNQ'.:RGROUtfO IJTIJTI(S AHO STPUC-rt.lftts S:U.U. BE VERW"IEO IN THE. Fnb BY THE CON'TR...c:TOR ~Oft 10 nu: SlART OF' CONS1'R\,iC':'IOH. Tt!E CON'T;w;roR WUST COt(TAC'T Jt;( M'l'WC»'tM!f. UlllffT COMPNi'l', N4Y GOVERNING P£RM!TTV«l AUTHCRfl"'t'. N¥J •ONE-CAU.• Al lfA.C::I 411 Hl>LIRS PHIOll TO A)('( CllCAVATlOlf PROCEDINC 3.1.JTY or THE REl..OCATE AU. EXtSTliC UTUT'CS WtllCH ™E PROPOSm !li.IPROV"'....MCNTS SHOWN OH :'. PLAN PER TI-i[ ~TE R!MCDW.. ACTIOH AGR££O LJ'ON rrr ntC ENQNEER. li. DISPOSAL Of' All OENOUSH£D WAT~ IS THE RCSPOHSIBlUTY Of" ~ COWTRACTOR ANO ... usr BE Of'F -sm: INAC~C['ll'flliAl.lffDEAAL.STATE.At«>lDCAL ""-INIU~ RtQUIRCMENTS. WHERE A STATE CR LOCAi.. MUNICIPAL STM(IAAO DETAIL UllPUC">.TES A DCWl SHO'NN lN THE Pl.MS. TH£ 1.'0RE STRtNC:O« DETAIL, AS OETERMINEO IN THE llEY.l'NINIO NZJC'f. SHAU. ,tr,l>lo'l,.1(, 2 1. ltH'f EXISTiNC VJILITl[S, PA~EHT, CUASS, SIOEWA!J(S, SfRV~. nu::c:s. (le .. IHAI Al'IE lw.IAGED OR ~D SHAU. 9E llO'MffEO OR REPl.JriCED 8Y Th( COt.'TRACTOfl AT HO COST TO THE O'NNER. 22. ~ TREE: UST ON SHED'S C-005 a. C-0011. 10 9 8 7 SEQUENCE OF CONSTRUCTJON ~STAl.l (~ CCKl'FIOl.S AHO 'TREE !'R:>T£CTIOH PER .APP~?l.Nti. l . ER:>SION COtJTROLS W1U. OE Rt'<'S£0. IF NEEDED, TO COMPlY \lr'ITH INSPECTORS' IXRCCTM:S. AN!) REVISED cot-l!iTRUCTION SCHEDULE RQJ.TM: TO THE WATill. OUA\JfY l'U.H RCOUIRtMOITS AtlO pj( DKJSIOH Pl.Nol. l . ROIJGt-l-clJT PONO. 4. ~CO'fflWLSTOBEINSPECTEDA.'«llolAINT-..NED WHJ<LY AHO MllOR TO Mfl'ICIP.C.TED RAINrAl.l. ~ ANO ..trFTtR RAl'tFM.J. MHT'S, AS NEEDED . 5. BEGIN oo.ot.moN, REMClYE Bl/UllNGS, CONCJlCIE Sl.ABS, CONCRETE CU1t3 t; Cunat ASPtW.T ORMWAYS AHO M« ASSOCIAtroOEa~sN<ltl~ALLOEMOIJTJON..,AttRIAL TO AN A"1ltlVCD Off-SITE. FACU1Y. LOC.A.tr lrU O'.ISJH; L/Jll/Tl£S AH0 ROIO'v'EANOW-Off. 6. BEGIM SITE ctJ:NtlWG.. 1 , ROUGH-Cllf PAR)(IHG N!EAS. Dlllt.DING A'tW, H¥J UTIJTY CUT'S ~ REQUIRfl) l>tJt Pl.AM. 8. CONSTRUCT PO~O, UTIUTU:S, 3UIWNG NiO PMKINC AAE'AS PER PCIN. 9 , PERti.WID-IT CO~TROLS H . .L BE Cl!NIEO OUT ANO n1.;r~ MEDIA WU BE l ~AU.El> PRIOR TO/CONCUHRUlTLY 11im t REV::C£TA11Qll Of SITE. 1C. COMPLET[ CONSTRUCTIO!ol A,.O INST.t.1.J... L»l~INC. 11. Rf:VEClLATE OISTURSEO AREA Oil: COMf'l.O( 4 llf.Vt:l.Of'ERS C.ONTRACT FOR NE Rl'VECCTATIOH MJlNC WITH ~·s CONCURRCNCE t.rntR. 12. PROJECT ENGN:ER " LANJS"'..APC AHCHl lt:Gr CONOIJCTS WAUC THRU AND SUBWTS CONCURRENCE LmER TO TliE CITY. F\NAL INSPCCTlCl<I IS SCK:OUILO UPON RECDPT or LCTT~R At-0 PRIOR TO THE REMOVAL OF' ~ION COtlJROLS. I J . CWPl£TE AMO Cl.£A."l OUT PER~OO EROSION 00NTH0L.. ~~~:r~~Fl~~~A~E'%ifu~~~~y INCLUOING R(M()VAl Of TO.ti"ORARV EROSION/SEO!WEHTATION CONlRCXS At<!O rREt PFIO l!CTIOM. REn<JliE Nl1 AREAS OISnJRBED DUAJl'C REMOVAL Of EROS:ON/SEDJMEMTATIOP..: CON!ROl.S. AMER.IC.ANS Wf!H DISABILIDES ACT : THE CIT'r OF' COl.U'.GE STA'i'ION HA.$ Rt'll£'WC.O nus PIA .. roR COMPUA-.CE WITH CITY OCVELOP\IO/l llEClllATlONS ONLY. THE N'Pl.JCM1. PROPDm' <lW'4ER. ...... 0 OCCUPAHT Ot THE f'HEMl5£l!i AA[ Hi:Sf'ONSltl U: FOFI OCl"CRJJIHINCi WHETMER TME Pl.NI COt.iPUES ~ AU. OTl<R LAWS , RCQJl.AllONS, 4"10 RCSTRICTIONS WttCH MAY 9!: APPLICABLE TO TttE PROPEll'TY ANO ITS USE. UTILfTY CONTACTS WATER ""'0 'NA.STEWATER SEJMct: g~:T:CO =~ filTIOH !; ~ M.ld..,.do, ~ (•'9)-11111·'!11>11 [l[CTRIC SEIMCC: COu.tCC STATION UTlUTIES CONT.ACT: TONY MICMALSKY (11711) 76-4.-~!I ORYAN TtxAS UTIUTES COHTACT: AU.EH KRISTOF (11711) fl21 ··~7l0 r1c OQ'AlnlKHT: CITY Of ca.L.£CE STATION FIRE OEPARTM'!::NT CONTACT: S1£f'HFJ4 SM!ni (979) 764-6273 ffiEPHOP..:E SERVICE: AT•T CONTlriCT: TYISCW. UST~ (~1 2) 870-4711 C>.SSERVK:£: ATMOS E."ERCY CONT.ACT: KIMBERLY WINN (1170 774-2506 8 7 6 6 5 EROSION CONTROL NOTES 1. THE CONTRACKlf ~AU. 11'iSTAU.. EROSlON/SEClllENTAnoN caffRO.S A)oi(I 'TREE/l'AlURAL AREA PROTECll\'E rEllfCINC PRIOR TO ANY SITE PREPARA'TKlf'4 'MlRI< (QLARlNG. GRUOOING OR EKCAVA noH). 2. THE PlACCMDH Of EROSIO)l/SCl)lt.IEHTAJION COHTROt.S ~AU.. 8C IN ~ANa: WITH THC APPRCNC'.J> £ROSON/5EDIMEHTATIOH CONTRCl. Pl.AX. .3. THE Pl.ACE WCWl CJ" Tilft'./NATURAl AREA PAOTECTIVC F'ENCINC g{AU. B( IN ACCOflDAHCE \lillTH A.PPRO"oal E:R090N/SEDNENTA'ilON CONTRCl. 1'1..AN 4. A PRE -CO.-.STJllJC TI OH CONFER£NC:i Si-IALl BE HEl.D OW-SI TE '!W ~~~R~ii:"u~~i.:0.~S~R~WI T APP UCAHT fROSION/SEDlt.IENTAllOf\I CONTROLS .U:C TRa~ATURAL AREA PROTtCllON UCASURES 4HO ?aJOR 10 it(CINNINC AHY SITE l'fft:PARATIOt4 WORK. THE CON'TRACTOll Sl-\All NOTIFY M CITY <:S' COU.CGC SlA'llOH AT L.£AST THRCE DAYS PRIOR TO TH~ W[[llHC DATE. 5.. THE CONTII ACTOR IS REOUIU) ro l~Sll '£CT THE CONTIIQ.S ~O FDK:E:S AT 'AnXLY l-.TERVALS ANO AFTER SICJOIF'ICAA T RAINF'AU. C'te'ITS lQ INS\JRE THAT THEY ARE f\JNCTIONING PROPERLY. lHE PCRSOH(S) R~SPONSl6l£ FOR WAINTiJOJ.rCE CJ" CON1Ra...S AND f£NCCS SllAU. .. WEDI AIU.Y t.IAl(( AH Y ~ECCSSARY REPAIRS TO OAMACCtl AREAS. SILT ACCIJt.IUl.ATIOH AT CONTROLS \IUST ii ~ RDIOVEC Yilt1EH THE CEPTH REAOiES SI)( (e) IMc>!ES. 6. PRIOR TO flNAL ACCCPTAHCt BY IH£ CITY, HAUL ROADS ANO WAT::RWAY CROSSINGS CONSTRUCTED F'OR TEMPORARY CONTRACTOR ACa:SS MUST OE REMOVED, AOOJWULATfO SEDIMENT ffEMO'.£D FllOM THE WATtRWAY ANO THE AREA RESTORED TO THE ORIONAL QRADC AHO 111:V£GCTATED . ALL LANO a..EA._iNC OEBRJS SHAU. BE OISPOSCD OF JN APPRO\ot:O SPOIL DISPOSAL SITES. 1. PCRMAN£1CT EROS!Ot.! CONTFIOL: ALL DIS'l\Jf!BED AREAS ShAU. IJt: RESTmED AS NO'im BELOW. A. A VNJMUM OF FOUR lh CHES OF' lO?Sal SliAL:I. aE ~=Nl~'t'-~~~~~~J~~~ ROCIC) ~D UE ~EDllOG rc:H POIM.U.ENT EROSIOO COHTRCl. SHAU. a:: AFPl.£0 OVE.R AREAS OISl\IRfiED BY CONSTRUCTIOM AS FClJ.OV.S BROADC AST sttDtN:;: 1. raot.1 ~rrMBER 15 TO MA~Cit I . SEEDING SHAU. a;: WITH A CCUBINAllON CJ" 2 POUNDS PER 1000 SF OF UNHllll..EO BERUUCA ~O 7 P()l.Jt.;OS PER 1000 SF Of W.H'IUI itYE V.TH A .PURIT'l'Of "Jli -.,lH &O::t(;(RMl~ATION. 2. P'ROM MAR01 2 TO 5£PitMBEI!. 14, SEEDING SHALL 8E 'MTH l«JlilO 8£AWIJOA AT A llATE OF 2 POlm DS PER 1003 SI' 't'tlTH A PViUTY OF' ll!i::t WTH 8'1J Gl:JOil lNATICtl, A. rtJUl.JltR SH ALL OC A PCLLflED 00 CflANUL.AR 51..0'N REL.USE 'MTH ~ANALYSIS OF l!:'>-1~1 5 TO SE AWU~ ON::..C: AT Pl.ANTl~C A:.O ONC[ OURIN: THE PERl:xl OF ESTAOUSHMOfl 41 A RAT!: CT 1 P0JN0 PER 1000 SF. B. MUlO. T'lf'( IJSEO ShALL 6E t-AY, SlRAW OR MULCH APPLIED AT A RATE OF 45 POUNDS PER 1000 SF. l'i'tUH Al.IUC SEEDING: I. FROM SEPl'tM:IER 15 f'J t.1411 0. 1. $£EOIHC SHAU. ilE 'MTH A CCMBINATION OF I POUND P~ 1000 SF a UNHULl..Ell OERMUCA AA D 7 PCUt<OS PER 1000 SF OF' 'MNlU~ 111\'E WTH A .PURITY OF 951 VllTM ao:ic GERMINAnoH. 2. FROM MAR!>! 1 TO SEPTtM9E1' 14, S~OING SHAU. BE 'MTH Hl.U!D BERt.IUDA AT A RATE CE I POUt.O PER 1000 S7 \lilTH A PU.'tlTY CJ" llSX ""™ II~ CERMINA'TICtt A.. FER'il..lu.R SHA.LL BE A WATER S(Lt.JBU: FEJmUZER \lllltt AM ANALYSIS OF 1 ~1~1 5 AT A itATE CE 1,5 PO.Jt>IDS PER 1000 SF. 8. MULCH lYPE USED SHAU. 8E M.AY, SlRAW OR t.IU~CM APPi.JED AT A RATE Of 46 POUNa5 PEl'I 1000 Sf. \llllH SOIL TAOOl'l'!::R AT A RAT[ OF 1.4 POUNDS ?ER 1000 SF. C. n.: 11.AHTED AHU SHAU. SE IRRIG ATED OR 9'11NICL£D IN A MAN.'IEJI TttAT M..L NOT EROOC THE TOPSOl.. BUT \Ill.I. SlJFFJCIOITL Y SON( TliE SOI. TO A DEPTH OF' SIX INCHES. THE IRRICI ATlON SHA.LL <>CO.JR. AT TEN-DAY ltolltRVAl.S DU~C 'THE rutST TWO 1.1,0trfTHS , ffAINf"ALI.. OCOJRRDICES ~~crOR~~i~Al.L POSlPCK THE WATERING D. RESTORATION SHAU BE ACC(?TA3LE' \lltiEH 1HE CRASS HAS OROilltl AT LEAST I 1/2 lt/CHC:S HI~ 'Mn-I iS'J'; COVERAGE. PROVUD NO BAAE SPOTS L..ARCER THAT 16 SQIJA~ FEDEXIST. E. 'M£N RE:OUACD,·NATIVE CRASS SEDllMC SKAU.. co.A.Y 'Mltt REWR£MEJOS CE THE a TY OF COU£C£ STA T10N. 10. 0£'-<l.OPERtNf'MWA'TION: O'M-IDI: SCOTT• 'M-t!TL ACOllESS: 2400S.31STS'TRU:l l£MPl£.TEKAS~ PHOH£: (464)2J~HIH1 OW!'tt:1rs REPR.E~TATl11E fCR Pl.AH ALTEAATIOWS: ACORESS: JACOBS 2106 EEC CAVC ROAD ROAD, SUITE 300 AUST..r. lDAS 717411 PHONE: (512) J 14-J100 f AX: (512) J14-J I J6 5 4 4 3 3 2 ~ ... wwtiat~below. Call before iou dig. 'Ft'E\/IEWED FDR COMP LIA N C ~ .e.?Rl52011 COLLEGES IATIDN ENGINEERING 1 2 SCOTT & WHITE MEMOR HOSPITAL SCOTT . SHERW(X)[) AND BRINDLEY FOUNDATIONS H SCOTT & WHITE HOSPITAL COLLEGE STATION, TX JACO es· TEXASRE0'5TllATlOlolP.z!Mill Zl'G581!ECAVl:ROA0,$00E:SOO AUSTIN,Tll(.ASmoM (;;\ ... , ...... .. ~~ OWNl!R: mTf1 WHITE Wl!MOllW.. 41S'·2H..q1Q 2400 S. 31ST rrRU'T Tli.PU..TUAS 1'50I ~~,.L .. 441 SU..31•"3100 JACOGS ENGIHEERUota 2TIU BU. 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SHERWOOO AND BRINDLEY FOUNDATIONS H SCOTT & WHITE HOSPITAL COLL EGE STATION , TX SCALE ... ., JACOBS" CAl m OH : CCIHl'AA..'"ttlft TO \OtlN AU.. EXl5TlNC LITlJTY LOCATIOlo'S \OmCIUT N.o HOl\IZOHTAU.Y PltlOll TO STNft OF """""""'""' fHl:[NQll !:Dl ~SMO R[SP<:tlS'MJtvfOll11'1( ACCIJR ACT OF '!HE lOC AilCH OF UHDoteftOUMD UTUTICS. JH[COfffRloCTON5HAU..!IERCS?ONSllL£rORA'AXllHC "ll ClCIST'INO UTUl:CI SY CAl1J NC TDAS <>IE CN..l. SYTinl O 111 f OR l.OGliflOH Of .\ti. U'TtJ'liES. AT I.EAST 48 !40Ull:S ,.~!Cft101E~h"'CCQ<lsmuct10N. """" ---"'°"· f'tGlllll M'O[ l"~IOllZ.=----=-==·:t-::C»CL l"·S"'ll'.RT. ---Dl5'f,\.T.lt:JWQhll. 3 2 TUAI Al!OIS1'1U.TION M'..29S41 210 5 •U CA Ya ROM!, aurn: lOO AUSTIN,, 'TQAS 71HI 0 .,~ .... ,. .. ~~ OWNER: ~Wf11TE MDIO RIAL •&H K""82 J.O&&.S1ST STREl!T TiW'L.1, 'TUAI 7HOI ~c~ ... !.'"'41 812..JU .J10ll JM:OlllS EN G9.l~INO 27H llf:E CA.VI. ROAi), wn. )(NI AUSTIN, TI!XAS 717 .. 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Bf >l'~ltO'i(I) UT 1HI: 'l'IWISl'O~U'hGf< Ql\WDlll"lllCfl!OCOffS'IR'JCTIOll. 3 2 1-----~=c--T-,-.,--J E >------~·---+---1 D CONSTRUCTION DETAI LS-SITE ~~---"*'IHI0.«1'- c B 1-'"""--"----"'-"-"-----1 A C-512 APRll..1:1,2'11 Rock Prairie Marketplace Appendix C HEC-HMS Output 03 :00 06 :00 09 :00 • • • • -• Run :l.4ARKETP\ACE 2 E~rront:l.4ARKETPlACE PONO Resul :Slorag< -- -Run :MARKETPLACE 2 Element:MARKETPLACE PONO Ruul:COrrbined lnl'low Reservoir "Marketplace Pond" Results for Run "MarketPlace 2" ··-·-·------·-····----· 12 :00 01Jan2000 : /: '\'. 15 :00 -• -R111 :1MRKETPLACE 2 ~rrorl:MARKETPlACE PONO Resul :Pool E~valion 292.00 291 .00 290 .00 289 .00 ~ > ~ iii 288.00 ··--·--··-· •-·······-······-· 287.00 286.00 18 :00 21 :00 00 :00 I 02Jan2000 --Run:IMRKETPLACE 2 ~rrorl:l.4ARKETPlACE PONO Resul:Oulftow Reservo ir "Marketplace Pond" Results for Run "MarketPlace 1 O" 2.0 1.8 1.6 f 1.4 - 0 1.2 ! ,~\ I :: \\ I I' ! : \ \. 294.00 293 .20 292.40 291 .60 290.80 ~ 1.0 ~ 290.00 "' ~ .9 0.8 289.20 (/) 0.6 288.40 0.4 . (''· 287 .60 0.2 286 .80 0.0 286 .00 100 90 /, I l !i 80 I ···· '···· I 70 I I 60 I I I Vi 50 u. ~ ~ 0 u: 40 I 30 I "' i I '\\ ...• 1 ............................................................ ,! ....................................... -......... , .................. f .. \ ......................... , ............................................................... , ...................... -................................................................................................... , ................ . I I I \ \ i • , ..... \ ··\··························i···································································I··················· ············································ i··········· l I 20 10 I I\ ·-·-··-·t···········--··············-----+-············~~--.... ~--~·····+)J_············l ····l~·\_\·················i····· ································································i·······················································-···········i····································································•··························I ~I I~ 03 :00 06 :00 • • • · · · Run :MARKETPLACE 10 ElementMARKETPlACE PONO Rnult:Storage ---Run :MARKETPlACE 10 E~rront:MARKETPLACE PONO RewtCombined ~llow 09 :00 12:00 01Jan2000 15 :00 ---· Run:MARKETPLACE 10 E~rro ntMARKETPLACE PONO Resul:Pool E~valion 18 :00 21 :00 00 :00 I 02Jan2000 --Run:MARKETPlACE 10 E~rronl:MARKETPLACE PONO Resul:Oulllow ~ > ~ iii 2.0 f 1.5 0 ~ I Rese rv oir "Ma rk etplace Pond " Resul ts for Run "M arketPlace 25 " ........... -...... ---·-!----·----------------+~-~-------+--------_, .. ,_, ________ ,, _____ ,,_, __ .. , ..................... 293 .27 !; ".\ , I : \ \ --________________ l _______ l_} :-\~\--~~-------;------.......... .. ................. , ............................................................... ; .................................. 291.45 [ > 8, 1.0 ~ == ~--====-~ri---.. --====-~~~--~-~li,~~_,-,'~ ~~~.,-,·-... 1 ·:>==.1 ..... ~~~~~-=~:::: .. =.~:.:t:::::====-==~:~.:::.:i:==:::::"' ..... ~ ---+-.................... _ .. ______ ,,, ____ ,,,, .... +-........ ................ 289 .64 ~ ijj Jl (/) 'Ji u. \!. ~ u: 0.5 ;'' -............. ; __ ......... r \ 287.82 I ______ _J _ ........ ________ .. ____ j __________ .... -------------------[---" 1· .......... __ ·-·-------·---...... ..l ........................................................... . o .o-'------"------~="=========------~-------"-------========='=~==~---'-----'-286.00 120-----------------------------,---------,-------.......,---------,---------,----~ 100 80 ! 60 L ---- 40 20 03 :00 06 :00 09 :00 12:00 01Jan2000 15 :00 18:00 21 :00 00 :00 I 02Jan2000 · · · · · · Run :MARKETPLACE 25 Elemenl :MAAKETPLACE PONO Result:Storage ---Rll\:MARKETPlACE 25 E~IT'<nl:MARKETPlACE POND Res .. :Po~ E~vaton --Run :MARKETPlACE 25 E~IT'<nt:MARKETPlACE PONO Rml:Outlbw ---Run •MARKETPLACE 25 E.len<nl :MARKETPlACE PONO Result Conillled lnlbw 3.0 2.5 f 2 0 u ~ 1.5 --v OJ ~ .9 1.0 "' / 0.5 ~·····-·······-··········-i···--------····--·-1-·-·--·----- I 0.0 160 140 120 ................................ I I 100 I Vi 80 u. ~ ~ ii: Reservo ir "Marketplace Pond " Results for Run "M arketPlace 100" ('\ ;:\\ 11 I\ /,' I \ ·············-·····-··· .... J : \ \ 'I Ji \'~1························ .............. . ....... _ --·--·--·--· I ~. I I' I '\\ I II\ 295.00 293.50 292 .00 290.50 289 .00 -, \ 287.50 286 .00 60 40 20 ,_ ·r \······························+··········· ·············-········-·······+-1-······_·······_······-········-·······-········-·······-·······-I····· ·_······-·······-···· ·_·····-·······-········-·· -+-···_,l_ -\\···············Iii······ .................................. ···••···················!································································-·i•···································································!························· I ~ ·····················t··· I 03 :00 06 :00 • • • • • • Run :MA RKETPLACE 100 Ele,,..nl:MARKETP\ACE POND Resut Slorage --- Run:MARKETPLACE 100 Ele,,..nl:MARKETPLACE POND Resul:Combined lnllow I I 09 :00 12:00 01Jan2000 15 :00 -· -R"':MARKETPLACE 100 Ele,,..~:MARKETPLAC E POND Resul:Pool EleY1tion i I 18:00 I I 21 :00 00 :00 I 02Jan2000 --Run:MARKETPLAC E 100 Ele""r<:MARKETPLACE POND RmtOullow ~ > v iii Proj ect: College Station Wet Pond Simulation Run : MarketPlace 2 Start of Run : End of Run : Compute Time : 01 Jan2000 , 01 :00 02Jan2000 , 01 :30 24Nov2014 , 17 :02 :27 Vo lume Units : AC -FT Hydrologic Drainage Area Peak Discharge Element (Ml2) (CFS) Analysis Point 10.15211 118.9 Detent ion Pon1 l0.0642306 76 .7 Junction-1 0 .0016719 4 .1 Junction-10 0 .0012344 2.9 Junction -11 0 .0427931 56 .0 Junction-13 .0004375 0 .8 Junction -14 .00053125 1.0 Junction-15 .000875 1.8 Junction-16 .000875 1.8 Junction-2 0 .0277305 31 .2 Junction -3 0 .0296680 33 .5 Junction-4 0 .0305743 34.4 Junction -5 0 .0309181 34.7 Junction-6 0 .0402462 51 .3 Junction-? 0 .0408556 52 .3 Junction-8 0.0420900 54 .8 Junction-9 .000875 2 .1 Junction -X 1 0.0248437 56 .1 Junction -X2 .000765625 1.9 Juncti on-X3 0 .0085781 19.3 Ju nct ion -X4 0 .0097031 21 .7 Ju nct ion -XS 0 .0878750 49 .3 Ma rketplace P l:>flcfl260586 29 .5 0 -1 0.0055781 12 .6 Page 1 Basin Mode l: Meteorologic Model : Control Specifications : Ult RockPrc 2 yr 24 hr Control 1 Time of Peak Volume (AC-FT) 01 Jan2000, 13 :25 33.9 01Jan2000 , 13 :15 14 .3 01 Jan2000, 13 :05 0.4 01 Jan2000, 13 :05 0 .3 01 Jan2000 , 13 : 10 9 .6 01Jan2000 , 13 :05 0.1 01 Jan2000, 13 :05 0.1 01 Jan2000, 13:05 0 .2 01 Jan2000, 13 :05 0 .2 01Jan2000 , 13 :15 6 .2 01Jan2000 , 13 :15 6 .7 01Jan2000 , 13 :15 6.9 01Jan2000 , 13 :15 7 .0 01Jan2000 , 13 :10 9 .0 01Jan2000 , 13 :10 9 .2 01 Jan2000 , 13 : 10 9 .5 01Jan2000, 13 :05 0 .2 01Jan2000 , 13 :05 5.4 01Jan2000, 13 :05 0.2 01Jan2000 , 13 :05 1.9 01 Jan2000 , 13 :05 2 .2 01 Jan2000 , 13 :35 19 .6 01 Jan2000 , 13 :20 5 .8 01 Jan2000 , 13 :05 1.2 Hydrolog ic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (AC-FT) 0-2 0 .0061875 14 .0 01 Jan2000 , 13:05 1.3 0-3 0 .0040000 9.1 01 Jan2000 , 13:05 1.0 0-4 0.0055625 12 .7 01 Jan2000 , 13 :05 1.3 0-5 0.0011250 2 .8 01 Jan2000 , 13 :05 0 .3 Offsite Analysi s CP.0095612 5 21 .8 01 Jan2000 , 13 :05 2.3 Offsite Analysi s CP.6tilS 7l5 0 19.5 01Jan2000 , 13 :05 1.8 P-1 0 .013078 1 29 .5 01Jan2000 , 13 :05 2.8 P-10 .0003594 0 .9 01Jan2000 , 13 :05 0.1 P-11 0 .0093281 19 .7 01 Jan2000 , 13 :05 2.0 P-12 .0006094 1.5 01 Jan2000 , 13 :05 0.1 P-13 .0007031 1.7 01 Jan2000 , 13:05 0.2 P-14 .0004375 1.1 01 Jan2000 , 13 :05 0.1 P-15 .0004375 1.1 01Jan2000 , 13 :05 0.1 P-16 0.0214375 45 .3 01 Jan2000 , 13 :05 4 .7 P-17 .000609375 1.4 01 Jan2000 , 13 :05 0.1 P-18 0 .0518438 100.5 01 Jan2000, 13 : 10 11 .3 P-19 .000390625 1.0 01Jan2000 , 13 :05 0.1 P-2 0 .0012813 3.1 01Jan2000 , 13 :05 0 .3 P-20 .000375 0 .9 01 Jan2000 , 13 :05 0 .1 P-21 .000546875 1.3 01Jan2000 , 13 :05 0 .1 P-22 .000578125 1.4 01 Jan2000 , 13 :05 0 .1 P-23 0 .0117500 16 .7 01 Jan2000 , 13 :05 1.5 P-24 0.0078125 17.6 01 Jan2000 , 13 :05 1.7 P-25 .00034375 0.8 01 Jan2000 , 13 :05 0.1 P-26 .000328125 0.5 01Jan2000 , 13 :05 0 .0 P-27 .000109375 0.3 01Jan2000 , 13 :05 0 .0 P-28 .00009375 0.2 01Jan2000 , 13 :05 0 .0 P-3 .0003906 1.0 01 Jan2000 , 13 :05 0 .1 P-4 0.0260586 56.2 01 Jan2000 , 13 :05 5.8 P-5 0 .0010625 2 .6 01Jan2000 , 13 :05 0 .3 P-6 .000875 2 .1 01 Jan2000 , 13 :05 0 .2 Page 2 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (AC-FT) P-7 .0004844 1.2 01 Jan2000, 13 :05 0.1 P-8 .0004219 1.0 01Jan2000, 13 :05 0.1 P-9 .0003438 0 .8 01Jan2000, 13 :05 0.1 Reach-1 .0003906 0.9 01Jan2000 , 13 :05 0.1 Reach-10 0.0402462 51.2 01Jan2000 , 13 :10 9.0 Reach -11 .0004375 1.1 01 Jan2000 , 13 :05 0.1 Reach-12 .0004375 1.1 01 Jan2000 , 13 :05 0.1 Reach-13 .000875 2.1 01 Jan2000 , 13:05 0.2 Reach-14 .0003594 0 .9 01Jan2000 , 13 :05 0 .1 Reach-15 0 .0012344 2 .9 01Jan2000 , 13 :05 0 .3 Reach-16 0 .0408556 52 .3 01Jan2000, 13 :10 9 .2 Reach-17 0 .0420900 54.7 01Jan2000, 13:10 9.5 Reach -18 0 .0427931 55.9 01Jan2000 , 13 :10 9 .6 Reach-19 .000109375 0 .3 01Jan2000 , 13 :05 0 .0 Reach-2 0.0012813 3.1 01 Jan2000 , 13 :05 0.3 Reach-20 .000328125 0.5 01 Jan2000 , 13 :05 0.0 Reach-21 .0004375 0.8 01 Jan2000 , 13 :05 0.1 Reach-22 .00009375 0 .2 01 Jan2000, 13:05 0 .0 Reach-23 .00053125 1.0 01 Jan2000, 13 :05 0 .1 Reach -24 .00034375 0.8 01 Jan2000, 13:05 0 .1 Reach-25 .000875 1.8 01Jan2000, 13:05 0 .2 Reach-26 .000875 1.7 01 Jan2000 , 13:05 0.2 Reach-27 0 .0248437 54 .7 01 Jan2000 , 13:05 5.4 Reach-28 .000765625 1.7 01Jan2000, 13 :10 0.2 Reach-29 0.0085781 19.0 01Jan2000 , 13 :05 1.9 Reach-3 0 .0016719 4 .0 01Jan2000, 13 :05 0.4 Reach -30 0.0097031 21 .6 01Jan2000 , 13:05 2 .2 Reach-4 0 .0277305 31 .2 01Jan2000 , 13 :20 6 .2 Reach-5 .000875 2 .1 01Jan2000 , 13:05 0.2 Reach-6 0 .0296680 33 .3 01Jan2000 , 13 :15 6 .7 Reach-7 .0004219 1.0 01 Jan2000 , 13 :05 0 .1 Page 3 Project: College Station Wet Pond Start of Run : End of Run : Compute Time: Volume Units : 01 Jan2000, 01 :00 02Jan2000 , 01 :30 24Nov2014 , 17 :02 :37 AC-FT Bas i Met~~;. Con Hydrologic Element Drainage Area (Ml2) Peak Discharge Tirr (CFS) 1------+------+------~20 Analysis Point 10.15211 267 .5 01 · ,-."15 Detention Pond0 .064230 6 140 .7 01, 5 1------+------+------+---3·.0 Junction-1 0 .0016719 6 .7 01, 1------+------+------+--'..3:05 Junction-10 0.0012344 4 .8 01 56 .8 24 .0 o .7 o .5 1-J_u_nc_ti_o_n-_1 _1 -+-o_.0_42_7_9_3_1 --;-9_5._3 ____ ,_0.....:..1 "3"-" 0 5 o."1 Junction-13 .0004375 1.4 01 1• " 3 "·005 o.2 Junction-14 .00053125 1.8 / 010 , "1 3 ·. 0 3 >------+-------+-~~-~~0-1-~o ."13 :0~ . 1-J_u_nc_ti_on_-_15_+-.0_0_08_7_5 __ -;_3_.2 ____ -+-_:!._ ::...:..---0 .3 Junction-16 .000875 3 .1 01,00 , "13 ·.o 5 A r------r-----t------J-.:~ "15 '\0 .'1'~--~ Junction-2 0 .0277305 54.7 0 1.)00 , "13 ·. "1·"5 _J~'\~1.2=----1-Junction-3 0 .0296680 58.3 01J)OO , "13 ". '~ \ r-----r------r~-----i..::~:.::..:.;.. 1 1.5 - r-J_u_nc_ti_o_n-4_-t_o_.0_30_5_7_43..:.....__+5..:..9.:..:.9 ___ -J..2'.0:..:..:1 J~1 \o~o:.:o.;_, '\ 3J~5-~~----1\ Junction-5 0 .0309181 60 .2 01 J fo oo , 13 :15 11 ·7 Junction-6 0.0402462 87 .6 01 Jdi.0GG , U 10 Junction-? 0.0408556 89 .3 01 J anl.OG0 , 13:10 Junction-8 0 .0420900 93 .3 o1Ja n2ooo, 13:10 Junction-9 000875 . 3 .5 01 Jan 200 01.13 :05 Junction-X1 O 0248437 . 95.1 Junction-X2 000765 6 01J an2000 , \3:05 . 25 3.1 Junction-X3 0 .0085781 32 .7 01 Jan 20 00 , \3:05 01Jan2000 , ~3 :05 Junction-X4 0 .0097031 36.6 01Jan2000 , 13:05 Junction-XS o.0878750 135 .4 01Jan2000 , 13:25 Marketplace P )fkil260586 51 .5 01Jan200 0 , 13:20 I 0-1 o .0055781 21 .3 Page 1 15 .1 15.4 15 .8 0.3 9 .~ 0.3 3.2 3 .6 32.8 9.8 2.1 ---- Volume (AC-FT) 01 Jan2000 , 13:05 2 .3 01 Jan2000 , 13:05 1.6 01 Jan2000 , 13 :05 2 .2 0 1Jan2000 , 13 :05 0.4 01 Jan2000 , 13 :05 3 .8 01 Jan2000 , 13:05 3 .5 01Jan2000 , 13:05 4 .8 01Jan2000 , 13:05 0 .1 01Jan2000 , 13 :05 3.4 0 1 Jan2000 , 13:05 0 .2 01 Jan2000 , 13 :05 0 .3 01 Jan2000 , 13:05 0 .2 01 Jan2000 , 13 :05 0 .2 01 Jan2000 , 13 :05 7 .9 01 Jan2000 , 13 :05 0 .2 01 Ja n2000 , 13 :10 19.1 01 Jan 2000 , 13:05 0.2 01 Ja n2 000 , 13:0 5 0 .5 01Jan 20 00 , 13 :05 0 .1 01 Jan200 0 , 13:05 0 .2 01Jan20 00 , 13 :05 0 .2 P -24 01Jan20 00 , 13 :05 3 .1 0 .00 78125 29.9 01Jan200 0 , 13:05 2 .9 P-25 .000 34375 1 4 01 Jan2000 , 13 :05 0 .1 P-26 .000 328125 1.0 01 Jan2000 , 13 :05 0 .1 P-27 .00 01 09 3 75 0.4 01Jan2000 , 13:05 0 .0 P-28 .0000 93 75 0.4 01Jan2000 , 13 :05 0 .0 .0003906 1.6 01 Jan2000 , 13:05 0 .2 p .. 3 0 1Ja n2000 , 13:0 5 9 .8 0.0260586 94 .6 P-4 01 Jan 2000 , 13:05 0.4 P-5 0 .0010625 4.3 01J an2 000 , 13·.05 0 .3 P -6 .000875 3 .5 Page 2 1\urne Hydrologic Drainage Area Peak Discharge Time of ,c-f1) Element (Ml2) (CFS) ).2 P-7 .0004844 1 .9 01 Jan20 o .2 P-8 .0004219 1 .7 01Jan2 0 .1 P-9 .0003438 1.4 01Jan2C o.2 Reach-1 .0003906 1.6 01Jan2C 15.1 Reach-10 0 .0402462 87.5 01Jan2( 0 .2 Reach-11 .0004375 1 .7 01Jan2 0 .2 Reach-12 .0004375 1.7 01Jan2 o.3 3.4 ) Reach-13 .000875 01Jan2 0 .1 Reach-14 .0003594 1.4 01Jan1.5 o .5 5 Reach-15 0 .0012344 4 .8 01Jan 15.4 ·10 Reach-16 0 .0408556 89.3 01Jan '· 15 .8 Reach-17 0.0420900 93 .2 01Jan-&·.10 16 .1 J3 ·10 Reach-18 0.0427931 94 .9 01 Jan 2 · o.o Reach-19 .000109375 0.4 01Jani\3·.o 5 o.5 Reach-2 0 .0012813 5 .1 01 Jan213·.o 5 Q.1 01Jan2. 13·.o 5 Reach-20 .000328125 1.0 l 0 .1 01Ja~. 13·.0 5 -Reach-21 .0004375 1.4 Reach-22 .00009375 0.4 I ()0 , \~·.05 0.0 01Jan Reach-23 .00053125 1.8 01JanA00 , 13".05 0.2 __j Reach-24 .00034375 1.4 01 Jan2\QO , 1 ~·.05 0.1 Reach-25 .000875 3 .1 01Jan2ot0 ,13 :05 0.3 Reach-26 .000875 3 .0 0.3 Reach-27 01 Jan2000, 13:05 0.0248437 93 .0 01 Jan2000 , 13:05 9 .1 Reach-28 .000765625 2 .8 01Jan2000 , 13 :10 Reach-29 0 .0085781 0.3 32 .1 01Jan2000 , 13 :05 Reach-3 0 .0016719 6 .6 3.2 Reach-30 0.0097031 01 Jan2000 , 13:05 0 .7 36.5 Reach-4 0.0277305 01 Jan2000, 13 :05 3 .6 54.4 Reach-5 .000875 01Jan2000, 13 :20 10.4 3 .5 Reach-6 0 .0296680 01Jan2000, 13 :05 58 .0 0 .3 -IR each-7 .0004219 01Jan2000, 13 :15 1.7 01Jan2000, 13 :05 11.2 0.2 Page 3 ' \ Project: College Station Wet Pond Start of Run : End of Run : Compute Time: Volume Units: 01 Jan2000, 01 :00 02Jan2000 , 01 :30 24Nov2014 , 17:02:47 AC-FT ?\ace 25 Simulation Run : Roc\<.Pfc Ult _ Basin Mode Meteo rol o~5 ._ C ontrol Sp 25 'ff 24 \If control'\ \Jo\u rne Hydrologic Drainage Area Peak Di scharg e Time off \AC-Fl) Element (Ml2) (CFS) ·20 ~ Analysis Poi nt 10 .15211 322 .0 01Ja n 2~ 27 .3 Detention Po n W.0642306 165 .3 ~~ 01Jan2 o5 o .7 Junction-1 0.0016719 7.6 0 1Jan2('\3·. 0.6 0 1 Jan2 0, r 3·.o5 I Junction-10 0.0012344 5.5 ' '\8.4 01Jan2 Q, '\3:10 - Junction-11 0.0427931 109 .6 Ju nction-13 .0004375 1.7 01JarQOO , 13 '.05 0 .2 Ju nction-14 .00053125 2 .1 01J an2ooo , 13 :05 0.2 Junction-15 .000875 3 .6 0 1 Jan 2JO O, '\ 3'.05 0.3 ~-- Junction-16 .000875 3 .6 01Jan200 0, 13:05 0.3 Junction-2 0.0277305 63 .3 - Junction-3 0.0296680 01 Jan 200 0, 13: 15 11 .9 67.4 Junction-4 0.0305743 01Jan2000 , 13 :15 12 .7 69.2 Junction-5 0.0309181 01Jan2000 , 13 :15 13.2 69 .7 Junction-6 0.0402462 01Jan2000 , 13 :15 13.3 100.8 Junction-? 0.0408556 01Jan2000 , 13 :10 17.2 102 .8 Junction-a 0.0420900 01Jan2000 , 13:10 17.5 Junction-9 107.3 01Jan2000 , 13 :10 .000875 4 .0 18 .1 Junction-X 1 0.0248437 01Jan2000, 13 :05 Junction-X2 108 .6 0.4 .000765625 01 Jan2000, 13 :05 J 3.5 10.4 unction-X3 0.0085781 01Jan2000 , 13 :05 J unction-x4 37.3 0.3 0.0097031 01Jan2000, 13 :05 Ju nction-x5 41.7 3.6 - 0.0878750 01Jan2000 , 13 :05 ~Marketplace p ')f}c1J260586 166.6 4.1 - 01Jan2000 , 13 :2 5 0-1 59 .6 37.4 -I 0.005578 1 01Jan2000, 13 :20 J 24 .4 I 01Jan2000, 13 :05 11 .1 - /2 .3 - Page 1 Hydrofog;c Drain Element 0-2 (Ml2) Peak Discharg e Time of Peak Volume 0-3 0.00618 i (CFS) (AC-FT) 0-4 o.004ooot1 .1 01 Jan2000 , 13 :05 2 .6 0-5 o.oosss2 17 .o 01 Ja n2000 , 13 :05 1.8 Off: . 0.00112 .3 .6 01 Jan2000 , 13 :05 2 .5 site Ana/ . 50 YSI tPOOg ·.1 01 Jan 20 00 , 13:05 Offsite Ana/ . . 56Q5 0 .5 P-1 Ys1 tP61ffia.72io 0 .6 01 Jan2000 , 13 :05 4 .3 P-10 0.01 30781 .4 01Jan2000 , 13:05 4 .1 P-11 .00 03594 .2 01 Jan2000 , 13 :05 5 .5 P-12 0.0093281 ~ 0 1 Jan2000 , 13:05 0 .2 P-13 .oooso94 8.2 01Jan2000 , 13 :05 ts 3 .9 P-14 .000 703 1 01Jan2000 , 13 :05 0 .3 P-15 .00043 75 .2 01 Jan2000 , 13:05 Jo 0 .3 P-16 .0004375 01 Jan2000 , 13:05 0 .2 1 20 P-17 0.0214375 01 Ja n2000 , 13:05 0 .2 i----:....__ .000609375 f7.7 01Jan2000, 13 :05 9.0 P-18 - ~5 18438 ~.6 01 Jan2000 , 13:05 0 .3 ----P-19 -194 .7 .000390625 01Jan2000 , 13:10 21 .8 --1.8 01 Jan2000 , 13:05 0.2 P2 0.00 128 13 5.8 01Jan2000 , 13:05 0 .6 page 2 p 20 .00037 5 1 .7 01Jan2000 , 13:05 0 .2 P -21 .000546875 2.5 01Jan2000 , 13:05 0 .2 P-22 .000578125 2 .6 01Jan2000 , 13:05 0 .3 P-23 0 .0 1 17500 40.3 01 Jan2000 , 13:05 3 .6 P-24 0 .0078125 34 .2 01Jan200 0 , 13:05 3 .3 1.6 01Jan2000 , 13:05 0 .2 P-25 .00034375 1 .2 01Jan2000 , 13:05 0 .1 P -2 6 .000328125 01J a n2 000 , 13:05 0 .0 P -27 .0 00109375 0 .5 01 Ja n2000 , 13:05 0 .0 P-28 .00009375 0.4 01Jan2000 , 13:05 0 .2 .00 03906 1.8 P -3 01 Jan2000 , 13:05 11 .1 P -4 0 .0260 586 107 .9 01Jan2000 , 13:05 0 .5 0 .00106 25 4 .9 0.4 P-5 0 1Jan2000 , 13:05 .000875 4 .0 P -6 Hydrologic Drainage Area Peak Discharge Time of Peak Vo lume Element (Ml2) (CFS ) (AC-FT) P-7 .0004844 2 .2 01 Jan2000 , 13 :05 0 .2 P-8 .0004219 1.9 01 Jan2000 , 13 :05 0 .2 P-9 .0003438 1.6 01Jan2000 , 13 :05 0 .2 Reach-1 .0003906 1.8 01 Jan2000 , 13 :05 0 .2 Reach-10 0 .0402462 100 .7 01Jan2000 , 13 :10 17 .2 Reach-11 .0004375 2.0 01 Jan2000 , 13 :05 0.2 Reach -12 .0004375 2 .0 01Jan2000 , 13 :05 0.2 Reach-13 .000875 3 .8 01 Jan2000 , 13 :05 0.4 Reach -14 .0003594 1.6 01 Jan2000 , 13:05 0 .2 Reach-15 0.0012344 5.4 01 Jan2000 , 13:05 0 .6 Reach-16 0.0408556 102 .8 01Jan2000 , 13:10 17 .5 Reach -17 0.0420900 107 .2 01Jan2000 , 13 :10 18 .1 Reach-18 0 .0427931 109 .2 01Jan2000 , 13:10 18.4 Reach-19 .000109375 0.5 01 Jan2000 , 13 :05 0 .0 Reach-2 0 .0012813 5.8 01 Jan2000 , 13 :05 0 .6 Reach-20 .000328125 1.2 01 Jan2000 , 13 :05 0 .1 Reach-2 1 .0004375 1.7 01Jan2000 , 13 :05 0 .2 Reach-22 .00009375 0.4 01 Jan2000 , 13 :05 0 .0 Reach -23 .00053125 2 .1 01 Jan2000 , 13 :05 0.2 Reach-24 .00034375 1.6 01Jan2000 , 13:05 0 .2 Reach-25 .000875 3 .6 01 Jan2000 , 13 :05 0 .3 Reach -26 .000875 3.5 01 Jan2000 , 13 :05 0 .3 Reach-27 0 .0248437 106.3 01 Jan2000 , 13 :05 10.4 Reach-28 .000765625 3 .2 01 Jan2000 , 13 :05 0 .3 Reach-29 0.0085781 36 .6 01 Jan2000 , 13 :05 3 .6 Reach -3 0 .0016719 7 .5 01 Jan2000 , 13:05 0.7 Reach-30 0 .0097031 41 .6 01 Jan2000 , 13 :05 4 .1 Reach-4 0 .0277305 62 .9 01Jan2000 , 13:15 11 .9 Reach -5 .000875 4 .0 01 Jan2000 , 13 :05 0.4 Reach-6 0 .0296680 67 .0 01 Jan2000 , 13 : 15 12 .8 Reach-7 .0004219 1.9 01 Jan2000 , 13 :05 0 .2 Page 3 Project: College Station Wet Pond Simulation Run : MarketPlace 100 Start of Run : End of Run : Compute Time : 01Jan2000, 01 :00 02Jan2000 , 01 :30 24Nov2014 , 17 :02 :57 Volume Un its : IN Hydrologic Drainage Area Peak Discharge Element (Ml2) (CFS) Analysis Point 10 .15211 471.4 Detention Poni ~0 .0642306 228 .8 Junction-1 0 .0016719 9 .9 Junction-10 0 .0012344 7 .2 Junction-11 0 .0427931 147 .7 Junction-13 .0004375 2 .3 Junction -14 .00053125 2 .9 Junction-15 .000875 4.9 Junction-16 .000875 4 .8 Junction-2 0 .0277305 86 .8 Junction-3 0 .0296680 92 .3 Junction-4 0 .0305743 94 .5 Junction-5 0 .0309181 95 .1 Junction -6 0 .0402462 136 .2 Junction-? 0 .0408556 138 .8 Junction-8 0 .0420900 144 .7 Junction-9 .000875 5 .2 Junction -X 1 0 .0248437 143 .9 Junction -X2 .000765625 4 .6 Junction-X3 0.0085781 49 .5 Junction-X4 0 .0097031 55 .3 Junction-XS 0 .0878750 251.7 Marketplace P ){lc1)260586 81.4 0-1 0 .0055781 32 .3 Page 1 Basin Model : Meteorologic Model : Control Specifications : Ult RockPrc 100 yr 24 hr Control 1 T ime of Peak Volume (IN) 01Jan2000 , 13 :15 10 .54 01Jan2000 , 13 :15 10 .55 01 Jan2000 , 13 :05 11 .00 01 Jan2000 , 13 :05 11 .00 01Jan2000 , 13 :10 10 .62 01Jan2000 , 13 :05 8 .90 01Jan2000 , 13:05 9 .27 01Jan2000 , 13:05 9 .95 01Jan2000 , 13:05 9 .95 01Jan2000 , 13:15 10 .61 01Jan2000 , 13:15 10 .63 01Jan2000 , 13:15 10 .64 01Jan2000 , 13:15 10 .65 01Jan2000 , 13:10 10 .60 01Jan2000 , 13 :10 10.61 01Jan2000 , 13:10 10 .62 01 Jan2000 , 13 :05 11 .00 01 Jan2000 , 13:05 10.44 01 Jan2000 , 13 :05 11.00 01 Jan2000 , 13 :05 10.49 01 Jan2000 , 13 :05 10 .55 01 Jan2000 , 13 :20 10 .54 01Jan2000 , 13 :15 10 .58 01Jan2000 , 13 :05 10.44 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) 0 -2 0.0061875 35 .9 01 Jan2000 , 13 :05 10.44 0 -3 0 .0040000 22 .2 01 Jan2000 , 13 :05 11.00 0-4 0 .0055625 30 .9 01 Jan2000, 13 :05 11 .00 0 -5 0 .0011250 6 .7 01 Jan2000 , 13 :05 11 .00 Offsite Analysi BCP.00il56'25 53 .2 01 Jan2000, 13 :05 11 .00 Offsite Analysi ~CP.61ta87150 63 .5 01 Jan2000, 13 :05 8.45 P-1 0.0130781 75 .8 01 Jan2000 , 13 :05 10.44 P-10 .0003594 2 .1 01 Jan2000 , 13 :05 11 .00 P-11 0.0093281 50 .6 01 Jan2000, 13 :05 10.44 P-12 .0006094 3 .6 01 Jan2000 , 13 :05 11 .00 P-13 .0007031 4 .2 01 Jan2000 , 13 :05 11 .00 P-14 .0004375 2 .6 01 Jan2000 , 13:05 11 .00 P-15 .0004375 2 .6 01 Jan2000 , 13 :05 11 .00 P-16 0 .0214375 116 .3 01 Jan2000 , 13 :05 10.44 P-17 .000609375 3.4 01 Jan2000 , 13 :05 11 .00 P-18 0.0518438 258 .1 01Jan2000 , 13 :10 10.44 P-19 .000390625 2 .3 01 Jan2000 , 13 :05 11 .00 P-2 0 .0012813 7.7 01 Jan2000 , 13 :05 11 .00 P-20 .000375 2 .2 01 Jan2000 , 13:05 11 .00 P-21 .000546875 3.3 01 Jan2000 , 13:05 11 .00 P-22 .000578125 3 .5 01 Jan2000, 13:05 11 .00 P-23 0.0117500 56 .7 01 Jan2000, 13 :05 8 .21 P-24 0 .0078125 45 .3 01 Jan2000 , 13 :05 10.44 P-25 .00034375 2.1 01 Jan2000 , 13 :05 11 .00 P-26 .000328125 1.7 01 Jan2000 , 13 :05 8 .21 P-27 .000109375 0.7 01Jan2000 , 13:05 11.00 P-28 .00009375 0.6 01 Jan2000 , 13 :05 11.00 P-3 .0003906 2 .3 01 Jan2000 , 13 :05 11.00 P-4 0 .0260586 142 .6 01 Jan2000 , 13 :05 10 .58 P-5 0 .0010625 6.4 01 Jan2000 , 13:05 11 .00 P-6 .000875 5.2 01 Jan2000 , 13 :05 11 .00 Page 2 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) P-7 .0004844 2 .9 01 Jan2000 , 13 :05 11 .00 P-8 .0004219 2 .5 01 Jan2000 , 13:05 11 .00 P-9 .0003438 2 .1 01 Jan2000 , 13 :05 11 .00 Reach-1 .0003906 2 .3 01Jan2000 , 13 :05 11 .00 Reach-10 0.0402462 136.1 01Jan2000 , 13 :10 10.60 Reach-11 .0004375 2 .6 0 1 Jan2000 , 13:05 11 .00 Reach-12 .0004375 2 .6 01 Jan2000, 13 :05 11 .00 Reach -13 .000875 5.1 01 Jan2000 , 13:05 11 .01 Reach-14 .0003594 2 .1 01 Jan2000, 13 :05 11 .00 Reach-15 0.0012344 7 .1 01 Jan2000, 13 :05 11 .00 Reach-16 0.0408556 138.8 01Jan2000 , 13 :10 10 .61 Reach-17 0.0420900 144.6 01Jan2000 , 13 :10 10 .62 Reach -18 0.0427931 147.1 01Jan2000 , 13 :10 10.63 Reach -19 .000109375 0 .6 01 Jan2000 , 13 :05 11 .00 Reach-2 0.0012813 7 .6 01Jan2000 , 13 :05 11 .00 Reach-20 .000328125 1.7 01 Jan2000 , 13 :05 8 .21 Reach-21 .0004375 2 .3 0 1 Jan2000 , 13 :05 8 .90 Reach-22 .00009375 0 .6 01 Jan2000 , 13 :05 11 .00 Reach-23 .00053125 2 .8 01 Jan2000 , 13 :05 9 .27 Reach-24 .00034375 2 .0 01 Jan2000 , 13:05 11 .00 Reach-25 .000875 4 .8 01Jan2000 , 13 :05 9 .95 Reach -26 .000875 4 .7 01Jan2000 , 13 :05 9 .96 Reach-27 0 .0248437 140 .6 01Jan2000 , 13 :05 10.44 Reach-28 .000765625 4 .2 01 Jan2000, 13:05 11 .00 Reach-29 0 .0085781 48 .6 01 Jan2000, 13:05 10.49 Reach -3 0.0016719 9.8 01 Jan2000 , 13:05 11 .00 Reach-30 0 .0097031 55 .1 01Jan2000 , 13:05 10 .55 Reach-4 0 .0277305 86 .3 01Jan2000 , 13:15 10 .61 Reach -5 .000875 5.2 01 Jan2000 , 13 :05 11 .00 Reach -6 0.0296680 91 .7 01Jan2000 , 13 :15 10 .63 Reach -7 .0004219 2 .5 01 Jan2000 , 13 :05 11 .00 Page 3 Hydrologic Drainage A r ea Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) P-7 .0004844 2 .9 01 Jan2000 , 13 :05 11 .00 P-8 .0004219 2 .5 01 Jan2000, 13 :05 11 .00 P-9 .0003438 2 .1 01 Jan2000 , 13 :05 11.00 Reach-1 .0003906 2 .3 01 Jan2000 , 13 :05 11 .00 Reach-10 0 .0402462 136.1 01Jan2000 , 13 :10 10 .60 Reach-11 .0004375 2 .6 01Jan2000 , 13 :05 11 .00 Reach-12 .0004375 2 .6 01Jan2000 , 13:05 11 .00 Reach-13 .000875 5 .1 01 Jan2000 , 13 :05 11 .01 Reach-14 .0003594 2 .1 01Jan2000 , 13:05 11 .00 Reach-15 0.0012344 7 .1 01 Jan2000 , 13:05 11 .00 Reach-16 0.0408556 138.8 01Jan2000 , 13 :10 10 .61 Reach-17 0.0420900 144.6 01Jan2000 , 13:10 10.62 Reach-18 0 .0427931 147.1 01Jan2000 , 13:10 10 .63 Reach-19 .000109375 0 .6 01Jan2000 , 13:05 11 .00 Reach-2 0.0012813 7.6 01 Jan2000 , 13 :05 11 .00 Reach-20 .000328125 1.7 01Jan2000 , 13:05 8.21 Reach-21 .0004375 2.3 01 Jan2000 , 13:05 8.90 Reach-22 .00009375 0 .6 01Jan2000 , 13 :05 11 .00 Reach-23 .00053125 2.8 01 Jan2000 , 13 :05 9 .27 Reach-24 .00034375 2.0 01 Jan2000 , 13 :05 11 .00 Reach-25 .000875 4 .8 01 Jan2000 , 13 :05 9 .95 Reach-26 .000875 4 .7 01 Jan2000 , 13 :05 9.96 Reach-27 0 .0248437 140.6 01 Jan2000 , 13 :05 10.44 Reach-28 .000765625 4 .2 01 Jan2000 , 13 :05 11 .00 Reach -29 0.0085781 48 .6 01 Jan2000 , 13 :05 10.49 Reach-3 0 .0016719 9.8 01 Jan2000 , 13 :05 11 .00 Reach-30 0 .0097031 55.1 01 Jan2000 , 13 :05 10 .55 Reach-4 0 .0277305 86 .3 01Jan2000 , 13 :15 10 .61 Reach-5 .000875 5 .2 01 Jan2000 , 13 :05 11 .00 Reach-6 0.0296680 91.7 01Jan2000 , 13 :15 10 .63 Reach-7 .0004219 2 .5 01 Jan2000 , 13 :05 11 .00 Page 3 Project: College Station Wet Pond start of Run : End of Run : compute Time: Volume Units: 01Jan2000, 01 :00 02Jan2000 , 01 :30 24Nov2014, 17 :02:37 AC FT - SimulatidR~~-. \ ce 10 ~a~¥-.e\.? a - Basil Mode\". · M de\· Meteiro\ogic 0 . · . Canto\ Specif1cat1ons . \J\t RockPr~ 10yr 24 hr contra\~ Volume Ti me of Peak Hydrologic Drainage Area Peak Discharge (AC-FT) Element (Ml2) (CFS) 01 Jan2000, 13 :20 56 .8 Analysis Point 10 .15211 267 .5 01Jan2000 , 13 :15 24 .0 Detention Pon ~0 .0642306 140.7 01 Jan2000 , 13 :05 0.7 Junction-1 0 .0016719 6.7 01Jan2000 , 13 :05 0.5 Junction-1 O 0 .0012344 4 .8 01Jan2000 , 13:10 16 .1 Junction-11 0.0427931 95 .3 Junction-13 .0004375 1.4 01Jan2000 , 13 :05 0 .1 Ju nction-14 .00053125 1.8 01 Jan2000 , 13:05 0 .2 Junction-15 .000875 3 .2 01 Jan2000 , 13:05 0 .3 Junction-16 .000875 3 .1 01Jan2000 , 13 :05 0 .3 Junction-2 0 .0277305 54.7 01Jan2000 , 13 :15 10.4 Junction-3 0 .0296680 58 .3 01Jan2000 , 13 :15 11.2 Junction-4 0 .0305743 59 .9 01Jan2000 , 13:15 11 .5 Junction-5 0 .0309181 60 .2 01Jan2000 , 13:15 11 .7 Junction-6 0.0402462 87 .6 01Jan2000 , 13 :10 15 .1 Junction-7 0 .0408556 89 .3 01Jan2000 , 13 :10 15.4 Junction-8 0 .0420900 93 .3 01Jan2000 , 13 :10 15 .8 Junction-9 .000875 3.5 01Jan2000 , 13:05 0 .3 Junction-X1 0 .0248437 95 .1 01Jan2000 , 13 :05 9 .1 Junction-X2 .000765625 3 .1 01 Jan2000 , 13 :05 0.3 Junction-X3 0.0085781 32 .7 01Jan2000 , 13 :05 3 .2 Junction-X4 0 .0097031 36 .6 01 Jan2000 , 13 :05 3 .6 Junction-XS 0 .0878750 135.4 01Jan2000 , 13 :25 32 .8 Marketplace P )edJ260586 51 .5 01 Jan2000 , 13 :20 9 .8 0 -1 0 .0055781 21 .3 01Jan2000 , 13 :05 2.1 Page 1 - 1~ ~• I m ll t ~ ~R; •• , ~~ma w l/8flf ("412; ~8 re a r 0 -2 fak Disc harge Time of Peak .,. (FS) Volume p Q.3 O.oo61875 ~==~ic~;;;;riN)~~-+~(A~C:-F~T~)--J r---_ 0. 0040 2·: 7 01 J o-4 ------~1r,1 ~~0~------J~~a~n2~0~00~,:1~3:~05~-J.32~.3~======J ~--L0-.0055625 r:,~~·~---ra:0~1 J:a~n2~0~0~0,:1~3.~·0~5-t.§_--==:J ~ 000 ~0 ·8 01Jan2000, 13 :05 1 · 6 Off: . . 11 250 -:G4~5~----~~~~~~~-+2~.2~======j _ s rte An a ~~~~~~~5~=-~~·~---~0~1J~a~n2~0~0~0,~1~3~:0~5 =~o~.4====~ Offsite Analysi ~O?Olttl&7.s5o ::.a 01 Jan2000 , 13 :05 3 .8 P-10 .00035 94 01Jan2000 , 13 :05 0 .1 1.4 P-11 0.0093281 01 Jan2000 , 13 :05 3.4 33.4 P-12 .0006094 01Jan2000 , 13 :05 0 .2 2 .5 P-13 .0007031 01 Jan2000 , 13 :05 0 .3 2 .8 P -14 .0004375 01 Jan2000 , 13 :05 0 .2 1.8 P-15 .0 00437 5 01 Jan2000 , 13 :05 0 .2 1.8 P-16 0 .0214375 76 .8 01Jan2000 , 13 :05 7.9 P-17 .000609375 2 .3 01 Jan2000 , 13 :05 0 .2 P-18 0 .0518438 170.4 01Jan2000 , 13 :10 19.1 P-19 .0 00390625 1.6 01Jan2000 , 13 :05 0 .2 P-2 0 .0012 813 5 .2 01Jan2000 , 13:05 0 .5 P-20 .00037 5 1.5 01Jan2000 , 13 :05 0.1 P-21 .000546875 2 .2 01Jan2000 , 13 :05 0 .2 P-22 .000578125 2 .3 01 Jan2000 , 13 :05 0 .2 P-23 0 .0117500 34 .0 01Jan2000 , 13 :05 3.1 P-24 0 .0078125 29 .9 01Jan2000 , 13 :05 2 .9 P-25 .00034375 1.4 01Jan2000 , 13 :05 0 .1 P-26 .000328125 1.0 01Jan2000 , 13 :05 0.1 P-27 .000109375 0.4 01 Jan2000 , 13 :05 0 .0 P-28 .00009375 0.4 01 Jan2000 , 13 :05 0 .0 P-3 .0003906 1.6 01 Jan2000 , 13 :05 0 .2 P-4 0.0260586 94 .6 0 1 J an2000 , 13 :05 9 .8 P-5 0.0010625 4 .3 01 Jan2000 , 13 :05 0.4 P-6 .000875 3 .5 01Jan2000 , 13 :05 0 .3 Page 2 Peak Discharge Time of Peal<. Volume Hydrologic Drainage Area (AC-FT) Element (M12) (CFS) 1.9 01 Jan2000 , 13:05 0 .2 P-7 .0004844 .0004219 1.7 01 Jan2000 , 13:05 0.2 P-8 .0003438 1.4 01 Jan2000, 13:05 0 .1 P-9 .0003906 1.6 01 Jan2000 , 13:05 0 .2 Reach-1 Reach-10 0.0402462 87.5 01Jan2000 , 13:10 15.1 Reach-11 .0004375 1.7 01Jan2000 , 13 :05 0 .2 Reach-12 .0004375 1.7 01 Jan2000, 13:05 0 .2 Reach-13 .000875 3.4 01 Jan2000 , 13 :05 0 .3 Reach-14 .0003594 1.4 01 Jan2000 , 13:05 0 .1 Reach-15 0 .0012344 4.8 01 Jan2000, 13 :05 0 .5 Reach-16 0 .0408556 89 .3 01Jan2000 , 13 :10 15.4 Reach-17 0 .0420900 93 .2 01Jan2000 , 13:10 15 .8 Reach-18 0.0427931 94 .9 01Jan2000, 13:10 16 .1 Reach-19 .000109375 0.4 01 Jan2000 , 13 :05 0.0 Reach-2 0.0012813 5.1 01 Jan2000 , 13 :05 0.5 Reach-20 .000328125 1.0 01 Jan2000 , 13 :05 0.1 Reach-21 .0004375 1.4 01Jan2000 , 13 :05 0.1 Reach-22 .00009375 0.4 01Jan2000 , 13 :05 0.0 Reach-23 .00053125 1.8 01Jan2000 , 13 :05 0 .2 Reach-24 .00034375 1.4 01 Jan2000 , 13 :05 0 .1 Reach-25 .000875 3.1 01Jan2000 , 13 :05 0.3 Reach-26 .000875 3.0 01Jan2000 , 13 :05 0 .3 Reach-27 0.0248437 93 .0 01 Jan2000 , 13 :05 9 .1 Reach-28 .000765625 2 .8 01Jan2000 , 13 :10 0.3 Reach-29 0.0085781 32 .1 01 Jan2000 , 13:05 3 .2 Reach-3 0 .0016719 6 .6 01 Jan2000 , 13:05 0 .7 Reach-30 0 .0097031 36 .5 01 Jan2000 , 13 :05 3 .6 Reach-4 0.0277305 54.4 01 Jan2000 , 13 :20 10.4 Reach-5 .000875 3 .5 01 Jan2000 , 13 :05 0 .3 Reach-6 0.0296680 58 .0 01Jan2000 , 13 :15 11 .2 Reach -7 .0004219 1.7 01Jan2000 , 13 :05 0 .2 Page 3 Project: College Station Wet Pond Simulation Run : MarketPlace 25 Start of Run : End of Run : Compute Time : 01 Jan2000; 01 :00 02Jan2000 , 01 :30 24Nov2014 , 17 :02:47 Volume Un its: AC-FT Hydrologic Drainage Area Peak Discharge Element (Ml2) (CFS) Analysis Point 10 .15211 322 .0 Detention Pon1 l0.0642306 165.3 Junction-1 0 .0016719 7 .6 Junction-10 0.0012344 5.5 Junction-11 0 .0427931 109.6 Ju nction-13 .0004375 1.7 Junction-14 .00053125 2 .1 Ju nction-15 .000875 3 .6 Junction-16 .000875 3 .6 Junction-2 0 .0277305 63 .3 Junction-3 0 .0296680 67.4 Junction-4 0 .0305743 69 .2 Junction-5 0.0309181 69 .7 Junction-6 0.0402462 100 .8 Junction-? 0.0408556 102 .8 Junction-8 0.0420900 107.3 Junction-9 .000875 4 .0 Junction-X1 0.0248437 108 .6 Junction-X2 .000765625 3.5 Junction-X3 0.0085781 37.3 Junction-X4 0 .0097031 41 .7 Junction-XS 0.0878750 166 .6 Marketplace P ){lcfl260586 59 .6 0-1 0 .0055781 24.4 Page 1 Basin Model : Meteorologic Model : Control Specifications: Ul t RockPrc 25 yr 24 hr Control 1 Time of Peak Volume (AC-FT) 01 Jan2000 , 13 :20 64 .8 01Jan2000 , 13 :15 27.3 0 1 Jan2000 , 13 :05 0.7 01 Jan2000 , 13 :05 0.6 0 1Jan2000 , 13:10 18.4 01 Jan2000 , 13 :05 0 .2 01Jan2000 , 13 :05 0.2 01 Jan2000 , 13 :05 0.3 01 Jan2000 , 13 :05 0.3 01Jan2000 , 13:15 11 .9 01Jan2000 , 13 :15 12 .7 01Jan2000 , 13 :15 13 .2 01Jan2000 , 13 :15 13 .3 01Jan2000 , 13 :10 17 .2 01Jan2000 , 13 :10 17 .5 01Jan2000 , 13 :10 18 .1 01 Jan2000 , 13 :05 0.4 01 Jan2000 , 13 :05 10.4 01 Jan2000 , 13 :05 0 .3 01Jan2000 , 13 :05 3 .6 01 Jan2000 , 13 :05 4 .1 01 Jan2000 , 13 :25 37.4 01Jan2000 , 13 :20 11 .1 01 Jan2000 , 13 :05 2 .3 Hydrologic Drainage A rea Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (AC-FT) 0-2 0.0061875 27.1 01Jan2000 , 13 :05 2 .6 0-3 0 .0040000 17.0 01Jan2000 , 13 :05 1.8 0-4 0 .0055625 23 .6 01 Jan2000 , 13 :05 2 .5 0-5 0.0011250 5 .1 01 Jan2000 , 13 :05 0 .5 Offsite Analysi ,(pf)W56125 40 .6 01 Jan2000 , 13:05 4 .3 Offsite Analysi > !PBMlS. 7.l>O 45.4 01Jan2000 , 13:05 4 .1 P-1 0 .0130781 57 .2 01 Jan2000 , 13 :05 5.5 P-10 .0003594 1.6 01 Jan2000 , 13 :05 0 .2 P-11 0.0093281 38 .2 01Jan2000 , 13:05 3 .9 P-12 .0006094 2 .8 01 Jan2000 , 13 :05 0 .3 P-13 .0007031 3.2 01Jan2000 , 13 :05 0.3 P-14 .0004375 2.0 01 Jan2000 , 13 :05 0 .2 P-15 .0004375 2.0 01 Jan2000 , 13 :05 0.2 P-16 0 .0214375 87 .7 01 Jan2000 , 13 :05 9.0 P-17 .0 00609375 2.6 01Jan2000 , 13 :05 0 .3 P-18 0 .0518438 194 .7 01Jan2000 , 13 :10 21 .8 P-19 .00039 0625 1.8 01 Jan2000 , 13:05 0 .2 P-2 0 .0012813 5.8 01 Jan2000 , 13 :05 0.6 P-20 .000375 1.7 01 Jan2000 , 13 :05 0.2 P-21 .000546875 2 .5 01 Jan2000 , 13 :05 0.2 P-22 .000578125 2 .6 01 Jan2000 , 13:05 0 .3 P-23 0 .0117500 40.3 01 Jan2000 , 13 :05 3 .6 P-24 0 .0078125 34 .2 01 Jan2000 , 13 :05 3 .3 P-25 .00034375 1.6 01 Jan2000 , 13 :05 0 .2 P-26 .000328125 1.2 01 Jan2000 , 13 :05 0 .1 P-27 .000109375 0 .5 01Jan2000 , 13:05 0 .0 P-28 .00009375 0.4 01Jan2000 , 13 :05 0 .0 P-3 .0003906 1.8 01 Jan2000 , 13 :05 0 .2 P-4 0 .0260586 107 .9 01Jan2000 , 13 :05 11 .1 P-5 0 .0010625 4.9 01 Jan2000 , 13:05 0.5 P-6 .000875 4.0 01 Jan2000 , 13 :05 0.4 Page 2 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (AC -FT) P-7 .0004844 2 .2 01Jan2000 , 13 :05 0 .2 P-8 .0004219 1.9 01Jan2000 , 13 :05 0 .2 P-9 .0003438 1.6 01 Jan2000 , 13 :05 0 .2 Reach -1 .0003906 1.8 01Jan2000 , 13 :05 0 .2 Reach-10 0 .0402462 100 .7 01Jan2000 , 13 :10 17 .2 Reach-11 .0004375 2 .0 01 Jan2000 , 13 :05 0 .2 Reach -12 .0004375 2 .0 01 Jan2000 , 13 :05 0 .2 Reach-13 .000875 3 .8 01 Jan2000 , 13 :05 0.4 Reach-14 .0003594 1.6 01 Jan2000 , 13 :05 0 .2 Reach -15 0 .0012344 5.4 01Jan2000 , 13 :05 0 .6 Reach -16 0 .0408556 102 .8 01Jan2000 , 13 :10 17 .5 Reach -17 0 .0420900 107 .2 01Jan2000 , 13:10 18 .1 Reach-18 0 .0427931 109 .2 01Jan2000 , 13 :10 18.4 Reach-19 .000109375 0 .5 01 Jan2000 , 13 :05 0 .0 Reach-2 0 .0012813 5.8 01 Jan2000, 13 :05 0 .6 Reach-20 .000328125 1.2 01 Jan2000 , 13 :05 0 .1 Reach-21 .0004375 1.7 01 Jan2000 , 13 :05 0 .2 Reach-22 .00009375 0.4 01 Jan2000 , 13 :05 0 .0 Reach -23 .00053125 2 .1 01 Jan2000 , 13 :05 0 .2 Reach -24 .00034375 1.6 01 Jan2000 , 13 :05 0 .2 Reach -25 .000875 3 .6 01 Jan2000, 13 :05 0 .3 Reach-26 .000875 3 .5 01 Jan2000 , 13 :05 0 .3 Reach-27 0.0248437 106 .3 01 Jan2000 , 13 :05 10.4 Reach-28 .000765625 3 .2 01 Jan2000 , 13 :05 0 .3 Reach -29 0.0085781 36.6 01 Jan2000 , 13 :05 3.6 Reach -3 0.0016719 7 .5 01 Jan2000 , 13 :05 0 .7 Reach -30 0 .0097031 41 .6 01Jan2000 , 13 :05 4 .1 Reach-4 0 .0277305 62 .9 01Jan2000 , 13 :15 11 .9 Reach-5 .000875 4 .0 01Jan2000 , 13 :05 0.4 Reach -6 0 .0296680 67 .0 01Jan2000 , 13 :15 12 .8 Reach -7 .0004219 1 .9 01 Jan2000, 13 :05 0 .2 Page 3 Project: College Station Wet Pond Simulation Run : MarketPlace 100 Start of Run : End of Run : Compute Time : 01Jan2000, 01 :00 02Jan2000, 01 :30 24Nov2014, 17 :02 :57 Volume Units: IN Hydrologic Drainage Area Peak Discharge Element (Ml2) (CFS) Analysis Point 10 .15211 471.4 Detention Pon ~0 .0642306 228 .8 Junction-1 0 .0016719 9 .9 Junction-10 0 .0012344 7 .2 Junction-11 0 .0427931 147 .7 Junction-13 .0004375 2 .3 Ju nction-14 .00053125 2.9 Junction-15 .000875 4.9 Junction-16 .000875 4.8 Junction-2 0 .0277305 86.8 Junction-3 0 .0296680 92 .3 Junction-4 0.0305743 94 .5 Junction-5 0.0309181 95.1 Junction-6 0.0402462 136.2 Junction-? 0 .0408556 138 .8 Junction-8 0.0420900 144.7 Junction-9 .000875 5 .2 Junction-X1 0 .0248437 143 .9 Junction-X2 .000765625 4 .6 Junction-X3 0.0085781 49 .5 Junction-X4 0 .0097031 55 .3 Junction-XS 0 .0878750 251 .7 Marketplace P ~flc0260586 81.4 0-1 0 .0055781 32 .3 Page 1 Basin Model : Meteorologic Model : Control Specifications : Ult RockPrc: 100 yr 24 hr Control 1 Time of Peak Volume (IN) 01Jan2000 , 13 :15 10 .54 01 Jan2000 , 13 : 15 10 .55 01 Jan2000, 13:05 11 .00 01 Jan2000 , 13:05 11 .00 01Jan2000 , 13 :10 10 .62 01Jan2000, 13 :05 8 .90 01Jan2000 , 13 :05 9 .27 01 Jan2000 , 13 :05 9 .95 01Jan2000 , 13 :05 9.95 01Jan2000 , 13 :15 10 .61 01 Jan2000 , 13 :15 10 .63 01Jan2000 , 13 :15 10.64 01Jan2000, 13 :15 10 .65 01Jan2000 , 13 :10 10.60 01Jan2000 , 13 :10 10 .61 01Jan2000 , 13 :10 10 .62 01 Jan2000 , 13 :05 11 .00 01 Jan2000 , 13 :05 10.44 01 Jan2000 , 13 :05 11 .00 01 Jan2000 , 13 :05 10.49 01Jan2000 , 13:05 10 .55 01Jan2000 , 13 :20 10.54 01Jan2000 , 13 :15 10 .58 01 Jan2000 , 13:05 10.44 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) 0-2 0 .0061875 35.9 01Jan2000 , 13 :05 10.44 0-3 0 .0040000 22 .2 01Jan2000 , 13 :05 11 .00 0-4 0 .0055625 30.9 01 Jan2000, 13 :05 11 .00 0-5 0 .0011250 6 .7 01 Jan2000 , 13 :05 11 .00 Offsite Analysi e>!P00956125 53 .2 01 Jan2000 , 13 :05 11 .00 Offsite Analysi s!Pfitil87150 63 .5 01Jan2000 , 13 :05 8.45 P-1 0.0130781 75 .8 01 Jan2000 , 13 :05 10.44 P-10 .0003594 2.1 01Jan2000 , 13 :05 11 .00 P-11 0.0093281 50 .6 01 Jan2000 , 13 :05 10.44 P-12 .0006094 3 .6 01Jan2000 , 13 :05 11 .00 P-13 .0007031 4.2 01Jan2000 , 13 :05 11 .00 P-14 .0004375 2.6 01Jan2000 , 13 :05 11.00 P-15 .0004375 2 .6 01Jan2000 , 13 :05 11 .00 P-16 0 .0214375 116 .3 01Jan2000 , 13 :05 10.44 P-17 .000609375 3.4 01Jan2000 , 13 :05 11 .00 P-18 0 .0518438 258.1 01Jan2000 , 13 :10 10.44 P-19 .000390625 2 .3 01Jan2000 , 13:05 11 .00 P-2 0 .0012813 7.7 01 Jan2000 , 13 :05 11 .00 P-20 .000375 2.2 01 Jan2000 , 13:05 11.00 P-21 .000546875 3.3 01Jan2000 , 13:05 11 .00 P-22 .000578125 3.5 01 Jan2000 , 13:05 11 .00 P-23 0 .0117500 56 .7 01 Jan2000 , 13:05 8 .21 P-24 0 .0078125 45.3 01Jan2000 , 13 :05 10.44 P-25 .00034375 2 .1 01 Jan2000 , 13 :05 11 .00 P-26 .000328125 1.7 01 Jan2000 , 13 :05 8 .21 P-27 .000109375 0.7 01Jan2000 , 13 :05 11 .00 P-28 .00009375 0.6 01Jan2000 , 13 :05 11 .00 P-3 .0003906 2 .3 01Jan2000 , 13 :05 11 .00 P-4 0 .0260586 142 .6 01Jan2000 , 13 :05 10.58 P-5 0 .0010625 6.4 01Jan2000 , 13 :05 11 .00 P-6 .000875 5.2 01 Jan2000 , 13 :05 11 .00 Page 2 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) P-7 .0004844 2 .9 01 Jan2000 , 13 :05 11 .00 P-8 .0004219 2 .5 01Jan2000 , 13 :05 11 .00 P-9 .0003438 2 .1 01 Jan2000 , 13 :05 11 .00 Reach-1 .0003906 2 .3 01Jan2000 , 13 :05 11 .00 Reach-10 0 .0402462 136 .1 01Jan2000 , 13:10 10.60 Reach-11 .0004375 2 .6 01Jan2000 , 13 :05 11 .00 Reach-12 .0004375 2.6 01 Jan2000 , 13:05 11 .00 Reach-13 .000875 5 .1 01Jan2000 , 13 :05 11 .01 Reach-14 .0003594 2.1 01Jan2000 , 13 :05 11 .00 Reach-15 0 .0012344 7 .1 01 Jan2000 , 13 :05 11 .00 Reach-16 0 .0408556 138 .8 01 Jan2000 , 13 :10 10 .61 Reach-17 0 .0420900 144 .6 01Jan2000 , 13 :10 10.62 Reach-18 0.0427931 147 .1 01Jan2000 , 13 :10 10 .63 Reach-19 .000109375 0 .6 01 Jan2000 , 13 :05 11 .00 Reach-2 0 .0012813 7 .6 01 Jan2000 , 13 :05 11 .00 Reach-20 .000328125 1.7 01Jan2000, 13 :05 8 .21 Reach -21 .0004375 2 .3 01Jan2000 , 13:05 8 .90 Reach -22 .00009375 0.6 01Jan2000 , 13 :05 11.00 Reach -23 .00053125 2 .8 01Jan2000 , 13 :05 9 .27 Reach-24 .00034375 2 .0 01 Jan2000 , 13 :05 11 .00 Reach -25 .000875 4 .8 01 Jan2000 , 13 :05 9.95 Reach-26 .000875 4 .7 01Jan2000 , 13 :05 9 .96 Reach-27 0 .0248437 140 .6 01 Jan2000 , 13 :05 10.44 Reach-28 .000765625 4.2 01 Jan2000 , 13 :05 11.00 Reach-29 0 .0085781 48.6 01 Jan2000 , 13 :05 10.49 Reach-3 0 .0016719 9 .8 01 Jan2000 , 13 :05 11 .00 Reach -30 0 .0097031 55 .1 01 Jan2000 , 13 :05 10 .55 Reach -4 0.0277305 86 .3 01Jan2000 , 13 :15 10.61 Reach -5 .000875 5.2 01 Jan2000 , 13 :05 11 .00 Reach -6 0 .0296680 91 .7 01Jan2000 , 13 :15 10 .63 Reach -7 .0004219 2 .5 01 Jan2000 , 13 :05 11 .00 Page 3 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) P-7 .0004844 2 .9 01 Jan2000 , 13 :05 11 .00 P-8 .0004219 2 .5 01 Jan2000, 13 :05 11 .00 P-9 .0003438 2.1 01 Jan2000, 13:05 11 .00 Reach-1 .0003906 2.3 01 Jan2000, 13 :05 11.00 Reach-10 0 .0402462 136.1 01Jan2000 , 13 :10 10.60 Reach-11 .0004375 2.6 01 Jan2000 , 13 :05 11.00 Reach-12 .0004375 2.6 01 Jan2000 , 13 :05 11 .00 Reach-13 .000875 5.1 01 Jan2000, 13:05 11 .01 Reach-14 .0003594 2.1 01 Jan2000 , 13:05 11.00 Reach-15 0 .0012344 7 .1 01Jan2000 , 13 :05 11 .00 Reach-16 0.0408556 138 .8 01Jan2000 , 13 :10 10 .61 Reach-17 0 .0420900 144 .6 01Jan2000 , 13 :10 10 .62 Reach-18 0.0427931 147.1 01Jan2000 , 13 :10 10 .63 Reach-19 .000109375 0 .6 01 Jan2000 , 13 :05 11 .00 Reach-2 0.0012813 7 .6 01Jan2000 , 13 :05 11 .00 Reach-20 .000328125 1.7 01 Jan2000 , 13:05 8 .21 Reach-21 .00 04375 2.3 01 Jan2000 , 13:05 8.90 Reach-22 .00009375 0.6 01 Jan2000 , 13:05 11 .00 Reach-23 .00053125 2 .8 01 Jan2000 , 13:05 9 .27 Reach-24 .00034375 2 .0 01 Jan2000 , 13 :05 11 .00 Reach-25 .000875 4 .8 01 Jan2000 , 13 :05 9.95 Reach-26 .000875 4.7 01Jan2000 , 13 :05 9.96 Reach-27 0.0248437 140.6 01Jan2000 , 13 :05 10.44 Reach -28 .000765625 4.2 01 Jan2000 , 13 :05 11 .00 Reach-29 0.0085781 48 .6 01 Jan2000 , 13:05 10.49 Reach-3 0.0016719 9 .8 01 Jan2000 , 13:05 11 .00 Reach-30 0.0097031 55 .1 01 Jan2000 , 13 :05 10 .55 Reach-4 0.0277305 86 .3 01Jan2000 , 13 :15 10 .61 Reach-5 .000875 5 .2 01Jan2000 , 13 :05 11 .00 Reach-6 0.0296680 91 .7 01Jan2000 , 13 :15 10 .63 Reach -7 .0004219 2 .5 01 Jan2000 , 13 :05 11 .00 Page 3 Project: College Station Wet Pond Start of Run : End of Run: Compute Time: 01 Jan2000, 01 :00 02Jan2000, 01 :30 21 Nov2014, 09 :17 :31 Volume Units : IN Simulation Run : Exist 2 Basin Model : Meteorologic Model : Control Specifications : Existing Cor 2 yr 24 hr Control 1 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Analysis Point 'lJ.1735469 197 .8 01 Jan2000 , 13 :05 2.05 Existing 1 0.0055781 4 .9 01 Jan2000 , 13 :20 1.97 Existing 2 0.0061875 13 .7 01 Jan2000 , 13 :05 3.99 Existing 3 0.0327188 37.9 01 Jan2000 , 13 :05 1.97 Exi sting 4 0.0662188 73.8 01Jan2000 , 13 :10 1.97 Ex isting 5 0.0308906 35 .8 01 Jan2000 , 13 :05 1.97 Existing 6 0.0319531 37 .0 01 Jan2000 , 13 :05 1.97 Junction-1 0.0117656 16 .7 01Jan2000 , 13:05 3.04 Junction X 0.0444844 54 .6 01Jan2000 , 13 :05 2.26 0 -1 0.0055781 12 .6 01 Jan2000 , 13 :05 4 .08 0-2 0.0061875 13.7 01 Jan2000 , 13 :05 4.08 0 -3 0.0011250 2.5 01 Jan2000 , 13 :05 4 .08 0 -4 0.0131094 19 .2 01 Jan2000 , 13 :05 2.41 Offsite Analysi ) CP.6tt 7-B06 26 .3 01Jan2000 , 13 :05 4 .08 Offs ite Analys i )CPBJht2.3M 21 .8 01 Jan2000 , 13 :05 2.55 Project: College Station Wet Pond Start of Run : End of Run : Compute T ime : 01Jan2000 , 01 :00 02Jan2000 , 01 :30 17Nov2014 , 11 :13:57 Volume Units : IN Simulation Run : Exist 10 Basin Model : Meteorologic Model : Control Specifications : Existing Cor 10 yr 24 hr Control 1 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Analysis Point tl.1735469 443 .9 01 Jan2000, 13 :05 4.48 Existing 1 0.0055781 11 .1 01Jan2000, 13 :15 4.39 Existing 2 0.0061875 23.5 01Jan2000 , 13 :05 6 .80 Existing 3 0 .0327188 86 .2 01Jan2000 , 13 :05 4.40 Existing 4 0 .0662188 163 .7 01Jan2000, 13 :10 4.40 Existing 5 0 .0308906 81.4 01Jan2000 , 13 :05 4.40 Existing 6 0 .0319531 84 .2 01Jan2000, 13 :05 4.40 Junction-1 0 .0117656 30 .7 01 Jan2000 , 13 :05 5.66 Junction X 0 .0444844 116.9 01 Jan2000 , 13 :05 4 .73 0-1 0.0055781 21 .3 01Jan2000, 13 :05 6 .90 0-2 0 .0061875 23.2 01Jan2000 , 13 :05 6 .90 0-3 0 .0011250 4 .3 01Jan2000 , 13:05 6 .90 0-4 0 .0131094 39 .0 01Jan2000 , 13:05 4 .89 Offsite Analysi ,(P.~tt7606 44.6 01Jan2000 , 13:05 6 .90 Offsite Analysi ,(P.~Jht2.~4 43 .3 01 Jan2000 , 13:05 5.05 Project: College Station Wet Pond Start of Run : End of Run : Compute Time : 01 Jan2000 , 01 :00 02Jan2000 , 01 :30 17Nov2014, 11 :13 :28 Volume Units : IN Simulation Run : Ex ist 25 Basin Model : Meteorologic Model : Control Specifications : Existing Cor 25 yr 24 hr Control 1 Hydrologic Drainage Area Peak Discharge T ime of Peak Volume Element (Ml2) (CFS) (IN) Analysis Po int n .1735469 532 .5 01Jan2000 , 13 :05 5.38 Ex isting 1 0 .0055781 13 .3 01Jan2000 , 13 :15 5 .29 Ex isting 2 0 .0061875 26.9 01 Jan2000 , 13:05 7 .78 Existing 3 0 .0327188 103 .5 01 Jan2000 , 13 :05 5.29 Existing 4 0 .0662188 195 .9 01Jan2000 , 13 :10 5 .29 Ex ist ing 5 0.0308906 97 .8 01Jan2000 , 13 :05 5 .29 Ex isting 6 0 .0319531 101 .1 01Jan2000 , 13 :05 5.29 Junction-1 0 .0117656 35.7 01 Jan2000 , 13 :05 6 .60 Junction X 0 .0444844 139.2 01 Jan2000 , 13 :05 5 .63 0-1 0.0055781 24.4 01 Jan2000 , 13 :05 7 .88 0-2 0 .0061875 26 .6 01 Jan2000 , 13 :05 7 .88 0-3 0.0011250 4 .9 01 Jan2000 , 13 :05 7 .88 0 -4 0.0131094 46.1 01 Jan2000, 13 :05 5 .80 Offsite Analysi > CP.Btt 7-656 50 .9 01 Jan2000, 13 :05 7 .88 Offsite Analysi sCP.Btit2-~4 51 .1 01 Jan2000, 13 :05 5.96 Project: College Station Wet Pond Start of Run : End of Run : Compute Time : 01 Jan2000, 01 :00 02Jan2000, 01 :30 17Nov2014, 11 : 10:37 Volume Units : IN Simulation Run : Exist 100 Basin Model : Meteorologic Model : Control Specifications : Existing Cor 100 yr 24 hr Control 1 Hydrolog ic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Analysis Point 'D .1735469 765 .6 01 Jan2000 , 13 :05 7.77 Existing 1 0.0055781 19.2 01Jan2000 , 13 :15 7.68 Existing 2 0.0061875 35 .7 01 Jan2000 , 13 :05 10 .34 Existing 3 0.0327188 149 .2 01 Jan2000 , 13 :05 7.68 Existing 4 0.0662188 281.1 01Jan2000 , 13 :05 7.68 Existing 5 0.0308906 140 .9 01 Jan2000 , 13 :05 7.68 Existing 6 0.0319531 145 .7 01 Jan2000 , 13 :05 7.68 Junction-1 0.0117656 48.7 01 Jan2000 , 13 :05 9.08 Junction X 0.0444844 197 .9 01 Jan2000 , 13 :05 8.05 0-1 0.0055781 32 .3 01 Jan2000 , 13 :05 10.44 0-2 0.0061875 35.2 01 Jan2000 , 13 :05 10.44 0 -3 0.0011250 6.5 01 Jan2000 , 13 :05 10.44 0-4 0.0131094 64 .9 01 Jan2000 , 13 :05 8.21 Offsite Analysi ~CPfitt7-6'66 67 .5 01 Jan2000 , 13 :05 10.44 Offsite Analysi ~ (pfifht2.~4 71.4 01 Jan2000 , 13 :05 8.38 Project: College Station Wet Pond Start of Run : End of Run : Compute Time: 01Jan2000, 01 :00 02Jan2000 , 01 :30 21Nov2014, 09:17 :31 Volume Units : IN Simulation Run : Exist 2 Basin Model: Meteorologic Model : Control Specifications : Existing Car 2 yr 24 hr Control 1 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Analysis Point tl.1735469 197.8 01 Jan2000, 13 :05 2.05 Existing 1 0.0055781 4 .9 01Jan2000, 13 :20 1.97 Existing 2 0.0061875 13.7 01 Jan2000 , 13 :05 3.99 Existing 3 0.0327188 37 .9 01 Jan2000 , 13 :05 1.97 Existing 4 0.0662188 73.8 01Jan2000 , 13:10 1.97 Existing 5 0.0308906 35.8 01 Jan2000 , 13 :05 1.97 Existing 6 0.0319531 37.0 01 Jan2000 , 13 :05 1.97 Junction-1 0.0117656 16.7 01 Jan2000 , 13 :05 3.04 Junction X 0.0444844 54 .6 01 Jan2000, 13:05 2.26 0-1 0.0055781 12 .6 01Jan2000, 13 :05 4 .08 0-2 0.0061875 13 .7 01 Jan2000 , 13 :05 4 .08 0-3 0.0011250 2.5 01 Jan2000, 13 :05 4 .08 0-4 0.0131094 19 .2 01 Jan2000 , 13 :05 2.41 Offsite Analysi > CP5tt7-606 26 .3 01Jan2000 , 13 :05 4 .08 Offsite Analysi sCP5Jht2.32l4 21 .8 01Jan2000 , 13 :05 2.55 Project: College Station Wet Pond Start of Run : End of Run : Compute Time: 01 Jan2000, 01 :00 02Jan2000, 01 :30 17Nov2014, 11 : 13:57 Volume Units: IN Simulation Run : Exist 10 Basin Model : Meteorologic Model : Control Speci fi cations : Existing Cor 10 yr 24 hr Control 1 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Analysis Point n.1735469 443 .9 01 Jan2000 , 13 :05 4.48 Existing 1 0.0055781 11 .1 01Jan2000 , 13 :15 4 .39 Existing 2 0.0061875 23 .5 01Jan2000 , 13 :05 6.80 Existing 3 0.0327188 86 .2 01 Jan2000 , 13:05 4.40 Existing 4 0.0662188 163.7 01Jan2000 , 13 :10 4.40 Existing 5 0.0308906 81.4 01 Jan2000 , 13 :05 4.40 Existing 6 0.0319531 84 .2 01 Jan2000 , 13 :05 4.40 Junction-1 0.0117656 30 .7 01 Jan2000 , 13 :05 5.66 Junction X 0.0444844 116.9 01 Jan2000 , 13 :05 4.73 0-1 0.0055781 21.3 01 Jan2000 , 13 :05 6.90 0-2 0.0061875 23.2 01 Jan2000 , 13 :05 6.90 0-3 0.0011250 4 .3 01 Jan2000 , 13 :05 6.90 0-4 0.0131094 39 .0 01 Jan2000 , 13 :05 4 .89 Offsite Analysi ) CP.t>tt 7-656 44 .6 01 Jan2000 , 13 :05 6.90 Offsite Analysi ) CP.t>lht2-~4 43 .3 01 Jan2000 , 13 :05 5.05 Proj ect: College Station Wet Pond Start of Run : End of Run : Compute Time : 01 Jan2000 , 01 :00 02Jan2000 , 01 :30 17Nov2014, 11:13 :28 Volume Uni t s: IN Simulation Run : Exist 25 Basin Model : Meteorologic Model : Control Specifications : Exist ing Cor 25 yr 24 hr Control 1 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Analysis Point 1>.1735469 532.5 01 Jan2000, 13 :05 5 .38 Existing 1 0.0055781 13.3 01Jan2000 , 13 :15 5 .29 Existing 2 0 .0061875 26 .9 01Jan2000 , 13 :05 7 .78 Existing 3 0 .0327188 103.5 01 Jan2000, 13 :05 5 .29 Existing 4 0.0662188 195.9 01Jan2000 , 13:10 5 .29 Existing 5 0 .0308906 97 .8 01 Jan2000, 13 :05 5 .29 Exist ing 6 0 .0319531 101 .1 01 Jan2000, 13 :05 5 .29 Junction-1 0 .0117656 35 .7 01 Jan2000, 13 :05 6 .60 Junction X 0 .0444844 139.2 01 Jan2000, 13 :05 5.63 0-1 0 .0055781 24.4 01 Jan2000, 13 :05 7 .88 0 -2 0 .0061875 26.6 01 Jan2000, 13 :05 7 .88 0-3 0.0011250 4 .9 01 Jan2000 , 13 :05 7 .88 0-4 0 .0131094 46 .1 01 Jan2000, 13 :05 5 .80 Offsite Analysi ;CPt>lhl76156 50 .9 01 Jan2000, 13 :05 7 .88 Offsite Analysi ~(pt} fht2.:Y4 51 .1 01 Jan2000, 13 :05 5 .96 Project: College Statio n Wet Pond Start of Run : End of Run : Compute Time: 01 Jan2000, 01 :00 02Jan2000 , 01 :30 17Nov2014, 11 :10 :37 Volume Un its : IN Simulation Run : Exist 100 Basin Model : Meteorologic Model : Control Specifications : Existing Cor 100 yr 24 hr Control 1 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Analysis Point 'D.1735469 765.6 01 Jan2000 , 13 :05 7.77 Existing 1 0.0055781 19.2 01Jan2000 , 13:15 7.68 Existing 2 0.0061875 35 .7 01 Jan2000 , 13 :05 10 .34 Existing 3 0.0327188 149 .2 01 Jan2000 , 13 :05 7.68 Existing 4 0.0662188 281 .1 01 Jan2000 , 13:05 7.68 Existing 5 0.0308906 140.9 01Jan2000 , 13 :05 7.68 Existing 6 0.0319531 145 .7 01Jan2000 , 13 :05 7.68 Junction -1 0.0117656 48.7 01 Jan2000 , 13 :05 9.08 Junction X 0.0444844 197 .9 01 Jan2000 , 13 :05 8.05 0-1 0.0055781 32 .3 01 Jan2000 , 13 :05 10.44 0-2 0.0061875 35 .2 01 Jan2000 , 13 :05 10.44 0-3 0.0011250 6.5 01Jan2000 , 13 :05 10.44 0-4 0.0131094 64.9 01Jan2000 , 13 :05 8.21 Offsite Analysi B CP.6tt 7-6156 67 .5 01Jan2000 , 13 :05 10.44 Offsite Analysi BCP.6Jht2.~4 71.4 01Jan2000 , 13 :05 8.38 Appendix D Response to COCS Comments Rock Prairie Marketplace IEA , Inc. 1225 North Loop West Suite 32 0 Houston, T X 77008 Memorandum To William Langford, P.E. Page Subject Rock Prairie Marketplace Drainage Study -Response to COCS Comments From Matthew Zeve , P .E, CFM Date January 13 , 2015 This purpose of this memorandum is to provide the responses to the comments received on December 19 , 2014 on the drainage study for the Rock Prairie Marketplace Drainage Study. Each comment from the City of College Station is in italics with the response immediately following . 1. Need a study point at discharge from your drainage basin/detention pond. A study point is provided at the outfall of the detention pond . This information will be more clearly called out in the drainage report. Table 6 in the report presents the results of the study point at the pond outfall. 2 . Rainfall intensities used appear low. Were they calculated or determined from /OF Curves ? Confirm you are using Type Ill distribution . For the HEC-HMS model used in this analysis, rainfall information is based on the SCS Type Ill distribution for a 24-hour duration storm . The rainfall depths for each storm event are from the rainfall depths shown in Table C-6 of Appendix C of the Unified Stormwater Design Guidelines . The rainfall depths match the HEC-HMS model developed for the April 2011 Jacobs report : Engineering and Drainage Report for Scott and White Memorial Hospital -College Station - Subdivision Improvements and Site Plan . The Jacobs report and plan set do not describe how rainfall intensities were calculated for the storm sewer calculations included on Sheet CG203 . The rainfall intensities used for the Jacobs storm sewer design calculations are close to the intens ities calculated using the Unified Stormwater Design Guidelines . A comparison is provided below for reference . Jacobs Report UDG Table C-1 Storm Tc Intensity Tc Intensity_ Event (min) (in/hr) (min) (in/hr) ._2-:.YL ... 5 5 .76 10 6 .33 ...... ____ !_D =l'.'.!:_ 5 8 .57 10 8 .82 .-.. ·-·------·-------·----·----·---... -... ·-···--. 25-yr 5 10 .11 10 10 .07 ·----· ----.. - 100-yr 5 12 .54 10 11 .64 Rock Prairie Marketplace Drainage Analysis -Response to Comments January 13 , 2015 Page 2 3. Our design guidelines specifies a minimum time of concentration of 10 minutes. Please justify use of shorter time of concentration . The times of concentration less than 10 minutes were taken directly from the April 2011 Jacobs report: Engineering and Drainage Report for Scott and White Memorial Hospital -College Station -Subdivision Improvements and Site Plan. The use of times of concentration less than 1 O minutes is to allow a direct comparison of runoff calculations with the Jacobs report . For reference, the plan sheet from the Jacobs plan set is attached to this memo (apologies for the poor quality of the scan , but it was what was provided). We will update the runoff calculations using a minimum time of concentration of 10 minutes and update the results in the drainage report. The table below shows the di fference in the runoff rates between the Jacobs method and the Unified Stormwater Design Guidel ines method . Area Jacobs cocs Difference (COCS -Jacobs) Q2 Q10 Q25 Q100 Q2 Q10 Q25 Q1 00 Q2 Q10 Q25 Q100 P-4 28 .50 51 .17 67 .27 98.41 31 .32 52 .66 67 .00 91 .35 2 .82 1.49 -0.27 -7.06 ····-········-·---··-··--····-·-···--· P-4 ( rrodified) 27 .86 50 .02 65.76 96.20 30 .61 51.48 65 .50 89 .30 2.76 1.46 -0.26 -6.90 P-4 (rrodified) 80.69 120.06 141 .63 175.67 88 .68 123.56 141 .07 163.07 7.99 3.50 -0.56 -12 .61 Area going to 0.64 1.15 1.51 2 .21 0.70 1.18 1.50 2.05 0.06 0.03 -0.01 -0.16 away from pond 4 . Detention pond berm grading cannot be located in the Right-of-Way. Drawings are very small, but it appears the berm is in conflict with existing sidewalk . The exhibits wi ll be revised to be easier to read and provided in a 24-inch by 36-inch format. The detention pond berm will be revised to correct the conflict with the existing sidewalk. 5 . Provide detention pond routing for plugged conditions. The proposed outfall structure for the detention basin is a V-notch weir . Carol Cotter and I discussed this on December 31, 2014, in a phone conversation. She rec o mmended that I assume the V-notch is completely shut off and the basin will fill up and flow will leave via the emergency overflow weir. The overflow from the pond will exit over the sidewalk along the cul-de-sac section of Scott & White Drive. The weir length is 200 feet and the weir crest elevation is set to the average elevation of the sidewalk from the topographic survey . The top of the berm for the pond was revised to be a minimum elevation of 296 .0 ft , except along the 200-ft long portion along the Scott & White Drive c ul-de-sac. The results of the analysis show that the maximum water surface elevation will be 295.5 ft , which meets the 0.5-ft freeboard requirement. The flow over the weir (sidewalk) will be about 5 inches deep and flow with an average ve locity of about 1.8 feet per second . The existing storm sewer is sized for the 100-year existing condition runoff rate and the 100-year hydraulic grade line shows the box culvert flow ing approximately half full , so there is capacity in the storm sewer for the overflow. Rock Prairie Marke tplace Drainage Analysis -Response to Commen ts January 13 , 2015 Page 3 6. Emergency overflow spillway required. Consideration needs to be given to where and how it discharges since adjacent to ROW. Discussion on the emergency overflow pathway will be provided in the drainage report . The general idea is that pond overflow will be directed to the existing sidewalk along the cul-de-sac of Scott & White Drive and into the existing 5' x 4 ' RCBC storm sewer. The existing storm sewer system is sized for the existing conditions 100-year storm runoff rate and should have capacity for overflow from the detention basin . 7. Storm pipe is typically designed for 10-year design storm. What effect does this have on your detention pond sizing? Based on the Jacobs construction plan set date April 13, 2011 , the storm sewer system is sized for the 100-year existing condition runoff rate . Sheet CSS06 shows the 5 ' x 4' RCBC storm sewer that will drain the detention pond . The 100-year hydraulic grade line shows the box culvert flowing approximately half full. The sheet is attached with the outfall location circled in red . The 10-year design criteria will not have an effect on the detention pond sizing . 8 . Please provide adjacent grade information . Exhibits will be updated with topographic data for the areas outside of the project limits . H G F E D c B A 9 I '"''"I 10.vu r j · >· 27$,I ·.~ . .,,l ~·~_._"_"~·l~·_.c?_;,_,_~~~-"'-·!~•~-·~~~~·~~ ANA < YSIS PO NT 2 ·Yot11 .' blMinD Id•) 10 .v,.. 31.!I. 100.vur )1.•. ·~J ' 8 UllllN .. , ... , orFSII.C_ ANALYSIS POINT 1 7 6 5 4 OlftlMARll)9lsPoint·2 blaeioot Ullrnne lcl •I (ct.I 10.1rii ANALYSIS POINT POINT 2 EXISTING i\ D PROPQS.ED RU Off COMPAR ISON '" 5.76 5.76 5.16 '" "' ,,76 '·'' "' 0.7) '" '·" on .,, .,, 0.64 .,, 0.64 '·" O.JJ O.J) 0.1J O.JJ o.n 0.29 Q ,~ I.I I a.•• 1.$7 uo I.I) l .70 1,19 I.II Oil '·" (),?S ).Ol 1.01 l .•i us ,,, .,, IJ7 1.n l.$7 O.lS OJll O.il 0.11 . ,, O.~I 0.11 0.11 .,, 8-1 1 0.11 ORI ... 0.S I 0.11 •.n '·" 1.17 3C.13 ll2 I ... a 1 '"' "' 0.<19 ,., ,,. ,., "" 10.ll 10.11 10.ll 10.11 10.11 JO.JI 10.11 10.ll 10.11 10.l / 10.ll 10.1 1 .. ,, 0.90 .... 0.90 .... .... .... .... .... O.IO .... .... ,.., ... ,.., .... 0 90 039 Q,.,. 1·2.55 •• 61.2& -:6.19 1i.S4 . 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