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DEVELOPMENT PERMIT / MINIMUM SUBMITTAL REQUIREMENTS -~V -/. $200.00 Development Permit Application Fee. \7 Drainage and erosion control plan, with suppo'rting Drainage Report two (2) copies each V Notice of Intent (N.0.1.) if disturbed area is greater than 5 acres LEGAL DESCRIPTION Lo-r i G A-Tf=WA'f S o sf)1v15101J APPLICANT (P\r[imary ~ontacjt f~h~e Project): I {a \ S"' ~ . ~ Name PmlC ~ L> Street A~ess f)jj Ll w 21ut:-C. 5 u 1n zdje it: .c..au..E.<:;i l S r .+n o ,.(.) State I ~ Zip Code 77 'l!.tO E-Mail Address ~V\li~=· c..rY1 Phone Number l q7 q ) "Zlo O -loq b 3 Fax Number_~(~q._.7._q~)L-...AO~-~--....___....._U::: ........... _,.lti!:/_io<..-,___ PROPERTY OWNER'S INFORMATION : Name r rzao t( IY l µ. A-L 0 p De ) ' £)5 Street Address l 5 9 DO Doo LE"{ Q o . City AootsD~ State T ~ Zip Code 7 5'00 J E-Mail Address __________ _ Phone Number GtJZ.-233-33,33 Fax Number C17 l -z..3 3 -LS-() f ARCHITECT OR ENGINEER'S INFORMATION : Name 'i:)A-M& A-S A-PPUC4DT Street Address----------------City _______ _ State ____ Zip Code ______ E-Mail Address __________ _ Phone Number Fax Number ----------- Application is hereby made fort e following development specific site/waterway alterations: The information and conclusions contained in the above plans and support ing documents comply with the current requirements of the City of College Station , Texas City Code, Chapter 13 and its associated Drainage Policy and Design a condition of approval of this permit application , I agree to construct the improvements proposed in this application rding to these do uments and the requirements of Chapter 13 of the College Station City Code DEV ELOPM ENT PERMIT DP ERMIT .DOC 03 /26/02 ~J Contractor I of2 , . . ' ~Llpo\"ft G ( ~ CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) A. I, ~-=-----::-~-=---7='~:;;::::---:-::--' certify that any nonresidential structure on or proposed to be on this site as part of this application is designa revent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B. I, , c the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part o lication is at or above the base flood elevation established in t latest Federal Insurance Administration Floqd.Hazar P.S as amended. rvtrr n r Date _J_o~0_\_j __ ~~l-~~b_l_\ __ , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning e roach ents of floodways and of floodways fringes . t~(o & D. I, , do certify that the proposed alterations do not raise the level of the 100 year flood above e evation established in the latest Federal Insurance Administration Flood Hazard Study. " 'f~jo ?- Conditions or comments as part of approval:--------------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. DEVELOPMENT PERMIT DPERMIT.DOC 03/26/02 2 of2 ~-w DEVELOPMENT PERMIT PERMIT NO. 02-034 Project: Gateway Subdivision COLllGE STATION FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lots 1A, 2R , and 9-11 Gateway Subdivision DATE OF ISSUE: 12/11/02 OWNER: Wulfe Investments Limited P.O. Box 37343 San Antonio , TX 78237 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 1615 University Drive East DRAINAGE BASIN: Burton Creek VALID FOR 12 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction plans All trees must be barricaded , as shown on plans , prior to any construction . Any trees not barricaded will not count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter. Work within the right-of-way of State Highway 6 must be per approved TxDOT Permit. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City , State and Federal requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction , erosion , and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area inside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of Colleg St tion that apply . Date I :J. -Jl -o:L- Owner/ Agent/Contractor Date ~~ DEVELOPMENT PERMIT PERMIT NO. 02-034 Project: Gateway Subdivision COLLlGl STATION FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lots 1 A , 2R, and 9-11 Gateway Subdivision DATE OF ISSUE: 9/25/02 OWNER: Wulfe Investments Limited P.O. Box 37343 San Antonio , TX 78237 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 1615 University Drive East DRAINAGE BASIN: Burton Creek VALID FOR 12 MONTHS CONTRACTOR: Clearing Grading Permit -f.:.., ...(\ ~ · All construction must be in compliance with the approved construction plans All trees must be barricaded, as shown on plans, prior to any construction . Any trees not barricaded will not count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter. No work is to be performed within the right of way of State Highway 6. No access shall be taken or allowed from the southbound frontage road of State Highway 6 . The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City , State and Federal requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets , or existing drainage facilities. I hereby grant this permit for development of an area inside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. Date I ' CJ/i&/o z I I Date Bury+ Partners Consulting Engineers and Surveyors Date Prepared : 11 /13/02 Engineer's Opinion of Probable Cost for : WATER Public Water Improvements 1 12" PVC C-900 Pipe 4 ,100 2 8" PVC C-900 Pipe 45 3 6" PVC C-900 Pipe 500 4 3/4" Air Release Assembly 1 5 12" Gate Valve 9 6 8" Gate Valve 2 7 6" Gate Valve 8 8 Pipe Fittings 3 .5 9 Standard Fire hydrant Complete 7 10 Concrete Encasement 70 11 Trench Protection 4 ,645 GATEWAY SUBDIVISION COLLEGE STATION, TX LF $35 .00 LF $30 .00 LF $25 .00 EA $1 ,250 .00 EA $1 ,250 .00 EA $775 .00 EA $700 .00 Ton $2 ,300 .00 EA $2 ,100 .00 LF $25 .00 LF $2.00 Note : The above "Opinion of Probable Construction Cost" is made by an engineer, not a professional construction estimator. The accuracy of estimates cannot be guaranteed . Bury+Partners , Inc 10000 San Pedro , Suite 100 San Antonio , Tx 78216 j :\WTF\234\11-13-02wate r.xl s $143,500.00 $1 ,350.00 $12,500 .00 $1 ,250 .00 $11 ,250.00 $1 ,550 .00 $5 ,600 .00 $8 ,050 .00 $14 ,700 .00 $1,750 .00 $9 ,290 .00 $210,790.00 Date Printed : 11/13/2002 Bury+ Partners Consulting Engineer s and Surveyors Date Prepared : 11 /13/02 Engineer's Opinion of Probable Cost for: SANITARY SEWER GATEWAY SUBDIVISION COLLEGE STATION, TX Public Sanitary Sewer Improvements 1 8" SDR-26 PVC Pipe (10'-14 ' Cut) 1, 138 LF $40.00 2 Standard Manhole 6 EA $2 ,500 .00 3 Extra Depth Manhole (>6') 35 VF $125.00 4 Adjust Existing Manholes 11 VF $200.00 5 Trench Protection 1 , 138 LF $2 .00 Note : The above "Op inion of Probable Construction Cost" is made by an eng ineer , not a professional construction estimator. The accuracy of est imates cannot be guaranteed . Bury+Partners , Inc 10000 San Pedro , Suite 100 San Antonio , Tx 78216 j :\WTF\234\11-1 3-02 Sewer.xls $45 ,520 .00 $15 ,000 .00 $4 ,375 .00 $2 ,200 .00 $2 ,276.00 $69,371.00 Da te Printed : 1111 3/2002 Bury+ Partners Consulting Engineers and Surveyors Date Prepared : 07/03/02 Engineers Opinion of Probable Cost for : PUBLIC DRAINAGE IMPROVEMENTS GATEWAY SUBDIVISION COLLEGE STATION, TX Public Drainage Improvements 1 60" RCP PIPE LF 1 ,024 $ 120.00 2 48" RCP PIPE LF 15 $ 85 .00 3 30" RCP PIPE LF 32 $ 55 .00 4 18" RCP PIPE LF 5 $ 45 .00 5 Outlet Structure EA 1 $ 4 ,000 .00 6 5'X5' Junction Box EA 1 $ 3 ,000.00 7 Man Hole Section EA 3 $ 1 ,200 .00 8 60" Bend x Tee Section EA 3 $ 1 ,200 .00 9 Trench Protection LF 1,076 $ 1.00 SUBTOTAL Note : The above "Opinion of Probable Construction Cost" is made by an engineer , not a professional construction estimator. The accuracy of estimates cannot be guaranteed . Bury+Partners , Inc 10000 San Pedro, Suite 100 San Antonio , Tx 78216 J :\WTF\234\DRAIN -est.xls ~m~'~ ,,~···'"·.··~~ '•· "'* ..... &~* \*'1 t!*''~ '·*' .. .: .. .:. ..................... : ... ·'- : COY D. ARMSTRONG ~ ... , .......................... :···~ ~\:ii-:f 87617 .... ~; ?>M.. ,_o,.~'<;, :».A •f.CENS~.·;._~_. ""Ss······ .. ·· ~~ _. ''"~,\,~J.--- $ $ $ $ $ $ $ $ $ $ 122 ,880 .00 1 ,275.00 1 ,760 .00 225 .00 4 ,000 .00 3 ,000 .00 3 ,600 .00 3 ,600 .00 1,076 .00 140,340.00 STAFF REVIEW COMMENTS Project: DP-GATEWAY SUBDIVISION LOT 1-DEVELOPMENT PERMIT (02- 00100034) These comments are based on a 7/26/02 meeting ENGINEERING 1. Change in graphics in order to show impact of fill more clearly. 2. Graphic of cross section 10+00 was not shown as having changed. Also, one of the x-sect graphics was not plotted properly. 3. The City's preference would be for this item to be modeled in HEC-RAS rather than HEC-2. This opinion is based on the new policy by FEMA which allows subsections of streams to be modeled utilizing such a program where the entire stream was modeled in another program and FEMA's preference for HEC-RAS. You have stated that HEC-RAS is not appropriate for this particular project. 4 . Please submit electronic data and modeling with your next submittal. 5. You stated that the City of Bryan would possibly be playing a limited role in this submittal but would be informed and supply a letter as to such. 6. You stated that the contractor responsible for sampling and testing of the fill material would be submitting the results to this office for verification. Also, provide test per area information. 7. You stated that you would be willing to sign and seal a "Reasonably Safe from Flooding" statement at the time the LOMR is submitted. 8. You stated that you would be making a decision as to whether this submittal would be removing a property by platted lot or by metes and bounds description. If by plat , please adjust lot numbers on forms. 9. Please change form to read Mr. Brett Mccully, P.E. as Floodplain Manager. 10. Please be advised that there is a fee associated with the CLOMR submittal. Please amend submittal material accordingly . Reviewed by: Spencer Thompson Date: July 26, 2002 NOTE: Any changes made to the plans, that have not been requested by the City of College Station , must be explained in your next transmittal letter and "bubbled" on your plans . Any additional changes on these plans that have not been pointed out to the City, will constitute a completely new review. 2 of 2 THIS FORM REPLACES PREVIOUS FORM 351Q-6 (8-98) See Reverse for Instructions Fonn Approved. OMB No. 2040-0188 &EPA United States Erwironmen\al Protection Agere/ NPDES Washington, DC 20460 FORll Notice of Intent (NOi) for Storm Water Discharges Assocla1ed with CONSTRUCTION ACTIVITY Under a NPDES General Permit Submission of this Notice of ln1en1 constitutes notice that the party identified in Section I of this form intends to be authorized by a NPDES permit issued for storm water discharges associated with construction activity in 1he State/Indian Country Land identified in Section II of this torrn. Submission of this Notice of Intent also constitutes notice !hat the party identified in Section I of this brm meets the eligibiity requirements in Part J.B. of the general permit (including 1hose related to protection of endangered species determined through the procedures in Addendum A of the general permit), understands that continued authorization to discharge is contingent on maintaining permit eligibility, and that implementation of the Storm Water Pollution PreYention Plan required under Part IV of the general permit wil begin at the time tie permittee commences work on the construction project iclentilied In ~ U below. INORDERTO OBTAIN AUTHORIZATION, ALL INFORMATION REQUESTED MUST BE INCLUDED ON THIS FORM . SEE INSTRUCTIONS ON BACK OF FORM. L Ownerl'Operator (Apsllcant) Information Name: I fi Qi A1JJ 1 K.i 1J..\ I 1 tf:1 ~1 L 1 DJP 1 01 U 1~DJ5 I I I I I I I I I I I Phone: I I I I I I I I I I I Address: I I 15t91 D 1D 1 , no10 1Lic1'f1 1R.!'0 1 I I I I I I I I I I I I I I I I I Status of [£] Owner/Operator: City. IAi gbi t 1 ~O!u I I I I I I I I I I I I I I I State:~ Zip Code: 1::2 I ~I 0 1 D 1 I 1 -I I I I I I. Projec:t/Slle Information Is the facility located on Indian County Lands? Project Name: I H 0 1 ~I EI I DI [11)1Qi:I 1 I 'Ft 11 b l L I 1A-1e 1?-1A 1 I I I I I I I I I I Yes D No I&) Pro;ect Addres&'l...ocatio: I u ~l l I ~I EJ f2I ~ 11 T1 'f. I I Cl C2J 1@ 1 ~»1 ft2 1 I \a't 1 eJ A+S1~1 I I I I I I City. lua ~L.1 ~1 tic.1 151 Tl Al T l ! 10 10! I I I I I I I I State :~ Zip Code: I 7 j7 18:: I 4 1 DI -I I I I I Lati1ude : 13 10 13 1&:12!3 1 Longitude: I w9 1 ~I t I ~ ~I Lfl County: I 0 &Id I ~ I D 1S I I I I I I I I I I I I I I Has the Storm Wat.er Polution Prevention Plan (SWPPP) been prepared? Yes0" No0 Optional : Address of location of 0 Address in Section I aboYe D Address in Section II aboYe D Other address <if known) below: SWPPP for viewing SWPPP Phone: Address: I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I City. I I I I I I I I I I I I I I I I I I I I I I I State: LLl ZipCode: I I I I I 1-1 I I I I Name of Reoeiving Water: 16 ,0 ,;1 ,o~, I ~~~ I I I I I I I I I I I I l~i:J I ~ I I LJ C!IQ 1z.I I I l°ZJ 3 1t>I ZJ a C\ 2l Based on instruction provided in Addendum A of the permit, are Month Day )9at' Month Day }9ar there any listed endangered or threatened species, or designated Estimated Construction Start Date Estimated Completion Date critical habitat in the project area? Estimate of area to be disturbed (to nearest acre): I I I I 13 1 !(! Yes IK] No D Estimate of Likelihood of Discharge (choose only one): I have satisfied permit eligibility with regard to protection of endangered species tlrough tle indicated section of Part l.B.3.e.(2) 1. D Unitely 3. [0'" Once per week s. D Continual of the permit (check one or more lx»ces): 2 . D Once per month 4 . D 0nce per day (a)~ <b> D <c> D <d> D IL Certiftcation I certify I.Wider penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified persomel property gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage this system , or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and comple1e. I am aware 1hat there are significant penalties for submitting false information, including the possibility of fine and inprisonmeot for knowing violations. Print Name : I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Date: I I I I I I I :::. Signature : EPA Form 351Q-9 replaced 351 CHS (8-98) Instructions -EPA Fonn 351<>-9 Form Approved . OMB No. 2040-0188 Nollce or Intent (NOi) tor Storm Water Discharges Assoclatad with Construction Activity to be Coveted Under a NPDES Permit Who Must Fiie a Notice of Intent Form Under the proYiaions of Ile Clean Waler Ad. as wneoded , (33 U.S .C. 1251 et.aeq.; the Act), except ae pf'OYided by Part 1.8.3 the permit, Federal law prohtits cischarges of polu1anls n a1olm water from construction actiYllies wilhcU a Natona Polk.IWll Oiadlarge ElmNlion &jsk!ln Penni. Operabc{a) of construc:lion ailes where 5 or more 8Cl9S are <islurt>ed, analler sites that are part of a larger common plan of deYelopment or sale where there is a cun'kllative dsturbance of al least 5 acres, or any site designated 1:1'/ the Director, must Slbnit an NOi to obtail covecage under en NPOES Storm Waler ConstnJction General Penntt. If you have questions about whether you need a permit under 1he NPDES Storm Water program , or If you need information aa to whether a particular program is adrrinlatered by EPA or a Stale agency, wr1le to or telephone Ile Nolice of Intent Processing Center at (703) 931-3230. Where 10 Fie NOi Fom NOia must be eent to the folowing address: Storm W81er Noice of Intent (4203) USE PA 401 M. Street, SW Washington , D.C. 20460 Do not send Slorm Water Pollution Prevention Plans (SWPPPa) to the above address. For overnlghVeJcpl9 delivery of NOls, please lnctude 1he room number 2104 Norlheast Mall and phone nt.mber (202) 260-9541 In fie addl'9SS. Whentoflle This brm must be fled at least "8 hours before construction begins. Colnplellng 1tle Fonn OB1M4 ANO READ A COPY OFlHE APPAOPRl.IJE EPA STORM WATER CONSTRUCTION GENERAL PERMIT FOR YOUR AREA. To complete 1tis t>rm, type or prtnt. using uppercase leHef'8, In Ile appropriate areas only. Please place each character between the marks (abbreviate If necessary to slay within the number of characters alowed for each Item). I.Jee one space for breaks between WOid&, tu not for punctualOn marks U'llees hty are needed b dartfy your reepoi-. H )IOU have any questions on thlS form, cal the Noice of lnlent Prooasalng Center at (703) 931-3230. Section L F.-y~ (Applant) lnfoniatlon Provide the legal name , maling address, and 1elephone number of the person, Inn, public orgarizaton, OC' any other entity flat meet either of hi tolowlng two crtlerta: (1) they f\8'M operatonal control over conatruction plans and epeclllc:alions lndudiig Ile abllty lo make modificallonl to ll09e plans and apecllicalioc .a; or (2) hy have the day-to-day operational control of h¥e 9Chiliee at ha pqed riec1 BBB . y lo ensure ccmpialioe wllh SWPPP requiremeRs or oiler perrnt 001diol1S. Eac:ll pel'8C>n that meets eilher of tw crileria fTlJ8t 1le 1hls fonn. Do nae uae a colloql lial name. Correepon- denoe for the permit wit be eent to this address. Enl&r flit ~letter 1o idc:ale Ile legal 8llltlJ8 of Ile owner/openllor of the project: F ""Federa~ S ""S1ate; M =Pubic (other than federal or siate); P =Private. Section .. Prqecti$11e lnlonndon Enter 1he ollicial or legal name and complete street address, Including aty, crunty, atate, ~code, and phofle nunber of Ile project or site. If It lacks a street address, indlca18 will a general atldement Ile location of Ile Ille (e.g., lnteraedion of State Higlwaya 61 and 34). Complele aile inlormdon must be prcMded for pennit coverage to be granted. The applicant must also provide the lalMude Md longi1ude of Ile fadlty In degrees, minutes, and seoonds 1o the nearest 15 aeconds. The latitude and longitude of your facility can be located on USGS quadrangle maps . Quadrangle mepe can be obtliled by caling 1-800 USA MAPS. l..ongiUje and lattude may alllo be obtained al the Census Bureau Internet site : htlp://www.cenaus.gov/ogi-bl~eer. Latitude and longitude for a facilty in decimal form must be oonverted to degrees, mbJles and secmds br proper entry on 1he NOi fonn . To OOOYert decinal latitude or longitude kl degrees, minutes , and seconds, folow tie steps in the following example . Convert decimal latitude 45.1234567 to degrees, minutes, and seconds. 1} The numbers to Ile left of the decimal point are degrees. 2) To obtain minutes, multiply the first four numbers to Ile right of the decimal point by 0.006. 1234 x .006 "'7.404 . 3) The numbers to the left of the decimal point in the result obtained in step 2 am the minutes: 1'. 4) To obtain seconds, multiply the nmainklg 1hree numbers 1o the right of 1he decimal from 1he result In step 2 by 0.06: 404 x 0 .()6 .. 24.24. Since 1he nuimers to 1he riglt of the decimal point are not uaed, 1he restAt Is 24". 5) The conversion for 45.1234 • 45° T 24". lndcate whether the project Is on Indian Country Lands. lndica1e If the 8'onn Water Pollution Prevention Plan (SWPPP) has been developed. Refer to Part IV of fie general peimlt for Information on SWPPPa. To be elglble for coverage, a SWPPP must have been prepared . Optional: Provide the address and phone number where the SWPPP can be viewed if different from addresses previousfy ~ Check appropriate box. Enter the name of the ck>sest water body which receiYes 1he project's construction atorm water discharge. Erner 1he esllmaled con&tructon start and completion data8 using four diglls for the year (I.e. 05127/1998}. Enter the estimated area to be disturbed including but not limtted to: grubbing, excavation, grading, and utlltlee and Infrastructure lnstalatlon. lndcate lo~ nearest aae; if less than 1 acre, enter ·e Note: 1 acre "' 43,560 sq. ft. lndk:ate your beat e8llmate of the hlh>od of storm water discharges from the projeci. EPA recognizes 1hat actual discharges may differ from 1hia esllm8'e due 1<> unbreaeen or chance cin::ums1aneea. Indicate If there are any listed endangered or threa1ened species, or desigtated critical hablat In 1he project area. Indicate which Part of the permit 1hat the applicant la eligible with regard to protection of endangered or 1hrea1ened apeciea, or de6lgna1ed crltical habilat. 6ectlon IL CertHlc:8tlon Federal Stalutes pioylde for aevete penalties br 8lbnltting falae lnfonnation on Ills application fonn. Federal regulations ~ flls application lo be signed 88 folows : For a corporation : by a responsible corporate officer, which means: (i) president, aecretary, treasurer, or vice president of the corporation In Charge of a principal business fmction, or any other person who performs slmlar poicy or decision making functions, or (II) lie manager of one or mol8 manufaclumg, proclJctlon, or opendlng fatiUes empk¥ng more flan 250 peraons or haWlg groas annual sales or expencitures exceeclng $25 mllon (in aecond-quarter 1980 dolars), If authortty lo sign doalmenta has been assigned or delegaled lo the manager In accordance with corporate proceduras; For a pamership or aole proprtetonlhip: by a genetal pamer of the ptq>rietor, or For a fTUlidpality, sla1e, tederal, °'other pOOlic facilty: by either a principal executive ot ranking elecled ofticial. Ari unsigned or undated NOi fonn wll not be granted permit coverage. Papet llOltt Reduction Act Notice Public reporting burden ior 1his applicatlon Is estimated 1o average 3 . 7 hours. This estinate inctJdes time for l'e\'tewing in&tructions, searching existing data aoun:es, gathering and maintaining Ile data needed, and OOf'l1>leCing and reviewing hi colleclon of Information . Ari agency may not conduct or apon90r, and a peraon Is not required lo respond lo, a collection of Information unless It dsplays a currenfy valicl OMB control number. Send comments regarding the burden estinate, any other aspect of the oollection of information. ()( suggestions for Improving 1his form , Including any suggestions which may Increase or reduce this burden lo: Director, OPPE AeglEtory lnformalon Division (2137), U.S. EnYlronmental Prolectiol1 Agency, 401 M Street. SW, Washington , O.C. 20460. Include 1he OMS control number on any oorrespoodenoe. Do not aend the oompleted fonn to 1his address . Background Questions and Answers Regarding Rule Changes At 44 CFR Part 65 FEMA processes a variety of map revisions through the issuance of Letters of Map Change (LOMC). These letters include Letters of Map Amendment (LOMAs), Letters of Map Revision Based on Fill (LOMR-Fs), and Letters of Map Revision (LOMRs). The rules regarding data requirements and procedures for obtaining LOMR-Fs and LOMRs are outlined in 44 Code of Federal Regulations (CFR) chapter I part 65 . On May 4 , 2001, those regulations were changed. Why the Chang e ? The LOMR-F process prior to the new rule change was confusing and indirectly promulgated unwise development within floodplains . Under the old rules, land within the floodplain could be filled and raised above the Base (1 % annual chance) Flood Elevation (BFE) and an application could be filed with FEMA to have the land removed from the floodplain. Once that land was removed from the mapped floodplain , NFIP floodplain management regulations no longer applied; thus, structures could be built at risk with their lowest floors below BFE. The flood hazard mapping rule s were changed to discourage this practice, and empower State and local governments to make decisions on how best to assure existing and proposed structures in and near their floodplains are reasonably safe from flooding. What Does the New Rule Do? The new rule more closely links the flood hazard identification process (mapping) with existing floodplain management requirements by mandating that minimum floodplain management requirements be met before land (or structures) can be removed from the Special Flood Hazard Area (SFHA). Who Assures That the Minimum Floodplain Management Requirements A re Met ? FEMA currently requires that an appropriate local official sign a form acknowledging that a map revision request has been made to revise the floodplain , and that all applicable floodplain management requirements have been met. We will use these existing forms as our assurance that the structure( s) or filled area are and will remain reasonably safe from flooding: a long-standing minimum federal floodplain management requirement. The instructions for the forms will be immediately revised to reference the new rule , and we are actively working on revising the forms themselves to more explicitly state the meaning of the local official's signature. Where Can I Get More Information? The new rule can be downloaded at: http ://www.fema.gov/library /lomradl3.pdf . You can also download Technical Bulletin 10-01 entitled "Ensuring That Structures Built on Fill In or Near Special Flood Hazard Areas Are Reasonably Safe From Flooding in Accordance with the National Flood Insurance Program," from: http://www.fema.gov/mit/tb 1001 .pdf. Should you have specific questions about the new rule , you can also email a map specialist at: Map.Specialist@ dewberry.com or contact our Map Assistance Center at 1-877-FEMA-MAP (336 -2627). THIS FORM REPLACES PREVIOUS FORM 351o-6 (8-98) Form Approved. OMB No. 2040-0188 See Reverse for Instructions &EPA United States Environmen1al Protection Agency NPDES Washington, DC 20460 FORM Notice of Intent {NOi) 1or Storm Water Discharges Associated with CONSTRUCTION ACTIVITY Under a NPDES General Permit Submission of this Notice of Intent constitutes notice that the party identified in Section I of this form intends to be authorized by a NPDES permit issued for storm water discharges associated with construction aclivily in the State/Indian Country Land identified in Section II of 1his form. Submission of this Notice of Intent also constitutes notice that lhe party identified in Section I of this t>rm meets the eligibility requirements in Part l.B. of the general permit (including those related to protection of endangered species determined through the procedures in Addendum A of the general permit), understands that continued authorization to discharge is contingent on maintaining permit eligibility, and that implemeniation of the Storm Water Pollution Prevention Plan required under Part IV of the general permit wil begin at the time the permittee commences work on the construction project identified In ~ II below. INORDERTO OBTAIN AUTHORIZATION, All INFORMATION REQUESTED MUST BE INCLUDED ON THIS FORM . SEE INSTRUCTIONS ON BACK OF FORM . L Owner/Operator (Apple.ant) lnfonnation Name : J6g 1A lil-1DI51 1 e 1 e1 ~1 1 1 u~ I I I I I I I I I I I I I I I I Phone : 1 90 1 ~ I ~~1z.l7 1 '7 1 0 61 Address: I A a I Go1')(1 17 1114 1 I I I I I I I I I I I I I I I I I I I I I I Status of [eJ Owner/Operator: City. iBt fll '/IA 1u 1 I I I I I I I I I I I I I I I I I State:~ ZipCode: I 712 1 ~1 Q 1 ~1-1 I I I I L Profec:t/Slte Information Is the faciUty located on Indian Colsltry Lands? Project Name : I tl!DI A4 Il l I Ole I e 1 QII I 1£11 I L I U IA-I e Ii: I Al I I I I I I I I I I Yes D No~ Project Addressll...ocatio: I Ill U I IV IC. I IZJ S. I I I II ~ I l ~lb l ~I I SI !±1 '21 I !31Y I P1A-1S 15 1 I I I I I I City. le I a L I L I E I ~ £1 I S l -rtAfil / l lHJ I I I I I I I I State :~ Zip Code: I :Z I 7 1 8~1 0 1-1 I I I I latitude: l ~1 Dl:3 1 ~I ZJ3 l Longitude: l wq 1 ~l l 1 ~~I ~I County: I BJ:g,14 12 10 1s 1 I I I I I I I I I I I I I Has the Sloon Water Polulion Prevention Plan (SWPPP} been prepared? Yes0 No0 Optional : Address of location of Ii?' Address in Section I aboY9 0 Address in Section II abo>Je D Other address (if known) below: SWPPP for viewing SWPPP Phone: Address : I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l City: I I I I I I I I I I I I I I I I I I I I I I I State : LLJ ZipCode: I I I I I 1-1 I I I I Name of ReoeiYing Water: I B VH2J J1 Cl t.J I l.J 1ZI C:1 c 1 Kl I I I I I I I I I I I I IOJl 0t 112.1Q 10t'Zl I t 1ZJ3rDI ZJDt01-zL. Based on instruction provided in Addendum A of the permit, are Uont/J DBt ')9ar Month Day )t)ar there any listed endangered or threatened species , or designated Estimated Construction Start Date Estimated Completion Date cri1ical habitat in the project area? Estimate of area to be disturbed (lo nearest acre): I I I I i'3181 Yes ~ No D Estimate of Likelihood of Discharge (choose only one): I have satisfied permit eligibirrty with regard to protection of 1. D Unlikely 3. ~ Onceperweek s. D Continual endangered species flrough ht indicated section of Part l.B.3.e.(2) of the permit (check one or more boxes): 2. D Once pe r month 4 . D 0nce per day (a}~ <b> D <c> D <d>D IL Certification I certify l.Slder penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed 1o assure 1hat qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person o r persons who manage this system , or those persons directly responsible for gathering the information , the infonnation submitted is, 1o the best of my knowledge and belief, true , accura1e , and complele. I am aware that there are significant penalties for submitting false information, including the possibility of fine and inprisonment 1or knowing violations. Print Name : I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Date : I I I I I I I -:.::. Signature: EPA Form 351Q-9 replaced 351()-6 (8-98) &EPA Instructions-EPA Fom1 351<>-9 Form Approved. OMB No. 2040-01881 Notice of Intent (NOi} for Storm Wider Discharges Associated with Construc:tion Activity to be Covered Under a NPDES Permit Who Must Fiie a Notice of Intent Form Under the proyisioos offle Clean W.r Ad, 811 amended, (33 U.S.C. 1251 et.seq.; the Act), excepc ae provided by Part l.B.3 the permit, Federal law prohllits cischarf.a of polu1anls n storm water from construction actiYllies wiltW a Ndc:llW Pollutant Dladlarge ElmNllon System Penni. Operabi{a) of construction lites wtlel9 5 or more 8Cf8S are cialurbed, &maier altes that are part of a larger oommon plan of deYeqlment or sale where 1ttel'8 Is a cum.dative cisturbance of at least 5 acres, or any &ite designated l:l'f the Diredor, must 61.bmit M NOi to otJtai'I coverage under an NPOES S1orm Water Construction General Permit. If )'OU have questions about wheeher you need a permit under 1he NPDES Storm Water program , or If you need Information as to whether a particular program Is administered by EPA or a Stale ag«!Cy, wr11e 1o or 1elephon& lie Nollce of Intent Processing Cenler at (703) 931-3230. Where to Fie NOi Fom NOia must be aent to the f()lowlng address: Storm water Noice d Intent (4203) USE PA 401 M. Street. SN Washington, D.C. 20460 Do not eend Stonn Water Pollution Prevention Plans (SWPPPa) 1o the aboYe addtess. For overnlghUexprea delivery of NOls, please idJde 1he room number 2104 Not1heast Mall and phone mmber (202) 260-9541 In 1he address . WhenlOFlle This bnn must be fled at least 48 hours before construction begins. Colnpletlng the Fonn ~ANO READ A OOPYOFTHE APPAOPRLIJE EPA STORMWm:R CONSTRUCllON GENERAL PERMIT FOR YOUR AREA. To complete tta bnn, type or print, using uppercase tenera. in ht appropriate areas only. Please place each character between the marks (abbrevlale H necessary to 8lay within 1he nwnber of characters alowed for each hem). Use one apace for breaks between WOl'da, tM.i not tor JU1C11.1a11on mar1<s lrieea l1ey are needed XI clartfy your l88pOl 188. H )IOU haY8 8trf questions on 1118 fonn, cal the Noice d lnlenl Processing Cen'8r at (703) 931-3230. Section L Fdly~ (Appllcant) lnfonnatlon Provide the legal name, maling address, and telephone number of the person, Inn, public orgarizaton, or any other entity that meet eltler of the folowil ig two crltelia: (1) they have operatonal control over construclion plans and epecltlcalions. lnc:ludiig the abllly 1o make modilicatlonl 1o fl08e plans and apeclficallons; or (2) they have the day-tc:><iay operational control of hlGe aclvllies at be plqed rieca saa y to ensure compiance wilh SWPPP ~ OI ofl8I' pennlt COlldlliorl8. Each per8011 that meets eilher of 11888 criteria mJSt 1le this fonn . Do not use a oolloquial name. Correspon- dence for the pennll wit be eent to 'flia adcll'888. Enler the appropriate letter to incicale ht legal ata1u8 of lhe owner/operltol' of the project F "' Federa~ S .. State; M "' Pubic (other than federal or state); P .. Private. Section .. Pft+w;tJSbe lnformdon Enter the olficial or legal name and complete street address, Including city, county, state, ~code, and phone nunber of hi project OI site. If H Ids a atreet address, indicate will a general statement ht location of hi Ille (e.g., lntereeclion of S18te Higlwaya 61 and 34~ Complete site inlormalon must be provided tor pennil coverage to be granted. The applicant must also ptO'Jlde the latlude and loogi1ude of Ile fadlty In degrees, minutea, and seconds to the nearest 15 aeconds. The lati1ude and longitude of )'OUr facility can be located on USGS quadrangle maps. Quadiangle maps can be oblalned by caling 1-ax> USA MAPS. l...onglU:ie and latitude may alao be obtained al the Census Bureau Internet site: http://www.oenaJS.gov/cgi-biNgazetteer. Lati1ude and lol'lgitude for a faciity in decimal fonn must be oonver1ed to deigrees, minutes and seconds for proper enlly on 1he NOi form. To conyert decimal la1ltude or longitude to degrees, minutes, and seconds. folow lhe steps in the following exanple . Convert decimal latitude 45.1234567 to degrees, minutes, and seconds. 1) The numbers to tie left of the decimal point are degrees. 2) To obtain minutes, multiply the first four numbera to the right of the decimal point by 0 .006. 1234 x .006 .. 7 .404. 3) The numbers to the left of the decimal point in the result obtained In step 2 are the minutes : T. 4) To obtakl seconds, multiply the rernair*lg 1hree numbers to the right of the decimal from 1he resUt In step 2 by 0.06: 404 x 0.()6 = 24.24. Since 1he nurmers to the ~ of the dec:Snal point are oat uaed, the reSIJt Is 24". 5) The conversion tor 45.1234 • 45° 7' 24". ln<ica1e whether the project Is on Indian Country l..wlds. lndica1e H the Storm Weter Pollution Prevention Plan (SWPPP) has been developed. Refer 1o Part IV of fle general peimlt for lnfonnallon on SWPPPa. To be eligible tor awerage. a SWPPP mJ8t have been prepared . Optional: PIOYlde the address and phone number where the SWPPP can be viewed if different from addresses previously given. Check appropriate box. Enter the name of 1he clo8eat water body which recelvea the prOject's construction atorm water dl9oharge. Enter Ile eslimaled oonstructon start and compleliol 1 dales using four digits for Ile year (I.e. 05/2711998). Enter the estimated area to be disturbed Including but not limited to: grubbing, excavation, grading, and utlltles and Infrastructure lnatalatlon. lncicate 1o i'le nearest acre; H less flan 1 acre, enter ·1.• Note: 1 acre "" 43,560 sq. ft. Indicate your best estimate of the hlh>od of &lOnn water dischatges from the project. EPA recognizes 1hat actual discharges may differ from this estimate due to unb Hein or chance cira.matancee. Indicate If there are any listed endangered or threa1ened species, or deaigl•ted critlcal habllat In Ile project area. Indicate which Part of fie pennlt 1hat 1he applicant Is eligible with regard to protection of endangered or threatened apeciea, or designated crltical habitat. 6ecdon IL Certification Federal S1alules provide for 88Y8t9 penalties for 8lbritllng false lnfonnation on Ills application torm. Federal regutations require 1hi8 application to be signed as follows: For a corporation : by a responsible corporate ofllcer, which means : (i) president, secretary, treasurer, or vice president of 1he corporation In Charge of a principal buslneas fl.llction, or any other person who perfonns slmlar poicy or decision making functions, or (U) tw; mmtager of one or more rnanufactumg, ~. or operating faclHes employk'ig more flan 250 pereons or having groes annual sales or expencllures exceeclng $25 mllon (in eeoonckµlrter 1980 dolara), It authortty to sign doa.lmenta has been assigned or delegaaed 1o the manager In accordance with corporate procedures; For a pamership or aole proprtelorship: by a general pamer of the proprietor, or For a nujdpality, state, federal, or other pubic facilty: by either a principal executive or ranking elecled official. NI unsigned or undated NOi torm wfl oat be granted permit cowerage. Papm work Reduction Act Notice Public reporting burden for this application Is estimated to average 3.7 hours. This estimate inWdes time for reviewing Instructions, searching existing data sources, gathering and maln1aining 1he data needed, and ~ and 19Viewing Ile oollection of Information. NI agency may not conduct or sponsor, and a per80l1 is not required to respond to, a collection of lnfonnation unless It displays a currenly valid OMS control number. Send comments regarding the burden estimate, any other aspect of the colleclion of Information, or suggestions for Improving this fonn, lnduding any suggestions which may ilcfease or reciJoe this burden to : Director, OPPE Regulatory lnformalon DiYl8loli (2137), U.S. Environmental Protection Agency, 401 M Street. SW, Washington, D.C. 20460. Include the OMB control mrnber on any oorresponclenoe. Do not send the completed form to this address . STAFF REVIEW COMMENTS Project: DP-GATEWAY SUBDIVISION LOT 1-DEVELOPMENT PERMIT (02- 00100034) These comments are based on a 7/26/02 meeting ENGINEERING 1. Change in graphics in order to show impact of fill more clearly. 2. Graphic of cross section 10+00 was not shown as having changed. Also , one of the x-sect graphics was not plotted properly . 3. The City's preference would be for this item to be modeled in HEC-RAS rather than HEC-2 . This opinion is based on the new policy by FEMA which allows subsections of streams to be modeled utilizing such a program where the entire stream was modeled in another program and FEMA's preference for HEC-RAS. You have stated that HEC-RAS is not appropriate for this particular project. 4. Please submit electronic data and modeling with your next submittal. 5. You stated that the City of Bryan would possibly be playing a limited role in this submittal but would be informed and supply a letter as to such . 6 . You stated that the contractor responsible for sampling and testing of the fill material would be submitting the results to this office for verification. Also, provide test per area information . 7 . You stated that you would be willing to sign and seal a "Reasonably Safe from Flooding " statement at the time the LOMR is submitted. 8 . You stated that you would be making a decision as to whether this submittal would be removing a property by platted lot or by metes and bounds description . If by plat , please adjust lot numbers on forms. 9. Please change form to read Mr. Brett McCully , P.E. as Floodplain Manager. 10. Please be advised that there is a fee associated with the CLOMR submittal. Please amend submittal material accordingly. Reviewed by: Spencer Thompson Date: July 26 , 2002 NOTE: Any changes made to the plans , that have not been requested by the City of College Station , must be explained in your next transmittal letter and "bubbled " on your plans . Any additional changes on these plans that have not been pointed out to the City, will constitute a completely new review . 2 of 2 STAFF REVIEW COMMENTS NO. 2 Project: DP-GATEWAY SUBDIVISION LOT 1 -DEVELOPMENT PERMIT (02- 00100034) ENGINEERING 1. Please include copies of the recently approved replat, with a letter explaining that the lot numbers included in the report are in reference to the plat that has been approved but not filed. 2. Remove (or strike out) construction access to SH6 frontage road. Reviewed by: Brett McCully, P.E. Date: September 9, 2002 NOTE: Any changes made to the plans , that have not been requested by the City of College Station, must be explained in your next tra nsmittal letter and "bubb led" on your plans . Any additional changes on these plans that have not been pointed out to the City, will constitute a completely new review . Staff Review Comments Page 2 of 4 I I I I I I I I I I I I I DRAINAGE/DETENTION REPORT for The Home Depot The Gateway Subdivision State Highway 6 Bypass and University Drive College Station, Texas Prepared by Bury+Partners -SA, Inc . 10000 San Pedro, Suite 100 San Antonio , Texas 78216 "I hereb y certify that this report for the drainage design of The Gateway Subdivision w as prepared under m y supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." Registered Professional Engineer State of Texas No. 87617 _---=::...;C...::....:.-'------ August 2002 !:\Drainage Report s\Home Depot\2 29-002\flys hee t.d oc.vrc '-------------------BURY+PARTNER S ---------------____, I I I TABLE OF CONTENTS Introduction .......................................................................................................................... I Pre-Develo ped Conditions ................................................................................................... 1 East Drainage West Drainage TxDot Drainage Post Development Drainage ................................................................................................ 2 Overall Drainage Plan Public Storm Drainage On-site Storm Drainage System Western Private Storm Sewer Eastern Private Storm Sewer Table 1 TxDOT Drainage Detention Design ............................................................................................................. 3-4 Table 2 -Detention Volume Summary Table 3 -Inflow/Outflow Summary Methodology for Detention Design Results Maintenance Pre-vs-Post Develo ped Runoff ........................................................................................ 5-6 Table 4 -Computation of Lag Times Table 5 -Peak Flow Summary Study Point 1 Study Point 2 Study Point 3 Conclusion ........................................................................................................................... 6 APPENDIX Appendix 1 Existing Drainage Area Map Proposed Drainage Area Map On-Site Drainage Master Plan Existing FEMA Flood Insurance Rate Map Appendix 2 Public Storm Sewer Storm Cad 10-year and 100-year Analysis L------------------BURY+PARTNERS ------------------' APPENDIX (cont'd) Appendix 3 Private Storm Sewer Storm Cad-10-Year and 100-Year Analysis Inlet Calculations Appendix 4 Detention Basin Hydro graph Tail Water Condition No Tail Water Condition Appendix 5 HEC-1 Analysis Existing 2-100 Year Proposed 2-100 Year Appendix 6 TxDOT Storm Sewer Storm Cad -10-Y ear and 100-Y ear Analysis Proposed 2-100 Year Appendix 7 Detention Pond Plan Private Storm Sewer Plan '-------------------BURY+PA RTNER S ----------------__J INTRODUCTION The proposed improvements consist of a Home Depot, future commercial retail pad site, associated parking, public utility extensions, public drainage improvements and a private detention facility. ±32.87 acres is proposed to be developed out of the 43.507 acres. The remaining ±10.94 acres will consist of floodplain, existing wetlands and a detention facility for the proposed development. The proposed development is located at the Northwest comer of the intersection of University Drive and S.H. 6 By-pass. The purpose of this report is to analyze the effects of the proposed improvements on the surrounding drainage system . A CLO MR and LOMR will be submitted in conjunction with this report by Mitchell & Morgan, LLP . In accordance with City of College Station Ordinance # 1728, the following narratives , calculations and maps are submitted for your review and approval for the proposed development's drainage plan. PRE-DEVELOPED CONDITIONS The existing topography shows the project site is split into four drainage areas , all of which terminate at Burton Creek south drainage. Drainage area DA-IE consisting of 37 .5 acres located south of the proposed development that drains into an existing storm drainage system. This system accepts drainage runoff from Glenhaven Subdivision, Scott & White Clinic Complex, University Drive, three restaurants and a gas station. The storm drainage system releases into an open channel that flows northwest through DA-2E until it reaches the flood plain and Burton Creek. East Drainage DA-2E consists of 38 .1 acres containing the eastern portion of the site , a portion of State Highway 6 right-of-way and a portion of property located northwest of the site. DA-2E accepts runoff from DA- 1 E/P and the two drainage areas drain northwest to study point 1 and into Burton Creek. West Drainage DA-3E consists of 9.6 acres containing the western portion of the site and a small portion of property located to the west of the site . DA-3E drains northwest to point 2 where it enters a Tributary to Burton Creek. The tributary flows northeast until conv_erges with the flow from DA- lE & 2E downstream from point 1. TxDot Drainage DA-4E consists of 5 acres located along State Highway 6 Bypass. The 5 acres generally drain east toward a 24" storm drainage pipe that crosses the access road. This area collects with other drainage areas within TxDOT r.o ,w. and drains northeast into Burton Creek at a point east of State Highway 6. When DA-4E receives a significant storm event (±5 year storm), DA-4E cannot be delineated from DA-2E because of flooding. 1 :. '-------------------BURY+PA RTNER S ----------------~ POST DEVELOPMENT DRAINAGE Overall Drainage Plan The developed Gateway subdivision will provide a detention facility within Lot 9 that will collect the runoff from DA-2P (32.5 Acres). This drainage area includes Lot 7 which is planned to be developed by Wings & More. The site was designed by Mitchell & Morgan. Onsite detention was waived for this site at the time of platting and plan submittal provided detention was provided in the future by the developer of Lot lA. A storm drainage structure will be constructed to convey storm drainage runoff from DA-lE/P to a point north of DA-2P. The detention facility has been sized to account for the future development of Lot 2R and Lot 10 . Public Storm Drainage The rational formula was used to calculate the runoff for DA-lP (See Table 1). A proposed 60-inch public storm sewer will be constructed within Lots 11 and 2R to intercept the flow from DA-lP and convey the flow for the 2-1 OOyr storms though the site . A 6'x6' junction box will connect the proposed 60" storm sewer to existing 48", 30", and 18" storm sewer pipes . The 60" storm sewer will collect storm drain runoff from three additional points. StormCAD was used to model the proposed storm drainage system. Due to elevation constraints the storm drainage pipe was placed at the preferred frictional slope . (See Appendix 2 for StormCAD Pipe Report). On-Site Storm Drainage System The on-site post-development drainage areas were calculated using the rational method (See Table 1). The On-site Drainage Master Plan consists of 18 separate drainage areas and two separate drainage systems that convey the on-site drainage to the private detention pond (See Exhibit 3). Western Private Storm Sewer Only a portion of the western drainage system will presently be constructed with the development of Lot 11. The western system was designed for 10-yr ultimate development and analyzed using StormCAD (See Appendix 3). The system will stub out into Lot lA with area inlets. The remainder of the western system will be built when Lot lA is developed. The future storm system will collect the remainder of the storm water flow from Lot lA and a portion of the 60' priv ate access easement located along the western property line of Lot lA. Inlets are sized by drainage area collected at each inlet based on Table 1 and inlet calculations (Appendix 3). Eastern Private Storm Sewer The eastern storm drainage system will be constructed within Lot 11. This eastern system was designed for the 10-yr ultimate development and analyzed using StormCAD (See Appendix 3). 2 ~----------------BUR Y + PA RTNER S ----------------__, TABLE 1: Rational Formula Drainage Area Calculations < ci ci ;: ;: ;: > > < w < < 0::: 0 0 g~ w < ;: ;: 0::: :I: 0::: 0::: I-..J ..J w I-w < < en u.. u.. u.. -0 0 ;: z c (.) ;: (.!) w w => w c c ..J ..J 0::: 0 z z z9 u.. u.. ~ wz w >-(.!) < u.. (3 en w en t-u < > :3 :I: < <w 0::: :I: 0::: -:E ..J I-..J u.. -..J ..J > w I-w (.) :E (3 u z < 0::: 0 tt 0::: I-0::: ..J 0::: • I= (.!) I= g 0::: ;: 0::: 0 u I-~ w w (.!) 0 I-Q.. zw >z w ..J w (.!) => z 00 0 ..J ..J w 0 I/) 0 0 0 0 => 0 >< >> => w I-...J I-w < en N I/) 0 ..... I/) N 0 I/) 0 ..... c I-~ 0::: (.) o~ 0 u.. O< (.!) ~ (.!) > en u.. en > (.) => £:! 0 ~ 0 !:: 0 £:! 0 ~ 0 !:: 0 No. Ac. % ft. ft. ft. tus ft. fUs min min In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs 1E 37.5 65.0 0.60 335 1.0 2.0 1700 2.8 300 6.0 14.0 14.0 5.4 121.1 6.6 148.4 7.4 167.3 8.5 191.4 9.6 216.8 10.1 226.2 2E 39.6 0.0 0.55 420 37.0 4.3 0 0 0 0 1.6 10.0 6.3 137.8 7.7 167.5 8.6 188.1 9.9 214.8 11.1 242.8 11.6 253.5 2P 32.5 90.0 0.90 325 2.0 1.0 400.0 4.8 1850 6.0 12.0 12.0 5.8 170.3 7.1 207.9 8.0 233.9 9.1 267.4 10.3 302.5 10.8 315.7 4E 5 8 0.55 750 3 2 0 0 0 0 6.3 10.0 6.3 17.4 7.7 21.2 8.6 23.7 9.9 27.1 11.1 30.7 11.6 32.0 5P 2.3 10 0.55 600 3 2 0 0 150 6 5.4 10.0 6.3 8.0 7.7 9.7 8.6 10.9 9.9 12.5 11.1 14.1 11.6 14.7 Storm Drainaqe Area Calculations " 1 11.0 90 0.90 350 4 5 510 3 1750 6 8.9 10.0 6.3 62.7 7.7 76.2 8.6 85.6 9.9 97.7 11.1 110.5 11.6 115.3 2 6.09 90 0.90 300 14 13 360 13 0 0 0.8 10.0 6.3 34.7 7.7 42.2 8.6 47.3 9.9 54.1 11.1 61.1 11.6 63.8 3 0.45 100 0.90 120 1.5 4 0 0 0 0 0.5 10.0 6.3 2.6 7.7 3.1 8.6 3.5 9.9 4.0 11.1 4.5 11.6 4.7 4 3.13 90 0.90 50 1 2 600 8 0 0 1.7 10.0 6.3 17.8 7.7 21.7 8.6 24.3 9.9 27.8 11.1 31.4 11.6 32.8 5 1.87 90 0.90 300 5 6 0 0 0 0 0.8 10.0 6.3 10.6 7.7 12.9 8.6 14.5 9.9 16.6 11.1 18.8 11.6 19.6 6 1.05 90 0.90 150 3 6 0 0 0 0 0.4 10.0 6.3 6.0 7.7 7.3 8.6 8.2 9.9 9.3 11.1 10.5 11.6 11.0 7 2.5 85 0.85 300 4 6 0 0 0 0 0.8 10.0 6.3 13.4 7.7 16.3 8.6 18.3 9.9 21.0 11.1 23.7 11.6 24.7 8 0.75 90 0.90 240 2 6 0 0 0 0 0.7 10.0 6.3 4.3 7.7 5.2 8.6 5.8 9.9 6.7 11.1 7.5 11.6 7.9 9 1.44 90 0.90 140 2 6 0 0 0 0 0.4 10.0 6.3 8.2 7.7 10.0 8.6 11.2 9.9 12.8 11.1 14.4 11.6 15.1 10 1.05 90 0.90 360 3.5 6 0 0 0 0 1.0 10.0 6.3 6.0 7.7 7.3 8.6 8.2 9.9 9.3 11.1 10.5 11.6 11.0 11 0.49 90 0.90 175 3 6 0 0 0 0 0.5 10.0 6.3 2.8 7.7 3.4 8.6 3.8 9.9 4.3 11.1 4.9 11.6 5.1 12 0.76 100 0.90 200 1.5 6 0 0 0 0 0.6 10.0 6.3 4.3 7.7 5.3 8.6 5.9 9.9 6.7 11.1 7.6 11.6 8.0 13 1.78 90 0.90 240 2 6 0 0 0 0 0.7 10.0 6.3 10.1 7.7 12.3 8.6 13.8 9.9 15.8 11.1 17.9 11.6 18.6 14 0.29 90 0.90 240 2 6 0 0 0 0 0.7 10.0 6.3 1.7 7.7 2.0 8.6 2.3 9.9 2.6 11.1 2.9 11.6 3.0 15 0.3 100 0.90 180 2 6 0 0 0 0 0.5 10.0 6.3 1.7 7.7 2.1 8.6 2.3 9.9 2.7 11.1 3.0 11.6 3.1 16 0.09 100 0.90 80 1.5 6 0 0 0 0 0.2 10.0 6.3 0.5 7.7 0.6 8.6 0.7 9.9 0.8 11.1 0.9 11.6 0.9 17 1.18 100 0.90 240 2 6 0 0 0 0 0.7 10.0 6.3 6.7 7.7 8.2 8.6 9.2 9.9 10.5 11.1 11.8 11.6 12.4 ~---------------------------------------BURY+ PARTNERS----------------------------------------' The TxDOT drainage area has been reduced by 54% (5 acres to 2.3 acres). No additional impervious cover has been added (less driveways) to the drainage area. An 18" pipe culvert has been added under the southernmost proposed driveway. An 18" storm drain pipe has been added under the middle proposed driveway which transfers storm drainage along TxDOT R.O.W. to a proposed 2.5' x 2 .5' grate inlet and a 3' x 3' junction box. This junction box will release into the existing 24" storm drain system under the Highway 6 access road. DETENTION DESIGN Due to the size of the DA-2P (32.5 acres) the rational method was used to calculate the runoff leaving the site for the pre-and post-development conditions. The detention pond has been oversized to encompass an existing wetlands area and to maintain an embankment elevation above the 1 OOyr Flood Plain. The detention pond has also been oversized for future offsite development not accounted for within this report. The detention pond will have low flow pipes placed at the water surface elevation of the existing wetlands allowing most of the existing wetlands to be preserved within the proposed detention pond. The embankment slope will be built at a 4:1 maximum slope with a 6-foot top width. Because the detention pond is being constructed within the 100-year flood plain, it is designed using a tail water outflow condition, and a spillway elevation set above the 100-year water surface elevation. The tail water condition/water surface elevation was determined by Mitchell & Morgan, LLP, in an analysis of Burton Creek for the sequence of design storms are as follows (See CLO MR submitted by Mitchell & Morgan, LLP): lOyr -266.20', 25yr -267.25', 50yr -268.05', and lOOyr -268.79'. Because the HEC-2 analysis of Burton Creek does not analyze the 5yr storm, water surface elevation of 265.15' was estimated. The two-36" low-flow pipes for the out flow structure will be placed at an elevation of 261.00' and the 50' weir spillway will be placed at elevation 269.00'. Because the tail water elevation is greater than the pool water surface elevation within the detention basin, 0 cfs out flow will result until the Burton Creek water shed water surface elevation rescinds (See Appendix 4). The detention pond can totally contain the 100-year flood event without outfall for the 2 through 100-year storm events (See Table 2). 3 '--------------------BURY+PARTNERS ----------------~ :: = Table 2: DETENTION VOLUME SUMMARY (With Tailwater) Contour Elevation Area (ft2) Volume (ft3) Freq./W.S. Elev./ Volume 261.00 29,600 0 262.00 60,436 45,018 263.00 74,068 112,270 264.00 87,700 193,154 5yr I W.S. -264.33 I 224,200 ft 3 265 .00 100,638 287,323 lOyr I W.S. -264.63 I 252,215 ft_; 25yr I W.S. -265.01 I 288,322 ft 3 50yr I W.S. -265.36 I 326,226 ft_; 266.00 113,575 394,430 lOOyr I W.S. -265.50 I 340,462 ft 3 267.00 119,120 510,777 268.00 124,665 632,670 269.00 125 ,964 757,984 Spillway Elevation 269.00/ 757,984 ft 3 270 .00 127,262 884,597 Top of Earthen Berm Because the tail water condition is not permanent and varies with time, we have provided the detention pond hydrograph routing without a tail water condition (See Appendix 4). Table 3 depicts a summary of the resultant flow from the pond without a tail water condition. TABLE 3 : INFLOW/OUTFLOW SUMMARY No Tailwater) STORM VOLUME INFLOW OUTFLOW W.S.ELEV. (ft3) (cfs) (cfs) 5YR 179,604 208 32 263.83 lOYR 202,834 234 43 264.10 25YR 227,680 267 53 264.37 50YR 253,306 302 70 264.64 lOOYR 263,053 315 74 264.75 Methodology For Detention Design The software Hydraflow Hydrograph (HH) was used for the detention design. The rational formula with City of College Station (Texas State Highway Dept. (TSDHPT)) IDF curves, the time of concentration, and runoff coefficients were used to generate the hydrographs. The Hydrographs were constructed according to the Triangular Approximation method. The hydrographs are combined by adding flow rates at corresponding time intervals and routed by the modified Art-Kin method. Results The following table identifies the key results of the detention model. All supporting computer simulated inflow/outflow output can be examined in Appendix 4. The following points are proven by the above narrative and calculations: 1. Discharge rates for the design storms are maintained below the pre-developed conditions. 4 '-----------------BURY+ PARTNERS------------------' 2. More storage is available tpan required with a 3.50-foot freeboard above the lOOyr frequency storm water surface elevation. The detention pond has been over designed for additional future development. The pond will have the capacity to accept and detain an additional 354,865 cubic feet of volume with a 0.5' freeboard. Maintenance The southern portion of the pond adjacent to the proposed development and top of the pond will be landscaped with grass and mowed regularly as part of regular maintenance. The disturbed portion of the pond bottom and sides will be re-vegetated with similar wetland vegetation. A separate wetlands mitigation plan will be prepared by others to mitigate disturbed wetlands and is submitted with the site plan permit. Trash and debris Will be removed when the on-site landscape maintenance is performed or more frequently if needed. PRE -vs. -POST-DEVELOPED RUNOFF The pre-and post-development runoff was computed and analyzed at points 1, 2 and 3 using the SCS method within the HEC-1 program (See Appendix 5). This analysis does not take into account the Burton Creek watershed flood plain water surface elevation. TABLE 4: COMPUTATION OF LAG TIMES DA # AREA AREA HYD. VERT. SLOPE LAG CURVE VEL. IMP . ACRES SQ .MI. LENGTH DROP Ff/Ff HRS. # Ff/S COVER Ff. Ff. % 1E+2E 75.6 0.1181 2670 53 0.020 0.19 77 2.34 30 3E 9 .6 0.015 1130 28 0.025 0.19 77 1.00 0 lP 42.5 0.0664 1870 45 0.024 0.14 77 2.25 65 2P 32.5 0.0508 2575 40 0.016 0.12 94 3.58 90 3P 1.2 0 .0019 1130 28 0.025 0.19 77 1.00 0 4P 12.l 0.0189 1500 9 0.006 0.10 77 2.50 0 5 ~---------------BURY+ PARTNERS---------------~ TABLE 5: PEAK FLOW SUMMARY Study lOOYR 50YR 25YR lOYR 5YR 2YR point (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) PreDev@ 619 541 475 384 306 198 PTl PostDev 504 448 402 336 279 199 (@, PTl PreDev @ 67 58 50 40 31 19 PT2 PostDev 9 8 7 5 4 3 (@, PT2 PreDev@ 32 31 27 24 21 17 PT3 PostDev@ 15 14 13 11 10 8 PT3 Study Point 1 The comparison of flows in Table 5 display a significant decrease in flow. The decrease is due to the over design of the detention pond. Study Point 2 The comparison of flows in Table 5 display a significant decrease in flow. The decrease in flow is due to the routing of most of this area to the detention pond. The detention pond will act as a semi- regional detention pond and will provide detention for the proposed Home Depot as well as the future development within the Gateway Subdivision. Study Point 3 The comparison of flows in Table 1 (DA-4E and DA-5P) display a significant decrease in flow . The decrease in flow is due to the Diversion of 54% of the existing area to Study Point 1. CONCLUSION The detention design limits the runoff rate, it provides more than the required storage volume, and does not exceed (reduces) the downstream conveyance for the design storms. Therefore this detention design satisfies the requirements of the City of College Station Drainage Ordinance. = 6 '-----------------BURY+PARTNERS ---------------~ APPENDIX4 DETENTION BASIN HYDROGRAPH • TAIL WATER CONDITION • NO TAIL WATER CONDITION Hydrograph Report Hyd. No. 2 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 5 yrs = 32.5 ac = 7.10 in = Brazos. IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 17 .30 34 .60 51 .90 69 .20 86 .50 103 .80 121 .10 138.40 155 .69 172 .99 190 .29 207.59 « 198 .94 190 .29 181 .64 172 .99 164.34 155.69 147 .05 138.40 129 .75 121 .10 112.45 103.80 95 .15 86 .50 7 7.85 69 .20 60 .55 51 .90 43 .25 34 .60 Time --Outflow (min cfs) 33 25 .95 34 17 .30 35 8 .65 ... End Page 1 English Peak discharge = 207 .59 cfs Time interval = 1 min Runoff coeff. = 0 .9 Time of cone . (Tc) = 12 min Reced . limb factor = 2 Total Volume = 224 ,200 cuft Hydrograph Report Hyd. No. 3 Hydrograph type Storm frequency lriflow hyd . No. Max . Elevation Storage Indication method used. = Reservoir = 5 yrs = 2 = 264 .33 ft Hydrograph Discharge Table Peak discharge Time interval Reservoir name Max. Storage = 0.00 cfs = 1 min =POND Page 1 English = 224 ,200 cuft Total Volume= 0 cuft Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs 0 0 .00 1 17 .30 ... End ft 261 .00 0 .00 cfs cfs cfs cfs cfs cfs cfs cfs cfs 0 .00 « 0 .00 « Hydrograph Summary Report Page 1 yd . Hy drograph Peak Time Time to Volume Return Inflow Maximum Ma x imum Hydrograph No. type flow interval peak period hyd(s) elevation storage descri ption (ori gin) (cfs) (m i n) (min ) (cuft) (yrs ) (ft) (cuft) Ratio nal 226 .53 10 203 ,874 10 Pre Deve loped Cond Rati onal 233 .53 12 252 ,215 10 Post Devel ope d Con 3 Reserv oir 0.00 0 0 10 2 264 .63 252 ,215 ro j. fi le: Reg-det.gpw IDF file: Brazos .IDF Run date : 08-26-2002 Hydrograph Report Hyd. No. 2 Post Developed Conditions Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 32 .5 ac Intensity = 7 .98 in 1-D-F Curve = Brazos .IDF Hydrograph Discharge T~ble Time --Outflow (min cfs) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 3 1 32 19.46 38 .92 58 .38 77 .84 97 .31 116 .77 136 .23 155 .69 175.15 194 .61 214 .07 233 .53 « 223 .80 214 .07 204 .34 194 .61 184.88 175 .15 165.42 155 .69 145 .96 136 .23 126 .50 116 .77 107 .04 97 .31 87 .57 77 .84 68 .11 58 .38 48 .65 38 .92 Time --Outflow (min cfs) 33 29 .19 34 19.46 35 9 .73 .. .End Page 1 English Peak discharge = 233 .53 cfs Time interval = 1 min Runoff coeff. = 0 .9 Time of cone . (Tc) = 12 min Reced . limb factor= 2 Total Volume= 252 ,215 cuft Hydrograph Report Hyd. No. 3 Hydrograph type = Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 2 Max . Elevation = 264 .63 ft Storage Indicatio n method used. Hydrograph Discharge Table Peak discharge Time interval Reservoir name Max . Storage = 0 .00 cfs = 1 min =POND Page 1 English = 252 ,215 cuft Total Vo lu me = 0 cuft Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs 0 0.00 1 19.46 ... End ft 261.00 0 .00 cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 « 0.00 « ydrograph Summary Report { Page 1 yd . Hy d r ograph Peak Tim e Time to Volume Return Inflow Maximum Maximum Hydrograph type flow i nterva l peak peri od hyd(s) elevati on storage descripti on (origin) (cfs) (min ) (min) (cuft) (yrs) (ft) (cuft) Rati ona l 258 .72 10 232 ,845 25 Pre Develo ped Cond Ratio na l 266.96 12 288,322 25 Pos t Dev elo pe d Con Rese rvoir 0.00 0 0 25 2 265 .0 1 288 ,322 Proj . file: Reg-det.gpw IDF file : Brazos .IDF Run date : 08-26 -2002 Hydrograph Report Hyd. No. 2 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 25 yrs = 32.5 ac = 9 .13 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 22 .25 44.49 66 .74 88.99 111 .24 133.48 155.73 177 .98 200 .22 222 .47 244 .72 266 .96 « 255.84 244 .72 233 .59 222.47 211 .35 200 .22 189 .10 177 .98 166.85 155.73 144 .61 133.48 122.36 111.24 100 .11 88 .99 77 .86 66 .74 55 .62 44.49 Time --Outflow (min cfs) 33 33 .37 34 22 .25 35 11 .12 ... End Page 1 English Peak discharge = 266 .96 cfs Time interval = 1 min Runoff coeff. = 0 .9 Time of cone . (Tc)= 12 min Reced. limb factor = 2 Total Volume = 288 ,322 cuft Hydrograph Report Hyd. No. 3 Hydrograph type Storm frequency Inflow hyd . No . Max. Elevation Storage Indication method used . = Reservoir = 25 yrs = 2 = 265 .01 ft Hydrograph Discharge Table Peak discharge Time interval Reservoir name Max . Storage = 0.00 cfs = 1 min =POND Page 1 English = 288 ,322 cuft Total Vo lume= 0 cuft Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs 0 0.00 1 22 .25 ... End ft 261 .00 0.00 cfs cfs cfs cfs cfs cfs cfs cfs cfs 0 .00 « 0 .00 « Hydrograph Summary Report I Page 1 I Hyd . Hydrograph Peak Time Ti me to Volume Ret urn Inflow '.Maximum Maximum Hydrograph No. type flow i nt erval peak period hyd(s) ~elevation storage descripti on I (origin) (cfs) (m i n) (m i n ) (cuft) (yrs) (ft) (cuft) - 1 Rat iona l 292.4 6 1 10 263,213 50 ----------------Pre Dev eloped Co nd 1 2 Rat ion al 302 06 1 12 326,226 50 ----------------Post Deve lop ed Con 3 Re servoir 0.00 1 0 0 50 2 265 .36 326 ,226 I I I I I I I I I I I I : I I Proj. file : Reg-det.gpw IDF file : Brazos .IDF Run date : 08-26 -2002 Hydrograph Report Hyd. No. 2 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 50 yrs = 32 .5 ac = 10 .33 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 25 .17 50.34 75.52 100.69 125 .86 151 .03 176 .20 201 .37 226 .55 251 .72 276.89 302 .06 « 289.48 276 .89 264 .30 251 .72 239 .13 226 .55 213 .96 201 .37 188 .79 176 .20 163 .62 151 .03 138.44 125.86 113 .27 100 .69 88 .10 75 .52 62 .93 50 .34 Time --Outflow (min cfs) 33 37 .76 34 25.17 35 12.59 ... End Page 1 ! English Peak discharge = 302.06 cfs Time interval = 1 min Runoff coeff. = 0 .9 Time of cone. (Tc) = 12 min Reced. limb factor = 2 Total Volume= 326 ,226 cuft Hydrograph Report Hyd. No. 3 Hydrograph type = Reservoir Storm frequency = 50 yrs Inflow hyd . No . = 2 Max . Elevation = 265.36 ft Storage Indication method used. Hydrograph Discharge Table Peak discharge Time interval Reservoir name Max . Storage = 0 .00 cfs = 1 min =POND Page 1 English = 326,226 cuft Total Vo lume= 0 cuft Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs 0 0.00 1 25 .17 .. .End ft 261 .00 0 .00 cfs cfs cfs cfs cfs cfs cfs cfs cfs 0 .00 « 0 .00 « Hydrograph Summary Report Page 1 -:: yd . Hydrograph Peak Ti me, Time to Volume Return Inflow Maximum Maximum Hydrograph No . type flow interval peak peri od hyd(s) el evation storage descri pti on (o ri gin) (cfs ) (m i n ) (m i n) (cuft) (y rs ) (ft) (cuft) Rati onal 305 .35 10 274 ,818 100 Pre Developed Cond Rati onal 315 .24 12 340 ,46 2 100 Pos t Developed Con 3 Re serv oir 0 .00 0 0 100 2 265 .5 0 340 ,462 Proj . fi le : Reg-det.gpw IDF file : Brazos .IDF Run date : 08-26-2002 Hydrograph Report Hyd. No. 2 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 100 yrs = 32 .5 ac = 10.78 in = Brazos. I DF Hydrograph Discharge Table Time --Outflow (min cfs) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 26 .27 52.54 78 .81 105.08 131 .35 157 .62 183 .89 210 .16 236.43 262 .70 288 .97 315.24 « 302 .11 288 .97 275 .84 262 .70 249 .57 236.43 223 .30 210 .16 197 .03 183.89 170 .76 157 .62 144.49 131 .35 118.22 105 .08 91 .95 78 .81 65.68 52 .54 Time --Outflow (min cfs) 33 39.41 34 26 .27 35 13 .14 ... End Page 1 English Peak discharge = 315.24 cfs Time interval = 1 min Runoff coeff. = 0 .9 Time of cone. (Tc) = 12 min Reced . limb factor= 2 Total Volume = 340 ,462 cuft = Hydrograph Report Hyd. No. 3 Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd . No. = 2 Max. Elevation = 265 .50 ft Storage Indication method used . Hydrograph Discharge Table Peak discharge Time interval Reservoir name Max . Storage = 0 .00 cfs = 1 min =POND Page 1 ! English = 340 ,462 cuft Total Vo lume= 0 cuft Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs 0 0 .00 1 26 .27 .. .End ft 261 .00 0 .00 cfs cfs cfs cfs cfs cfs cfs cfs cfs 0 .00 « 0 .00 « Hydrograph Summary Report ~ Page 1 -:: yd . Hy d rograph Pea k Time Time to Volume Return Inflow Maximum Maximum Hydrogra}>h No . type f l ow interval p eak period hyd(s) elevation storage desc r ipti on (ori gin) (cfs) (m i n ) (m i n) (cuft) (yrs) (ft) (cuft) Rational 201.82 10 181,638 5 Pre Developed Cond Ratio nal 207 .59 12 224 ,200 5 Post Devel oped Co n 3 Rese rvo ir 35 .71 32 223 ,486 5 2 263 .83 179,6 04 Proj. file : Reg-det.gpw IDF file : Brazos .IDF Run date : 08-26-2002 Hydrograph Report Hyd. No. 2 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 5 yrs = 32 .5 ac = 7.10 in = Brazos .IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 17 .30 34 .60 51 .90 69 .20 86 .50 103 .80 121 .10 138.40 155.69 172.99 190 .29 207 .59 « 198.94 190.29 181 .64 172 .99 164.34 155 .69 147 .05 138.40 129 .75 121 .10 112.45 103 .80 95 .15 86 .50 77 .85 69 .20 60 .55 51 .90 43 .25 34 .60 Time --Outflow (min cfs) 33 25 .95 34 17 .30 35 8.65 ... End Page 1 English Peak discharge = 207 .59 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of cone. (Tc)= 12 min Reced . limb factor = 2 Total Volume = 224 ,200 cuft Hydrograph ~eport Hyd. No . 3 Hydro g ra p h type = Reservoir Storm frequency = 5 yrs Inflow hyd. No. = 2 Max. Elevation = 263.83 ft Storage Indi ca ti on method used. Hydrograph Discha~ge Ta b le Time Inflow Elevation ClvA (min) cfs ft cfs 4 69 .20 261 .18 0.27 5 86 .50 261 .29 0.60 6 103 .80 261 .41 1.21 7 121 .10 261 .56 1.92 8 138.40 261 .72 2 .93 9 155.69 261 .91 4 .33 10 172 .99 262 .08 5.78 11 190.29 262 .23 6 .72 12 207 .59 « 262.39 8.30 13 198.94 262 .56 9.64 14 190.29 262 .71 10 .94 15 181 .64 262 .86 12.03 16 172.99 262 .99 13 .05 17 164 .34 263 .10 13 .93 18 155.69 263 .20 14 .67 19 147 .05 263 .29 15 .29 20 138.40 263 .37 15 .81 21 129 .75 263.45 16 .23 22 121 .10 263.51 16 .58 23 112.45 263 .58 16 .86 24 103.80 263 .63 17.12 25 95 .15 263 .68 17 .37 26 86 .50 263 .72 17 .54 27 77 .85 263 .76 17 .65 28 69.20 263 .78 17 .74 29 60 .55 263 .81 17 .80 30 51 .90 263 .82 17.83 31 43 .25 263 .83 17 .85 32 34 .60 263 .83 « 17 .85 33 25 .95 263 .83 17 .85 34 17 .30 263 .82 17 .83 35 8.65 263 .80 17.80 36 0.00 263 .78 17 .72 37 0.00 263.75 17 .64 38 0 .00 263 .73 17 .55 39 0.00 263 .70 17.47 = Clv B Clv C Clv D cfs cfs cfs 0.27 0 .60 1.21 1.92 2 .93 4 .33 5.78 6 .72 8.30 9 .64 10 .94 12.03 13 .05 13 .93 14 .67 15 .29 15 .81 16 .23 16.58 16 .86 17 .12 17 .37 17 .54 17.65 17 .74 17 .80 17 .83 17 .85 17 .85 17 .85 17.83 17 .80 17 .72 17 .64 17 .55 17.47 Peak discharge Time interval Reservoir name Max . Storage Page 1 English = 35.71 cfs = 1 min =POND = 179,604 cuft Total Volume= 223 ,486 cuft WrA WrB WrC WrD Outflow cfs cfs cfs cfs cfs 0.54 1.20 2.42 3.83 5.87 8.66 11 .56 13.43 16 .59 19 .28 21 .87 24.05 26 .09 27 .86 29 .34 30.59 31 .62 32.47 33 .17 33 .72 34 .24 34.73 35.07 35 .30 35.48 35 .61 35 .66 35 .70 35 .71 « 35 .69 35 .65 35 .59 35.44 35 .27 35 .10 34 .94 Continues on next page ... ~ Page 2 Hydrograph Discharge Table ~ T im e Inflow Elevation Clv A Clv B ClvC Clv D W r A WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 40 0 .00 263 .67 17 .34 17 .34 34 .67 41 0 .00 263 .65 17 .21 17.21 34.41 42 0 .00 26 3.62 17 .0 8 17 .0 8 34 .16 43 0 .00 26 3.60 16 .95 16.95 33 .91 44 0 .00 26 3.57 16 .84 16 .84 33 .6 8 45 0 .00 26 3.55 16 .73 16.73 33.46 46 0 .00 263 .52 16 .62 16 .62 33 .24 47 0 .00 263.50 16 .51 16 .51 33 .02 48 0.00 263.47 16 .38 16 .38 32 .77 49 0.00 263.45 16 .25 16 .25 32.51 50 0.00 263.43 16 .13 16.13 -----32 .26 51 0 .00 263.40 16 .00 16 .00 32 .00 52 0 .00 263 .38 15 .86 15.86 31 .72 53 0.00 263.35 15.72 15 .72 31.43 54 0.00 263 .33 15 .57 15 .57 31.15 55 0 .00 263 .31 15.43 15.43 30 .87 56 0.00 263.29 15 .28 15 .28 30 .57 57 0.00 263.26 15 .13 15.13 30 .26 58 0.00 263 .24 14 .97 14.97 29 .95 59 0.00 263.22 14 .82 14 .82 29.64 60 0.00 263.20 14 .67 14 .67 29 .34 61 0 .00 263 .18 14 .50 14 .50 29 .01 62 0.00 263.15 14 .34 14 .34 28 .68 63 0.00 263.13 14 .18 14.18 28.36 64 0.00 263 .11 14 .02 14 .02 28 .04 65 0.00 263 .09 13.86 13.86 27 .71 66 0.00 263 .07 13 .69 13 .69 27 .37 67 0.00 263 .05 13 .52 13 .52 27 .04 68 0.00 263 .03 13 .36 13.36 26 .71 69 0.00 263 .01 13 .19 13 .19 26 .39 70 0 .00 262 .99 13 .01 13.01 26 .02 71 0.00 262.97 12 .8 1 12.81 25 .62 72 0.00 262 .94 12 .61 12 .61 25.22 73 0 .00 262 .92 12.41 12.41 24 .82 74 0.00 262 .90 12 .22 12 .22 24.44 75 0 .00 262 .88 12 .12 12 .12 24 .24 76 0.00 262 .86 12.02 12.02 24 .04 77 0 .00 262 .84 11.92 11 .92 23 .85 78 0.00 262 .81 11.83 11.83 23 .65 79 0.00 262 .79 11 .7 0 11 .70 23 .39 80 0.00 262.77 11 .50 11 .50 23 .00 81 0.00 262.75 11 .31 11 .31 22 .62 82 0.00 262.73 11 .12 11 .12 22 .24 83 0.00 262 .71 10 .93 10.93 21 .87 84 0.00 262 .69 10 .75 10 .75 21 .50 85 0.00 262 .67 10 .56 10 .56 21 .13 86 0.00 262 .66 10 .38 10 .38 20 .77 87 0.00 262 .64 10 .21 10 .21 20.41 88 0.00 262 .62 10 .03 10 .03 20.06 Continues on next page ... = Page 3 Hydrograph Discharge Table -:: ' -Time Inflow Eleva ti on Clv A Clv B ClvC ClvD WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 89 0.00 262 .60 9.86 9.86 19.72 90 0.00 262 .58 9.77 9.77 19 .54 91 0.00 262 .57 9.68 9.6 8 19.37 92 0.00 262 .55 9.60 9.60 19 .20 93 0 .00 262 .53 9 .52 9.52 19 .03 94 0.00 262 .52 9.43 9.43 18 .87 95 0.00 262 .50 9.34 9.34 18 .68 96 0.00 262.48 9.18 9.18 18 .36 97 0.00 262.47 9.02 9.02 18.04 98 0.00 262.45 8.86 8.86 17 .73 99 0.00 262.43 8.71 8.71 17.42 100 0.00 262.42 8 .56 8.56 17 .12 101 0.00 262.40 8.41 8.41 16 .82 102 0.00 262 .39 8.26 8.26 16 .53 103 0.00 262 .37 8.12 8.12 16 .24 104 0.00 262 .36 7.98 7.98 15 .96 105 0.00 262 .35 7 .84 7 .84 15 .69 106 0.00 262 .33 7.71 7 .71 15.42 107 0.00 262 .32 7.58 7.58 15.15 108 0.00 262 .30 7.45 7.45 14 .89 109 0.00 262 .29 7.32 7.32 14 .64 110 0.00 262 .28 7 .20 7.20 14 .39 111 0.00 262 .27 7 .08 7.08 14.15 112 0.00 262 .25 6 .96 6 .96 13.91 113 0.00 262 .24 6 .84 6 .84 13 .68 114 0.00 262 .23 6 .72 6 .72 13.45 115 0.00 262.22 6 .61 6 .61 13 .22 116 0.00 262 .21 6 .50 6 .50 13 .00 117 0 .00 262 .19 6.42 6.42 12 .84 118 0.00 262.18 6 .37 6 .37 12 .74 119 0.00 262 .17 6 .32 6 .32 12 .63 120 0.00 262 .16 6 .26 6.26 12 .53 121 0 .00 262.15 6.21 6 .21 12.42 122 0.00 262 .14 6 .16 6 .16 12 .32 123 0.00 262 .13 6 .11 6.11 12 .22 124 0 .00 262 .12 6 .06 6 .06 12 .12 125 0 .00 262.10 6.01 6.01 12 .02 126 0.00 262 .09 5.94 5.94 11 .87 127 0 .00 262 .08 5.84 5.84 11 .68 128 0 .00 262 .07 5.75 5.75 11.50 129 0 .00 262 .06 5.66 5.66 11.32 130 0.00 262 .05 5.57 5 .57 11 .14 131 0.00 262 .04 5.48 5.48 10.96 132 0.00 262 .03 5.39 5 .39 10 .79 133 0 .00 262 .02 5.31 5.31 10 .62 134 0.00 262 .01 5.22 5.22 10.45 135 0 .00 262 .01 5.14 5.14 10 .28 136 0.00 261 .99 5.05 5 .05 10.09 137 0 .00 261 .98 4 .94 4 .94 9.87 Continues on ne x t page ... = Page 4 Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB Clv C Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 138 0.00 261.97 4.83 4.83 ---·-----------·-------·---------9.65 139 0.00 261.96 4.72 4.72 ---·---------------------------9.44 140 0.00 261.94 4.61 4.61 ------------------------------9.23 141 0.00 261.93 4.51 4.51 -·-------------·---·----·---------9.02 142 0.00 261.92 4.41 4.41 -·-------------- ---------------8.82 143 0.00 261.91 4.31 4.31 -------------·-----------------8.63 144 0.00 261.90 4.22 4.22 -·-----------------------------8.44 145 0.00 261.88 4.13 4.13 -----------------------·-------8.27 146 0.00 261.87 4.05 4.05 ------------·----------·-·-------8.10 147 0.00 261.86 3.97 3.97 -----------------------·-------7.93 148 0.00 261.85 3.89 3.89 -------------·----------·-------7.77 149 0.00 261.84 3.81 3.81 ----------------------·-·-------7.61 150 0.00 261.83 3.73 3.73 ----------------------·-·-- --·---7.46 151 0.00 261.82 3.65 3.65 ------------·------------------7.30 152 0.00 261.81 3.58 3.58 ------------------------------7.15 153 0.00 261.80 3.50 3.50 ---------------------------·---7.01 154 0.00 261.79 3.44 3.44 -------------·------·----·----·---6.87 155 0.00 261.79 3.37 3.37 -------------·-----------------6.74 156 0.00 261.78 3.31 3.31 ------------·----------·-------6.62 157 0.00 261.77 3.25 3.25 --------------- ---------·------6.50 158 0.00 261.76 3.19 3.19 ----·--------------------------6.38 159 0.00 261.75 3.13 3.13 ------------·-·-----------·------6.26 160 0.00 261.74 3.07 3.07 -------------·-----------------6.14 161 0.00 261.73 3.01 3.01 ------------·-----------·-------6.03 162 0.00 261.73 2.96 2.96 ------------------------------5.92 163 0.00 261.72 2.90 2.90 ---------------------------·---5.81 164 0.00 261.71 2.85 2.85 -----------------------·-------5.70 165 0.00 261.70 2.80 2.80 --------------·---------------·-5.59 166 0.00 261.70 2.75 2.75 -----------·------------·---·----5.49 167 0.00 261.69 2.70 2.70 -----------------------·-------5.40 168 0.00 261.68 2.66 2.66 -----------------------·-------5.31 169 0.00 261.67 2.61 2.61 -----------------------·-------5.23 170 0.00 261.67 2.57 2.57 --------------·----------------5.14 171 0.00 261.66 2.53 2.53 ---------·-----·------------·----5.06 172 0.00 261.65 2.49 2.49 ----------------·--------------4.97 173 0.00 261.65 2.45 2.45 ------------------------------4.89 174 0.00 261.64 2.41 2.41 -·----------·------------·-------4.81 175 0.00 261.63 2.37 2.37 -·-----------------------------4.73 176 0.00 261.63 2.33 2.33 ---·-------------------------·--4.65 177 0.00 261.62 2.29 2.29 ------------------------------4.58 178 0.00 261.62 2.25 2.25 --·-·----·---------------------·--4.50 179 0.00 261.61 2.21 2.21 ---·---------------------------4.43 180 0.00 261.60 2.18 2.18 ---------------------·-------·--4.35 181 0.00 261.60 2.14 2.14 ------·--------- ------·---------4.28 182 0.00 261.59 2.11 2.11 ------------------------·------4.22 183 0.00 261.59 2.08 2.08 ------------------------·------4.16 184 0.00 261.58 2.05 2.05 ------·------------------------4.10 185 0.00 261.58 2.02 2.02 ------------------------------4.05 186 0.00 261.57 1.99 1.99 ------------·------------------3.99 Continues on next page ... ~ Page 5 Hydrograph Disc~arge Table . Time Inflow Elev·ation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 187 0.00 261.57 1.97 1.97 ------------------------------3.93 188 0.00 261.56 1.94 1.94 --------------·-------·---------3.88 189 0.00 261.56 1.91 1.91 --·-------------------·-·--------3.82 190 0.00 261.55 1.88 1.88 -----------------------------3.77 191 0.00 261.55 1.86 1.86 ----------------------·----·-·---3.71 192 0.00 261.54 1.83 1.83 ----------------------·-·-·----·--3.66 193 0.00 261.54 1.80 1.80 ---·-------------------·-·-·----·--3.61 194 0.00 261.53 1.78 1.78 ------·-----------------·------·-3.56 195 0.00 261.53 1.75 1.75 -----------------------·-------3.51 196 0.00 261.52 1.73 1.73 ----·--------·---------·-------·-3.46 197 0.00 261.52 1.70 1.70 ------·--·-----·-----------------3.41 198 0.00 261.51 1.68 1.68 -------·----·------------------3.36 199 0.00 261.51 1.65 1.65 ------------------------------3.31 200 0.00 261.50 1.63 1.63 -------------·-----------------3.26 201 0.00 261.50 1.61 1.61 ----------------·--------------3.22 202 0.00 261.50 1.59 1.59 ---------------------·---------3.18 203 0.00 261.49 1.57 1.57 ------------------------------3.14 204 0.00 261.49 1.55 1.55 ------------------------------3.10 205 0.00 261.48 1.53 1.53 ------------------------------3.07 206 0.00 261.48 1.51 1.51 --------------------------·----3.03 207 0.00 261.47 1.50 1.50 ------------------------------2.99 208 0.00 261.47 1.48 1.48 ------------------------------2.96 209 0.00 261.47 1.46 1.46 ------------------------------2.92 210 0.00 261.46 1.44 1.44 ------------------------------2.89 211 0.00 261.46 1.43 1.43 ------------------------------2.85 212 0.00 261.46 1.41 1.41 ------------------------------2.82 213 0.00 261.45 1.39 1.39 --------------------------·-·---2.79 214 0.00 261.45 1.38 1.38 ------------------------------2.75 215 0.00 261.44 1.36 1.36 ---------------------------·---2.72 216 0.00 261.44 1.34 1.34 -------------·-·-------·-----·----2.69 217 0.00 261.44 1.33 1.33 ------------------------------2.65 218 0.00 261.43 1.31 1.31 -------------·-----------------2.62 219 0.00 261.43 1.30 1.30 -------------·----------------2.59 220 0.00 261.43 1.28 1.28 -------------------·---·-------2.56 221 0.00 261.42 1.26 1.26 -----------·-----------·--------2.53 222 0.00 261.42 1.25 1.25 -----------·------------·-------2.50 223 0.00 261.42 1.23 1.23 ----------------------·--------2.47 224 0.00 261.41 1.22 1.22 ----------------------·-·------·-2.44 225 0.00 261.41 1.21 1.21 ----------------------·-----·-·-2.41 226 0.00 261.41 1.19 1.19 ------·-·----------------·-----·-·-2.38 227 0.00 261.40 1.18 1.18 -------·-------------·------·---2.35 228 0.00 261.40 1.16 1.16 --·-----------·--------------·---2.33 229 0.00 261.40 1.15 1.15 ------------------------------2.29 230 0.00 261.39 1.13 1.13 --·---------·-----------·--------2.26 231 0.00 261.39 1.12 1.12 ---------- --------------------2.23 232 0.00 261.39 1.10 1.10 ------------------------------2.20 233 0.00 261.39 1.09 1.09 -----------------·----·------·---2.17 234 0.00 26-1.38 1.07 1.07 ---------------------------·-·--2.14 235 0.00 26.1.38 1.06 1.06 ----------------------·--------2.11 Continues on next page ... ! Page 6 Hydrograph Discharge Table ~ ' Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 236 0.00 261.38 1.04 1.04 -----------------------·------·-2.08 237 0.00 261.37 1.03 1.03 --------·-----·--------·---·------2.06 238 0.00 261.37 1.01 1.01 ---------------------·-----·----2.03 239 0.00 261.37 1.00 1.00 ---·----------·--------·--------·-2.00 240 0.00 261.37 0.99 0.99 --·---------------------·-·------1.97 241 0.00 261.36 0.97 0.97 ---·-·------------------·-------·-1.95 242 0.00 261.36 0.96 0.96 ----·----------·----------·-----·-1.92 243 0.00 261.36 0.95 0.95 ---------------------·--·-·------1.89 244 0.00 261.36 0.93 0.93 ---·---------·-·--------·-----·--·--1.87 245 0.00 261.35 0.92 0.92 -------------·-----------------1.84 246 0.00 261.35 0.91 0.91 --·-·-·-------------------·-------1.82 247 0.00 261.35 0.90 0.90 ---------------------·--·-----·--1.79 248 0.00 261.35 0.88 0.88 --------·----------------------1.77 249 0.00 261.34 0.87 0.87 --------·---------------·-·---·-·--1.74 250 0.00 261.34 0.86 0.86 ------------------------------1.72 251 0.00 261.34 0.85 0.85 --------·---------------·---·--·--1.70 252 0.00 261.34 0.84 0.84 -------------·-------------·----1.67 253 0.00 261.33 0.83 0.83 --------·-----·-·----------------1.65 254 0.00 261.33 0.81 0.81 ------------·-·-----------------1.63 255 0.00 261.33 0.80 0.80 ------------·-·-·---------·-------1.61 256 0.00 261.33 0.79 0.79 ----------------·-·----·--·-------1.58 257 0.00 261.33 0.78 0.78 ---------------------·---------1.56 258 0.00 261.32 0.77 0.77 ---·---------------------·------1.54 259 0.00 261.32 0.76 0.76 ------------------------------1.52 260 0.00 261.32 0.75 0.75 ---·------------------·---------1.50 261 0.00 261.32 0.74 0.74 ------------------------------1.48 262 0.00 261.32 0.73 0.73 --·----------------------------1.46 263 0.00 261.31 0.72 0.72 ------·------------------------1.44 264 0.00 261.31 0.71 0.71 ------------------------------1.42 265 0.00 261.31 0.70 0.70 ----·-------·--------·-----------1.40 266 0.00 261.31 0.69 0.69 ------------------------------1.38 267 0.00 261.31 0.68 0.68 ----------------------·-----·---1.36 268 0.00 261.31 0.67 0.67 ------------------------------1.34 269 0.00 261.30 0.66 0.66 ----------------------·------·--1.32 270 0.00 261.30 0.65 0.65 --------------·-------------·-·--1.31 271 0.00 261.30 0.64 0.64 ----------------------------·--1.29 272 0.00 261.30 0.64 0.64 -------------------·---·-----·---1.28 273 0.00 261.30 0.63 0.63 ------------------------------1.27 274 0.00 261.29 0.63 0.63 -------------·-·----------------1.26 275 0.00 261.29 0.62 0.62 ---------------------·--------·-1.24 276 0.00 261.29 0.62 0.62 -------------·--------·--·-------1.23 277 0.00 261.29 0.61 0.61 -----------·-------------------1.22 278 0.00 261.29 0.61 0.61 ------------------------------1.21 279 0.00 261.29 0.60 0.60 ---·-·-------·-------------------1.20 280 0.00 261.28 0.59 0.59 ----·---·-----------------------1.19 281 0.00 261.28 0.59 0.59 ----·--------------------------1.18 282 0.00 261.28 0.58 0.58 ----·-------·----------------·---1.17 283 0.00 261.28 0.58 0.58 ----·--------------------------1.16 284 0.00 261.28 0.57 0.57 ----·- -·----.. --·------------------1.15 Continues on next page ... Page 7 Hydrograph Discharge Table -:: ' . Time Inflow Elevation Clv A Clv B Clv C Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 285 0.00 261.28 0.57 0.57 ------------------------------1.14 286 0.00 261.28 0.56 0.56 ------------------------------1.13 287 0.00 261.27 0.56 0.56 ----------------·-----·-·--------1.12 288 0.00 261.27 0.55 0.55 ----------------------·--------1.11 289 0.00 261.27 0.55 0.55 ----------------------·-------·-1.10 290 0.00 261.27 0.54 0.54 -----------------------------·-1.09 291 0.00 261.27 0.54 0.54 -------·-·----------------------1.08 292 0.00 261.27 0.53 0.53 ----- -------------------------1.07 293 0.00 261.27 0.53 0.53 ------------------------------1.06 294 0.00 261.26 0.52 0.52 -------·-----------------------1.05 295 0.00 261.26 0.52 0.52 ------------------------------1.04 296 0.00 261.26 0.51 0.51 -------·-----------------------1.03 297 0.00 261.26 0.51 0.51 ------------------------------1.02 298 0.00 261.26 0.51 0.51 ------------------------------1.01 299 0.00 261.26 0.50 0.50 ------------------------------1.00 300 0.00 261.26 0.50 0.50 ---------- --------------------0.99 301 0.00 261.25 0.49 0.49 ------------------------------0.98 302 0.00 261.25 0.49 0.49 -------·-----------------------0.98 303 0.00 261.25 0.48 0.48 ------------------------------0.97 304 0.00 261.25 0.48 0.48 ------------------------------0.96 305 0.00 261.25 0.47 0.47 ------------·------------------0.95 306 0.00 261.25 0.47 0.47 -·-----------·------------------0.94 307 0.00 261.25 0.47 0.47 -·--·---------·------------------0.93 308 0.00 261.25 0.46 0.46 ----·--------------------------0.92 309 0.00 261.24 0.46 0.46 ----------------------·--------0.92 310 0.00 261.24 0.45 0.45 ------------------------------0.91 311 0.00 261.24 0.45 0.45 ------------------------------0.90 312 0.00 261.24 0.45 0.45 ----------------------------·--0.89 313 0.00 261.24 0.44 0.44 ------------------------------0.88 314 0.00 261.24 0.44 0.44 ---------·-------------·------·--0.88 315 0.00 261.24 0.43 0.43 -------·-·--------------·------·--0.87 316 0.00 261.24 0.43 0.43 ------------·----------------·-·-0.86 317 0.00 261.24 0.43 0.43 ----------------------·--------0.85 318 0.00 261.23 0.42 0.42 ---------------------·------·-·-0.85 319 0.00 261.23 0.42 0.42 ------------------·----------·--0.84 320 0.00 261.23 0.42 0.42 ----------------------·------·--0.83 321 0.00 261.23 0.41 0.41 ---------------------·-·------·--0.82 322 0.00 261.23 0.41 0.41 ---------------------·--------·-0.82 323 0.00 261.23 0.40 0.40 --------------------·--------·-0.81 324 0.00 261.23 0.40 0.40 --------------·----------------0.80 325 0.00 261.23 0.40 0.40 --------------·---------·-------0.79 326 0.00 261.23 0.39 0.39 ---------------------·--·-·---·--·-0.79 327 0.00 261.22 0.39 0.39 ------------------------------0.78 328 0.00 261.22 0.39 0.39 -----------------------·----·--·-0.77 329 0.00 261.22 0.38 0.38 ------------------------------0.77 330 0.00 261.22 0.38 0.38 ------------------------------0.76 331 0.00 261.22 0.38 0.38 -----------·-------------------0.75 332 0.00 261.22 0.37 0.37 -·----------·-------------------0.75 333 0.00 261.22 0.37 0.37 ------------·------------------0.74 Continues on next page ... Page 8 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 334 0.00 261.22 0.37 0.37 ------------------------------0.73 335 0.00 261.22 0.36 0.36 -------·------------·---·--------0.73 336 0.00 261.22 0.36 0.36 ------------------------------0.72 337 0.00 261.21 0.36 0.36 ---·-·--------------------------0.71 338 0.00 261.21 0.35 0.35 ---·---------------------------0.71 339 0.00 261.21 0.35 0.35 ---·---------------------------0.70 340 0.00 261.21 0.35 0.35 ----·--------------------------0.69 341 0.00 261.21 0.34 0.34 ---·---------------------------0.69 342 0.00 261.21 0.34 0.34 ------------------------------0.68 343 0.00 261.21 0.34 0.34 ---·---------------------------0.67 344 0.00 261.21 0.33 0.33 ------·------------------------0.67 345 0.00 261.21 0.33 0.33 ------------------------------0.66 346 0.00 261.21 0.33 0.33 ----·--------------------------0.66 347 0.00 261.21 0.33 0.33 ----·--------------------------0.65 348 0.00 261.20 0.32 0.32 ------------------------------0.65 349 0.00 261.20 0.32 0.32 ------------------------------0.64 350 0.00 261.20 0.32 0.32 ------------------------------0.63 351 0.00 261.20 0.31 0.31 ------------------------------0.63 352 0.00 261.20 0.31 0.31 ------------------------------0.62 353 0.00 261.20 0.31 0.31 ---·---------------------------0.62 354 0.00 261.20 0.31 0.31 ----·------------·--------------0.61 355 0.00 261.20 0.30 0.30 ------------------------------0.61 356 0.00 261.20 0.30 0.30 ------------------------------0.61 357 0.00 261.20 0.30 0.30 -------·---------------------·--0.60 358 0.00 261.20 0.30 0.30 ------------------------·------0.60 359 0.00 261.20 0.30 0.30 -----------------------·-·----·--0.59 360 0.00 261.19 0.30 0.30 -------------------·---------·--0.59 361 0.00 261.19 0.29 0.29 --------------·----------·------0.59 362 0.00 261.19 0.29 0.29 ----·----------·----------------0.58 363 0.00 261.19 0.29 0.29 ----·----------·--------------·--0.58 364 0.00 261.19 0.29 0.29 ------------------------------0.58 365 0.00 261.19 0.29 0.29 ---·------·----·------·----·-·----·--0.57 366 0.00 261.19 0.28 0.28 ---·-·------------------------·-·-0.57 367 0.00 261.19 0.28 0.28 -------------·-·----------------0.57 368 0.00 261.19 0.28 0.28 ----·---------·-----------------0.56 369 0.00 261.19 0.28 0.28 -------------·-----------------0.56 370 0.00 261.19 0.28 0.28 ---·---------·-·---------·-·------·-0.56 371 0.00 261.19 0.28 0.28 ----------------------·-----·---0.55 372 0.00 261.19 0.27 0.27 ---·-·--------------------------0.55 373 0.00 261.18 0.27 0.27 ------------·-----------·-------0.55 374 0.00 261.18 0.27 0.27 ------·---------------------·---0.54 375 0.00 261.18 0.27 0.27 ----·-------------------------·-0.54 376 0.00 261.18 0.27 0.27 ---·-·----------·--------·--------0.54 377 0.00 261.18 0.27 0.27 -----------------------·-------0.53 378 0.00 261.18 0.26 0.26 ------------------------------0.53 379 0.00 261.18 0.26 0.26 --------------·--------·---·----0.53 380 0.00 261.18 0.26 0.26 -----------·--·-----------------0.52 381 0.00 261.18 0.26 0.26 ------------·--·-------·---------0.52 382 0.00 261.18 0.26 0.26 ------------·---------·-·--------0.52 Continues on next page ... -Page 9 Hydrograph Dis~harge Table . Time Inflow Elevation ClvA ClvB ClvC Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 383 0.00 261.18 0.26 0.26 ----·-------------------·-·------0.51 384 0.00 261.18 0.26 0.26 ------------------------·------0.51 385 0.00 261.18 0.25 0.25 ---·--------------------·----·---0.51 386 0.00 261.18 0.25 0.25 -----------------------·-------0.50 387 0.00 261.17 0.25 0.25 ---------------------------·---0.50 388 0.00 261.17 0.25 0.25 ------------------------------0.50 389 0.00 261.17 0.25 0.25 ---·---------------------·------0.50 390 0.00 261.17 0.25 0.25 ---------·--------------------·-0.49 391 0.00 261.17 0.24 0.24 ------------------------------0.49 392 0.00 261.17 0.24 0.24 ---·---------------------------0.49 393 0.00 261.17 0.24 0.24 ----------------------·--------0.48 394 0.00 261.17 0.24 0.24 --------------·----------------0.48 395 0.00 261.17 0.24 0.24 --------------·----------------0.48 396 0.00 261.17 0.24 0.24 -----------·---·----------------0.47 397 0.00 261.17 0.24 0.24 -----------·---·---------------0.47 398 0.00 261.17 0.23 0.23 -----------·----------------·---0.47 399 0.00 261.17 0.23 0.23 -----------·-------------------0.47 400 0.00 261.17 0.23 0.23 -----------·---·----------------0.46 401 0.00 261.17 0.23 0.23 ------------------------------0.46 402 0.00 261.17 0.23 0.23 -----------·----------------·--·-0.46 403 0.00 261.16 0.23 0.23 ---------------------------·---0.45 404 0.00 261.16 0.23 0.23 -----------·-·--·---·-----·--------0.45 405 0.00 261.16 0.22 0.22 -------------·--------------·--·-0.45 406 0.00 261.16 0.22 0.22 --------------·---------------·-0.45 407 0.00 261.16 0.22 0.22 -----------------·-------------0.44 408 0.00 261.16 0.22 0.22 -----------·-----------·-------·-0.44 409 0.00 261.16 0.22 0.22 -------------·---------·-----·---0.44 410 0.00 261.16 0.22 0.22 ---------------------------·---0.44 411 0.00 261.16 0.22 0.22 ------------------------------0.43 412 0.00 261.16 0.22 0.22 ---------- --------------------0.43 413 0.00 261.16 0.21 0.21 --------------- ---------------0.43 414 0.00 261.16 0.21 0.21 ---------- --------------------0.43 415 0.00 261.16 0.21 0.21 ---------- --------------------0.42 416 0.00 261.16 0.21 0.21 ---------·---------------------0.42 417 0.00 261.16 0.21 0.21 ------------------------------0.42 418 0.00 261.16 0.21 0.21 ------------------------------0.42 419 0.00 261.16 0.21 0.21 ------------------------------0.41 420 0.00 261.15 0.21 0.21 ------------------------------0.41 421 0.00 261.15 0.20 0.20 ------------------------------0.41 422 0.00 261.15 0.20 0.20 -·-------------- --------·-------0.41 423 0.00 261.15 0.20 0.20 --·---------------------·-·------0.40 424 0.00 261.15 0.20 0.20 ------------------------·------0.40 425 0.00 261.15 0.20 0.20 ------------------------------0.40 426 0.00 261.15 0.20 0.20 -·-----------------------·------0.40 427 0.00 261.15 0.20 0.20 -·-----------------------------0.39 428 0.00 261.15 0.20 0.20 -·--·--------------------·-------0.39 429 0.00 261.15 0.19 0.19 -·----------·-------------------0.39 430 0.00 261.15 0.19 0.19 ------------------------------0.39 431 0.00 261.15 0.19 0.19 ------------------------·------0.38 Continues on next page ... = ~ Page 10 Hydrograph Discharge Table -: Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 4 32 0 .00 261 .15 0 .19 0 .19 0.38 43 3 0 .00 261 .15 0 .19 0.19 0.3 8 43 4 0.00 26 1.15 0.19 0.19 0.3 8 43 5 0 .00 26 1.15 0.19 0.19 0 .37 4 36 0 .0 0 26 1.15 0.19 0 .19 0 .37 43 7 0.00 261 .15 0 .18 0 .18 0 .37 4 38 0 .00 26 1.15 0 .18 0.18 0.37 4 39 0 .00 26 1.15 0 .18 0 .18 0.37 44 0 0.00 261 .14 0 .18 0 .18 0 .36 441 0 .00 26 1.14 0 .18 0 .18 ------0 .36 442 0 .00 26 1.14 0 .18 0.18 0 .36 ... End Hydrograph Summary Report ! Page 1 yd . Hydrograph Peak Ti me Time to Volume Return Inflow Maximum Maximum ttydrograph No . type f low i nterva l pea k period hyd(s) elevati on storage .d escription (origin) (cfs) (min ) (min) (cuft) (yrs) (ft) (cuft) Rational 233 .53 12 252 ,215 10 Post Develope d Con Rese rv oir 43 .03 32 251 ,485 10 264.10 202 ,834 Proj. fi le : Reg -det.gpw IDF file : Brazos .IDF Run date : 08-26-2002 Hydrograph Report Hyd. No. 1 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 10 yrs = 32 .5 ac = 7.98 in = Brazos .IDF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0 .03 0 .05 0.07 0.08 0.10 0.12 0 .13 0.15 0.17 0.18 0.20 0 .22 0 .23 0.25 0.27 0 .28 0 .30 0.32 0 .33 0.35 0.37 0.38 0.40 0.42 0.43 0.45 0.47 0.48 0 .50 0 .52 0 .53 19.46 38 .92 58 .38 77.84 97 .31 116 . 77 136 .23 155 .69 175 .15 194 .61 214.07 233 .53 « 223 .80 214.07 204 .34 194 .61 184.88 175 .15 165.42 155 .69 145.96 136 .23 126 .5 0 116 .77 107 .04 97 .31 87 .57 77 .84 68 .11 58 .38 48 .65 38 .92 Time --Outflow (hrs cfs) 0.55 29 .19 0.57 19.46 0.58 9 .7 3 ... End Page 1 English Peak discharge = 233 .53 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of cone. (Tc) = 12 min Reced . limb factor= 2 Total Volume= 252 ,215 cuft Hydrograph Report Hyd. No . 2 ~ Hydrograph type = Reservo ir St orm freq ue ncy = 10 yrs In fl ow hyd . No . = 1 Max. Elevati o n = 264 .10 ft Storage Indica tion method used . Hydrograph ~ischarge Table Time Inflow Elevation ClvA (hrs ) cfs ft cfs 0 .07 77 .84 26 1.21 0.33 0 .08 97 .31 26 1.32 0.76 0.10 116.77 261 .46 1.44 0.12 136 .23 26 1.63 2.31 0.13 155 .69 26 1.81 3.57 0 .15 175 .15 26 2 .01 5.22 0.17 194.61 262 .17 6 .31 0.18 214 .07 262 .34 7.78 0 .20 233.53 « 262 .52 9.47 0.22 223.80 26 2.71 10 .90 0 .23 214 .07 26 2 .88 12 .14 0.25 204 .34 263 .04 13.43 0.27 194 .61 263 .17 14 .44 0.28 184.88 263 .29 15.28 0.30 175 .15 263.40 15 .96 0 .32 165.42 26 3 .50 16 .51 0.33 155.69 263 .59 16 .93 0.35 145 .96 263 .68 17.36 0 .37 136 .23 263 .76 17 .65 0 .38 126 .50 263 .83 17.84 0.40 116 .77 263 .89 17 .96 0 .42 107 .04 26 3.84 17 .86 0 .43 97 .31 26 3.78 17 .74 0.45 87.57 264.03 18 .97 0.47 77 .84 264.06 20 .00 0.48 68 .11 264 .08 20 .76 0 .50 58 .38 264 .10 21 .26 0 .52 48.65 264 .10 2 1.50 0 .53 38 .92 264.10 « 21 .52 0 .55 29 .19 264 .10 21 .32 0 .57 19.46 264 .09 20 .90 0 .58 9.73 264 .07 20 .28 0 .60 0.00 264 .05 19.46 0.62 0 .00 264 .02 18 .56 0 .63 0 .00 26 3.78 17 .74 0 .65 0.0 0 26 3 .80 17 .80 = Clv B ClvC Clv D cfs cfs cfs 0 .33 0.76 1.44 2 .3 1 3.57 5.22 6 .31 7.78 9.47 10.90 12 .14 13.43 14.44 15 .28 15 .96 16.51 16 .93 17 .36 17 .65 17 .84 17 .96 17 .86 17.74 18 .97 20 .00 20 .76 21 .26 2 1.50 21 .52 21 .32 20 .90 20 .28 19.46 18 .56 17.74 17.80 Pea k discha rg e Tim e interva l Re se rv o ir name Ma x. Storage Pa g e 1 English = 43 .0 3 cfs = 1 m in =POND = 202 ,834 c uft Tota l Volume= 251,485 cuft WrA WrB WrC WrD Outflow cfs cfs cfs cfs cfs 0.66 1.52 2.88 4.61 7.14 10.43 12 .61 15 .55 18 .94 21 .79 24 .29 26 .85 28 .87 30.56 31 .93 33 .02 33 .85 34 .72 35.31 35.69 35 .92 35 .72 35.48 37 .95 40 .00 41.52 42 .52 43 .00 43.03 « 42 .6 5 41 .8 1 40 .55 38 .91 37 .12 35 .4 7 35 .60 Con tinues on next page ... ! Page 2 Hydrograph Discharge Table -; ' T ime Inflow Elevat ion ClvA Clv B Clv C C lv D WrA WrB WrC WrD Outflow (hrs ) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.67 0.00 263 .84 17 .86 17 .86 35 .73 0.68 0.00 263 .87 17 .93 17 .93 35 .86 0.70 0 .00 26 3.89 17 .96 17 .96 35.93 0.72 0.00 263 .87 17 .92 17 .92 35 .83 0.73 0.00 263 .84 17 .87 17.87 35 .73 0 .75 0 .00 263 .81 17 .82 17.82 35 .64 0.77 0.00 263 .79 17 .75 17 .75 35 .50 0.78 0.00 263 .76 17 .67 17.67 35 .33 0 .80 0.00 263.73 17 .58 17 .58 35 .16 0 .82 0.00 263 .71 17 .50 17 .50 34 .99 0.83 0.00 263 .68 17 .38 17.38 34 .76 0.85 0.00 263 .66 17.25 17 .25 34.50 0.87 0.00 263 .63 17 .12 17.12 34 .25 0.88 0.00 263.61 17 .00 17.00 33 .99 0.90 0.00 263.58 16 .88 16 .88 33.76 0.92 0.00 263.56 16 .77 16 .77 33 .54 0.93 0.00 263.53 16 .66 16 .66 33 .32 0.95 0.00 263.51 16 .55 16 .55 33 .10 0.97 0.00 263.48 16.43 16.43 32 .85 0.98 0.00 263.46 16.30 16 .30 32 .60 1.00 0.00 263.43 16 .17 16.17 32 .34 1.02 0.00 263.41 16.05 16 .05 32 .09 1.03 0.00 263 .39 15 .91 15 .91 31 .82 1.05 0.00 263 .36 15 .77 15 .77 31 .53 1.07 0.00 263 .34 15 .62 15.62 31 .25 1.08 0.00 263 .32 15.48 15.48 30 .96 1.10 0.00 263 .29 15 .34 15 .34 30 .68 1.12 0.00 263 .27 15 .18 15 .18 30 .36 1.13 0.00 263 .25 15 .03 15 .03 30.05 1.15 0.00 263 .23 14 .87 14 .87 29 .75 1.17 0.00 263 .20 14 .72 14.72 29.45 1.18 0.00 263 .18 14 .56 14 .56 29 .12 1.20 0.00 263 .16 14.40 14.40 28 .79 1.22 0.00 263 .14 14 .23 14 .23 28.4 7 1.23 0.00 263.12 14 .07 14.07 28 .15 1.25 0.00 263 .10 13.92 13 .92 27 .83 1.27 0.00 263 .08 13 .75 13 .75 27.49 1.28 0.00 263 .06 13 .58 13 .58 27 .16 1.30 0.00 263 .04 13.41 13.41 26 .82 1.32 0.00 263 .02 13 .25 13 .25 26 .50 1.33 0.00 263 .00 13 .08 13 .08 26 .17 1.35 0.00 262 .97 12.88 12 .88 25 .76 1.37 0.00 262 .95 12 .68 12 .68 25 .35 1.38 0.00 262.93 12.48 12.48 24 .96 1.40 0.00 262 .91 12.28 12 .28 24.57 1.42 0.00 262 .89 12 .15 12 .15 24.31 1.43 0.00 262 .86 12 .05 12 .05 24.11 1.45 0.00 262 .84 11 .96 11 .96 23 .91 1.47 0.00 262 .82 11 .86 11 .86 23 .72 Continues on ne x t page ... ~ Page 3 Hydrograph Discharge Table -:: ' Tim e Inflow Elevat ion ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs ) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.48 0 .00 262 .80 11 .76 11 .76 23 .53 1.50 0.00 262 .78 11 .57 11 .57 23 .13 1.52 0 .00 262 .76 11 .37 11 .37 22 .75 1.53 0 .00 262 .74 11 .18 11 .18 22 .37 1.55 0.00 262 .72 11 .00 11 .00 21 .99 1.57 0.00 262 .70 10 .81 10.81 21 .63 1.58 0 .00 262 .68 10 .63 10 .63 21 .26 1.60 0 .00 262 .66 10.45 10.45 20 .89 1.62 0.00 262 .64 10 .27 10 .27 20 .53 1.63 0 .00 262 .62 10 .09 10 .09 20 .18 1.65 0.00 262 .61 9 .92 9.92 19 .84 1.67 0 .00 262 .59 9 .80 9.80 19 .59 1.68 0.00 262 .57 9 .71 9.71 19.42 1.70 0.00 262 .55 9 .63 9.63 19 .26 1.72 0 .00 262 .54 9 .54 9.54 19 .09 1.73 0 .00 262 .52 9.46 9.46 18 .92 1.75 0 .00 262 .50 9 .38 9.38 18 .76 1.77 0.00 262.49 9 .23 9.23 18.47 1.78 0 .00 262.47 9 .07 9.07 18 .15 1.80 0.00 262.46 8 .92 8.92 17 .83 1.82 0 .00 262.44 8 .76 8.76 17 .52 1.83 0 .00 262.42 8 .61 8.61 17 .22 1.85 0.00 262.41 8.46 8.46 16 .92 1.87 0 .00 262 .39 8.31 8.31 16 .63 1.88 0 .00 262 .38 8.17 8.17 16 .34 1.90 0 .00 262 .36 8.03 8.03 16 .06 1.92 0 .00 262 .35 7 .89 7 .89 15 .78 1.93 0 .00 262 .34 7.76 7.76 15 .51 1.95 0 .00 262 .32 7.62 7.62 15 .24 1.97 0 .00 262 .31 7.49 7.49 14 .98 1.98 0 .00 262 .30 7.36 7.36 14.72 2.00 0 .00 262 .28 7.24 7.24 14.48 2.02 0 .00 262.27 7.12 7.12 14 .23 2.03 0.00 262 .26 7 .00 7.00 13 .99 2.05 0 .00 262 .24 6.88 6 .88 13 .76 2 .07 0 .00 262 .23 6 .76 6.76 13 .53 2.08 0.00 262 .22 6 .65 6 .65 13 .30 2 .10 0 .00 262 .21 6 .54 6 .54 13 .07 2.12 0.00 262 .20 6.44 6.44 12 .88 2.13 0 .00 262 .19 6.39 6 .39 12.77 2.15 0.00 262 .17 6 .33 6 .33 12 .6 7 2 .17 0 .00 262 .16 6 .28 6 .28 12 .56 2.18 0.00 262 .15 6 .23 6.23 12.46 2.20 0.00 262 .14 6 .18 6 .18 12.36 2 .22 0.00 262 .13 6 .13 6 .13 12.26 2.23 0 .00 262 .12 6.08 6 .08 12 .15 2.25 0.00 262.11 6 .03 6 .0 3 12 .05 2.27 0.00 262 .10 5.97 5.97 11 .94 2.28 0 .00 262 .09 5.87 5.87 11 .75 Continues on ne x t page ... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.30 0.00 262.08 5.78 5.78 --------·----------------------11.56 2.32 0.00 262.07 5.69 5.69 --------------------------·----11.38 2.33 0.00 262.06 5.60 5.60 ------------------------------11.20 2.35 0.00 262.05 5.51 5.51 ------------------------------11.02 2.37 0.00 262.04 5.42 5.42 ------------------------------10.85 2.38 0.00 262.03 5.34 5.34 ------------------------·----·--10.67 2.40 0.00 262.02 5.25 5.25 --------------·----------------10.51 2.42 0.00 262.01 5.17 5.17 --------------·----------------10.34 2.43 0.00 262.00 5.09 5.09 ------·------------------·---·---10.17 2.45 0.00 261.99 4.97 4.97 --------------- ---------------9.95 2.47 0.00 261.97 4.86 4.86 --------------·------ ----------9.73 2.48 0.00 261.96 4.76 4.76 ------·---------------------·---9.51 2.50 0.00 261.95 4.65 4.65 ------·--------·----------------9.30 2.52 0.00 261.93 4.55 4.55 --------------·----------------9.09 2.53 0.00 261.92 4.45 4.45 --------------------------·----8.89 2.55 0.00 261.91 4.35 4.35 -----------------------------8.69 2.57 0.00 261.90 4.25 4.25 ------------------------------8.50 2.58 0.00 261.89 4.16 4.16 --------------------------·---·-8.33 2.60 0.00 261.88 4.08 4.08 -------------·----------------·-8.16 2.62 0.00 261.87 4.00 4.00 -----------------------------·-7.99 2.63 0.00 261.86 3.91 3.91 -----------------------------·-7.83 2.65 0.00 261.85 3.83 3.83 ---------------------·---------7.67 2.67 0.00 261.84 3.75 3.75 -------------·--------·---------7.51 2.68 0.00 261.83 3.68 3.68 -----------·-------------------7.36 2.70 0.00 261.82 3.60 3.60 -----------·-·-·-----------·------7.20 2.72 0.00 261.81 3.53 3.53 -----------·-------------·------7.06 2.73 0.00 261.80 3.46 3.46 -----------·-·--------·---------6.92 2.75 0.00 261.79 3.39 3.39 ----·-----------------·---·------6.79 2.77 0.00 261.78 3.33 3.33 --------·----------------------6.66 2.78 0.00 261.77 3.27 3.27 --------------·----------------6.54 2.80 0.00 261.76 3.21 3.21 ------------------------------6.42 2.82 0.00 261.75 3.15 3.15 ---·-----------·-------------·--·-6.30 2.83 0.00 261.75 3.09 3.09 ----------------------·--------6.18 2.85 0.00 261.74 3.03 3.03 ------·--------- ---------------6.07 2.87 0.00 261.73 2.98 2.98 ------------------------------5.95 2.88 0.00 261.72 2.92 2.92 ----------------------·--------5.84 2.90 0.00 261.71 2.87 2.87 ------------------------------5.73 2.92 0.00 261.71 2.81 2.81 ------------------------------5.63 2.93 0.00 261.70 2.76 2.76 ---------------------·---------5.53 2.95 0.00 261.69 2.72 2.72 -----------------------·-----·--5.43 2.97 0.00 261.68 2.67 2.67 -------·----------------·-----·--5.35 2.98 0.00 261.68 2.63 2.63 ------------·------------------5.26 3.00 0.00 261.67 2.59 2.59 ------------------·------------5.17 3.02 0.00 261.66 2.54 2.54 -----------·--·-·------ ----------5.09 3.03 0.00 261.66 2.50 2.50 -------------·-----------------5.00 3.05 0.00 261.65 2.46 2.46 --------------·-------------·--·-4.92 3.07 0.00 261.64 2.42 2.42 -------------·-----------------4.84 3.08 0.00 261.64 2.38 2.38 -------------·-----------------4.76 3.10 0.00 261.63 2.34 2.34 -·------------·-·--------·--------4.68 Continues on next page ... ! Page 5 Hydrograp~ Discharge Table Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.12 0.00 261 .62 2 .30 2 .30 4.60 3.13 0.00 261.62 2.26 2 .26 4.53 3.15 0 .00 261 .61 2.23 2 .23 4.45 3.17 0.00 261 .61 2.19 2 .19 4 .38 3.18 0.00 261 .60 2.15 2 .15 4 .31 3.20 0 .00 261.59 2 .12 2 .12 4.24 3.22 0 .00 261 .59 2 .09 2 .09 4.18 3.23 0 .00 261 .58 2 .06 2 .06 4 .12 3.25 0 .00 261 .58 2.03 2 .03 4.07 3.27 0.00 261 .57 2.00 2 .00 4.01 3.28 0.00 261 .57 1.98 1.98 3.95 3.30 0 .00 261 .56 1.95 1.95 3.89 3.32 0 .00 261 .56 1.92 1.92 3.84 3.33 0.00 261 .55 1.89 1.89 3.78 3.35 0 .00 261 .55 1.87 1.87 3.73 3.37 0.00 261 .54 1.84 1.84 3.68 3.38 0.00 261 .54 1.81 1.81 3.62 3.40 0.00 261 .53 1.79 1.79 3.57 3.42 0.00 261 .53 1.76 1.76 3.52 3.43 0.00 261 .52 1.74 1.74 3.47 3.45 0.00 261 .52 1. 71 1.71 3.42 3.47 0.00 261 .51 1.69 1.69 3.37 3.48 0 .00 261 .51 1.66 1.66 3.33 3 .50 0 .00 261 .51 1.64 1.64 3.28 3.52 0 .00 261 .50 1.62 1.62 3.23 3.53 0.00 261 .50 1.60 1.60 3.19 3.55 0 .00 261.49 1.58 1.58 3.15 3.57 0.00 261.49 1.56 1.56 3.12 3.58 0 .00 261.48 1.54 1.54 3.08 3.60 0.00 261.48 1.52 1.52 3.04 3 .62 0.00 261.48 1.50 1.50 3.01 3.63 0 .00 261.47 1.48 1.48 2.97 3.65 0 .00 261.47 1.47 1.47 2.93 3.67 0 .00 261.46 1.45 1.45 2.90 3 .68 0.00 261.46 1.43 1.43 2.86 3 .70 0.00 261.46 1.42 1.42 2.83 3 .72 0.00 261.45 1.40 1.40 2.80 3.73 0.00 261.45 1.38 1.38 2.76 3.75 0 .00 261.45 1.37 1.37 2.73 3.77 0 .00 261.44 1.35 1.35 2.70 3.78 0 .00 261.44 1.33 1.33 2.67 3.80 0 .00 261.43 1.32 1.32 2.63 3.82 0 .00 261.43 1.30 1.30 2.60 3.83 0 .00 261.43 1.29 1.29 2.57 3.85 0 .00 261.42 1.27 1.27 2.54 3.87 0 .00 261.42 1.25 1.25 2.51 3.88 0 .00 261.42 1.24 1.24 2.48 3.90 0.00 261.41 1.23 1.23 2.45 3 .92 0 .00 261.41 1.21 1.21 2.42 Continues on nex t page ... = Page 6 Hydrograph Discharge Table ~ Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cf s 3.93 0.00 261.41 1.20 1.20 ---------- -------------·---·----2.39 3.95 0.00 261.40 1.18 1.18 ------·-----·----------·---------2.36 3.97 0.00 261.40 1.17 1.17 -----------------·----·---------2.34 3.98 0.00 261.40 1.15 1.15 ------------------------------2.31 4.00 0.00 261.40 1.14 1.14 ------------·-·--------·--------·-2.27 4.02 0.00 261.39 1.12 1.12 -----------------------------·-2.24 4.03 0.00 261.39 1.11 1.11 ------------·-·-----------------2.21 4.05 0.00 261.39 1.09 1.09 --------·-----·-·----------------2.18 4.07 0.00 261.38 1.08 1.08 ------------------------·------2.15 4.08 0.00 261.38 1.06 1.06 ------------------------------2.12 4.10 0.00 261.38 1.05 1.05 --------·---------------·-------2.09 4.12 0.00 261.38 1.03 1.03 ---------·-----·----------------2.07 4.13 0.00 261.37 1.02 1.02 ------·------------------------2.04 4.15 0.00 261.37 1.00 1.00 ---------------------------·---2.01 4.17 0.00 261.37 0.99 0.99 ---·-------------·--------------1.98 4.18 0.00 261.36 0.98 0.98 -·-----------·------------------1.95 4.20 0.00 261.36 0.96 0.96 ------------·---------·------·---1.93 4.22 0.00 261.36 0.95 0.95 -------------·------·-----------1.90 4.23 0.00 261.36 0.94 0.94 -------------·-·-------·---·---·---1.88 4.25 0.00 261.35 0.93 0.93 -------------·--------·---------1.85 4.27 0.00 261.35 0.91 0.91 ------------------------------1.83 4.28 0.00 261.35 0.90 0.90 --------------·----------------1.80 4.30 0.00 261.35 0.89 0.89 ------------·-·-----------------1.78 4.32 0.00 261.34 0.88 0.88 ----·---------·-·-----·-----------1.75 4.33 0.00 261.34 0.86 0.86 ------------------------------1.73 4.35 0.00 261.34 0.85 0.85 ----·--------------------------1.70 4.37 0.00 261.34 0.84 0.84 ---------------------·---------1.68 4.38 0.00 261.34 0.83 0.83 -------------·-----------------1.66 4.40 0.00 261.33 0.82 0.82 -------------·-·----------------1.64 4.42 0.00 261.33 0.81 0.81 ------------------------------1.61 4.43 0.00 261.33 0.80 0.80 ------------------------------1.59 4.45 0.00 261.33 0.78 0.78 -------------·-·----------------1.57 4.47 0.00 261.32 0.77 0.77 ---------------------·--------·-1.55 4.48 0.00 261.32 0.76 0.76 -------------·------·----------·-1.53 4.50 0.00 261.32 0.75 0.75 -----------------------------·-1.51 4.52 0.00 261.32 0.74 0.74 -----------·----------·------·---1.49 4.53 0.00 261.32 0.73 0.73 ------------·------------------1.46 4.55 0.00 261.31 0.72 0.72 ------------·----------·--------1.44 4.57 0.00 261.31 0.71 0.71 ----------------------·--------1.43 4.58 0.00 261.31 0.70 0.70 ------------·------------------1.41 4.60 0.00 261.31 0.69 0.69 ------------------------------1.39 4.62 0.00 261.31 0.68 0.68 --------------·----------------1.37 4.63 0.00 261.31 0.67 0.67 ----·------------------------·--1.35 4.65 0.00 261.30 0.67 0.67 ---------------------------·---1.33 4.67 0.00 261.30 0.66 0.66 ------------------------------1.31 4.68 0.00 261.30 0.65 0.65 -·-----------------------------1.29 4.70 0.00 261.30 0.64 0.64 ----- -------------------------1.28 4.72 0.00 261.30 0.64 0.64 ------·----------------·--------1.27 4.73 0.00 261.30 0.63 0.63 ------------------------------1.26 Continues on next page ... ~ Page 7 Hydrograph Discharge Table -: ' Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrO Outflow (hrs ) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cf s 4 .75 0.00 261 .29 0.62 0.62 1.25 4 .77 0.00 261 .29 0 .62 0.62 1.24 4 .78 0.00 261 .29 0 .6 1 0.6 1 1.23 4.80 0 .0 0 26 1.29 0 .61 0.61 1.21 4 .82 0.00 261 .29 0 .60 0.60 1.20 4 .83 0.00 26 1.29 0 .60 0.60 1.19 4.8 5 0 .00 26 1.28 0 .59 0.59 1.18 4 .87 0.00 261.28 0 .59 0.59 1.17 4 .88 0.00 26 1.28 0 .58 0.58 1.16 4 .90 0.00 26 1.28 0.58 0.58 1.15 4 .92 0.00 26 1.28 0.57 0.57 1.14 4 .93 0.00 261 .28 0.57 0.57 1.13 4 .95 0 .00 261 .27 0 .56 0.56 1.12 4 .97 0 .00 261 .27 0 .55 0.55 1.11 4 .98 0.00 26 1.27 0 .55 0 .55 1.10 5.00 0.00 261 .2 7 0 .55 0.55 1.09 5.02 0.00 26 1.27 0 .54 0.54 1.08 5 .03 0.00 261 .2 7 0 .54 0.54 1.07 5 .05 0 .00 26 1.2 7 0 .53 0.53 1.06 5.07 0.00 261 .26 0 .53 0.53 1.05 5.08 0.00 261 .26 0.52 0.52 1.04 5.10 0.00 261 .26 0.52 0 .52 1.03 5.12 0.00 261 .26 0.51 0.51 1.02 5.13 0.00 261 .26 0.51 0.51 1.01 5.15 0.0 0 261.26 0.50 0.50 1.01 5.17 0.00 261 .26 0 .50 0.50 1.00 5.18 0.00 261 .26 0.49 0.49 0 .99 5.20 0.00 261 .25 0.49 0.49 0 .98 5.22 0.00 26 1.25 0 .49 0.4 9 0 .97 5.23 0.00 261 .25 0 .48 0.48 0 .96 5.25 0 .00 261 .25 0.48 0.48 0 .95 5.2 7 0 .00 261 .25 0 .47 0.47 0 .94 5.28 0.00 261 .25 0 .47 0.47 0 .94 5.30 0.00 261 .25 0 .46 0.46 0 .93 5.32 0.00 261 .24 0 .46 0.46 0.92 5.33 0.00 261 .24 0 .46 0.46 0 .91 5.35 0.00 261.24 0.45 0.45 0 .90 5.37 0 .00 261 .24 0.45 0.45 0 .89 5 .38 0.00 261 .24 0.44 0.44 0.89 5.40 0 .00 261 .24 0 .44 0.44 0.88 5.42 0.00 261 .24 0.44 0.44 0 .87 5.43 0.00 261 .24 0 .43 0.43 0 .86 5.45 0.00 261 .24 0.43 0.43 0 .86 5.4 7 0 .00 261 .23 0 .42 0.42 0 .85 5.48 0.00 261 .23 0 .42 0.42 0 .84 5.50 0 .00 261 .23 0 .42 0.4 2 0.83 5.52 0.00 261 .2 3 0 .41 0.41 0.83 5.53 0.00 261.23 0 .41 0.41 0 .82 5.55 0 .00 261.23 0 .41 0.41 0 .81 Continues on ne xt page ... Page 8 Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 5.57 0.00 261.23 0.40 0.40 -------·-----------------------0.80 5.58 0.00 261.23 0.40 0.40 -------------·-----------------0.80 5.60 0.00 261.23 0.39 0.39 ---------------------------·---0.79 5.62 0.00 261.22 0.39 0.39 ----·------------------·-·-------0.78 5.63 0.00 261.22 0.39 0.39 ------------·-----------·-------0.77 5.65 0.00 261.22 0.38 0.38 ----------------------·--------0.77 5.67 0.00 261.22 0.38 0.38 ------------------------------0.76 5.68 0.00 261.22 0.38 0.38 ------------------------------0.75 5.70 0.00 261.22 0.37 0.37 -·-----·---------------·---------0.75 5.72 0.00 261.22 0.37 0.37 ------·-·-·----------------------0.74 5.73 0.00 261.22 0.37 0.37 ------·-----------------------·-0.73 5.75 0.00 261.22 0.36 0.36 ------------------------------0.73 5.77 0.00 261.22 0.36 0.36 --------------·----------------0.72 5.78 0.00 261.21 0.36 0.36 -----------·-·-·-----------------0.71 5.80 0.00 261.21 0.35 0.35 ------------·--·-------------·-·--0.71 5.82 0.00 261.21 0.35 0.35 ----·-------------------·-----·--0.70 5.83 0.00 261.21 0.35 0.35 ------------·------------------0.70 5.85 0.00 261.21 0.34 0.34 ------------------------------0.69 5.87 0.00 261.21 0.34 0.34 -----------------·-------------0.68 5.88 0.00 261.21 0.34 0.34 -·---------------------·--------0.68 5.90 0.00 261.21 0.34 0.34 ----------------------·--·------0.67 5.92 0.00 261.21 0.33 0.33 ----------------------·--------0.66 5.93 0.00 261.21 0.33 0.33 ----------------------·--·------0.66 5.95 0.00 261.21 0.33 0.33 ---·-------------------·--------0.65 5.97 0.00 261.20 0.32 0.32 -·-----------------------------0.65 5.98 0.00 261.20 0.32 0.32 -----------------·-----·--------0.64 6.00 0.00 261.20 0.32 0.32 --·--------------------·--------0.64 6.02 0.00 261.20 0.32 0.32 -·------·---------------·----·----0.63 6.03 0.00 261.20 0.31 0.31 ----------------------------·-·-0.62 6.05 0.00 261.20 0.31 0.31 ------------------------------0.62 6.07 0.00 261.20 0.31 0.31 ----------------------·----·----0.61 6.08 0.00 261.20 0.31 0.31 ----------------------·--------0.61 6.10 0.00 261.20 0.30 0.30 ------------------------·------0.61 6.12 0.00 261.20 0.30 0.30 ---·--------------------·-·----·--0.60 6.13 0.00 261.20 0.30 0.30 ---------·--------------·-------0.60 6.15 0.00 261.20 0.30 0.30 ------------------------------0.60 6.17 0.00 261.19 0.30 0.30 ---------------------------·---0.59 6.18 0.00 261.19 0.29 0.29 -------------·-·---------·----·---0.59 6.20 0.00 261.19 0.29 0.29 -------------·-----------------0.59 6.22 0.00 261.19 0.29 0.29 ----·-------·-·---------·---------0.58 6.23 0.00 261.19 0.29 0.29 --------------- ---------------0.58 6.25 0.00 261.19 0.29 0.29 --------·---·-------·---------·---0.57 6.27 0.00 261.19 0.29 0.29 ------------------------- -----0.57 6.28 0.00 261.19 0.28 0.28 ------------------------------0.57 6.30 0.00 261.19 0.28 0.28 ------------------------------0.56 6.32 0.00 261.19 0.28 0.28 ----·--------·--·---------·-------0.56 6.33 0.00 261.19 0.28 0.28 -------------·-----------------0.56 6.35 0.00 261.19 0.28 0.28 -----------------------------·-0.55 6.37 0.00 261.19 0.28 0.28 ------------------------------0.55 Continues on next page ... ~ Page 9 Hydrogrcwh Discharge Table . Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 6.38 0.00 261.18 0.27 0.27 -------·--·---------------------0.55 6.40 0.00 261.18 0.27 0.27 ------------·--·----------------0.54 6.42 0.00 261.18 0.27 0.27 ------------------------------0.54 6.43 0.00 261.18 0.27 0.27 --·------------·-------·---------0.54 6.45 0.00 261.18 0.27 0.27 ----·--------·--·----------·------0.53 6.47 0.00 261.18 0.27 0.27 ------------------------------0.53 6.48 0.00 261.18 0.26 0.26 --------------·----------------0.53 6.50 0.00 261.18 0.26 0.26 --------------·--------·--·------0.52 6.52 0.00 261.18 0.26 0.26 ----------------------·-·-------0.52 6.53 0.00 261.18 0.26 0.26 ------------------------·------0.52 6.55 0.00 261.18 0.26 0.26 ------------------------------0.51 6.57 0.00 261.18 0.26 0.26 ------------------------------0.51 6.58 0.00 261.18 0.25 0.25 ------------------------------0.51 6.60 0.00 261.18 0.25 0.25 ------------·-----------------·-0.51 6.62 0.00 261.18 0.25 0.25 ---------- -------------------·-0.50 6.63 0.00 261.17 0.25 0.25 ------------------------------0.50 6.65 0.00 261.17 0.25 0.25 ------------------------------0.50 6.67 0.00 261.17 0.25 0.25 ----------------------·--------0.49 6.68 0.00 261.17 0.25 0.25 ----------------------·-·-------0.49 6.70 0.00 261.17 0.24 0.24 ------------------------------0.49 6.72 0.00 261.17 0.24 0.24 --------·---·-·------------------0.48 6.73 0.00 261.17 0.24 0.24 -------------·-----------------0.48 6.75 0.00 261.17 0.24 0.24 --------·---·-·-·-----------------0.48 6.77 0.00 261.17 0.24 0.24 -------·----·--·-----------------0.48 6.78 0.00 261.17 0.24 0.24 ------·--·----------------------0.47 6.80 0.00 261.17 0.23 0.23 --·----·-----------------------·-0.47 6.82 0.00 261.17 0.23 0.23 --------·-----·---------·--------0.47 6.83 0.00 261.17 0.23 0.23 ------------------------------0.46 6.85 0.00 261.17 0.23 0.23 ------·------------------·--·---·-0.46 6.87 0.00 261.17 0.23 0.23 ----------------------·--------0.46 6.88 0.00 261.16 0.23 0.23 -----------------------------·-0.46 6.90 0.00 261.16 0.23 0.23 ------------------------·-----·-0.45 6.92 0.00 261.16 0.23 0.23 --------------------------·---0.45 6.93 0.00 261.16 0.22 0.22 ----------------------·-·-·------0.45 6.95 0.00 261.16 0.22 0.22 ------------------·----·-·-·---·---0.44 6.97 0.00 261.16 0.22 0.22 ------------------------------0.44 6.98 0.00 261.16 0.22 0.22 ------------------------------0.44 7.00 0.00 261.16 0.22 0.22 ----- ---------·---------·-------0.44 7.02 0.00 261.16 0.22 0.22 ----- -------------------------0.43 7.03 0.00 261.16 0.22 0.22 ------------------------------0.43 .. .End ~ Hydrograph Summary Report { I Page 1 I Hyd . Hy drograph Peak Time Time to Volume Return Inflow Maximum Ma xi mum Hydrograph No. type flow interval peak period hyd(s) elevation storage description I (origin) (cfs) (m i n) (min ) (cuft) (yrs) (ft) (cuft) 1 Ra tio nal 266 .96 1 12 28 8 ,322 25 --------------Po st Developed Con l 2 Reservoi r 58 .08 1 31 287 ,57 9 25 1 264 .37 22 7 ,68 0 I I I I I I ~ I • I Proj. file : Reg-det.gpw IDF file : Brazos .IDF Run date : 08-26-2002 Hydrograph Report Hyd. No. 1 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 25 yrs = 32 .5 ac = 9 .13 in = Brazos .IDF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0.03 0.05 0 .07 0.08 0.10 0.12 0.13 0.15 0 .17 0.18 0.20 0.22 0 .23 0.25 0.27 0 .28 0.30 0.32 0.33 0.35 0.37 0.38 0.40 0.42 0.43 0.45 0.47 0.48 0.50 0 .52 0.53 22 .25 44.49 66 .74 88 .99 111 .24 133.48 155 .73 177.98 200.22 222.47 244 .72 266 .96 « 255 .84 244 .72 233 .59 222.47 211 .35 200 .22 189 .10 177 .98 166 .85 155 .73 144 .61 133.48 122 .36 111 .24 100 .11 88 .99 77.86 66 .74 55 .62 44.49 Time --Outflow (hrs cfs) 0.55 33 .37 0.57 22 .25 0.58 11 .12 ... End Page 1 English Peak discharge = 266.96 cfs Time interval = 1 min Runoff coeff. = 0 .9 Time of cone. (Tc)= 12 min Reced . limb factor= 2 Total Volume= 288 ,322 cuft I I I I I Hydrograph Report Hyd . No . 2 Hydro g rap h typ e = Re serv o ir St o r m freque ncy = 25 yrs Inflo w hyd . No . = 1 Ma x. E levation = 264 .37 ft Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation ClvA (hrs) cfs ft cfs 0.07 88 .99 261 .24 0.4 3 0.08 111.24 261 .37 0 .99 0.10 13 3 .4 8 26 1.53 1.76 0.12 155 .73 261.71 2 .87 0.13 177 .98 261 .93 4.47 0.15 2 00 .22 262 .11 6 .03 0.17 222.47 262 .29 7.28 0.18 244 .72 262.48 9 .17 0.20 266 .96 « 262 .69 10.73 0.22 2 55 .84 262 .90 12 .25 0.23 244 .72 263 .09 13.8 1 0.25 233.59 263 .24 14.98 0.27 222.47 263 .39 15 .92 0.28 211.35 263 .53 16 .63 0.30 200.22 263 .65 17.23 0.32 18 9.10 263.77 17.70 0.33 177.98 263 .88 17.94 0 .35 166.85 263 .80 17 .78 0.37 155 .73 264 .06 2 0.08 0.38 144 .61 264 .13 22.43 0.40 133.48 264 .19 24.28 0.42 122 .36 264 .24 25 .70 0.43 111.24 264.28 26 .84 0.45 100.11 264 .31 27 .71 0.47 88 .99 264 .34 28.33 0.48 77 .86 264 .36 28 .75 0.50 66 .74 264 .36 28 .99 0.52 55.62 264 .37 « 29 .04 0.53 44.49 264 .36 28 .91 0.55 33.37 264 .35 28.6 1 0.57 22 .25 264 .33 28 .15 0.58 11 .12 264 .31 27.52 0.60 0 .00 264.28 26.67 0.62 0.00 264 .24 2 5.74 0.63 0 .00 264 .21 24.8 5 0.65 0 .00 264 .18 23 .90 Clv B Clv C Clv D cfs cfs cf s 0.4 3 0.99 1.76 2 .87 4.47 6 .0 3 7.28 9.17 10 .73 12 .25 13.8 1 14 .98 15.92 16 .63 17.23 17 .70 17 .94 17 .78 20 .08 22.43 24 .28 25 .70 26 .84 27 .71 28 .33 28 .75 28 .99 29 .04 28 .91 28 .61 2 8.15 27 .52 26 .67 25 .74 24.85 2 3.90 Pea k d ischarge Time interval Reservoir name Max . Storage Page 1 English = 58 .08 cfs = 1 min =POND = 227 ,680 c uft T otal Volume= 287 ,579 cuft WrA WrB WrC WrD Outflow cfs cfs cfs cfs cfs 0 .86 1.99 3 .51 5 .74 8 .95 12 .07 14.55 18 .33 21.46 24 .50 27.63 29.96 31 .84 33 .26 34.46 35.40 35 .88 35 .55 40 .15 44 .87 48 .57 51.40 53 .68 55.42 56 .66 57 .51 57 .98 58.08 « 57.82 57 .23 56.29 55.04 53 .35 51.49 49 .69 47 .81 Co n tinues on next page ... ~ Page 2 I Hydrograph Discharge Table I Time fnflow Elevat ion ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs ) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0 .67 0 .00 264 .15 22 .97 22 .97 45 .93 I 0 .68 0.00 264.12 22.06 22.06 44 .13 0.70 0.0 0 264.09 21.16 21 .16 42 .32 0.72 0 .00 264.07 20 .19 2 0.19 40 .37 0.73 0 .00 264.04 19.26 19.26 38 .51 I 0.75 0.00 264.02 18 .37 18 .37 36.74 0.77 0.00 26 3.79 17.75 17 .75 35.50 0.78 0 .00 263 .81 17 .81 17 .81 35 .63 0.80 0 .00 26 3.85 17 .88 17 .88 35.76 I 0 .82 0 .00 263 .88 17.94 17.94 35 .89 0.83 0.00 263 .89 17 .95 17 .95 35 .91 0.85 0.00 263 .86 17 .90 17 .90 35 .81 0 .87 0.00 263 .83 17.86 17.86 35 .71 0.88 0.00 263.81 17 .81 17 .81 35 .61 0 .90 0.00 263 .78 17 .73 17 .73 35.46 0.92 0.00 26 3.76 17 .65 17 .65 35.29 0.93 0.00 26 3.73 17 .56 17.56 35 .12 I 0.95 0.00 263 .70 17.48 17.48 34 .96 0.97 0.00 26 3.68 17 .35 17 .35 34 .71 0 .98 0 .00 263 .65 17 .22 17 .22 34.45 1.00 0 .00 263 .63 17.09 17 .09 34 .19 I 1.02 0 .00 263 .60 16 .97 16 .97 33.93 1.03 0.00 263 .58 16 .86 16 .86 33 .71 1.05 0.00 263 .55 16 .74 16 .74 33.49 1.07 0.00 263 .53 16 .63 16 .63 33 .27 1.08 0.00 263 .50 16 .53 16 .53 33 .05 1.10 0.00 263.48 16.40 16.40 32 .80 1.12 0.00 263.45 16 .27 16 .27 32 .54 1.13 0.00 263.43 16 .14 16 .14 32 .29 1.15 0.00 263.40 16.02 16 .02 32 .03 1.17 0.0 0 263 .38 15 .88 15.88 31 .75 1.18 0.00 263 .36 15 .73 15 .73 31.47 1.20 0.00 263.33 15 .59 15 .59 31 .18 1.22 0.00 263 .31 15.45 15.45 30 .90 1.23 0 .00 263 .29 15 .30 15 .30 30 .61 1.25 0.00 263 .27 15 .15 15 .15 30 .29 1.27 0 .00 263 .24 14 .99 14 .99 29 .99 1.28 0 .00 263 .22 14 .84 14 .84 29 .68 1.30 0 .00 263 .20 14 .69 14 .69 29 .38 1.32 0.00 263 .18 14 .52 14 .52 29 .05 1.33 0 .00 263 .16 14 .36 14 .36 28 .72 1.35 0.00 263 .14 14 .20 14 .20 28.40 1.37 0.00 263 .11 14 .04 14 .04 28 .08 1.38 0.00 263 .09 13 .88 13 .88 27 .75 1.40 0.00 263 .07 13 .71 13 .71 27.42 1.42 0.00 263 .05 13 .54 13.54 27 .08 1.43 0.00 263 .03 13 .38 13.38 26 .75 1.45 0.00 263 .01 13 .21 13 .21 26.42 1.47 0 .00 262 .99 13 .04 13.04 26 .07 Continues on nex t page ... = ~ Page 3 Hydrograph Discharge Table -: ; T ime Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB W r C W r D Outflow (h rs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.48 0 .00 262 .97 12.83 12 .83 25 .67 1.50 0.00 262 .95 12.6 3 12 .63 25 .27 1.52 0 .00 262 .92 12.44 12.44 24 .87 1.53 0 .00 262 .90 12 .24 12 .24 24.48 1.55 0 .00 262 .88 12 .13 12 .13 24 .26 1.57 0 .00 262 .86 12 .03 12 .03 24.07 1.58 0 .00 262 .84 11 .93 11.93 23.87 1.60 0 .00 262 .82 11 .84 11 .84 23.68 1.62 0 .00 262 .80 11 .72 11 .72 23.44 1.63 0 .00 262 .77 11 .52 11 .52 23.05 1.65 0 .00 26 2 .75 11 .33 11 .33 22 .66 1.67 0.00 262 .73 11 .14 11 .14 22.28 1.68 0 .00 262 .71 10.96 10.96 21 .91 1.70 0 .00 262 .70 10.77 10.77 21 .54 1.72 0.00 262 .68 10 .59 10.59 21 .17 1.73 0.00 262 .66 10.41 10.41 20 .81 1.75 0 .00 262 .64 10.23 10.23 20.45 1.77 0 .00 262 .62 10.05 10.05 20 .10 1.78 0 .00 262.60 9.88 9.88 19 .76 1.80 0 .00 262 .59 9.78 9.78 19 .56 1.82 0 .00 262 .57 9.69 9.69 19 .39 1.83 0 .00 262 .55 9.61 9.61 19 .22 1.85 0 .00 262 .53 9.53 9.53 19 .05 1.87 0 .00 262 .52 9.44 9.44 18 .88 1.88 0 .00 262 .50 9.36 9.36 18 .72 1.90 0 .00 262.48 9.20 9.20 18.40 1.92 0.00 262.47 9.04 9.04 18 .08 1.93 0 .00 262.45 8.88 8 .88 17.76 1.95 0 .00 262.44 8.73 8.73 17.46 1.97 0 .00 262.42 8.58 8.58 17 .15 1.98 0.00 262.41 8.43 8.43 16 .85 2.00 0.00 262 .39 8.28 8.28 16 .56 2.02 0 .00 262 .38 8.14 8 .14 16 .28 2.03 0 .00 262 .36 8.00 8.00 16.00 2.05 0 .00 262 .35 7.86 7.86 15 .72 2.07 0 .00 262.33 7.73 7 .73 15.45 2.08 0 .00 262 .32 7.59 7 .59 15 .18 2 .10 0 .00 262 .31 7.46 7.46 14 .92 2.12 0 .00 262 .29 7.33 7.33 14 .67 2 .13 0 .00 262 .28 7.21 7.21 14.42 2 .15 0 .00 262.27 7.09 7.09 14 .18 2 .17 0 .00 262 .25 6 .97 6 .97 13 .94 2 .18 0.00 262 .24 6 .85 6 .85 13 .71 2 .20 0.00 262 .23 6 .74 6 .74 13.47 2 .22 0 .00 262 .22 6 .62 6 .62 13 .25 2.23 0.00 262 .21 6 .51 6 .51 13 .02 2 .25 0 .00 262 .19 6.43 6.43 12 .85 2 .27 0 .00 262 .18 6 .37 6 .37 12 .75 2 .28 0.00 262 .17 6 .32 6 .32 12 .64 Continues on next page ... :: Page 4 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 2 .30 0.00 262 .16 6 .27 6 .27 12 .54 I 2 .32 0.00 262 .15 6 .22 6 .22 12.44 2.33 0.00 262 .14 6 .17 6.17 12 .33 2.35 0.00 262 .13 6 .12 6 .12 12 .23 2 .37 0.00 262 .12 6 .07 6.07 12 .13 2 .38 0.00 262 .11 6 .02 6 .02 12.03 2.40 0.00 262 .10 5.95 5 .95 11 .89 2.42 0.00 262 .08 5.85 5.85 11 .71 2.43 0.00 262 .07 5.76 5.76 11 .52 2.45 0.00 262.06 5.67 5 .67 11 .34 2.47 0.00 262 .05 5.58 5.58 11 .16 2.48 0.00 262.04 5.49 5.49 10 .98 2 .50 0.00 262 .03 5.40 5.40 10.81 2 .52 0.00 262 .03 5.32 5 .32 10 .64 2.53 0.00 262.02 5.23 5.23 10.47 2 .55 0.00 262 .01 5.15 5.15 10 .30 2.57 0.00 262 .00 5.06 5 .06 10 .12 2 .58 0.00 261 .98 4 .95 4 .95 9.90 2 .60 0.00 261 .97 4 .84 4 .84 9.68 2 .62 0.00 261 .96 4 .73 4 .73 9.46 2 .63 0.00 261 .94 4 .63 4 .63 9.25 2.65 0.00 261 .93 4 .52 4 .52 9.05 2 .67 0.00 261.92 4.42 4.42 8.85 2 .68 0.00 261 .91 4 .33 4 .33 8.65 2 .70 0.00 261 .9 0 4 .23 4 .23 8.46 2 .72 0.00 261.89 4 .15 4 .15 8.29 2 .73 0.00 261 .88 4 .06 4 .06 8.12 2 .75 0.00 261 .86 3.98 3.98 7.95 2 .77 0.00 261.85 3.90 3 .90 7.79 2 .78 0.00 261 .84 3.82 3.82 7.63 2 .80 0.00 261 .83 3.74 3.74 7.48 2 .82 0.00 261 .82 3.66 3.66 7 .32 2 .83 0 .00 261 .81 3.59 3.59 7.17 2 .85 0 .00 261 .80 3.51 3.51 7.03 2 .87 0.00 261.80 3.44 3.44 6 .89 2 .88 0.00 261 .79 3.38 3 .38 6 .76 2.90 0.00 261 .78 3.32 3.32 6 .63 2 .92 0.00 261 .77 3.26 3.26 6 .51 2 .93 0.00 261 .76 3.20 3.20 6 .39 2 .95 0.00 261 .75 3.14 3.14 6 .27 2 .97 0.00 261 .74 3.08 3.08 6.15 2 .98 0.00 261.74 3.02 3 .02 6 .04 3 .00 0 .00 261 .73 2 .96 2 .96 5 .93 3 .02 0.00 261 .72 2 .91 2.91 5.82 3.03 0.00 261 .71 2 .86 2.86 5.71 3.05 0.00 261 .70 2 .80 2 .80 5.60 3.07 0.00 261 .70 2 .75 2 .75 5.51 3.08 0 .00 261 .69 2 .71 2 .71 5.41 3.10 0.00 261 .68 2.66 2 .66 5.33 Continues on ne x t page ... ~ Page 5 I Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow I (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.12 0.00 261.68 2.62 2.62 5.24 ------------------------------3.13 0.00 261.67 2.58 2.58 ------·----------------·--------5.15 I 3.15 0.00 261.66 2.53 2.53 ----------------------·--------5.07 3.17 0.00 261.65 2.49 2.49 ------·-·-·---------------------·-4.98 3.18 0.00 261.65 2.45 2.45 -----------·------------·------·-4.90 3.20 0.00 261.64 2.41 2.41 ------------------------------4.82 I 3.22 0.00 261.64 2.37 2.37 ------------------------------4.74 3.23 0.00 261.63 2.33 2.33 ------------------------·------4.66 3.25 0.00 261.62 2.29 2.29 ----·---------·----·------·-·------4.59 3.27 0.00 261.62 2.26 2.26 ---·-------------·--------·------4.51 I 3.28 0.00 261.61 2.22 2.22 ----- -------------------------4.44 3.30 0.00 261.61 2.18 2.18 ---------- --------------------4.36 3.32 0.00 261.60 2.15 2.15 ------------------------------4.29 3.33 0.00 261.59 2.12 2.12 ------------------------------4.23 3.35 0.00 261.59 2.09 2.09 ------------------------------4.17 3.37 0.00 261.58 2.06 2.06 --·----------------------------4.11 3.38 0.00 261.58 2.03 2.03 -------------·-----------------4.05 3.40 0.00 261.57 2.00 2.00 ------------------------------4.00 I 3.42 0.00 261.57 1.97 1.97 -------------·-----------------3.94 3.43 0.00 261.56 1.94 1.94 -------------·-----------------3.88 3.45 0.00 261.56 1.91 1.91 ----·---------·---·--------------3.83 3.47 0.00 261.55 1.89 1.89 -------------·-----------·------3.77 I 3.48 0.00 261.55 1.86 1.86 ------------------------------3.72 3.50 0.00 261.54 1.83 1.83 ------------------------- -----3.67 3.52 0.00 261.54 1.81 1.81 ------------------------------3.61 3.53 0.00 261.53 1.78 1.78 ------------------------------3.56 3.55 0.00 261.53 1.76 1.76 -----------------------·-------3.51 3.57 0.00 261.52 1.73 1.73 -·-----------------------------3.46 3.58 0.00 261.52 1.71 1. 71 -·----------------------------·-3.41 3.60 0.00 261.51 1.68 1.68 ---·---------------------------3.36 3.62 0.00 261.51 1.66 1.66 ------------------------------3.32 3.63 0.00 261.50 1.63 1.63 ------------------------------3.27 3.65 0.00 261.50 1.61 1.61 ---------------------·------·--·-3.22 3.67 0.00 261.50 1.59 1.59 ---------------------·---------3.18 3.68 0.00 261.49 1.57 1.57 --------·----------------------3.15 3.70 0.00 261.49 1.55 1.55 --------·------·----------------3.11 3.72 0.00 261.48 1.54 1.54 ------------------------------3.07 3.73 0.00 261.48 1.52 1.52 ------------------------------3.03 3.75 0.00 261.48 1.50 1.50 ----- --------·-----------·------3.00 3.77 0.00 261.47 1.48 1.48 --·---------------------·-------2.96 3.78 0.00 261.47 1.46 1.46 ---·----------·-----------·------2.93 3.80 0.00 261.46 1.45 1.45 -·-----------------------------2.89 3.82 0.00 261.46 1.43 1.43 ----- ------------------------·-2.86 3.83 0.00 261.46 1.41 1.41 --------·----------------------2.82 3.85 0.00 261.45 1.39 1.39 ------------·--·---·-------------2.79 3.87 0.00 261.45 1.38 1.38 -------·--·---·------------------2.76 3.88 0.00 261.44 1.36 1.36 -------------·-----------------2.72 3.90 0.00 261.44 1.35 1.35 ----------------------·--------2.69 3.92 0.00 261.44 1.33 1.33 ---------- --------------------2.66 Continues on next page ... ~ Page 6 I Hydr;ograph Discharge Table . I Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.93 0.00 261.43 1.31 1.31 ------------------------------2.63 I 3.95 0.00 261.43 1.30 1.30 ---·---------------------------2.60 3.97 0.00 261.43 1.28 1.28 ------------------------------2.56 3.98 0.00 261.42 1.27 1.27 ---·-------------------·--------2.53 4.00 0.00 261.42 1.25 1.25 ------------------------------2.50 I 4.02 0.00 261.42 1.24 1.24 ------------------------------2.47 4.03 0.00 261.41 1.22 1.22 ------------------------------2.44 4.05 0.00 261.41 1.21 1.21 -------------·---------------·--2.41 4.07 0.00 261.41 1.19 1.19 ------------------------------2.39 4.08 0.00 261.40 1.18 1.18 ------------------------------2.36 4.10 -0.00 261.40 1.16 1.16 ---------------------·---------2.33 4.12 0.00 261.40 1.15 1.15 ------------------------------2.30 4.13 0.00 261.39 1.13 1.13 ------------------------------2.27 4.15 0.00 261.39 1.12 1.12 ------------------------------2.24 4.17 0.00 261.39 1.10 1.10 ---------------------·---------2.21 4.18 0.00 261.39 1.09 1.09 ------------------------------2.18 4.20 0.00 261.38 1.07 1.07 ------------------------------2.15 4.22 0.00 261.38 1.06 1.06 ------------------------------2.12 4.23 0.00 261.38 1.04 1.04 ------------------------------2.09 4.25 0.00 261.37 1.03 1.03 ------------------------------2.06 4.27 0.00 261.37 1.02 1.02 ------------------------------2.03 I 4.28 0.00 261.37 1.00 1.00 ----------------·--------------2.00 4.30 0.00 261.37 0.99 0.99 ---·---------------------------1.98 4.32 0.00 261.36 0.97 0.97 ------------------------------1.95 4.33 0.00 261.36 0.96 0.96 ------------------------------1.92 4.35 0.00 261.36 0.95 0.95 ---·----------·-----------------1.90 4.37 0.00 261.36 0.94 0.94 ---·---------------------------1.87 4.38 0.00 261.35 0.92 0.92 --------·--------------·--------1.84 4.40 0.00 261.35 0.91 0.91 ------·-----------------------·-1.82 4.42 0.00 261.35 0.90 0.90 ------·----------------·----·----1.79 4.43 0.00 261.35 0.89 0.89 ------------------------------1.77 4.45 0.00 261.34 0.87 0.87 ----------------------·--------1.75 4.47 0.00 261.34 0.86 0.86 ---------·------------·--·-·---·---1.72 4.48 0.00 261.34 0.85 0.85 ----·-------·-·-----------·-·------1.70 4.50 0.00 261.34 0.84 0.84 ----·--------------------·------1.68 4.52 0.00 261.34 0.83 0.83 -------------·-·--------·--------1.65 4.53 0.00 261.33 0.82 0.82 ------------·------------------1.63 4.55 0.00 261.33 0.80 0.80 --------------·---------·-------1.61 4.57 0.00 261.33 0.79 0.79 ------------------------------1.59 4.58 0.00 261.33 0.78 0.78 ------------------------------1.56 4.60 0.00 261.32 0.77 0.77 ---------------------·-------·--1.54 4.62 0.00 261.32 0.76 0.76 ------------------------------1.52 4.63 0.00 261.32 0.75 0.75 ------------------------------1.50 4.65 0.00 261.32 0.74 0.74 --------·----------------------1.48 4.67 0.00 261.32 0.73 0.73 ----------------·------·--------1.46 4.68 0.00 261.31 0.72 0.72 -------------·------- ----------1.44 4.70 0.00 261.31 0.71 0.71 ------·---- ---·---·------·-----·--·-1.42 4.72 -0.00 261.31 0.70 0.70 ------------------------------1.40 4.73. 0.00 261.31 0.69 0.69 ----·-----------------·---------1.38 Continues on next page ... ! Page 7 Hydrograph Discharge Table -: I Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 4.75 0.00 261.31 0.68 0.68 ------------------------------1.36 4.77 0.00 261.31 0.67 0.67 -----------------------·-·------1.34 4.78 0.00 261.30 0.66 0.66 ----------------·--------------1.33 4.80 0.00 261.30 0.65 0.65 ------·--·---------------·---·----1.31 4.82 0.00 261.30 0.65 0.65 ------------·------------------1.29 I 4.83 0.00 261.30 0.64 0.64 ------------------------------1.28 4.85 0.00 261.30 0.63 0.63 --------·--------------------·--1.27 4.87 0.00 261.29 0.63 0.63 ------------·----------------·--1.26 4.88 0.00 261.29 0.62 0.62 -----------·------·-----------·--1.25 4.90 0.00 261.29 0.62 0.62 -------·-·-------------·-------·--1.23 4.92 0.00 261.29 0.61 0.61" ------------·------------------1.22 4.93 0.00 261.29 0.61 0.61 ------------·------------------1.21 4.95 0.00 261.29 0.60 0.60 -----------------------·-------1.20 4.97 0.00 261.29 0.60 0.60 ------------·----·--------------1.19 4.98 0.00 261.28 0.59 0.59 -----------------·-----------·--1.18 5.00 0.00 261.28 0.58 0.58 --------·------·---·-------------1.17 5.02 0.00 261.28 0.58 0.58 -----------·-·------------------1.16 5.03 0.00 261.28 0.57 0.57 ------------------------------1.15 5.05 0.00 261.28 0.57 0.57 ------------------------------1.14 5.07 0.00 261.28 0.56 0.56 ----------------·-·-------------1.13 5.08 0.00 261.27 0.56 0.56 -----------·-------------------1.12 5.10 0.00 261.27 0.55 0.55 -----------·-----·--------------1.11 5.12 0.00 261.27 0.55 0.55 --------·---------------·-------1.10 5.13 0.00 261.27 0.54 0.54 -----------------------·-·------1.09 5.15 0.00 261.27 0.54 0.54 ------------------------------1.08 5.17 0.00 261.27 0.53 0.53 ------------------------------1.07 5.18 0.00 261.27 0.53 0.53 --------------·--------·-·-------1.06 5.20 0.00 261.26 0.52 0.52 ----- ------------------------·-1.05 5.22 0.00 261.26 0.52 0.52 ----·---------------·---·--------1.04 5.23 0.00 261.26 0.52 0.52 ------------------------------1.03 5.25 0.00 261.26 0.51 0.51 ---------------------·--------·-1.02 5.27 0.00 261.26 0.51 0.51 ---------------------·---------1.01 5.28 0.00 261.26 0.50 0.50 ---------------------·---------1.00 5.30 0.00 261.26 0.50 0.50 -------------·--------------·-·--0.99 5.32 0.00 261.25 0.49 0.49 -------·---------------------·--0.99 5.33 0.00 261.25 0.49 0.49 ------------------------------0.98 5.35 0.00 261.25 0.48 0.48 ------------------------------0.97 5.37 0.00 261.25 0.48 0.48 ---------------------·--·---·----0.96 5.38 0.00 261.25 0.48 0.48 --------------·---------·-·------0.95 5.40 0.00 261.25 0.47 0.47 --------------·----------·------0.94 5.42 0.00 261.25 0.47 0.47 ------------------------------0.93 5.43 0.00 261.25 0.46 0.46 ------------------------------0.93 5.45 0.00 261.24 0.46 0.46 ------------------------------0.92 5.47 0.00 261.24 0.45 0.45 ------------------------------0.91 5.48 0.00 261.24 0.45 0.45 -·-·----------·---------·-------·--0.90 5.50 0.00 261.24 0.45 0.45 -----------------------·-------0.89 5.52 0.00 261.24 0.44 0.44 ----------------------·--------0.88 5.53 0.00 261.24 0.44 0.44· ------------------------------0.88 5.55 0.00 261.24 0.43 0.43. ------------------------------0.87 Continues on next page ... ! Page 8 Hydrograph Discharge Table ~ Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 5.57 0.00 261.24 0.43 0.43 ------------------------------0.86 5.58 0.00 261.24 0.43 0.43 -----------·-------------·------0.85 5.60 0.00 261.23 0.42 0.42 -----------------------·-------0.85 5.62 0.00 261.23 0.42 0.42 --------·----------------------0.84 5.63 0.00 261.23 0.42 0.42 ---·-·--------------------------0.83 5.65 0.00 261.23 0.41 0.41 ------------------------------0.82 5.67 0.00 261.23 0.41 0.41 -----------·-------------------0.82 5.68 0.00 261.23 0.40 0.40 --·---------·--·--------·--·-------0.81 5.70 0.00 261.23 0.40 0.40 --------·---------------·-------0.80 5.72 0.00 261.23 0.40 0.40 -------------·-----------·------0.79 5.73 0.00 261.23 0.39 0.39 -----------·--·--------·---·------0.79 5.75 0.00 261.22 0.39 0.39 ------·---------------------·---0.78 5.77 0.00 261.22 0.39 0.39 ------·------------------------0.77 5.78 0.00 261.22 0.38 0.38 --------------- ---------------0.77 5.80 0.00 261.22 0.38 0.38 ------·--------·-------------·---0.76 5.82 0.00 261.22 0.38 0.38 ------·------------------------0.75 5.83 0.00 261.22 0.37 0.37 ------·--------·-------------·---0.75 5.85 0.00 261.22 0.37 0.37 ------------------------------0.74 5.87 0.00 261.22 0.37 0.37 ------------------------------0.73 5.88 0.00 261.22 0.36 0.36 --------------------------·----0.73 5.90 0.00 261.22 0.36 0.36 ------·---------------·---------0.72 5.92 0.00 261.21 0.36 0.36 --------------·----------·------0.71 5.93 0.00 261.21 0.35 0.35 ---------------------·--·-·------0.71 5.95 0.00 261.21 0.35 0.35 ------------·---------·---------0.70 5.97 0.00 261.21 0.35 0.35 --------------·----------------0.69 5.98 0.00 261.21 0.34 0.34 ------·-·-------·----------------0.69 6.00 0.00 261.21 0.34 0.34 -·------------·-----------------0.68 6.02 0.00 261.21 0.34 0.34 ---------------------·---------0.68 6.03 0.00 261.21 0.33 0.33 ------·-------·-----------------0.67 6.05 0.00 261.21 0.33 0.33 -------------·-----------------0.66 6.07 0.00 261.21 0.33 0.33 -----------------------·-------0.66 6.08 0.00 261.21 0.33 0.33 -----------·------------·-·------0.65 6.10 0.00 261.20 0.32 0.32 ---·--------·-------------------0.65 6.12 0.00 261.20 0.32 0.32 ----------------------------·--0.64 6.13 0.00 261.20 0.32 0.32 ----- ------------------·-------0.63 6.15 0.00 261.20 0.31 0.31 ----·--------------------------0.63 6.17 0.00 261.20 0.31 0.31 ------------------------------0.62 6.18 0.00 261.20 0.31 0.31 -----------------------------·-0.62 6.20 0.00 261.20 0.31 0.31 ------·-·----------------------0.61 6.22 0.00 261.20 0.30 0.30 -------------·-----------------0.61 6.23 0.00 261.20 0.30 0.30 ------------·-·-·----------------0.61 6.25 0.00 261.20 0.30 0.30 -----------·----------·--·-·------0.60 6.27 0.00 261.20 0.30 0.30 ------------------------- -----0.60 6.28 0.00 261.20 0.30 0.30 ----------------·--------------0.60 6.30 0.00 261.19 0.30 0.30 --·----------------------------0.59 6.32 0.00 261.19 0.29 0.29 --·----------------------------0.59 6.33 0.00 261.19 0.29 0.29 ------·-------·-·-------------·---0.58 ... End = Hydrograph Summary Report I Page 1 I Hyd . Hydrograph Peak Time Ti me to Volume Return Inflow Max i mum Max i mum Hydrograph No. type flow i nterval peak period hyd(s) elevation storage description I (origin) (cfs) (m i n ) (min) (cuft) (yrs ) (ft) (cuft) - 1 Ration al 302 .06 1 12 326 ,226 50 ----------------Post Developed Con t Reservoir 70 .35 1 30 325,474 50 1 264 .64 253 ,306 I I I I I I II II II 11 Proj. file : Reg-de t.gpw IDF file : Brazos .IDF Run date : 08-26-2002 I Hydrograph Report H9d. No. 1 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 50 yrs = 32.5 ac = 10.33 in = Brazos .IDF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0 .03 0 .05 0 .07 0 .08 0.10 0 .12 0.13 0 .15 0.17 0 .18 0 .20 0.22 0 .23 0 .25 0 .27 0 .28 0 .30 0.32 0.33 0.35 0.37 0 .38 0.40 0.42 0.43 0.45 0.47 0.48 0 .50 0 .52 0.53 25 .17 50 .34 75 .52 100 .69 125 .86 151 .03 176 .20 20 1.37 226 .55 251 .72 276 .89 302 .06 « 289.48 276.89 264 .30 251 .72 239 .13 226 .55 213 .96 201 .37 188 .79 176.20 163.62 151.03 138.44 125.86 113 .27 100.69 88 .10 75 .52 62 .93 50 .34 Time --Outflow (hrs cfs) 0.55 37 .76 0.57 25 .17 0.58 12 .59 ... End Page 1 English Peak discharge = 302 .06 cfs Time interval = 1 min Runoff coeff. = 0 .9 Time of cone . (Tc) = 12 min Reced. limb factor = 2 Total Volume= 326 ,226 c uft Hydrograph Report Hyd . No . 2 Hydrog rap h type = Reservo ir Storm fre quency = 5 0 y rs Inflow hyd . N o. = 1 Max. E levation = 264 .64 ft Storage Indicati on method used . Hydrograph Discharge Table Time Inflow Elevat ion Clv A (hrs ) cfs ft cfs 0.07 100 .69 261 .27 0.53 0.08 125 .86 26 1.42 1.23 0 .10 151 .03 26 1.60 2.13 0.12 17 6 .20 26 1.81 3.52 0.13 20 1.37 26 2 .03 5 .37 0.15 22 6 .55 26 2 .21 6.56 0.17 25 1.72 26 2.41 8.48 0.18 276 .89 26 2 .63 10 .14 0 .20 302 .06 « 262 .87 12 .08 0 .22 289.48 26 3.09 13 .85 0.23 27 6 .89 26 3 .28 15 .24 0.25 264 .30 26 3.46 16.29 0.27 251 .72 26 3.62 17.08 0 .28 239 .13 263 .78 17.73 0 .30 226 .55 26 3 .87 17 .9 1 0 .32 213 .96 264 .05 19 .68 0 .33 201 .37 264 .16 23 .24 0 .35 188.79 264 .25 25.98 0.37 176 .20 26 4 .33 2 8.17 0.38 163 .62 264.40 29 .97 0.40 151 .03 264.46 31 .39 0.42 138.44 264 .52 32 .56 0 .43 125 .86 264 .56 33.48 0.45 113 .27 264.59 34 .20 0.47 100 .69 264 .62 34 .70 0 .48 88.10 264.63 35 .02 0.50 7 5.52 264 .64 « 35 .17 0.52 62 .93 264 .64 35.16 0 .53 50 .34 264 .63 34.98 0.55 37.76 264 .61 34 .65 0.57 25 .17 264 .59 34 .15 0 .58 12 .59 264 .56 33.48 0 .60 0 .00 264 .52 32 .65 0 .62 0.00 264.48 31 .73 0 .63 0.00 264.44 30 .80 0.65 0.00 264.40 29 .90 Clv B Clv C Clv D cfs cfs cfs 0.53 1.23 2.1 3 3.52 5.37 6 .56 8.48 10.14 12.08 13 .85 15 .24 16.29 17 .08 17.73 17 .91 19 .68 23 .24 25 .98 28 .17 29 .97 31 .39 32 .56 33 .4 8 34 .20 34.70 35 .02 35.17 35 .16 34 .98 34 .65 34 .15 33.48 32 .65 31 .73 30.80 29.90 Peak discharge T ime i nterval Reservoir name Max . Storage Pa ge 1 English = 7 0.35 cfs = 1 m in =POND = 253 ,306 c uft Total Volume= 325,474 cuft WrA WrB WrC WrD Ou tf low cfs cfs cfs cfs cfs 1.07 2.46 4 .25 7.05 10 .74 13.11 16 .97 20 .28 24 .15 27 .71 30.48 32 .58 34.16 35.45 35.83 39 .36 46.48 51.96 56 .35 59 .93 62 .78 65 .13 66 .96 68 .39 69.41 70 .05 70 .35 « 70 .32 69 .97 69.30 68 .30 66 .96 65 .30 63.45 61 .60 59 .80 Con tinues on next page ... ~ Page 2 Hydrograph Discharge Table -: Tim e Inflow Eleva ti on ClvA Clv B ClvC Cl v D WrA WrB WrC W r D Outflow (h rs) cfs ft cfs cfs cfs cf s cfs cfs cfs cfs cfs 0.6 7 0.00 26 4 .36 28 .95 2 8.95 57 .90 0.68 0.00 264.33 2 8.03 28 .0 3 56 .07 0.70 0.00 264 .29 27 .12 27 .12 54 .25 0.72 0.00 264.26 26 .18 26.18 52.36 0.73 0.00 264.22 25 .27 25 .27 50 .53 0.75 0.00 264.19 24 .36 24 .36 48.72 0.77 0.00 264.16 23.40 23.40 46.81 0.78 0 .00 264 .13 22.49 22.49 44 .97 0.80 0.00 264 .11 21.60 21.60 43 .20 0.82 0.00 264.08 2 0.64 20 .64 41 .28 0 .83 0.00 264 .05 19 .69 19.69 -----39 .38 0.85 0 .00 264 .03 18 .78 18 .78 37 .57 0.87 0.00 263 .87 17 .92 17 .92 35 .84 0 .88 0 .00 263 .80 17.78 17 .78 35 .57 0.90 0 .00 263 .83 17 .85 17 .85 35 .70 0.92 0.00 263 .87 17 .91 17 .91 35 .83 0.93 0 .00 263 .90 17 .98 17 .98 35 .95 0.95 0.00 263 .87 17 .93 17 .93 35 .86 0.97 0.00 263 .85 17.88 17 .88 35 .76 0.98 0.00 263 .82 17 .83 17 .83 35 .66 1.00 0.00 263 .79 17.77 17 .77 35 .54 1.02 0.00 263 .77 17 .69 17 .69 35 .37 1.03 0.00 263 .74 17 .60 17 .60 35 .20 1.05 0.00 263 .72 17 .52 17 .52 35 .04 1.07 0.00 263 .69 17.41 17.41 34 .83 1.08 0.00 263 .66 17 .28 17 .28 34 .57 1.10 0.00 263 .64 17 .16 17 .16 34 .31 1.12 0 .00 263 .61 17.03 17 .03 34 .05 1.13 0 .00 263 .59 16 .91 16 .91 33 .81 1.15 0.0 0 263 .56 16 .80 16 .80 33 .59 1.17 0.00 263 .54 16 .69 16.69 33 .37 1.18 0 .00 263 .51 16 .58 16 .58 33 .15 1.20 0 .00 263.49 16.46 16.46 32 .92 1.22 0.00 263.46 16 .33 16.33 32 .66 1.23 0.00 263.44 16 .20 16 .20 32.41 1.25 0.00 263.42 16 .08 16 .08 32.15 1.27 0.00 263.39 15 .94 15 .94 31.89 1.28 0.00 263 .37 15 .80 15.80 31 .60 1.30 0 .00 263 .35 15 .66 15 .66 31 .32 1.32 0.00 263 .32 15 .52 15 .52 31 .03 1.33 0.00 263 .30 15 .38 15 .38 30 .75 1.35 0 .00 263 .28 15 .22 15 .22 30.44 1.37 0 .00 263 .25 15 .07 15 .07 30 .13 1.38 0.00 263.23 14 .91 14 .91 29 .82 1.40 0.00 263 .21 14 .76 14 .76 29 .52 1.42 0.00 263 .19 14 .60 14 .60 29 .20 1.43 0 .00 263 .17 14.44 14.44 28 .87 1.45 0.00 263 .15 14.27 14 .27 28 .55 1.47 0.00 263 .12 14 .11 14.11 28.23 Continues on next page ... = Page 3 :: Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cf s cfs cfs cfs cfs cfs cfs 1.48 0.00 263 .10 13 .96 13 .96 27 .91 1.50 0 .00 263 .08 13 .79 13.79 27 .57 1.52 0.00 263 .06 13 .62 13 .62 27 .24 1.53 0.00 263 .04 13.45 13.45 26.91 1.55 0.00 263 .02 13 .29 13.29 26.58 1.57 0 .00 263 .00 13 .13 13.13 26 .25 1.58 0.00 262 .98 12 .93 12 .93 25 .86 1.60 0.00 262 .96 12 .73 12 .73 25.45 1.62 0.00 262 .93 12 .53 12.53 25.06 1.63 0.00 262 .91 12 .33 12 .33 24.67 1.65 0.00 262 .89 12 .18 12 .18 24 .36 1.67 0 .00 262 .87 12 .08 12.08 24 .16 1.68 0.00 262.85 11 .98 11 .98 23 .96 1.70 0.00 262 .83 11 .88 11 .88 23 .77 1.72 0.00 262 .81 11 .79 11 .79 23 .57 1.73 0.00 262 .78 11 .62 11 .62 23 .23 1.75 0.00 262 .76 11.42 11.42 22 .84 1.77 0.00 262 .74 11 .23 11 .23 22.46 1.78 0.00 262 .72 11 .04 11.04 22.09 1.80 0.00 262 .70 10 .86 10 .86 21 .72 1.82 0.00 262 .69 10 .67 10 .67 21 .35 1.83 0.00 262 .67 10.49 10.49 20 .98 1.85 0.00 262 .65 10 .31 10 .31 20 .62 1.87 0.00 262 .63 10 .13 10 .13 20 .27 1.88 0.00 262.61 9.96 9.96 19 .92 1.90 0.00 262 .59 9.82 9.82 19 .64 1.92 0.00 262 .58 9.73 9.73 19.47 1.93 0 .00 262 .56 9.65 9.65 19 .30 1.95 0 .00 262.54 9.56 9.56 19.13 1.97 0.00 262 .53 9.48 9.48 18 .96 1.98 0.00 262 .51 9.40 9.40 18 .80 2.00 0.00 262.49 9.28 9.28 18 .55 2 .02 0.00 262.48 9.11 9.11 18 .23 2 .03 0.00 262.46 8.96 8.96 17 .91 2.05 0.00 262.44 8.80 8.80 17 .60 2 .07 0.00 262.43 8.65 8.65 17 .29 2 .08 0.00 262.41 8.50 8 .50 16 .99 2 .10 0.00 262.40 8 .35 8.35 16 .70 2.12 0.00 262 .38 8.21 8 .21 16.41 2 .13 0.00 262 .37 8.06 8 .06 16 .13 2 .15 0.00 262 .35 7 .93 7 .93 15 .85 2 .17 0.00 262 .34 7 .79 7.79 15 .58 2 .18 0.00 262 .33 7 .65 7 .65 15 .31 2 .20 0 .00 262.31 7.52 7 .52 15 .05 2.22 0.00 262 .30 7.39 7.39 14 .79 2 .23 0 .00 262 .29 7.27 7 .27 14.54 2 .25 0.00 262 .27 7.15 7 .15 14.29 2 .27 0.00 262 .26 7.03 7.03 14.05 2 .28 0.00 262.25 6 .91 6 .91 13 .82 Continues on nex t page ... ! Page 4 tiydrograph Discharge Table Time Inflow Elevation Clv A Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 2 .30 0.00 262 .24 6 .79 6 .79 13 .58 2 .32 0 .00 262 .22 6 .68 6 .68 13 .35 2 .33 0 .00 262 .21 6 .56 6 .56 13 .13 2.35 0 .00 262.20 6.45 6.45 12 .91 2.37 0 .00 262 .19 6.40 6.40 12 .80 2.38 0.00 262 .18 6 .35 6 .35 12 .69 2.40 0.00 262 .17 6 .29 6 .29 12 .59 2.42 0 .00 262 .16 6 .24 6 .24 12.49 2.43 0.00 262 .14 6.19 6 .19 12 .38 2.45 0 .00 262.13 6 .14 6 .14 12 .28 '2.47 0 .00 262 .12 6 .09 6 .09 12 .18 2.48 0 .00 262.11 6 .04 6 .04 12.08 2.50 0 .00 262 .10 5.99 5.99 11 .98 2.52 0.00 262 .09 5.90 5.90 11 .79 2.53 0.00 262.08 5.80 5.80 11 .61 2.55 0.00 262.07 5.71 5.71 11.42 2.57 0.00 262 .06 5.62 5.62 11 .24 2 .58 0.00 262 .05 5.53 5.53 11.07 2 .60 0 .00 262.04 5.44 5.44 10 .89 2.62 0 .00 262 .03 5.36 5.36 10 .72 2.63 0 .00 262 .02 5.27 5.27 10 .55 2.65 0 .00 262 .01 5.19 5.19 10 .38 2.67 0 .00 262 .00 5.11 5.11 10 .22 2.68 0 .00 261 .99 5.00 5.00 10 .00 2.70 0 .00 261 .98 4.89 4 .89 9.78 2 .72 0 .00 261 .96 4 .78 4 .78 9.56 2 .73 0 .00 261 .95 4 .68 4 .68 9.35 2.75 0.00 261 .94 4 .57 4 .57 9.14 2 .77 0.00 261 .93 4.47 4.47 8.94 2 .78 0 .00 261 .91 4 .37 4 .37 8.74 2 .80 0.00 261 .90 4 .28 4 .28 8 .55 2 .82 0.00 261 .89 4.19 4 .19 8.37 2.83 0.00 261.88 4 .10 4 .10 8.20 2 .85 0 .00 261 .87 4 .02 4 .02 8.03 2.87 0.00 261.86 3.93 3 .93 7 .87 2 .88 0 .00 261 .85 3.85 3.85 7.71 2.90 0 .00 261 .84 3.77 3.77 7.55 2 .92 0 .00 261 .83 3.70 3.70 7.39 2 .93 0 .00 261 .82 3.62 3.62 7.24 2 .95 0 .00 261 .81 3.55 3.55 7.09 2 .97 0.00 261 .80 3.47 3.47 6 .95 2 .98 0.00 261 .79 3.41 3.41 6.82 3.00 0.00 261 .7 8 3.35 3 .35 6 .69 3.02 0.00 261 .77 3.28 3 .28 6 .57 3.03 0.00 261 .76 3 .2 2 3.22 6.45 3.05 0.00 261 .76 3.16 3.16 6 .33 3.07 0.00 261 .75 3.10 3 .10 6.21 -3.08 0 .00 261 .74 3.05 3 .05 6 .09 3 .10 0 .00 261 .73 2 .99 2 .99 5.98 Continues on ne x t page ... = ! Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A. Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.12 0.00 261.72 2.94 2.94 ------------------------------5.87 3.13 0.00 261.72 2.88 2.88 ---------·------------·-·-·-·------5.76 3.15 0.00 261.71 2.83 2.83 -·-----·----------------·--·------5.65 3.17 0.00 261.70 2.77 2.77 ------------------------------5.55 3.18 0.00 261.69 2.73 2.73 -----------·--·---------·--------5.46 3.20 0.00 261.69 2.68 2.68 ----·--------------------------5.37 3.22 0.00 261.68 2.64 2.64 -------·-------·--------------·--5.28 3.23 0.00 261.67 2.60 2.60 -------------·-----------------5.19 3.25 0.00 261.66 2.55 2.55 --------------·----------------5.11 3.27 0.00 261.66 2.51 2.51 -----------·-·--·---------------5.02 3.28 0.00 261.65 2.47 . 2.47 -----------------------------·-4.94 3.30 0.00 261.64 2.43 2.43 --------------·---------------·-4.86 3.32 0.00 261.64 2.39 2.39 ---------------------·---------4.78 3.33 0.00 261.63 2.35 2.35 ---------------------·--·-------4.70 3.35 0.00 261.63 2.31 2.31 -----------------------·---·----4.62 3.37 0.00 261.62 2.27 2.27 ----- -------------------------4.55 3.38 0.00 261.61 2.24 2.24 ---------- --------------------4.47 3.40 0.00 261.61 2.20 2.20 ------------------------------4.40 3.42 0.00 261.60 2.16 2.16 ------------------------------4.32 3.43 0.00 261.60 2.13 2.13 ---------- -----------·---·---·---4.26 3.45 0.00 261.59 2.10 2.10 ------------------------------4.20 3.47 0.00 261.59 2.07 2.07 ----------------·-----·--·----·---4.14 3.48 0.00 261.58 2.04 2.04 ------------------------------4.08 3.50 0.00 261.57 2.01 2.01 ------------------------------4.02 3.52 0.00 261.57 1.98 1.98 ----- ----------------·--·-·------3.97 3.53 0.00 261.56 1.95 1.95 -------------------- ----------3.91 3.55 0.00 261.56 1.93 1.93 ------------------------------3.85 3.57 0.00 261.55 1.90 1.90 ---------------------·---------3.80 3.58 0.00 261.55 1.87 1.87 ------------------------------3.74 3.60 0.00 261.54 1.85 1.85 ---------------------·---------3.69 3.62 0.00 261.54 1.82 1.82 --------------- ---------------3.64 3.63 0.00 261.53 1.79 1.79 -----------·--·-----------------3.59 3.65 0.00 261.53 1.77 1.77 -------------·-----------------3.54 3.67 0.00 261.52 1.74 1.74 ----·---------------·-----------3.48 3.68 0.00 261.52 1.72 1.72 ----·--------·------------------3.44 3.70 0.00 261.52 1.69 1.69 ------------·--·----------------3.39 3.72 0.00 261.51 1.67 1.67 --·--·--·-·-----·--·--------------·--3.34 3.73 0.00 261.51 1.65 1.65 ------------------------------3.29 3.75 0.00 261.50 1.62 1.62 --------------------·---------3.24 3.77 0.00 261.50 1.60 1.60 ----------------------·-------·-3.20 3.78 0.00 261.49 1.58 1.58 --------------·---------------·-3.16 3.80 0.00 261.49 1.56 1.56 -------------·-----------------3.13 3.82 0.00 261.49 1.54 1.54 -----------·------------------·-3.09 3.83 0.00 261.48 1.53 1.53 ---·---------·------------------3.05 3.85 0.00 261.48 1.51 1.51 ------------------------·------3.01 3.87 0.00 261.47 1.49 1.49 ----------------------·--------2.98 3.88 0.00 261.47 1.47 1.47 -------------·--------·---------2.94 3.90 0.00 261.47 1.45 . 1.45 ---------------------·---------2.91 3.92 0.00 261.46 1.44 1.44 ----- ---------- ------·--·-------2.87 Continues on next page ... ! Page 6 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB. WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.93 0.00 261.46 1.42 1.42 ------------------------------2.84 3.95 0.00 261.45 1.40 1.40 ---·-·-------------·-------------2.81 3.97 0.00 261.45 1.39 1.39 -----------------·-------------2.77 3.98 0.00 261.45 1.37 1.37 --------------·----------------2.74 4.00 0.00 261.44 1.35 1.35 ------·-----------------·-------2.71 4.02 0.00 261.44 1.34 1.34 ------·------------------------2.67 4.03 0.00 261.44 1.32 1.32 -------·----------------·-------2.64 4.05 0.00 261.43 1.30 1.30 -----------------------·-·---·---2.61 4.07 0.00 261.43 1.29 1.29 ------------------------------2.58 4.08 0.00 261.43 1.27 1.27 ------------------------·---·---2.55 4.10 0.00 261.42 1.26 1.26 ----- ------------------------·-2.52 4.12 0.00 261.42 1.24 1.24 ------------------------------2.49 4.13 0.00 261.42 1.23 1.23 --------·----------------·------2.46 4.15 0.00 261.41 1.21 1.21 ------------·----------------·-2.43 4.17 0.00 261.41 1.20 1.20 --------·-----·-----------------2.40 4.18 0.00 261.41 1.19 1.19 --------·----------------·-----·-2.37 4.20 0.00 261.40 1.17 1.17 ------------·-·-----------------2.34 4.22 0.00 261.40 1.16 1.16 -------------·-----------------2.31 4.23 0.00 261.40 1.14 1.14 ------------------------------2.28 4.25 0.00 261.39 1.13 1.13 -----------·-------------------2.25 4.27 0.00 261.39 1.11 1.11 ------------------------------2.22 4.28 0.00 261.39 1.09 1.09 --------------·----------------2.19 4.30 0.00 261.38 1.08 1.08 --·-·---------------------------2.16 4.32 0.00 261.38 1.07 1.07 -----------·-------------------2.13 4.33 0.00 261.38 1.05 1.05 -·-----------------------------2.10 4.35 0.00 261.38 1.04 1.04 ----·-------·------------------2.07 4.37 0.00 261.37 1.02 1.02 ------------------------------2.04 4.38 0.00 261.37 1.01 1.01 -----------------------·-------2.02 4.40 0.00 261.37 0.99 0.99 -------------·---·--------------1.99 4.42 0.00 261.37 0.98 0.98 ------------------------·------1.96 4.43 0.00 261.36 0.97 0.97 ------------------------------1.93 4.45 0.00 261.36 0.95 0.95 ------------------------·------1.91 4.47 0.00 261.36 0.94 0.94 -----------·--·-----------------1.88 4.48 0.00 261.35 0.93 0.93 --------------·----------·--·----1.86 4.50 0.00 261.35 0.92 0.92 ----------------·------------·-·-1.83 4.52 0.00 261.35 0.90 0.90 -------------·---·--------------1.81 4.53 0.00 261.35 0.89 0.89 ----- -------------------------1.78 4.55 0.00 261.35 0.88 0.88 ------------------------·- -·----1.76 4.57 0.00 261.34 0.87 0.87 -----------------------·-------1.73 4.58 0.00 261.34 0.85 0.85 ---------------------·---------1. 71 4.60 0.00 261.34 0.84 0.84 ---------------------·---------1.69 4.62 0.00 261.34 0.83 0.83 ------------------------------1.66 4.63 0.00 261.33 0.82 0.82 ---------- --------------------1.64 4.65 0.00 261.33 0.81 0.81 --------------·----------------1.62 4.67 0.00 261.33 0.80 0.80 -------·---------·--------------1.60 4.68 0.00 261.33 0.79 0.79 ------------------------------1.57 4.70 0.00 261.33 0.78 0.78 ---------------------------·---1.55 4.72 0.00 261.32 0.77 0.77 ------------·------------------1.53 4.73 0.00 261.32 0.76 0.76 ----------------------·--------1.51 Continues on next page ... = Page 7 { Hydrograph Discharge Table Time Inflow Elevation Clv A ClvB Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 4.75 0.00 261.32 0.75 0.75 --------------·----------------1.49 4.77 0.00 261.32 0.74 0.74 --·-·----·---------·--------------1.47 4.78 0.00 261.32 0.73 0.73 ------------------------------1.45 4.80 0.00 261.31 0.72 0.72 --------------·---------·-------1.43 4.82 0.00 261.31 0.71 0.71 ----------------------·-·-------1.41 4.83 0.00 261.31 0.70 0.70 ----------------------·--·------1.39 4.85 0.00 261.31 0.69 0.69 ----------------------·--·------1.37 4.87 0.00 261.31 0.68 0.68 ---------------------·-·--·------1.35 4.88 0.00 261.30 0.67 0.67 --------·-------------·-·--------1.34 4.90 0.00 261.30 0.66 0.66 ---------------------·---------1.32 4.92 0.00 261.30 0.65 0.65 ----·----·-------------·---------1.30 4.93 0.00 261.30 0.64 0.64 --------·----------------------1.28 4.95 0.00 261.30 0.64 0.64 ------·----------------------·-·-1.27 4.97 0.00 261.30 0.63 0.63 ------·-------·----------·-------1.26 4.98 0.00 261.29 0.63 0.63 --------------·----------------1.25 5.00 0.00 261.29 0.62 0.62 -------------·-----------------1.24 5.02 0.00 261.29 0.61 0.61 ---------·---·--·----------------1.23 5.03 0.00 261.29 0.61 0.61 -------------·-----------------1.22 5.05 0.00 261.29 0.60 0.60 ------------------------------1.21 5.07 0.00 261.29 0.60 0.60 -·--------·----·-----------------1.20 5.08 0.00 261.28 0.59 0.59 ----------------------·--------1.18 5.10 0.00 261.28 0.59 0.59 ------------·----------·--------1.17 5.12 0.00 261.28 0.58 0.58 ----------------------·--·------1.16 5.13 0.00 261.28 0.58 0.58 ----------------------·--·------1.15 5.15 0.00 261.28 0.57 0.57 ----------------------·--------1.14 5.17 0.00 261.28 0.57 0.57 ----------------------·--·------1.13 5.18 0.00 261.28 0.56 0.56 ------------------------------1.12 5.20 0.00 261.27 0.56 0.56 ----·-----------------·---·------1.11 5.22 0.00 261.27 0.55 0.55 ---------------------·-·--·------1.10 5.23 0.00 261.27 0.55 0.55 ----------------------·--------1.09 5.25 0.00 261.27 0.54 0.54 ------------------------------1.08 5.27 0.00 261.27 0.54 0.54 ----------------------------·--1.07 5.28 0.00 261.27 0.53 0.53 ----·------------------·--------1.06 5.30 0.00 261.26 0.53 0.53 ------------------------------1.05 5.32 0.00 261.26 0.52 0.52 ------------------------·------1.04 5.33 0.00 261.26 0.52 0.52 ------------------------·------1.04 5.35 0.00 261.26 0.51 0.51 ----------------------·--------1.03 5.37 0.00 261.26 0.51 0.51 -------------·---------·--·------1.02 5.38 0.00 261.26 0.50 0.50 ----------------------·--·------1.01 5.40 0.00 261.26 0.50 0.50 ------------------------------1.00 5.42 0.00 261.26 0.49 0.49 ------·------·-·-·----------------0.99 5.43 0.00 261.25 0.49 0.49 ------------·-------·-----------0.98 5.45 0.00 261.25 0.49 0.49 ---·---------------------------0.97 5.47 0.00 261.25 0.48 0.48 ---------------------·---------0.96 5.48 0.00 261.25 0.48 0.48 ---------------------·---------0.95 5.50 0.00 261.25 0.47 0.47 ------------------------------0.95 5.52 0.00 261.25 0.47 0.47 -------------·---------·--------0.94 5.53 0.00 261.25 0.46 0.46 ---------------------------·---0.93 5.55 0.00 261.25 0.46 0.46 -----------·-----------·--------0.92 Continues on next page ... { Page 8 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 5.57 0.00 261.24 0.46 0.46 -----------·-·----------·--------0.91 5.58 0.00 261.24 0.45 0.45 --------·--------------·--------0.90 5.60 0.00 261.24 0.45 0.45 ---·----------·-----------------0.90 5.62 0.00 261.24 0.44 0.44 -------·-·----------------------0.89 5.63 0.00 261.24 0.44 0.44 ------·----------------·--·-----·-0.88 5.65 0.00 261.24 0.44 0.44 -------·----------------·-------0.87 5.67 0.00 261.24 0.43 0.43 -------·-·---·------------·-------0.86 5.68 0.00 261.24 0.43 0.43 ------------------------------0.86 5.70 0.00 261.23 0.42 0.42 -------------·---------·-·-------0.85 5.72 0.00 261.23 0.42 0.42 ---·---·----------------·-------·-0.84 5.73 0.00 261.23 0.42 0.42 ------·------------------------0.83 5.75 0.00 261.23 0.41 0.41 ---·--------·-------------·-----·-0.83 5.77 0.00 261.23 0.41 0.41 ----------------------------·--0.82 5.78 0.00 261.23 0.41 0.41 ------------------------------0.81 5.80 0.00 261.23 0.40 0.40 ---------------------·---·------0.80 5.82 0.00 261.23 0.40 0.40 ------------------------------0.80 5.83 0.00 261.23 0.40 0.40 -·---------------·-------------0.79 5.85 0.00 261.22 0.39 0.39 ------------------------·------0.78 5.87 0.00 261.22 0.39 0.39 -·-----------------------------0.78 5.88 0.00 261.22 0.38 0.38 ---·------------------·---------0.77 5.90 0.00 261.22 0.38 0.38 ------------------------------0.76 5.92 0.00 261.22 0.38 0.38 --------------·------------·----0.76 5.93 0.00 261.22 0.37 0.37 ---------- ---------- ----------0.75 5.95 0.00 261.22 0.37 0.37 -·-----------------------------0.74 5.97 0.00 261.22 0.37 0.37 ------------·-·---------·--------0.74 5.98 0.00 261.22 0.36 0.36 ------------------------------0.73 6.00 0.00 261.22 0.36 0.36 ----·--------·------------·----·--0.72 6.02 0.00 261.21 0.36 0.36 -------·-----------------------0.72 6.03 0.00 261.21 0.35 0.35 -------·--------------·--------·-0.71 ... End = ydrograph Summary ~Report Page 1 Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak :"° period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) Rational 315 .24 12 340 ,462 100 Post Developed Con Re servoir 74.49 30 339,706 100 264 .74 263 ,053 Proj. file : Reg-det.gpw IDF file : Brazos .IDF Run date : 08-26-2002 Hydrograph Report Hyd. No. 1 Post Developed Conditions Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 100 yrs = 32.5 ac = 10.78 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0.03 0.05 0.07 0.08 0.10 0.12 0.13 0.15 0 .17 0.18 0.20 0.22 0.23 0.25 0.27 0.28 0.30 0.32 0.33 0.35 0.37 0.38 0.40 0.42 0.43 0.45 0.47 0.48 0.50 0.52 0.53 26 .27 52 .54 78 .81 105 .08 131 .35 157 .62 183 .89 210 .16 236.43 262 .70 288 .97 315 .24 « 302 .11 288 .97 275 .84 262 .70 249 .57 236.43 223 .30 210 .16 197 .03 183.89 170 .76 157 .62 144.49 131 .35 118 .22 105.08 91 .95 78.81 65 .68 52 .54 Time --Outflow (hrs cfs) 0.55 39.41 0 .57 26 .27 0.58 13.14 ... End Page 1 English Peak discharge = 315.24 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of cone . (Tc)= 12 min Reced. limb factor= 2 Total Volume= 340 ,462 cuft Hydrograph Report Hyd . No . 2 Hyd ro g raph t yp e = Reserv oir Storm fre que ncy = 100 yrs Infl ow hy d . No . = 1 M ax . Elevati o n = 264 .74 ft St orage Ind ication method used . Hydrograph Discharge Tab le T i me Inflow Elevation ClvA (hrs) cfs ft cfs 0 .07 105.08 261 .28 0 .57 0 .08 131 .35 261.43 1.31 0.10 157 .62 261 .62 2 .28 0 .12 183 .89 261 .84 3.79 0 .13 210 .16 262 .06 5.64 0 .15 236.43 262 .25 6 .92 0 .17 262 .70 262.46 8 .94 0 .18 288 .97 262 .69 10 .68 0 .20 315 .24 « 262 .93 12 .53 0 .22 302 .1 1 263 .15 14.35 0 .23 2 88 .97 263 .35 15.70 0.25 275 .84 263 .54 16 .69 0.27 262 .70 263 .71 17 .51 0 .28 249 .57 263 .88 17 .93 0 .30 236.43 264 .02 18.64 0 .32 223 .30 264 .14 22.83 0 .33 210 .16 264 .25 26 .00 0.35 197 .03 264 .35 28 .53 0.37 183 .89 264.43 30 .58 0.38 170 .76 264 .50 32 .28 0.40 157 .62 264 .57 33 .64 0.42 144.49 264 .62 34 .76 0.43 131 .35 264 .66 35 .64 0.45 118 .22 264 .70 36 .32 0.47 105 .08 264 .72 36 .80 0.48 91 .95 264 .74 37 .11 0.50 78.81 264 .74 « 37 .24 0 .52 65 .6 8 264 .74 37 .22 0 .53 52 .54 264 .73 37 .03 0 .55 39.41 264 .71 36 .69 0 .57 26 .2 7 264.69 36 .18 0.58 13.14 264 .65 35 .50 0.60 0.00 264 .61 34 .68 0 .62 0 .00 264 .57 33 .75 0 .63 0 .00 264.53 32 .83 0 .65 0.00 264.49 31 .91 ClvB Clv C Clv D cfs cfs cfs 0 .57 1.31 2 .28 3.79 5.64 6 .92 8.94 10 .68 12 .53 14 .35 15 .70 16 .69 17 .51 17 .93 18 .64 22 .83 26.00 28 .53 30 .58 32 .28 33.64 34 .7 6 35 .64 36 .32 36 .80 37 .11 37 .24 37 .22 37 .03 36 .69 36 .18 35 .50 34 .68 33.75 32 .83 31 .91 Pea k discharge T im e interva l Re s ervoir na m e Ma x. Storag e Page 1 English = 74.49 cfs = 1 m in =POND = 263 ,0 53 c uft Total Vo lume= 339 ,706 cuft WrA WrB WrC WrD Outflow cfs cfs cfs cfs cfs 1.15 2 .62 4.57 7 .59 11 .2 8 13 .83 17 .88 21 .36 25 .05 28 .69 31.39 33.37 35 .01 35 .86 37 .28 45 .65 52 .01 57 .06 61 .17 64 .56 67 .28 69 .52 71 .27 72 .65 73 .61 74 .21 74.49 « 74.43 74.06 73 .37 72 .36 71 .01 69.35 67 .50 65 .65 63 .82 Continues on ne x t page ... Page 2 Hydrograph Discharge Table T ime Inflow Elevat ion Clv A Clv B ClvC Clv D WrA WrB WrC WrD O utflow (hrs ) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0 .67 0.00 264.45 30 .98 30 .98 61 .96 0 .68 0 .00 26 4.41 30 .07 30 .07 60 .14 0 .70 0 .00 264.37 29 .14 29 .14 58 .27 0 .72 0.00 264 .33 28 .21 2 8.21 56.42 0 .73 0.00 264 .30 27 .31 27.31 54 .63 0 .75 0 .00 264.26 26 .36 26 .36 52.72 0.77 0.00 264 .23 25.44 25.44 50 .89 0 .78 0.00 264 .20 24.55 24 .55 49 .11 0 .80 0 .00 264 .17 23 .59 23 .59 47 .18 0 .82 0.00 264 .14 22 .66 22 .66 45 .33 0 .83 0 .00 264 .11 21 .77 21 .77 43 .55 0.85 0 .00 264 .08 20 .83 20 .83 41 .66 0.87 0 .00 264 .06 19 .87 19 .87 39.75 0.88 0 .00 264 .03 18 .96 18 .96 37 .92 0 .90 0 .00 264 .01 18 .09 18 .09 36 .18 0 .92 0.00 263 .79 17 .77 17 .77 35 .54 0 .93 0.00 263 .82 17 .84 17 .84 35 .67 0 .95 0 .00 263 .86 17 .90 17 .90 35 .80 0 .97 0 .00 263 .89 17 .96 17.96 35 .93 0.98 0 .00 263 .88 17 .94 17 .94 35 .87 1.00 0 .00 263 .85 17 .89 17 .89 35 .78 1.02 0.00 263 .83 17 .84 17 .84 35 .68 1.03 0 .00 263 .80 17 .79 17.79 35 .58 1.05 0.00 263 .77 17 .70 17.70 35.41 1.07 0 .00 263 .75 17.62 17 .62 35 .24 1.08 0 .00 263 .72 17 .53 17 .53 35 .07 1.10 0.00 263 .69 17.44 17.44 34 .88 1.12 0.00 263 .6 7 17 .31 17 .31 34 .62 1.13 0.00 263 .64 17.18 17.18 34 .36 1.15 0.00 263 .62 17 .05 17 .05 34 .10 1.17 0 .00 263.59 16 .93 16.93 33 .86 1.18 0.00 263 .57 16 .82 16 .82 33 .64 1.20 0.00 263.54 16 .71 16 .71 33.42 1.22 0.00 263 .52 16 .60 16 .60 33 .20 1.23 0.00 263.49 16.48 16.48 32 .97 1.25 0 .00 263.4 7 16 .36 16 .36 32 .71 1.27 0 .00 263.44 16 .23 16 .23 32.46 1.28 0 .00 263.42 16 .10 16 .10 32 .20 1.30 0 .00 263.40 15 .97 15 .97 31.95 1.32 0.00 263 .37 15 .83 15 .83 31 .66 1.33 0.00 263 .35 15 .69 15 .69 31 .37 1.35 0.00 263 .33 15 .54 15 .54 31 .09 1.37 0.00 263 .30 15.40 15.40 30.81 1.38 0 .00 263 .28 15 .25 15 .25 30 .50 1.40 0 .00 263 .26 15.10 15 .10 30 .19 1.42 0.00 263 .24 14 .94 14 .94 29 .88 1.43 0 .00 263 .21 14.79 14 .79 29 .58 1.45 0.00 263 .19 14.63 14 .63 29 .27 1.47 0.00 263 .17 14.47 14.47 28 .94 Continues on ne x t page ... ~ ~ Pa ge 3 Hydrograph Discharge Taple -Time Inflow Elevation Clv A Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs ) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.48 0 .00 263 .15 14 .31 14 .31 28 .61 1.50 0.00 263.13 14 .15 14 .15 28 .29 1.52 0.00 26 3.11 13.99 13 .99 27 .97 1.53 0.00 26 3.09 13.82 13 .82 27 .64 1.55 0.00 26 3.07 13 .65 13 .65 27 .30 1.57 0.00 26 3.05 13.49 13.49 26 .97 1.58 0.00 263 .03 13 .32 13 .32 26.64 1.60 0.00 26 3.01 13.16 13 .16 26 .32 1.62 0.00 262 .98 12 .97 12 .97 25 .94 1.63 0 .00 262 .96 12 .77 12 .77 25 .53 1.65 0.00 262 .94 t2 .57 12.57 25 .13 1.67 0 .00 262 .92 12.37 12 .37 24 .74 1.68 0 .0 0 262 .90 12.20 12.20 24.40 1.70 0.00 262 .87 12 .10 12 .10 24 .20 1.72 0.00 262 .85 12 .00 12 .00 24 .00 1.73 0 .00 262 .83 11.90 11.90 23 .80 1.75 0 .00 262 .81 11.81 11.81 23 .61 1.77 0.00 262 .79 11 .65 11.65 23 .31 1.78 0.00 262.77 11.46 11.46 22 .92 1.80 0.00 262 .75 11 .27 11 .27 22 .54 1.82 0.00 262.73 11 .08 11.08 22 .16 1.83 0.00 262 .71 10 .89 10 .89 21 .79 1.85 0.00 262.69 10.71 10.71 21.42 1.87 0.00 262 .67 10 .53 10 .53 21 .05 1.88 0.00 262 .65 10 .35 10 .35 20 .69 1.90 0.00 262 .63 10 .17 10 .17 20 .34 1.92 0.00 262.62 9.99 9.99 19 .99 1.93 0.00 262 .60 9.84 9.84 19 .67 1.95 0.00 262 .58 9.75 9.75 19.50 1.97 0.00 262 .56 9.67 9.67 19 .33 1.98 0.00 262 .55 9 .58 9.58 19 .16 2 .00 0.00 262 .53 9 .50 9.50 19 .00 2 .02 0.00 262 .51 9.42 9.42 18 .83 2 .03 0.00 262.49 9 .31 9.31 18 .61 2 .05 0.00 262.48 9.15 9.15 18 .29 2.07 0.00 262.46 8.99 8.99 17 .97 2.08 0.00 262.45 8.83 8.83 17 .66 2.10 0.00 262.43 8.68 8.68 17 .35 2.12 0.00 262.42 8.53 8.53 17 .05 2.13 0.00 262.40 8.38 8.38 16 .76 2 .15 0 .00 262 .39 8.23 8 .23 16.47 2 .17 0.00 262 .37 8.09 8.09 16 .18 2 .18 0.00 262 .36 7.95 7.95 15 .91 2.20 0.00 262 .34 7.82 7.82 15 .63 2 .22 0.00 262.33 7.68 7 .68 15.36 2 .23 0 .00 262.32 7 .55 7.55 15.10 2 .25 0 .00 262 .30 7.42 7.42 14 .84 2.27 0.00 262.29 7.29 7.29 14.59 2 .28 0.00 262 .28 7 .17 7 .17 14 .34 Continues on ne x t page ... -Page 4 Hydrograph Discharge Table ~ ' -T ime Inflow Eleva ti on ClvA Clv B ClvC Clv D WrA ·wrB WrC WrD O utflow (hrs ) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 2 .30 0.00 262 .26 7 .05 7 .0 5 14 .10 2 .32 0.00 262.25 6.93 6.93 13.86 2 .33 0.00 262.24 6 .8 1 6.8 1 13.63 2 .35 0.00 26 2.23 6 .70 6.70 13.40 2 .37 0.00 262 .21 6 .59 6 .59 13 .17 2 .38 0.00 26 2 .20 6.48 6 .48 12 .95 2 .40 0.00 262 .19 6 .41 6 .4 1 12 .82 2.42 0.00 26 2 .18 6 .36 6.36 12 .71 2.43 0.00 26 2 .17 6 .30 6.3 0 12 .61 2.45 0.00 262.16 6 .25 6 .25 12 .51 2.47 0.00 26 2 .15 6 .20 6 .20 -----12.40 2.48 0.00 262 .14 6 .15 6 .15 12 .30 2 .50 0.00 26 2 .12 6 .10 6 .10 12.20 2 .52 0.00 262 .11 6 .05 6 .05 12 .10 2 .53 0.00 262 .10 6 .00 6 .00 12 .00 2 .55 0.00 262.09 5.92 5.92 11.83 2.57 0.0 0 262 .08 5.82 5.82 11 .64 2 .58 0.00 262 .07 5.73 5.73 11.46 2 .60 0.00 262 .06 5 .64 5 .64 11 .28 2 .62 0.00 262 .05 5.55 5 .55 11.10 2 .63 0.00 262 .04 5.46 5.46 10 .92 2 .65 0.00 262 .03 5.38 5.38 10.75 2 .67 0.00 262 .02 5.29 5.29 10 .58 2 .68 0.00 262 .01 5.21 5.21 10.41 2 .70 0.00 262 .00 5.12 5.12 10.25 2 .72 0.00 261 .99 5.02 5.02 10.05 2 .73 0.00 261 .98 4 .91 4 .91 9.82 2 .75 0.00 261 .97 4 .80 4 .80 9.61 2 .77 0.00 261 .95 4 .70 4 .70 9.39 2 .78 0.00 261 .94 4.59 4 .59 9.18 2 .80 0.00 261 .93 4.49 4.49 8.98 2 .82 0.00 261 .92 4 .39 4.39 8.78 2 .83 0.00 261 .90 4 .29 4.29 8.59 2 .85 0.00 261 .89 4.20 4 .20 8.41 2.87 0 .00 261 .88 4 .12 4 .12 8 .23 2 .88 0.00 261 .87 4 .03 4 .03 8.06 2 .90 0.00 261 .86 3.95 3.95 7.90 2 .92 0 .00 261 .85 3.87 3 .87 7.74 2 .93 0 .00 261 .84 3.79 3 .79 7 .58 2 .95 0.00 261 .83 3.71 3.71 7.42 2.97 0.00 261 .82 3.64 3.64 7.27 2 .98 0.00 261 .81 3.56 3.56 7 .12 3.00 0.00 261 .80 3.49 3.49 6 .98 3.02 0.00 261 .7 9 3.42 3.42 6 .85 3 .03 0.00 261.78 3.36 3 .36 6 .72 3.05 0.00 261 .77 3.30 3.30 6 .59 3.07 0.00 261.77 3.24 3 .24 6.47 3.08 0.00 261 .76 3.18 3 .18 6 .35 3.10 0 .00 261 .75 3.12 3 .12 6 .23 Continues on nex t page ... ~ Page 5 :: Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.12 0.00 261.74 3.06 3.06 --------------------------·----6.12 3.13 0.00 261.73 3.00 3.00 ----- -------------------·------6.00 3.15 0.00 261.72 2.95 2.95 ------------------------------5.89 3.17 0.00 261.72 2.89 2.89 -·-----------·------------------5.78 3.18 0.00 261.71 2.84 2.84 ------------·------------------5.67 3.20 0.00 261.70 2.78 2.78 -------------·---------------·-·-5.57 3.22 0.00 261.69 2.74 2.74 -------------·-----------------5.48 3.23 0.00 261.69 2.69 2.69 ---------------------·--------·-5.38 3.25 0.00 261.68 2.65 2.65 ------------·--·----------------5.30 3.27 0.00 261.67 2.60 2.60 ------------·---------·--·-------5.21 3.28 0.00 261.67 2.56 2.56 ---------------------·---------5.12 3.30 0.00 261.66 2.52 2.52 ---·------·------------·---------5.04 3.32 0.00 261.65 2.48 2.48 -----------------------·-------4.96 3.33 0.00 261.65 2.44 2.44 ------------------------------4.87 3.35 0.00 261.64 2.40 2.40 ----------------------·--------4.79 3.37 0.00 261.63 2.36 2.36 ---·-------------------·--------4.71 3.38 0.00 261.63 2.32 2.32 ------·----------------·--------4.64 3.40 0.00 261.62 2.28 2.28 ------------------------------4.56 3.42 0.00 261.61 2.24 2.24 ----------------------·--------4.49 3.43 0.00 261.61 2.21 2.21 -------------------·---·--------4.41 3.45 0.00 261.60 2.17 2.17 ------------------------------4.34 3.47 0.00 261.60 2.14 2.14 ------------------------------4.27 3.48 0.00 261.59 2.11 2.11 ------------------------------4.21 3.50 0.00 261.59 2.08 2.08 ------------------------------4.15 3.52 0.00 261.58 2.05 2.05 -------------------- ----------4.09 3.53 0.00 261.58 2.02 2.02 --------·----------------·------4.03 3.55 0.00 261.57 1.99 1.99 ------------------------------3.98 3.57 0.00 261.56 1.96 1.96 ----------------------·--------3.92 3.58 0.00 261.56 1.93 1.93 ------------------------------3.86 3.60 0.00 261.55 1.90 1.90 ----------------------·-·-------3.81 3.62 0.00 261.55 1.88 1.88 ----------------------·-·-------3.75 3.63 0.00 261.54 1.85 1.85 ---------------------·-·--------3.70 3.65 0.00 261.54 1.82 1.82 ------------------------------3.65 3.67 0.00 261.53 1.80 1.80 ---------------------·-·-·-------3.60 3.68 0.00 261.53 1.77 1.77 ---------------------·--·-------3.55 3.70 0.00 261.53 1.75 1.75 ---------·--·---·-------·--·------·-3.49 3.72 0.00 261.52 1.72 1.72 ------------·------------------3.44 3.73 0.00 261.52 1.70 1.70 ------------------------------3.40 3.75 0.00 261.51 1.67 1.67 ------------------------------3.35 3.77 0.00 261.51 1.65 1.65 --·----------------------·------3.30 3.78 0.00 261.50 1.63 1.63 ------------------------------3.25 3.80 0.00 261.50 1.60 1.60 ---------------------·-·--------3.21 3.82 0.00 261.49 1.59 1.59 ---------------------·-·-·-------3.17 3.83 0.00 261.49 1.57 1.57 ------------------------------3.13 3.85 0.00 261.49 1.55 1.55 -------------·-----------------3.10 3.87 0.00 261.48 1.53 1.53 ------------------------·--·----3.06 3.88 0.00 261.48 1.51 1.51 ------------------------------3.02 3.90 0.00 261.47 1.49 1.49 ----·----·----------------------2.99 3.92 0.00 261.47 1.48 1.48 -----------------------·-------2.95 Continues on next page ... Page 6 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.93 0.00 261.47 1.46 1.46 2 .91 3 .95 0.00 261.46 1.44 1.44 2 .88 3.97 0.00 261.46 1.42 1.42 2.85 3.98 0.00 261.45 1.41 1.41 2.81 4 .00 0.00 261.45 1.39 1.39 2 .78 4.02 0.00 261.45 1.37 1.37 2.74 4 .03 0.00 261.44 1.36 1.36 2 .71 4 .05 0.00 261.44 1.34 1.34 2.68 4 .07 0.00 261.44 1.32 1.32 2 .65 4 .08 0.00 261.43 1.31 1.31 2 .62 4 .10 0 .00 261.43 1.29 1.29 2 .58 4 .12 0 .00 261.43 1.28 1.28 2 .55 4 .13 0 .00 261.42 1.26 1.26 2 .52 4.15 0.00 261.42 1.25 1.25 2.49 4 .17 0.00 261.42 1.23 1.23 2.46 4.18 0.00 261.41 1.22 1.22 2.43 4 .20 0 .00 261.41 1.20 1.20 2.40 4 .22 0.00 261.41 1.19 1.19 2 .38 4 .23 0.00 261.40 1.17 1.17 2 .35 4 .25 0.00 261.40 1.16 1.16 2 .32 4 .27 0.00 261.40 1.14 1.14 2 .29 4 .28 0.00 261 .39 1.13 1.13 2 .26 4 .30 0.00 261 .39 1.11 1.11 2 .23 4 .32 0.00 261 .39 1.10 1.10 2.20 4 .33 0.00 261 .38 1.08 1.08 2 .17 4 .35 0 .00 261 .38 1.07 1.07 2.14 4 .37 0.00 261 .38 1.05 1.05 2 .11 4 .38 0 .00 261 .38 1.04 1.04 2 .08 4.40 0.00 261 .37 1.02 1.02 2.05 4.42 0.00 261 .37 1.01 1.01 2 .02 4.43 0.00 261 .37 1.00 1.00 1.99 4.45 0.00 261 .37 0.98 0.98 1.97 4.47 0 .00 261 .36 0.97 0 .97 1.94 4.48 0 .00 261 .36 0.96 0 .96 1.91 4 .50 0 .00 261 .36 0.94 0 .94 1.89 4 .52 0 .00 261 .36 0.93 0 .93 1.86 4.53 0.00 261 .35 0.92 0.92 1.84 4.55 0.00 261 .35 0.91 0.91 1.81 4.57 0.00 261.35 0.89 0.89 1.79 4 .58 0.00 261.35 0.88 0.88 1.76 4 .60 0.00 261 .34 0.87 0.87 1.74 4.62 0.00 261 .34 0.86 0.86 1.71 4 .63 0.00 261 .34 0.85 0 .85 1.69 4 .65 0 .00 261 .34 0.83 0 .83 1.67 4 .67 0 .00 261 .33 0.82 0 .82 1.65 4 .68 0.00 261 .33 0.81 0 .81 1.62 4.70 0.00 261 .33 0.80 0 .80 1.60 4 .72 0.00 261 .33 0.79 0.79 1.58 4 .73 0 .00 261 .33 0.78 0.78 1 .56 Continues on ne x t page ... Page 7 Hydrograph Discharge !able Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 4.75 0.00 261.32 0.77 0.77 -----------·-·---------------·---1.54 4.77 0.00 261.32 0.76 0.76 ------------·----------·--------1.52 4.78 0.00 261.32 0.75 0.75 ------------·--·----------------1.49 4.80 0.00 261.32 0.74 0.74 ------------·------------·------1.47 4.82 0.00 261.32 0.73 0.73 --------·------·----------------1.45 4.83 0.00 261.31 0.72 0.72 ------------------------------1.43 4.85 0.00 261.31 0.71 0.71 ------------------------------1.41 4.87 0.00 261.31 0.70 0.70 -------·-·----------------------1.40 4.88 0.00 261.31 0.69 0.69 ----·------------·--------------1.38 4.90 0.00 261.31 0.68 0.68 ----------------------------·--1.36 4.92 0.00 261.30 0.67 0.67 ------------------------------1.34 4.93 0.00 261.30 0.66 0.66 ------------------------------1.32 4.95 0.00 261.30 0.65 0.65 ---·---------------------------1.30 4.97 0.00 261.30 0.64 0.64 --------------------------·----1.29 4.98 0.00 261.30 0.64 0.64 -----------------------·-----·--1.28 5.00 0.00 261.30 0.63 0.63 -----------------------·-·------1.26 5.02 0.00 261.29 0.63 0.63 ---·--------------------·---·-·---1.25 5.03 0.00 261.29 0.62 0.62 ---·-------------------·-·-·--·-·--·-1.24 5.05 0.00 261.29 0.62 0.62 -----------------------·-·----·--1.23 5.07 0.00 261.29 0.61 0.61 ------·--------- -------------·--1.22 5.08 0.00 261.29 0.60 0.60 --·-·-------------------------·--1.21 5.10 0.00 261.29 0.60 0.60 ------------------------------1.20 5.12 0.00 261.28 0.59 0.59 ------------------------------1.19 5.13 0.00 261.28 0.59 0.59 ------·----------------·--------1.18 5.15 0.00 261.28 0.58 0.58 ------·------·--·--------·-----·-·--1.17 5.17 0.00 261.28 0.58 0.58 -----------------------------·-1.16 5.18 0.00 261.28 0.57 0.57 ------·------------------------1.14 5.20 0.00 261.28 0.57 0.57 --------------·----------------1.13 5.22 0.00 261.28 0.56 0.56 ---------------------·---------1.12 5.23 0.00 261.27 0.56 0.56 ------------------------------1.11 5.25 0.00 261.27 0.55 0.55 ------------------------------1.10 5.27 0.00 261.27 0.55 0.55 ---·------------------·-·-·-------1.09 5.28 0.00 261.27 0.54 0.54 ---·------------------·--·-·- -·----1.08 5.30 0.00 261.27 0.54 0.54 -----------------------·-----·--1.08 5.32 0.00 261.27 0.53 0.53 -----------------------·-·------1.07 5.33 0.00 261.27 0.53 0.53 ------------------------------1.06 5.35 0.00 261.26 0.52 0.52 -----------------------·-·------1.05 5.37 0.00 261.26 0.52 0.52 ---------- -------------·-------1.04 5.38 0.00 261.26 0.51 0.51 ------------------------------1.03 5.40 0.00 261.26 0.51 0.51 -------------·-----------------1.02 5.42 0.00 261.26 0.50 0.50 -------·-----------------------1.01 5.43 0.00 261.26 0.50 0.50 -------·-----------------------1.00 5.45 0.00 261.26 0.50 0.50 ------------------------------0.99 5.47 0.00 261.25 0.49 0.49 ---------- -----------·---------0.98 5.48 0.00 261.25 0.49 0.49 ---·-------------------·-----·---0.97 5.50 0.00 261.25 0.48 0.48 ----------------------·--------0.97 5.52 0.00 261.25 0.48 0.48 ------------------------------0.96 5.53 0.00 261.25 0.47 0.47 -------------·----------·-------0.95 5.55 0.00 261.25 0.47 0.47 ---------·---------------------0.94 Continues on next page ... -Page 8 Hydrograph Discharge Table -: Time Inflow Elevation Clv A Clv B Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 5.57 0.00 261.25 0.47 0.47 -------------·-----------------0.93 5.58 0.00 261.25 0.46 0.46 ------------------·------------0.92 5.60 0.00 261.24 0.46 0.46 ---------------------·---------0.91 5.62 0.00 261.24 0.45 0.45 ------------·---------·--·-------0.91 5.63 0.00 261.24 0.45 0.45 ------------·--·---------·---·----0.90 5.65 0.00 261.24 0.45 0.45 ------·-----·----------------·---0.89 5.67 0.00 261.24 0.44 0.44 -------------·-----------------0.88 5.68 0.00 261.24 0.44 0.44 ----------------·--------------0.87 5.70 0.00 261.24 0.43 0.43 ----- -------------------------0.87 5.72 0.00 261.24 0.43 0.43 ---------------------·-·--------0.86 5.73 0.00 261.23 0.43 0.43 ------------·------------------0.85 5.75 0.00 261.23 0.42 0.42 ---·--------·---·- -·-------·------·-0.84 5.77 0.00 261.23 0.42 0.42 -------·-----------------------0.84 5.78 0.00 261.23 0.41 0.41 ---------------------------·---0.83 5.80 0.00 261.23 0.41 0.41 ------------------------------0.82 5.82 0.00 261.23 0.41 0.41 ----------------------------·--0.81 5.83 0.00 261.23 0.40 0.40 ---------------------·---------0.81 5.85 0.00 261.23 0.40 0.40 -------------·----------·-------0.80 5.87 0.00 261.23 0.40 0.40 ------------------------------0.79 5.88 0.00 261.23 0.39 0.39 ----- -------------------------0.78 5.90 0.00 261.22 0.39 0.39 ------------------------------0.78 5.92 0.00 261.22 0.39 0.39 ---------------------·-·-·-----·--0.77 5.93 0.00 261.22 0.38 0.38 ----------------------------·--0.76 5.95 0.00 261.22 0.38 0.38 -·--·---·-·----·-·------------------0.76 5.97 0.00 261.22 0.38 0.38 ---------- --------------------0.75 ... End APPENDIXS HEC - 1 ANALYSIS EXISTING 2-100 YEAR PROPOSED 2-100 YEAR HECl S/N: 1343001909 HMVersion : 6 . 33 FL OOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSIO N 4 . 0 . 1 E RUN DATE 08/23/2002 TIME 16 :59 :40 ' Data File: C :\WINNT\-vbhOB 79 .TMP x xxxxxxx xxxxx x x x x x xx x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ..... :::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: Full Mi c rocomputer Implementati on by Haestad Methods, Inc. ::;:::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::· :::::::::: ..... U .S . ARMY CORPS OF ENGI NEERS HYDR OLOGIC ENGINEERING CENTER 609 SECOND STREET DAV I S , CALIFORNI A 95616 (916) 756 -1104 37 Brookside Road * Waterbury , Connecticut 06708 ... (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB , AND HEClKW . THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFI NITI ON OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS I S THE FORTRAN77 VERSION NEW OPTIONS : DAMBREAK OUTFLOW SUBMERGENCE , S INGLE EVENT DAMAGE CALCULATIO N, DSS :WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 5 6 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 ID .. ID IT IO KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO HC KK KM .. 1. Year 1 5 DA3 2 Year 0 . 0150 4 .5 30 . 0053 .0712 .2042 .8676 . 9588 0 0 .1 9 DA3xx 2 Year 0 . 0001 4. 5 30 . 0053 . 0712 . 2042 . 8676 .9588 0 0 .19 PT2 DA1+2 2 Year HEC-1 . . . . 2 . ... 3 . . . . . 4 . Existing Conditions 1441 Existing Conditions .0 1 08 . 0164 . 0223 . 0797 .0887 . 0984 .2351 .2833 . 6632 .8801 . 8914 . 9019 .9653 . 9717 .9777 77 0 Existing Conditions . 0108 . 0164 .0223 . 0797 .0887 .0984 .2351 .2833 . 6632 .8801 .89 14 .9019 . 9653 . 9717 . 9777 77 0 Existing Condit i ons INPUT ...... 5 .... .. . 6 ....... 7 ....... 8 ....... 9 . . .... 10 22 . 0284 . 0347 . 0414 . 0483 .0555 .0632 .1 089 .1203 .1 328 .1467 .1 625 .1808 .7351 . 7724 .7989 . 8197 .8380 .8538 . 9115 .9206 . 9291 . 9371 .9446 .9519 .9836 .9892 . 9947 1. 00 22 . 0284 . 0347 .0414 . 04.83 .0555 .0632 .1 089 .1 203 .1328 . 14. 67 .1625 .18 08 .7351 . 7724 .7989 .8197 .8380 .8538 .9115 .9206 . 9291 .9371 .9446 .9519 .9836 . 9892 .9947 1.00 = 22 PAGE 36 KO 22 37 BA 0.118 1 38 PB 4 .5 39 IN 30 40 PC .0053 .0108 . 0164 . 0223 .0284 .0347 .0414 .0483 .0555 . 0632 41 PC .0712 .0797 .0887 . 0984 .1089 .1203 .1328 .1 4 67 .1 625 .18 08 42 PC .2042 . 2351 .2833 . 6632 . 7351 . 7724 .7989 .8197 .8380 .853 8 43 PC . 8676 .8801 .8914 . 9019 . 9115 .92 06 . 9291 . 9371 .9446 .9519 44 PC .9588 .9653 . 9717 .9777 .9836 .9892 . 9947 l. 00 45 LS 0 77 30 46 UD 0 .1 9 HEC-1 INPUT PAGE LINE ID ....... 1 ....... 2 .. .. 3 ....... 4 ....... 5. ...... 6 ....... 7 ....... 8 ....... 9 ...... 10 47 KK DA1+2x 48 KM 2 Year Existing Conditions 49 KO 50 BA 0 . 0001 51 PB 4.5 52 IN 30 53 PC .0053 .0108 .0164 54 PC .07 1 2 . 0797 .0887 55 PC .2042 . 2351 .2833 56 PC . 8676 .8801 . 8914 57 PC .9588 .9653 . 9717 58 LS 77 30 59 UD 0.19 60 KK PTl 61 KM Existing Inlet 62 KO 63 HC 64 zz HMVersion : 6. 33 Data File: C : \WINNT\-vbh0B79 . TMP FLOOD HYDROGRAP H PACKAGE (HE C-11 MAY 1991 VERSION 4. 0 . lE RUN DATE 08/23/2002 TIME 16 :59 :40 • 2 Year Existing Conditions 3 IO OUTPUT CONTROL VARIABLES .0223 .0984 .6632 . 9019 .9777 IPRNT 5 PRINT CONTROL 0 PLOT CONTROL 22 . 0284 .1 089 . 7351 .9115 .9836 22 I PLOT QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA .0347 .1203 . 7724 .9206 .9892 NMIN MINUTES IN COMPUTATION INTERVAL 4 KK 6 KO !DATE I TIME 0000 NQ 1441 NDDATE 0 NDTIME 0000 I CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGL I SH UN I TS STARTING DATE STARTING TIM E NUMBER OF HYDROGRAPH ENDING DATE ENDING TIME CENTURY MARK 0 .02 HOURS 24 .00 HOURS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPT H INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT DA3 OUTPUT CONTROL VAR IABLE S IPRNT 5 PRINT CONTROL PLOT CONTROL ORDINATES !PLOT QSCAL 0 . HYDROGRAPH PLOT SCALE .0414 .0483 .1328 .1 4 67 .7989 .8197 . 9291 . 9371 .9947 l. 00 .0555 .0632 .1625 .1 808 .8380 .8538 .9446 .9519 HECl S/N: 1343001909 U .S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 IPNCH !OUT ISAVl ISAV2 TIM INT PU NCH COM PUTE D HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDI NATE PUNCHED OR SAVED 1441 LAST ORD INATE PUNCHED OR SAVED 0 . 01 7 T !ME INTERVAL IN HOURS *** *** *** *** *** *** *** *** **" *** *** "'** *** *** •Ir • lrlr • *** ••• *** **' ••• *** *"* •••••• *'* *** *** *** *** *** *** .... 17 KK DA3 x x 19 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMI NT ********"'"**** * 30 KK PT2 ************** 32 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 34 KK DA1+2 36 KO OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 47 KK DA1+2x 49 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IP NCH !OUT ISAVl ISAV2 TIM INT VARIABLES 5 0 . 0 22 1441 0 . 017 VARIABLES 5 0 . 0 22 1441 0 .017 VARIABLES 5 0. 0 22 1441 0. 017 VARIAB LES 5 0 0 . 22 1441 0 .017 PRINT CONTROL PLOT CONTROL HYDROGRAP H PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDI NATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COM PUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CONTROL PLOT CON TROL HYDROG RAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYD ROGRAPH ON THIS UNIT FIRST ORDI NATE PUNCHED OR SAVED LAST ORD INATE PUNCHED OR SAVED TIME I NTERVAL IN HOURS 60 KK PT! 62 KO OU TPUT CONTROL VARIABLES OPERATIO N 6-HOUR 24-HOUR HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT HYDROGRA PH AT HYDROGRAPH AT 3 COMBINED AT IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT STATION 72-HOUR *** NORMAL END OF HEC-1 '** 5 0 0 . 0 22 14 41 0 . 017 PEAK FLOW PRINT CO NTROL PLOT CO NT ROL HYDROGRA PH PLO T SCALE PU NCH COMP UTED HYDROGRAPH SAVE HYD ROGRAP H ON THIS UNIT FIRST ORD INATE PUNCHED OR SAV ED LAST ORDI NATE PUNC HED OR SAVED T !ME IN TERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME I N HOURS, AREA I N SQUARE MILES TIME OF PEAK AVERAGE FLOW FOR MAXIMUM PERIOD DA3 19 . 11 .57 3 . DA3xx 0 . 11 . 55 0 . PT2 19. 11 . 57 3 . DA1+2 179 . 1 1 .55 28 . DA1+2x 0 . 11 .53 0 . PT! 198 . 11 . 55 31. BASIN MAXIMUM TIME OF AREA STAGE MAX STAGE 1 . 1. 0 . 01 0 . 0. 0. 00 1 . 1. 0. 02 9 . 9 . 0 .12 0 . 0. 0.00 10 . 10 . 0 .13 HEC l S/N: 1343001909 HMVersion : 6 . 33 FLOO D HYDROG RAPH PACKAGE (H EC-11 MAY 1991 VERSION 4. 0 . lE RUN DATE 08/23/2 00 2 TIME 17 : 0 4 : 18 ' Data File : C:\WINNT\•vbh lA09 .TMP x x xxxxxx x xxxxx x x x x x x xx x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx - ::::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: Full Mi crocomputer Impl ementation by Haestad Methods, Inc . ::::::::::::::::::::::::::::::::::::::::::: :::::: ::::::::::::::::: :::::: ............ . U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC EN GINEERING CE NTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (9 1 6) 756-1104 37 Brookside Road * Wat erbury, Conne cticut 06708 * (203) 755-1666 THIS PR OG RAM REPLACES ALL PRE VIOUS VERS I ONS OF HE C-1 KNOW N AS HECl (JAN 73), HE ClGS, HEClDB, AND HEClKW. THE DEF INITI ONS OF VARIAB LE S -RTIMP-AND -RTI OR-HAVE CHANGED FROM THOSE USED WI TH THE 1973-STYLE INPUT STRUC TURE . THE DEF INITI ON OF -AMSKK-ON RM-CARD WAS CHANGED WI TH REVIS I ONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO N NEW OPTIONS : DAMBREAK OUTFLOW SUBMERGE NCE , SINGLE EVENT DAMAGE CALCULATION , DSS: WRITE STAGE FREQUENCY, DSS :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMAT I C WAVE : NEW FINITE DIFFERENCE ALGORITHM LINE 8 9 10 11 12 13 14 15 1 6 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 ID . ID IT IO KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO HC KK KM HE C-1 . . " .. 1 ....... 2 ....... 3 ... " .. 4 .. Year Existing Condit i ons 1 1441 5 DA3 5 Yea r Existing Co nditi o n s 0 . 0150 6 .2 30 .0053 .0108 . 016 4 .0223 . 0712 .0797 .0887 .0984 . 2042 .2351 .2833 . 6632 . 8676 .8801 .89 14 .9019 .9588 .9653 . 9 71 7 . 9777 0 77 0 0 .1 9 DA3xx 0 . 0001 4 .5 30 .0053 . 0 1 08 . 0164 .0223 . 0712 . 0797 . 0887 .098 4 .2042 .2351 .2833 .6632 . 8676 . 8801 .8914 . 9019 .958 8 .9653 . 9717 .9777 0 77 0 0 .19 PT2 DA 1+2 5 Year Existing Co nd i tions INPUT "" .5 ... " . . 6 . . . .. .. 7 ....... 8 .... ... 9 ... . .. 10 22 . 0284 .0347 .0414 .0483 . 0555 .0632 .1 089 .1203 .1328 .14 67 .1625 .1808 . 7351 . 7724 .7989 .81 97 . 8380 .8538 .9115 . 9206 .9291 . 9371 .9446 . 9519 .9836 .9892 .9947 1.00 22 .0284 .03 4 7 .041 4 . 0483 .0555 .0632 .1 089 .1 203 .1 328 .1 467 .1 625 .1 808 .7351 . 7724 .7989 .8197 .8380 .8538 . 9115 .9206 . 929 1 . 9371 .9446 . 9519 .9836 .9892 . 9947 1. 00 22 PAGE 36 KO 22 37 BA 0.1181 38 PB 6 . 2 39 IN 30 40 PC . 0053 . 0108 . 0164 .0223 . 0284 .0347 .0414 41 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 42 PC . 2042 .2351 .2833 . 6632 .7351 . 7724 .7989 43 PC . 8676 . 8801 . 8914 .9019 . 9115 .9206 . 9291 44 PC .9588 . 9653 .9717 .9777 .9836 . 9892 .9947 45 LS 0 77 30 46 UD 0 .19 HEC-1 INPUT PAGE LINE ID ..... .. ! .. ..... 2 ....... 3 ..... .. 4 .. ... 5 ....... 6 ....... 7 ... 47 KK DA1+2x 48 KM 49 KO 50 BA 0 . 0001 51 PB 4 .5 52 IN 30 53 PC .0053 . 0108 . 0164 54 PC . 0712 . 0797 .0887 55 PC . 2042 .2351 .2833 56 PC . 8676 .8801 . 8914 57 PC . 9588 .9653 .9717 58 LS 0 77 63 59 UD 0 .19 60 KK PT! 61 KM Existing Inlet 62 KO 63 HC 64 zz J-n.!Version: 6. 33 Data File : C:\WINNT\-vbh1A09 .TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 08/23/2002 TIME 17 :04 :18 5 Year Existing 3 IO OUTPUT CONTROL VARIABLES Conditio ns .0223 . 0984 . 6632 .9019 .9777 IPRNT 5 PRINT CONTROL I PLOT PLOT CONT ROL 22 . 0284 .0347 .1089 .1203 . 7351 . 7724 .9115 .9206 .9836 . 9892 22 QSCAL 0 . HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN MINUTES IN COMPUTATION INTERVAL IDATE STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE ENDING DATE NDTIME 0000 ENDING TIME I CENT 19 CENTURY MARK COMPUTATION INTERVAL 0. 02 HOURS TOTAL TIME BASE 24 .00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LE NGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT .0414 .1328 .7989 . 9291 .9947 .0483 .0555 .0632 .1467 .1625 .1808 . 8197 .8380 .8538 . 9371 .9446 .9519 1. 00 . ... 8 ....... 9 ...... 10 . 0483 .1467 . 8197 . 9371 1. 00 .0555 . 0632 .1625 .1808 .8380 .8538 .9446 .9519 HECl S/N: 1343001909 U .S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 *** *** *** *** *** ••• *** *** ••• *** .... *** *** *** *** *** *** .... *** *** *** *** *** *** *** "'** *** *** *** *** Ir +• *** *** 4 KK 6 KO DA3 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE IPNCH !OUT I SAVl ISAV 2 TIM INT PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS +++ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 17 KK 19 KO 30 KK 32 KO 34 KK 36 KO 47 KK 49 KO DA3xx OUTPUT CONTROL VARIABLES IPRNT 5 PRI NT CO NTR OL PT2 I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT 0 PLOT CO NTR OL 0 . HYDR OGRA PH PLOT SCAL E 0 PUNCH COMPUTED HYDR OGRAP H 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDI NATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS OUTP UT CONTROL VAR IABLE S IPRNT 5 PRINT CO NTR OL I PLOT 0 PLOT CONTRO L QSCAL 0 . HY DROGRAP H PLOT SCALE IPNCH PUNCH COMPUTED HYDROGRAPH DA1+2 !OUT ISAVl ISAV2 TIMINT OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT ************** DA1+2x ************** OUTPU T CONTROL IPRNT I PL OT QSCAL IPN CH !OUT ISAVl ISAV2 TIM INT 22 SAVE HYDR OGRAP H ON THI S UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDI NATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS VAR IABLES 5 0 . 22 1441 0 . 017 VARIABLES 5 0 0 . 0 22 1 1441 0 .01 7 PRINT CONTROL PLOT CO NTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDR OGRAP H ON THIS UNIT FIRST ORDI NATE PUNCHED OR SAVED LAST ORDINATE PU NCHED OR SAVED TIME INTERVAL IN HOURS PR INT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAP H SAVE HYDROGRAP H ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHE D OR SAVED TIME INTERVAL IN HOURS ""** *** *** *** *** *** *** *** •• .i._ *** *** .... *** *** *** *** ••• *** *"'* *** ••• *** *** *** *** *** *** ••• *** *** *** *** *** 60 KK PTl 62 KO OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT OPERATION 6-HOUR 24 -HOUR HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT HYDROGRAPH AT 3 COMBINED AT STATION 72 -HOUR *** NORMAL END OF HEC-1 "'* * 5 0. 22 144 1 0 .017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDR OGRAP H SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD FLOW PEAK DA3 31. 11. 57 5 . DA3xx 0. 11 . 55 0 . PT2 31. 11. 57 5 . DA 1+2 275 . 11 .55 43 . DA1+2x 0 . 11.52 0 . PTl 306 . 11 . 55 47. BASIN MAXIMUM TIME OF AREA STAGE MAX STAGE l. 1 . 0 .01 0 . 0. 0.00 l. 1 . 0 . 02 14. 14 . 0 .12 o. 0 . 0 . 00 16 . 16. 0 .13 HECl S/N : 1343001909 HMVersion : 6.33 FLOOD HYDROGRAP H PACKAGE (HEC -1 ) MAY 1991 VERSION 4 . 0 . lE RUN DATE 08/23/2002 TIME 17 :03 :59 ' Data File : C :\WINNT\-vbh2402 .TMP x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x -x x x xxxxxxx xxxxx xxx ::::::::::::::::: :::::::::::::: ........... . ::::::::::::::: :::::::: :::::::::::::::::::: Full Microcomputer Implementation by Haestad Methods , Inc. ::::::::::::::::::::::::::::::::::::::::::: ::::: :::::::::: :::::::::::::::::::::::::::: U .S . ARMY CORPS OF ENG INE ERS HYDROLOGIC ENGI NEERI NG CEN TER 609 SECOND STREE T DAV I S , CALIFORNIA 956 1 6 (916) 756-1104 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB , AND HEClKW . THE DE FI NIT I ONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFI NITION OF -AMSKK -ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN77 VERSION NEW OPTIONS : DAMBREAK OUTFLOW SUBMERGENCE , S I NGLE EVENT DAMAGE CALCULATION , DSS :WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMAT I C WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 ID . ID IT IO KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO HC HEC-1 ...... 1 ...... . 2 ....... 3 ....... 4 .. 10 Year Existing Conditions 1 1441 5 DA3 10 Year Existing Conditions 0 .0150 7 .4 30 . 0053 .0108 . 0164 .0223 .0712 . 0797 . 0887 .0984 . 2042 .2351 .2833 . 6632 . 8676 . 8801 .8914 .9019 .9588 . 9653 . 9717 .9777 0 77 0 0 .19 DA3xx 0 . 0001 7 . 4 30 . 0053 .0108 . 0164 .0223 . 0712 .0797 .0887 .0984 . 2042 .2351 .2833 . 6632 . 8676 .8801 . 8914 .9019 .9588 .9653 . 9717 . 9777 0 77 0 0 .19 PT2 INPUT .. .. . 5 . ...... 6 ....... 7 ....... 8 . ...... 9 ...... 10 22 .0284 . 0347 . 0414 .0483 .0555 .0632 .1089 .1203 .1328 .1467 .1625 .1808 .7351 . 7724 .7989 .8197 .8380 .8538 .9115 .9206 . 9291 . 9371 . 944 6 .9519 .9836 . 9892 .9947 1.00 22 .0284 . 0347 .04i4 .0 4 83 .0555 . 0632 .1089 .1203 .1328 .14 67 .1625 .1808 .7351 . 7724 .7989 . 8 1 97 .8380 .8538 . 9115 .9206 . 9291 .9371 .9446 .9519 .9836 . 9892 . 994,7 1. 00 22 PAGE 34 KK DA1+2 35 KM 10 Year Existing Conditions 36 KO 22 37 BA 0 . 1181 38 PB 7 .4 39 IN 30 40 PC .0053 . 0108 . 0 1 6 4 .0223 . 0284 .03 4 7 . 0414 .0483 .0555 .0632 41 PC . 0712 . 0797 .0887 . 0984 .1089 .1 203 .1328 .14 67 .1625 .1 808 42 PC .2042 . 2351 .2833 . 6632 .7351 . 7724 .7989 .8 1 97 .8380 .8538 43 PC .8676 .8801 .8914 . 9019 . 9115 . 9206 . 9291 . 9371 .9446 . 9519 44 PC .9588 .9653 . 9717 .9777 .9836 .9892 . 9947 1. 00 45 LS 77 30 46 UD 0 .19 HEC-1 INPUT PAGE LINE ID ... .... 1. ...... 2 . . . . . . 3 . ... 4 . .... 5 .. . .. 6 ....... 7 ....... 8 ....... 9 ...... 10 47 KK DA1+2x 48 KM 49 KO 22 50 BA 0 . 0001 51 PB 7 .4 52 IN 30 53 PC .0053 .0108 . 0 1 64 .0223 .0284 .0347 . 0414 54 PC .0712 . 0797 .0887 . 0984 .1089 .1203 .1 328 55 PC .2042 .2351 .2833 .6632 .7351 . 7724 .7989 56 PC . 8676 .8801 .89 1 4 . 9019 . 9115 . 9206 . 9291 57 PC .9588 .9653 . 9717 .9777 .9836 .9892 . 9947 58 LS 77 63 59 UD 0 .19 60 KK PTl 61 KM Existing Inlet 62 KO 22 63 HC 64 zz HE Cl S/N : 134 3001909 HMVersion: 6 .33 Data file : C : \WINNT\-vbh 2402 . TMP FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4 . 0 . lE RUN DATE 08/23/2002 TIME 17 : 03 : 59 ' 10 Year Existing 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 I PLOT 0 QSCAL 0 . I T HYDROGRAPH TIME DATA Conditions PRINT CONTROL PLOT CONTROL HYDROGRAP H PLOT SCALE NMIN MINUTES IN COMPUTATION INTERVAL !DATE 0 !TIME 0000 NQ 1441 NDDATE 0 NDTIME 0000 I CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLISH UN I TS STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ENDING DATE ENDING TIME CENTURY MAR K 0 . 02 HOURS 24 .00 HOURS DRA INAGE AREA SQUARE MI LES PRECI PITATION DEPTH INCHES LENGT H, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SU RFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT ORDINATES .0483 .1467 . 8197 . 9371 1. 00 .0555 .0632 . 1625 .1 808 .8380 .8538 .9446 . 9519 U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENG I NEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 *** *** *** *** *** *** *** *"'* *** *** *** *** *** *"'* *** *** *** *** *** '"** *** *** *** *** *** *** *** *** *** *** *** *** *** 4 KK DA3 6 KO OUTPUT CONTROL VAR IABLE S IPRN T 5 PRINT CO NTR OL I PLOT 0 PLOT CON TR OL QSCAL 0 . HYDROGRAPH PL OT SCALE IPN CH 0 PUNCH COMPUTE D HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl f!RST ORDINATE PUNCHED OR SAVED I SAV2 1441 LAST ORD INATE PUNCHED OR SAVED TIM INT 0 .01 7 TIME INTERVAL IN HOU RS *** ••• *** ..................... *** ...... *** *** *'** *** *** ••• *** *** *** *** ........................... "** ..................... . 17 KK DA3xx 19 KO OUTPUT CO NTROL VAR IABLE S IPRNT 5 PRINT CO NTROL !PLOT PL OT CON TROL QSCAL 0 . HYDROGRA PH PL OT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDR OGRA PH ON THIS UNIT !SAVI fIRST ORDI NATE PUNCHED OR SAVED I SAV2 1441 LAS T ORD INATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS ............ *** *** *** .... *** ............ *** ............................... *** ........ *** .................................... *** ............. .. 30 KK 32 KO 34 KK 36 KO PT 2 OU TPUT CONTRO L VARIABLES IPRNT 5 PRINT CON TROL I PLOT 0 PLOT CO NTR OL QSCAL 0 . HYDR OG RAPH PLOT SCALE IPNCH PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT !SAVI l f!RST ORD INATE PUNCHED OR SAVED ISAV2 14 41 LAST OR DINATE PUNCHED OR SAV ED TIM INT 0 . 017 T !ME INTERVAL IN HOURS DA1+2 OUT PUT CONTROL VARIABLES. IPRNT 5 PRINT CON TROL !PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH PUNCH COMPUT ED HYDROGRAPH !OUT !SAVI ISAV2 TIM INT 22 SAVE HYDROGRAPH ON THIS UNIT l f!RST ORDINATE PUNCHED OR SAV ED 1 441 LAST ORD INATE PUNCHED OR SAVED 0 .017 TIM E INTERVAL IN HOURS *** *** •••••• '*** *** *** *** .... *** *** ....... *** *** *** *** **" ............ **" "** *** *** .... +"-• ........................ . 4 7 KK 49 KO DA1+2x OUTPUT CONT ROL VARIABLES IPRNT 5 PRINT CO NTROL I PLOT QSCAL IPNCH !OUT !SAV I PLOT CO NTR OL 0 . HYDROG RAP H PLOT SCALE 0 PUNCH COMPUTED HY DROG RAPH 22 SAVE HYDROGRAPH ON THIS UNIT l fIRST ORDINATE PUNCHED OR SAVED 60 KK PTl ISAV2 TIMINT ~ 1441 LAST ORDINATE PUNCHED OR SAV ED 0 .017 TIME INTERVAL IN HOURS 62 KO OUT PUT CONTROL VARI ABLE S IPRNT 5 I PLOT QSCAL 0 . I PNCH 0 !OUT 22 ISAVl ISAV2 1441 TIM INT 0 . 017 PEAK OPERAT I ON STATION FLOW 6 -HOUR 24-HOUR 72-HOUR HYDROGRAPH AT HYDROGRAPH AT 2 COMB INED AT HYDROGRAP H AT HYDROGRAP H AT 3 COMBIN ED AT *** NORMAL END OF HEC-1 * * * PRINT CON TROL PLOT CON TROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDR OG RAPH ON THIS UNIT FIRST ORD INATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TI ME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA I N SQUARE MILES TIME OF AVERAGE FL OW FOR MAXIMUM PERIOD PEAK DA3 40 . 11 .55 6 . DA3xx 0 . 11 .55 0 . PT2 40 . 11. 55 6 . DA1 +2 344 . 11 .55 53 . DA1 +2x 0 . 11. 53 0 . PTl 384 . 11. 55 60 . BASIN MAXIMUM TI ME OF AREA STAGE MAX STAGE 2 . 2 . 0 . 0 1 0 . 0 . 0 . 00 2 . 2 . 0 .02 18 . 18 . 0 .12 0 . 0 . 0 . 00 19 . 19 . 0 .13 HECl S/N: 1343001909 HMVersion : 6 . 33 FLOOD HYDROGRAP H PACKAGE (HEC -1) MAY 1991 VERSION 4. 0 . lE RUN DAT E 08/23/2002 TIME 17 : 05 : 07 ' Data File: C : \WINNT \•vbh2AOC . TMP~ x x xxxxxxx xxxxx x x x x x x xx x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x xxxxxxx xxxxx :;::::::::::::::::::::::::: :::::::::::::::::::::::::::·········· Full Microcomputer Implementation by Haestad Methods, Inc. x x x x xxx ::::::::::: :::::: :::::::::::::::::::::::::: ::::::::::::··············· ···::::::::::::: U .S . ARMY CORPS OF ENGINEERS HYDROLOG I C ENGINEERING CENTER 609 SECOND STREET DAV IS, CALIFORNIA 95616 (916) 756-11 0 4 37 Brookside Road * Waterbury , Connecticut 06708 • (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERS I ONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. THE DEFI NIT IONS OF VAR I ABLES -RTI MP-AND -RT IOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DE FINITION OF -AMSKK-ON RM-CARD WAS CHANG ED WITH REV I SIONS DATED 28 SEP 81 . THIS IS THE FORTRAN77 VERS I ON NEW OP T IONS : DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATIO N, DSS :W RITE STAGE FREQUENCY, DSS :READ TIME SERIES AT DESIRED CA LCULA TI ON INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1. ...... 2 ....... 3 .... . . . 4 ... .... 5 . 4 5 7 8 9 10 11 12 13 14 15 16 1 7 1 8 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 ID IT IO KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO HC 25 Year l 5 DA3 25 Year . 0 1 50 8 .8 30 . 0053 . 0712 .2042 .8676 .9588 0 .1 9 DA3xx 0 . 000 1 4.5 30 .0053 .07 1 2 .20 4 2 .8676 .9588 0 .19 PT 2 Existing Cond it ions 1441 0 Existing Conditions 22 .0108 .0164 . 0223 .0284 . 0797 .0887 .0984 .1089 .2351 .2833 .6632 .7351 .8801 .8914 .9019 .9115 . 9653 . 9717 . 9777 .9836 77 22 .0108 .0164 . 0223 .0284 . 0797 .0887 .0984 .1 089 .2351 .2833 . 6632 .7351 .8801 .8914 .9019 . 9115 .9653 . 9717 . 9777 .9836 77 0 22 ..6 ....... 7 ....... 8 ....... 9 ...... 10 .0347 .0414 .0483 .0555 .0632 .1 203 .1 328 .1467 .1 625 .1808 . 7724 . 7989 .8197 .8380 .8538 .9206 . 9291 . 9371 . 944 6 .9519 . 9892 .9947 1. 00 .0347 .041 4 .0483 .0555 .0632 .1203 .1328 .14 67 .162 5 .1808 . 7724 .7989 .8197 .8 380 .8538 . 9206 .9291 . 9371 .944 6 .9519 .9892 ~ 994 7 1. 00 PAGE 3 4 KK DA1+2 35 KM 25 Yea r Existing Cond i t i ons 36 KO 22 37 BA 0 .11 8 1 38 PB 8 .8 39 IN 30 40 PC .0053 . 0108 . 0164 . 0223 .0284 . 03 47 .0414 .0483 .0555 .0632 41 PC .0712 .0797 .0887 .0984 .1089 .1 203 .1328 .1 467 .1625 .1808 42 PC .2042 .2351 .2833 .6632 .7351 . 7724 .7989 . 8 1 97 .8380 .8538 43 PC .8676 .8801 .8914 .9019 .9115 . 9206 . 9291 . 9371 .9446 .9519 4 4 PC .9588 .9653 . 9717 . 9777 .9836 .9892 .9947 1. 00 45 LS 0 77 30 46 UD 0 .19 HE C-1 INPUT PAGE LINE ID ....... 1 ....... 2 ....... 3 .. .. . . . 4 ... . .5 ....... 6 ....... 7 ....... 8 ....... 9 .... . .10 47 KK DA1+2x 48 KM 49 KO 50 BA 0 . 0001 51 PB 4 .5 52 IN 30 53 PC . 0053 . 0108 .0164 54 PC .0712 .0797 .0887 55 PC .2042 .2351 .2833 56 PC . 8676 .8801 .8914 57 PC .9588 .9653 . 9717 58 LS 77 63 59 UD 0 . 19 60 KK PT! 61 KM Existing Inlet 62 KO 63 HC 64 zz HMVersion : 6 . 33 Data File : C : \WINNT\-vbh2AOC . TMP FLOOD HYDROGRAP H PACKAGE (HEC-1) MAY 1991 VERSIO N 4 . 0 . lE RU N DATE 08/23/2002 TIME 17:05 :07 25 Year Existing Conditions 3 IO OUTPUT CONTROL VAR I ABLES .0223 . 0984 .6632 .9019 .9777 IPRNT 5 PRINT CONTROL 0 PLOT CONTROL 22 .0284 .1089 . 7351 . 9115 .9836 22 I PLOT QSCAL 0 . HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA .0347 .1203 . 7724 .9206 . 9892 NMIN MINUTES IN COMPUTATION INT ER VAL !DATE 0 !TIME 0000 NQ 1441 NDDATE 0 NDTIME 0000 !CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLIS H UNITS STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH END ING DATE ENDING TIME CENTURY MARK 0 .02 HOURS 24 .00 HOURS DRA INAGE AREA SQUARE MILES PR ECIPITATION DEPT H INCHES LEN GTH , ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEM PERATURE DEGREES FAHRE NH EI T ORDINA TES .0414 .0483 .1328 .14 67 .7989 .8197 . 9291 .9371 .9947 1. 00 .0555 .0632 .1625 .1808 .8380 .8538 .9446 .9519 HECl S/N : 134 3001909 U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERI NG CENTER 609 SECO ND STREE T DAVIS, CALIFORNIA 95616 (916) 756-1104 *** *** *** **Ir *** *** *** *** *** *** *** *** *** *** *** *** •** ••• i.•• *** "'** *** *** *** ....... *** .... *** **"' .... "'** 4 KK DA3 6 KO OUTPUT CON TROL VAR I ABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDI NATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS *** *** *** "'** *** *""* *** *** "'** *** .... *** *** *** ...... *** *** *** **"' ....... *** ...................... •,&.• ..... *"'* *** *** *** 17 KK 19 KO DA3xx OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT PLOT CONTROL QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORD INATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 . 017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** .... *** *"'* "'** .... *** *** .... *** ...... *"'"* *** *** ............... *** '** *** ••• *** *** ...... *** *'* 30 KK PT2 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED !SAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMI NT 0. 017 TIME INTERVAL IN HOURS 34 KK DA1+2 36 KO OUTPUT CONTROL VARIABLES !PRNT 5 PRINT CONTROL !PLOT PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMI NT 0 .017 TIME INTERVAL IN HOURS ........... *** *** *** *** *** *** *** *** *** *** *** *** *** *'* ...... *** *** *** *** *** *** *** *** *** *** "** ...... *** *** *** *** 47 KK 49 KO DA1+2x OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL 0 . IPNCH 0 !OUT 22 ISAVl ISAV2 1441 TIM INT 0 . 017 PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORD INATE PUNCHED OR SAVED LAST ORD INATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 60 KK PTl 62 KO OUT PUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PL OT CONTROL QSCAL 0 . HYDROGRA PH PLOT SCALE IPNCH 0 IOUT 22 ISAVl 1 ISAV2 1 441 TIMINT 0 . 017 PEAK OPERATIO N STATION FLOW 6-HOUR 24 -HOUR 72-HOUR HYDROGRAP H AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT HYDROGRAP H AT 3 COMBINED AT • • * NORMAL END OF HEC-1 • * * PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILE S TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD PEAK DA3 50. 11 . 55 8 . DA3xx 0 . 11. 55 0 . PT2 50 . 11. 55 8. DA1+2 425. 11 .55 66 . DA 1+2x 0 . 11 . 52 0 . PTl 475 . 11 . 55 74 . BASIN MAXIMUM TIME OF AREA STAGE MAX STAGE 2 . 2 . 0 . 01 0 . 0 . 0 . 00 2 . 2 . 0 . 02 22 . 22. 0 .1 2 0 . 0 . 0 .00 24 . 24 . 0 .1 3 HECl S/N : 1343001909 HMVersion : 6 . 33 FLOOD HY DROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4 . 0 . lE RUN DATE OB/23/2002 TI ME 17 :05 :5 4 Data File: c : \WINNT \-vbh3C24 ~™P x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ........... ::::::;:::::::::::: ::::::::::::: ····: ::::::::::::::::::: ::::::::::::::::::: Full Microcomputer Implementation by Haestad Methods, Inc. ::::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: U .S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CE NTER 609 SECOND STREET DAVIS, CALIFORNIA 956 1 6 (916) 756 -1104 37 Brookside Road * Waterbur y , Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES AL L PREVIOUS VERS IONS OF HEC-1 KNOW N AS HE Cl (JAN 73), HE ClGS , HE ClDB, AND HE ClKW . THE DEF INI TIONS OF VARIAB LES -RTIMP-AND -RTI OR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC TURE . THE DE FINI TION OF -AM SKK -ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP Bl. THIS IS THE FOR TRAN ?? VERSIO N NEW OPT ION S : DAMBREAK OU TFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULAT I ON, DSS :WRITE STAG E FREQUENCY, DSS :READ TIME SER I ES AT DESIRED CALCULAT I ON INTERVAL LOSS RATE:GREEN AND AM PT INFILTRATION KINEMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM HE C-1 INPUT PAGE LINE ID .... . . . 1 ....... 2 ....... 3 . .. 4 ....... 5 ... .... 6 ....... 7 .•..... 8 ....... 9 ...... 10 ID 50 Year Existing Co nditions 2 IT 1 1441 3 IO 5 0 4 KK DA3 5 KM 50 Yea r Exi sting Cond itio ns KO 22 BA . 0150 PB 9.B IN 30 10 PC .0053 .0108 . 0 164 . 0223 .0284 .03 4 7 .04 14 .0483 .0555 . 0632 11 PC . 0712 . 0797 .0887 .0984 .1089 .1 203 .1328 .14 67 .1625 .1808 12 PC .2042 . 2351 . 2833 . 6632 .7351 . 7724 .7989 .8197 .8380 .8538 13 PC .8676 .8801 .8914 . 9019 .9115 .9206 . 929 1 . 9371 .9446 .95 1 9 14 PC . 9588 .9653 . 9717 . 9777 .9836 .9892 .9947 1. 00 15 LS 0 77 0 16 UD 0 .19 17 KK DA3xx 18 KM 19 KO 22 20 BA 0 . 0001 21 PB 4 .5 22 IN 30 23 PC .0053 .0108 . 0164 .0223 . 0284 .034 1 .0 414 .0483 .0555 .0632 2 4 PC . 0712 .0797 . 0887 .0984 .1 089 .12 03 .1328 .1467 .1 625 .1808 25 PC .20 42 . 2351 .2833 . 6632 .7351 . 7724 .7989 .8 1 97 .8380 .8538 26 PC .867 6 .8801 . 8914 . 9019 . 9115 . 9206 .9291 . 9371 .9446 .9519 27 PC .9588 . 9653 . 9717 .9777 .9836 . 9892 .9947 1. 00 28 LS 0 77 29 UD 0 .19 = 30 KK PT2 31 KM 32 KO 22 33 HC 34 KK DA1+2 35 KM 50 Year Existing Conditions 36 KO 22 37 BA 0 .1181 38 PB 9 . 8 39 IN 30 40 PC .0053 .0108 . 0164 .0223 .0284 .0347 . 0414 .0483 41 PC .0712 .0797 .0887 . 0984 .1089 .1 203 .1328 .1467 42 PC .2042 .2351 .2833 .6632 . 7351 . 7724 .7989 .8 1 97 43 PC .8676 .8801 .8914 .9019 . 9115 .9206 . 929 1 . 9371 44 PC .9588 .9653 . 9717 . 9777 .9836 . 9892 .9947 1. 00 45 LS 0 77 30 46 UD 0 .19 HEC-1 INPUT PAGE LINE ID ....... 1 ....... 2 ..... . . 3 ....... 4 ....... 5 ....... 6 ....•.. 7 ....... 8 .. 47 KK DA1+2x 48 KM 49 KO 50 BA 0 . 0001 51 PB 4.5 52 IN 30 53 PC .0053 .01 08 . 0164 54 PC . 0712 . 0797 .0887 55 PC . 2042 . 2351 .2833 56 PC . 8676 .8801 . 8914 57 PC .9588 . 9653 . 9717 58 LS 0 77 63 59 UD 0 .19 60 KK PTl 61 KM Existing Inlet 62 KO 63 HC 64 zz HMVersi on : 6.33 Data File: C : \WINNT \-vbh3C24 .TMP FL OOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0 . lE RUN DATE 08/23/2002 TIME 17 :05 :54 SO Year Existing Conditions 3 IO OUTPUT CONTROL VARIABLES .0223 . 0984 .6632 .9019 . 9777 IPRNT 5 PRINT CONTROL PLOT CONTROL 22 . 0284 .1089 . 7351 . 9115 .9836 22 I PLOT QSCAL 0 . HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA .034 7 .1203 . 7724 .9206 . 9892 NMIN MINUTES IN COMPUTATION INTERVAL 4 KK 6 KO IDATE ITIME 0000 NQ 1441 NDDATE 0 NDTIME 0000 I CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLISH UNITS STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ENDING DATE ENDING TIME CENTURY MARK 0 .02 HOURS 24.00 HOURS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUB I C FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT DA3 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL ORD INATES I PLOT QSCAL 0 0 . PLOT CONTROL HYDROGRAPH PLOT SCALE . 0414 .0483 .1328 .14 67 .7989 .8197 . 9291 . 9371 .9947 1. 00 . 0555 .0632 .1625 .1808 .8380 .8538 .9446 .9519 " ... 9 ...... 10 .0555 . 0632 .1625 .18 08 .8380 .8538 .9446 .9519 HECl S/N: 1343001909 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORN IA 95616 (916) 756-1104 17 KK 19 KO DA3xx IPNCH I OUT I SAVl I SAV2 TI MINT OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT PUNCH COMPUTED HYD ROGRAPH 22 SAVE HYDROG RAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAV ED 1 44 1 LAST ORDINATE PUNCHED OR SAVE D 0 .017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL o PLOT CONTRO L o. HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDI NATE PUNCHED OR SAVED 1441 LAST ORDI NATE PUNCHED OR SAVED 0 . 017 TI ME INTERVAL IN HOURS *** *** *** *** *** *** *** *** **"" *** *** *** ••• *** *** ••• *** *** *** *** *** *** *** •·•+ ·••* '*** *** ..... *** *** *** *** *** **•*********** 30 KK PT2 **********"'*** 32 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IP NCH IOUT ISAVl ISAV2 TIMI NT VARIABLES 5 o . o 22 1441 0 . 017 PRINT CONTROL PLOT CONTRO L HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINAT E PUNCHED OR SAVED TIME INTERVAL IN HOURS *** *** *** ""** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ++• +++ *** *** *'** •++ *** *** *** *** *** 34 KK DA1+2 36 KO OU TP UT CONTROL VARIABLES IPRNT 5 PRINT CO NTROL I PLOT o PLOT CONTRO L QSCAL o . HYDROGRAPH PLOT SCALE IPNCH o PUNCH COMPUT ED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNI T !SAVl FIRST ORD INATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNC HE D OR SAVED TIMINT o . 017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 47 KK DA1+2x 49 KO OU TP UT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT o PLOT CO NTR OL QSCAL o . HY DROGRAPH PL OT SCALE IPNCH o PUNCH COMPUTED HYDR OGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVE D ISAV2 1441 LAST ORD INATE PUNCHED OR SAVED TIMINT 0 . 017 TIME INTERVAL IN HOURS * ** \ ••• 60 KK PTl 62 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT VARIABLES 5 0 0 . 0 22 14 41 0 . 017 PRINT CONTROL PLOT CONTRO L HYDROGRAPH PLOT SCALE PUNCH COMP UTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORD INATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD OPERATION 6-HOUR 24-HOUR HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT HYDROGRAPH AT 3 COMBINED AT STATION 72-HOUR *** NORMAL END OF HEC-1 •*• FLOW PEAK DA3 DA3xx PT2 DA1+2 DA1+2x PTl 58. 11 .55 9 . 0 . 11 . 55 0 . 58 . 11 .55 9 . 483. 11 .55 75 . o. 11 .52 0 . 541 . 11. 55 84 . BASIN MAXIMUM TIME OF AREA STAG E MAX STAGE 3 . 3. 0 . 01 0 . 0 . 0 . 00 3 . 3 . 0 . 02 25. 25 . 0 .12 0 . 0 . 0 . 00 28 . 28 . 0.13 I HECl S/N : 1343001909 HMVersion : 6 .33 FL OOD HYDROGRAPH PACKAGE (HE C-1 ) MAY 1 991 VERSIO N 4 . 0. lE RUN DATE 08/23/2002 TIME 1 7 : 07 : 10 Data File: C :\WIN NT\-vbh(21 2 .TM P x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x ·x x x x xx xxxxx xxx xx xxx ::::::::::::::::::::: :::::::::::::: ... ::::::::::::::::::::: :::::::::::::::::::::: Full Mi crocomputer Implementation by Hae stad Methods , Inc . ::::::::::::::::::::::::::::::::::: ....... . ::::::::::::··::::::: :::::::::::::::::::::: U .S . ARM Y CORPS OF ENGINEER S HYDROLOGI C ENGINEERING CENTE R 609 SECO ND ST REET DAVIS, CALI FORNIA 95616 (916) 756-11 04 37 Brookside Road * Wat erbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERS I ONS OF HE C-1 KNOWN AS HECl (JAN 73), HE ClGS, HEClDB , AND HEClKW . THE DE FINITI ONS OF VAR IABLE S -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SE P 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS : DAMBREAK OU TFLOW SUBMERGENC E , SINGLE EVENT DAMAGE CALCULATION , DSS:WRITE STAGE FREQUENCY, DSS :READ TIME SERIES AT DESIRED CALCULAT I ON INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KI NEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 3 1 32 33 ID. ID IT IO KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO HC HEC-1 INPUT ...... 1 ...... .2 ....... 3 ....... 4 ....... 5 ... 100 Year Existing Condition s 1 144 1 5 DA3 100 Year Existing Conditions 22 0 . 0150 11 30 .0053 .0108 . 0164 . 0223 .0284 . 07 1 2 .0797 .0887 .0984 .1089 . 20 42 .2351 .2833 . 6632 .7351 .8 6 76 .880 1 .89 14 . 9019 .9115 . 9588 .9 653 .9717 .9777 .9836 0 77 0 0 .19 DA3xx 22 0 .0001 4 .5 30 .0053 .0108 .0 164 . 0223 .0284 .0712 .0797 .0887 .0984 .1089 .20 42 . 2351 .2833 . 6632 . 7351 .8676 .8801 .89 14 . 9019 . 9115 . 9588 .9653 . 9717 . 9777 .9836 0 77 0 0 .19 PT2 22 .. . . 6 ....... 7 ....... 8 ....... 9 ...... 10 . 0347 .0414 .0483 .0555 .0632 .1203 .1328 .1467 .1625 .1808 . 7724 .7989 .8197 .8380 .8538 . 9206 . 929 1 .9371 .9446 .9519 .9892 .9947 1. 00 . 0347 .04 1 4 . 0483 .0555 .0632 .1 203 .1328 .1467 .1625 .1808 . 7724 .7989 .8197 .8 380 .8538 .9206 . 929 1 . 9371 .9446 .95 1 9 ..9 892 .994 7 1. 00 PAGE 34 KK DA1+2 35 KM 100 Year Existing Condit i o n s 36 KO 22 37 BA 0 .1 1 81 38 PB 11 39 IN 30 40 PC .0053 .0108 . 0164 .0223 .028 4 .03 4 7 . 041 4 .0483 .0555 .0632 41 PC . 0712 . 0797 .0887 .0984 .1089 .1 203 .1328 .14 67 .1625 .1 808 42 PC .20 4 2 .2351 .2833 . 6632 .7351 . 7724 .7989 .8197 .8380 .8538 43 PC . 8676 .8801 .891 4 .9019 .9115 .9206 . 929 1 . 9371 .94 4 6 .9519 44 PC .9588 .9653 . 9717 .9777 .9836 .9892 .9947 1. 00 45 LS 77 30 46 UD 0 .19 HEC -1 INPUT PAGE LINE ID ....... ! ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 47 KK DA1+2x 48 KM 49 KO 22 50 BA 0 . 000 1 51 PB 4 .5 52 IN 30 53 PC . 0053 .0108 . 0 1 64 . 0223 . 0284 . 0347 . 0414 54 PC . 0712 . 0797 .0887 .0984 .1089 .1203 .1328 55 PC . 2042 .2351 .2833 .6632 .7351 . 7724 .7989 56 PC .8676 .8801 .8914 .9019 .9115 . 9206 . 9291 57 PC .9588 .9653 .9717 . 9777 .9836 . 9892 .9947 58 LS 0 77 63 59 UD 0 .19 60 KK PT! 61 KM Existing Inlet 62 KO 22 63 HC 64 zz HE Cl S/N : 134300 1 909 HMVersion : 6 . 33 Data File : C :\WINNT\-vbhl212 .TMP FLOOD HYDROGRAP H PACKAGE (HEC-1) MAY 1991 VERSION 4. O. !E RUN DATE 08/23/2002 TIME 17 :07 :10 100 Year Existing Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CO NTROL QSCAL 0 . HYDROGRAP H PLOT SCALE IT HYDROGRAPH TIME DATA NMIN MINUTES IN COMP UTATION INTERVAL !DATE 0 !TIME 0000 NQ 1 4 41 NDDATE 0 NDTIME 0000 !CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLIS H UNI TS STARTING DATE STARTING TI ME NUMBER OF HYDROGRAPH ENDING DATE ENDING TIME CENTURY MARK 0 .02 HOURS 24 . 00 HOURS DRA INAGE AREA SQUARE MILES PREC I PITATION DEPT H INCHES LEN GT H, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE -FEET SU RFACE AREA ACRES TEMPE RATURE DEGREES FAHRENHEI T ORDINATES . 0483 .1467 .8 1 97 . 9371 1. 00 .0555 .0632 .1625 .1808 .8380 .8538 .9446 .9519 U.S . ARMY CORPS OF ENG INEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREE T DAVIS, CALIFORNIA 95616 (916) 756-1104 *** *** *** *** *** *** *** **"" *** .... *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** 4 KK DA3 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT PLOT CONTRO L QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAV ED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVE D TIM INT 0.017 TIME INTERVA L IN HOUR S *** *'** *** ••• *** .......... **'* *** *** ........ .., *** *'** *** *** ........ *** ............................... *** *** ..... *** *** *** *** ... *. * * * ** * * * *. * 17 KK DA3xx ********'****'** 19 KO OU TPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT VARIABLES 5 0 0 . 0 22 1441 0 .017 PRINT CON TR OL PLOT CO NTR OL HYDROGRAPH PL OT SCALE PUNCH COM PUTED HYDR OGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORD INATE PUNCHED OR SAVED LAST ORDI NATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *** *** ......... *** *** *** ......... *** *** ......... *** ...... *** *** *"'"* ............... *** ........ *** *** ..... *** .... *** .... *** ... .. 30 KK 32 KO 3 4 KK 36 KO PT2 OUTPUT CONTROL VARIABLES DA1+2 IPRNT 5 PRINT CO NTR OL !PLOT QSCAL IP NCH !OUT ISAVl ISAV2 TIM INT 0 0. PLOT CO NTROL HYDROGRAPH PL OT SCALE PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORD INATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CO NTR OL !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 0 0 . 0 22 1441 0 .017 PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPU TED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORD INATE PUNCHED OR SAVED LAST ORD INATE PUNCHED OR SAVED TIME INTERVAL IN HOURS **"' *** ..... *** *** *** *** *** .... *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** ***' **'" *** ..... *** *** ••• *** 47 KK 49 KO DA1+2x OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL IPNCH !OUT ISAVl PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THI S UNIT 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 TIM INT 1 441 LAST ORDINATE PUNC HE D OR SAVED 0 . 017 T !ME INTERVAL IN HOURS *** *** *** *** *** -i-•+ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *""* *** *** *** *** ***•********** 60 KK PTl ************** 62 KO OU TPUT CONTRO L VARIABLES IPRNT I PL OT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT OPERA TION STA TI ON 6-HOUR 24 -HOUR 72 -HOUR HYDROGRA PH AT HYDROG RAPH AT 2 COMB !NED AT HYDROGRAPH AT HYDROGRAP H AT 3 COMBINED AT *** NORMAL END OF HE C-1 *** 5 0 0 . 0 22 1 1441 0 . 0 17 PRINT CO NTR OL PLOT CONTRO L HYDROGRAP H PLOT SCALE PUNC H COMPUTED HYDROGRAPH SAVE HY DROGRAP H ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORD INATE PUN CHED OR SAV ED TIME INTERVAL IN HOU RS RUN OFF SUMMARY FLOW IN CU BI C FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FL OW FOR MAXIMUM PERIOD FLOW PEAK DA3 67 . 11 . 55 10. DA3xx 0 . 11 . 55 0 . PT2 67 . 11. 55 10 . DA 1+2 552 . 11 .55 86 . DA 1+2 x 0 . 1 1 . 52 0 . PTl 619 . 11 .55 97 . BASIN MAXIMUM TIME OF AREA STAGE MAX STAGE 3. 3 . 0 . 0 1 0 . 0 . 0 . 00 3 . 3 . 0 . 02 28 . 28 . 0 .1 2 0 . o. 0 .00 32 . 32 . 0 .13 HECl S/N: 1343001909 HMVersion: 6 .33 FL OOD HYDROGRAP H PACKAGE (HEC -1) MAY 1 991 VERSION 4 . 0 . lE RUN DATE 08/23/2002 TIME 17:12 :4 2 ' Data File: C:\WINNT\-vbh 066E.TMP x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx :·: :::::::···· ::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::: :::: Full Microcomputer Implementati on by Haestad Methods, In c . ::: :::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: u . s . ARMY CORPS or ENGINEERS HYDR OLOG I C ENGINEERING CENTER 609 SECOND STREET DAVIS , CALIFORNIA 95616 (916) 756-11 0 4 37 Brookside Road * Waterbury, Connecticut 06708 • (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS or HE C-1 KNOWN AS HE Cl (JAN 73), HEClGS, HEClDB, AND HEClKW . THE DEFI NITI ONS OF VARIABLES -RTIMP -AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DE FIN ITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN77 VERSION NEW OPTIONS : DAMBREAK OUTFLOW SUBMERGEN CE SINGLE EVENT DAMAGE CALCULATIO N, DSS :WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....•.. 7 •...... 8 ....... 9 ...... 10 1 2 3 5 6 7 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 ID IT IO Year Pro p osed Conditions 1 1441 5 DA2 KK KM KO BA PB IN PC PC PC PC PC LS UD 2 Year Proposed Condition s 0 .0508 4 . 5 30 .0053 .0712 .20 42 .8676 .9588 0 0 .12 KK Pond .0108 . 0797 .2351 .8801 .9653 94 . 0164 .0887 .2833 .8914 . 9717 90 KM Detention Pond KO RS SA SE SL SS .6795 261 262 . 5 269 KK DAl STOR 1. 3874 2 . 0133 262 264 . 065 0 . 6 50 3 .0223 .0984 . 6632 . 9019 . 9777 2 . 6073 266 .5 1. 5 KM 2 Year Proposed Cond itions KO BA 0 .0664 PB IN PC PC PC PC PC LS 4 .5 30 .0053 . 0712 . 2042 . 8676 .9588 0 .0108 .0797 .2351 .8801 .9653 77 .0164 .0887 .2833 . 89 14 . 9717 65 .0223 .0984 . 6632 .9019 .9777 22 . 0284 .1 089 . 7351 . 9115 .9836 22 2 .8619 268 22 .0284 .1089 . 7351 . 9115 .9836 .0347 .1203 . 7724 . 9206 . 9892 2 .9215 270 . 0347 .1203 . 7724 . 9206 . 9892 . 04 14 .1 328 .7989 . 9291 . 9947 . 0414 .1 328 .7989 .9291 .9947 . 0 48 3 .1467 . 8197 . 9371 1.00 .0483 .1467 . 8197 .9371 1.00 .0555 .1625 .8380 .9446 . 0555 . 1625 .838 0 .9446 . 0632 .1808 .8538 . 95 1 9 . 0632 .1808 .8538 .9519 PAGE HEC -1 INPUT 37 3B 39 40 41 42 43 44 45 46 47 4B 49 50 UD 0 .14 KK 60 " P KM Public Sto rm Sewer KO RK 1030 KK DA3 .005 . 014 22 CIRC KM 2 Year Proposed Co nditio n s KO 22 BA 0 .0019 PB 4. 5 IN 30 PC . 0053 PC . 0712 PC .20 4 2 .O !OB . 0797 .2351 .016 4 .OBB7 .2B33 .0223 .02B4 .09B 4 .10B9 . 6632 . 7351 PAGE 2 5 .03 47 .1203 . 7724 . 0414 .1 32B .79B9 .04B3 .14 67 .B19 7 .0555 . 1 625 .B3BO .0632 .!BOB . B53B LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... B ....... 9 ...... 10 51 52 53 54 55 56 57 5B 59 60 6 1 62 63 64 65 66 67 6B 69 70 71 72 73 74 75 76 77 7B 79 BO Bl B2 B3 B4 B5 B6 B7 BB B9 HMVersion : 6. 33 PC PC LS . B676 .95BB 0 UD 0 .19 KK DA3x KM KO BA 0 .0001 PB 4 . 5 IN 30 PC PC PC PC PC LS .0053 . 0712 .20 4 2 .B676 .95BB 0 UD 0 .1 9 KK PT2 KM .BBO l . 9653 77 .OlOB . 0797 . 235 1 .BBOl . 9653 77 . B914 . 9717 0 . 0164 .OBB7 .2B33 .B914 . 9717 0 .90 1 9 . 9777 . 0223 . 09B 4 . 6632 .9019 . 9777 .9115 .9B36 22 .02B 4 .10B9 . 7351 . 9115 .9B36 KO 22 HC DA4 KK KM KO BA PB IN PC PC PC PC PC LS Year Proposed Conditions .01B9 4 .5 30 .0053 . 0712 .2042 . B676 .95BB 0 UD 0 .10 KK PT! .O!OB . 0797 .2351 .BBOl .9653 77 KM Existing Inlet KO HC zz .0164 .OBB7 .2B33 .B914 . 9717 0 Data File : C : \WINNT \-vbh066E . TMP .0223 . 09B 4 .6632 .9019 . 9777 22 .02B4 .1 0B9 . 7351 . 9115 .9B36 22 .9206 .9B92 .0347 .1 203 . 772 4 .9206 .9B92 .03 47 .1 203 . 7724 .9206 . 9B92 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4 .0. lE RUN DATE OB/23/2002 TIME 17 : 12 : 42 • 3 IO IT 2 Year Proposed Conditions OU TPUT CONTROL VARIABLES IPRNT 5 I PLOT QSCAL HYDROGRAP H TIME DATA NMIN IDATE 0 0 . I TIME 0000 NQ 1 441 NDDATE 0 PRINT CONTROL PLOT CONT ROL HY DROGRAPH PLOT SCALE MINUTES IN COMP UTATION INTERVAL STARTING DATE STAR TING TIM E NUMBER OF HYDROGRAPH ORDI NATE S ENDING DATE NDTIME I CENT 0000 ENDING TIM E 19 CE NT URY MARK .9291 .9947 . 0414 .132B .79B9 .9291 . 9947 . 0414 .132B .79B9 . 9291 .9947 . 9371 1. 00 .04B3 .14 67 . Bl97 . 9371 1. 00 .04B3 . 1467 .B197 . 9371 1. 00 .9 44 6 .0555 .1 625 .B3BO . 94 4 6 .0555 .1 625 .B3BO .9446 .9519 .0632 .lBOB .B 53B . 9519 . 0632 .!BOB . B53B .9519 HECl S/N: 1343001909 U .S . ARMY CORPS OF ENGINEERS HY DRO LOG I C ENGINEERING CENTER 609 SECO ND STREE T DAVIS, CALIFORNIA 95616 (916) 756-1104 4 KK 6 KO 17 KK 19 KO 25 KK 27 KO COMPUTATION INTERVAL TOTAL TIME BASE 0 .02 HOURS 24.00 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STO RAGE VOLUME SU RFACE AREA TEMPERATURE DA2 SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IP NCH IOUT ISAVl lSAV2 TIM INT ************** Pond * ** * *****Ir *"*** OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT ************** DAl ******** *** *** 5 0 0. 0 22 1441 0 . 017 VARIABLES 5 0 . 0 22 1 1441 0 . 017 PRINT CONTROL PLOT CO NTROL HYDROGRAP H PL OT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UN IT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINAT E PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THI S UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TI MINT 5 0 . 0 22 1 1441 0 . 017 PRINT CO NTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORD INATE PUNCHED OR SAVED LAST ORDI NATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *** *** .... *** .... *** *** *** .... *** *** *** .... *** .... *** ........ *** ....... *** *** .... *** *** *** *** *** *** *** *** *** 38 KK 40 KO 60 "P OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT PLOT CONTROL QSCAL IPNCH 0 . HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH IOUT ISAVl ISAV2 TIM INT 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINA TE PUNCHED OR SAVED 0 .017 TIME INT ERVAL IN HOURS *** *** *** ••• *** *** ......... **• *** *** *** *** *** *** ••• *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** 42 KK DA3 44 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT *****"'*"'**"''*** 55 KK DA3x *************"' 57 KO OU TPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT ************** 68 KK PT2 ***Ir*** Ir.* •••• 70 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT 72 KK DA4 74 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPN CH I OUT ISAVl ISAV2 TIM INT VARIABLES 5 0 0. 22 l 1441 0 . 017 VARIABLES 0 0 . 22 l 1441 0.017 VAR IABLE S 5 0 0 . 0 22 l 1441 0 . 017 VARIAB LE S 5 0 . 0 22 1441 0 . 017 PRINT CON TROL PLOT CO NTR OL HYDROGRAP H PLOT SCALE PUNCH COMPUTED HYDR OGRAPH SAV E HYDROGRAPH ON THIS UNIT FIRST ORD INATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMP UTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CO NTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMP UTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORD INATE PUNCHED OR SAVED LAST ORD INATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CON TROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HY DROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORD INAT E PUNCHED OR SAVED TIME INTERVAL IN HOURS I ***-;Ir** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** I 85 KK PTl 87 KO OUTPUT CONTROL VAR IABLES IPRNT 5 PRINT CONT ROL I PLOT 0 PLOT CO NTROL QSCAL 0 . HY DROGRA PH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HY DROGRAPH ON THIS UNIT I SAVl FIRST OR DI NATE PUNCHED OR SAVED ISAV2 144 1 LAST ORD INATE PUN CHED OR SAVED TIMINT 0 .017 TIME INTERVAL IN HOURS RUNOFF S UMMARY FLOW IN CU BI C FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6 -HOUR 24-HOUR 72 -HOU R HYDROGRAPH AT DA2 112 . 11 .50 17 . 6 . 6 . 0 .05 ROUTED TO Po nd 4 7 . 11 .68 17 . 5 . 5. 0 .05 2 64 . 4 4 11 . 68 HYDROGRA PH AT DAl 126 . 11. 52 19 . 7 . 7 . 0 . 07 ROUTED TO 60 "P 12 6 . 1 1 .53 19 . 7 . 7 . 0 . 07 HYDROGRAPH AT DA3 2 . 11. 57 0 . 0 . 0 . 0 . 00 HYDR OGRAPH AT DA3x 0 . 11 . 55 0 . 0 . 0 . 0 .00 2 COMBINED AT PT2 3 . 11 . 57 0 . 0 . 0 . 0 .00 HYDR OGRA PH AT DA4 26 . 11 . 52 4 . 1. 1. 0 . 02 4 COMBINED AT PT! 199 . 11 . 53 4 0 . 13 . 13 . 0 .14 SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL ISTAQ ELEMENT DT PEAK TIME TO VOLUME DT PEAK TIME TO VOLUME PEAK PEAK (MIN ) (CFS) (MIN) (IN) (MIN ) (C FS) (MIN ) (IN ) 60 "P MANE 0 .62 125 . 53 6 91 .94 3 .70 1. 00 125 . 5 1 692 . 00 3 . 70 *** NORMAL END OF HEC-1 *** HE Cl S/N: 1 3 4 3001909 HMV e rsi on : 6 . 3 3 FLOO D HYD ROG RAPH PACKAGE (HE C-1 ) MAY 1 991 VER S ION 4. 0 . lE RUN DAT E 08/2 3 /2002 TIME 1 7 :1 8 :08 Data File : C :\WINNT \-vbh3 62E .TMP x x xxxxx xx xxxxx x x x x x x xx x x x x x xxx xxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxx x xx x :::::::::::::::::;::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::: .... Fu ll Mi c rocomp u t er Impl emen t at i o n by Haes t ad Methods , Inc . ::::::::::::::::: ::::::::::::::: ::::::;:::: ::::::::::::::::::::::::::::::::::::::::::: U .S . ARM Y COR PS OF EN GINEERS HYDROLOG I C ENGINEERING CENTER 609 SECO ND STREET DAVI S , CALIFOR NIA 956 1 6 (9 1 6) 756-11 0 4 37 Brooks i de Road * Wate r bury , Co nnecticut 06708 + (2 03) 755-1 666 THI S PROGRAM REPLAC ES ALL PR EVI OUS VERS I ONS OF HEC-1 KNO WN AS HE Cl (JAN 73), HE C l GS, HE ClDB, AND HEClKW. THE DEFI NITIONS OF VARIAB LES -RTIMP -AND -RTIOR-HAVE CHANGED FROM THOSE US ED WIT H THE 1973-STYLE I NPUT STRUC TURE . TH E DEFI NIT ION OF -AM SK K-ON RM -CARD WAS CHAN GED WI TH REVIS I ONS DAT ED 28 SEP 8 1 . THI S IS THE FCRTRAN77 VERSIO N NEW OP T IONS : DAMBR EAK OUT FLOW SUBMERGE NCE SI NGLE EVE NT DAMAGE CALCULAT I ON, DSS :W RITE STAG E FREQUENCY , DSS :RE AD TIME SERIES AT DE S I RED CAL CU LATI ON I NT ERVAL LOSS RATE :GREE N AN D AM PT INFI LTRATION KINEMAT IC WAVE: NE W F INITE DI FFERE NCE ALGORIT HM HEC-1 INPUT PAGE LINE ID . ... 1 ..... . . 2 ....... 3 ....... 4 ....... 5 .... ... 6 ....... 7 ..•.... 8 ....... 9 .... . .10 ID Yea r Proposed Condi t ions IT 1 1 4 4 1 IO 5 KK DA2 KM 5 Yea r Proposed Condit i o ns KO 22 BA 0 . 0508 PB 6 . 2 IN 30 10 PC . 0053 . 0 1 08 . 016 4 .0223 .028 4 .0347 .0 4 1 4 .0 4 83 .0555 . 0632 11 PC .07 1 2 . 0797 .088 7 . 098 4 .1 089 .1 203 .1328 .14 67 .1 625 .1 808 12 PC .20 4 2 . 2351 .2833 . 6632 .7351 . 7724 .7989 .8 1 97 .8380 . 8538 13 PC . 8676 .880 1 .89 14 .9019 . 9115 . 9206 .929 1 . 9371 .9 44 6 .9519 14 PC .9588 .9653 . 9717 . 9777 . 9836 . 9892 . 9947 1. 00 15 LS 0 94 90 16 UD 0 .1 2 17 KK Po nd 1 8 KM Detent i on Pond 19 KO 22 20 RS STOR 21 SA .6795 1.3874 . 0 1 33. 2 . 6073 2 .8619 . 9215 22 SE 26 1 262 26 4 266 268 270 23 SL 262 . 5 7 .065 0 . 6,. .5 2 4 SS 26 9 50 3 1. 5 25 KK DA ! 26 KM 5 Yea r Proposed Co nd it i ons 27 KO 22 28 BA 0 . 0664 = 29 PB 6 . 2 30 IN 30 3 1 PC . 005 3 . 0 1 08 .01 64 .022 3 .028 4 . 03 4 7 . 0 414 .0 4 83 .0 55 5 .0632 32 PC . 0 71 2 . 0797 .08 87 .098 4 .1 089 .1 203 .1328 .1467 .1625 .1 808 33 PC .2 04 2 . 2351 .2 8 33 . 6 6 32 . 735 1 . 772 4 .798 9 . 819 7 .8380 . 8538 3 4 PC . 8 67 6 . 8 8 01 . 8 914 .9019 . 9 11 5 . 9206 . 929 1 .93 71 .9 44 6 .95 1 9 35 PC . 9 5 8 8 .9 653 . 9717 .9777 .9836 . 9892 .99 47 1.00 36 LS 0 77 65 HEC -1 INPUT 37 38 39 4 0 4 1 42 43 4 4 4 5 46 47 48 4 9 50 UD o .14 KK 60 "P KM Pub l ic Sto rm Sewer K O 22 RK 1 030 .005 . 0 14 CIRC KK DA 3 KM 5 Ye a r Proposed Condit i o n s KO BA 0 .00 1 9 PB 6 . 2 IN 30 PC . 0053 PC . 07 1 2 PC .20 4 2 .0108 .0797 . 2351 . 016 4 .0887 .2833 22 .0223 .028 4 .0 9 8 4 .1 089 . 6632 . 7351 PAGE 2 .0 347 .1 203 . 772 4 .0 414 .1328 .7 9 8 9 .0 4 83 .1 46 7 . 8 1 97 .0555 . 1 625 .8380 .0632 .1 808 .8538 LIN E ID ....... 1 ....... 2 ....... 3 ...... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 5 1 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 Bl 82 83 84 PC PC LS UD . 867 6 .9588 o o .1 9 KK DA3 xx .880 1 .9653 77 . 89 14 .97 1 7 .9019 .9777 KM 5 Ye a r Proposed Condi tio n s KO BA 0 .0001 PB IN PC PC PC PC PC LS UD 6 . 2 30 .0053 .0712 . 20 42 . 8676 .9588 o 0 .1 9 KK PT2 KM .0 1 08 .0797 .235 1 .8801 .9653 77 .016 4 . 0887 .2 8 33 . 89 14 .97 1 7 . 0223 .0 9 8 4 .6 632 .90 1 9 .9777 .9 11 5 .9836 22 . 028 4 .1 089 .735 1 .9 11 5 .9836 KO 22 HC KK DA4 KM 5 Year Proposed Condition s KO BA 0 .0189 PB 6 . 2 IN 30 PC . 0053 PC . 0712 PC .2042 PC .8676 PC . 9588 LS 0 UD 0 .1 0 KK PT! . 0 1 08 .0797 .2351 .880 1 .9653 77 KM Ex i s ting I nlet . 0 1 64 .0887 .2833 . 89 1 4 . 9717 o . 0223 . 098 4 . 6632 . 9019 .9777 22 .028 4 .1089 .7351 .9115 .9836 KO 22 HC .9206 . 9 892 .03 4 7 .1 203 . 7 72 4 .9 206 . 9892 . 0347 .1203 . 772 4 .9206 .9892 . 9291 .99 4 7 .0 414 .1 328 .7989 . 929 1 . 99 47 .041 4 .1 328 .7989 . 9291 .9947 . 9 371 1. 00 . 0 483 .14 67 .8 197 . 9 3 71 1. 00 . 0483 .1 4 67 .8 1 97 .937 1 1. 00 .94 4 6 . 0555 .1625 .8380 .9 44 6 .0 555 .1 625 .8380 .944 6 .9519 . 0632 .1 808 . 8538 .9 5 1 9 . 063 2 .1 8 08 .8538 .9519 85 86 87 88 89 Z Z HECl S /N: 13 4 300 1 909 HMV e r sion : 6 .33 Data File : C :\WINN T\-vbh362E .TM P ****** ..... ** * ** ** ******* **** *** * *** **** ** * FLOOD HYDROGRAPH PACKAGE (HEC-1 ) HAY 1 991 VERSION 4 . 0 . l E RUN DAT E 08/23/2002 TIM E 1 7 :1 8 :08 ' ***************************************** 3 IO IT 5 Ye a r Pro p osed Co nd i tion s OUTP UT CO NTR OL VAR I ABL ES IPRNT 5 PRI NT CO NTR OL I PLOT QSCAL 0 PLOT CO NTR OL 0 . HY DROG RAPH PLOT SCAL E HYDR OGRAPH TIME DATA NMIN MINUTES IN COMPUTATI ON INTERVAL IDATE ITIME NQ NDDATE NDTIME I CENT STARTING DATE 0000 START ING TIME 1 441 NUMBER OF HYDR OG RAPH ORDINATES 0 ENDING DATE 0 0 00 ENDING TIME 1 9 CENT URY MARK * ** * * ** ****** ** ** * ** ** ** * ************** U .S . ARMY CORPS OF ENGINEERS HYDRO LOGIC ENGI NEERI NG CE NTER 609 SECO ND STRE ET DAVIS, CAL I FORNIA 956 1 6 (9 1 6) 756-11 04 4 KK 6 KO 17 KK 19 KO 25 KK 27 KO 38 KK 40 KO COMPUTATION INTERVAL TOTAL TIME BASE 0.02 HOURS 24. 00 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATI ON DEPTH LENGTH, ELEVATI ON FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE DA 2 SQUARE MILES INCHES FEET CU BI C FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT OU TPUT CO NTROL VAR IABLE S IPRNT 5 PR INT CO NTROL I PLOT 0 PLOT CO NTROL QSCAL 0 . HYDROG RAPH PLOT SCALE IPNCH 0 PUNCH COMPUTE D HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORD INATE PUNCHED OR SAVED TIMINT 0 .017 TIME INTERVAL IN HOURS Pond OU TPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTRO L QSCAL 0 . HYDROGRAP H PLOT SCALE IP NCH 0 PU NCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDR OGRAPH ON THIS UNIT ISAVl FIRST ORDI NATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 . 017 TIME INTERVAL IN HOURS DA! OUTPUT CONTROL VARIAB LE S IPRNT 5 PRINT CON TROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAP H PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THI S UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 . 017 TIME INTERVAL IN HOURS 60 "P OUTPUT CO NTR OL VARIABLES IPRNT 5 PRINT CONTROL !PLOT PLOT CO NTR OL QSCAL IPN CH 0. HYDR OG RAPH PLOT SCAL E 0 PUNCH COMPUTED HYDROGRAP H 42 KK 44 KO 55 KK 57 KO 68 KK 70 KO 72 KK 74 KO DA3 !OUT ISAVl ISAV2 TIM INT 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDI NATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES DA3xx IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT 0 . 0 22 l 1441 0 .017 PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDI NATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL PT2 QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT DA4 OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 0. HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT l FIRST ORDINATE PUNCHED OR SAVED 144 1 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL PLOT CO NTR OL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HY DROGRAP H ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS 85 KK 87 KO 6-HOUR PTl OUTPUT CON TROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TI MINT VARIABLES 5 0 0 . 0 22 14H 0 .0 1 7 PEAK OPERATIO N STAT I ON FL OW 2 4-H OU R 72-HOUR HYDROGRAPH AT ROUT ED TO HYDROGRAP H AT ROUTED TO HYDROGRAPH AT HYDROGRAP H AT 2 COMBI NED AT HYDROGRAP H AT 4 COMBINE D AT ISTAQ ELEMENT OT (MIN ) PRINT CONTROL PLOT CONTROL HYDROG RAPH PLOT SCALE PUNCH COMPUTED HYDR OGRAP H SAVE HYDROG RAPH ON THIS UNIT FIRST ORD INATE PUNCHED OR SAVED LAST ORD INATE PUNCHE D OR SAVED TIME INTERVAL IN HOURS RU NOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES TI ME OF AVERAGE FLO W FOR MAXIMUM PERIOD PEAK DA2 154 . 11 .50 24 . Pond 55 . 11 . 72 2 4 . 265 .1 7 11. 72 DA! 181. 11 . 52 28 . 60"P 181 . 11 . 53 28 . DA3 4. 11. 57 1. DA3xx 0. 11.55 o. PT2 4 . 11. 57 1 . OM 4 3 . 11 . 52 6 . PT ! 279 . 11 . 53 58 . BASIN AREA 8 . 7 . 9 . 9 . 0 . 0. 0 . 2 . 19 . SUMMARY OF KINEMATIC WAVE -MU SKINGUM-CUNG E ROUTING PEAK (FLOW I S DIRECT RUNOFF WITH OUT BASE FLOW) INTER POLATED TO COMPUTAT ION INTERVAL TIME TO VOLUME OT PEAK TIME TO PEAK PEAK (CFS) (MIN) (IN) (MIN) (CFS) (MIN) 60 "P MANE 0 . 56 180 . 98 691. 61 5 . 31 1.00 180 .91 692 .00 *** NORMAL END OF HE C-1 *** MAXIMUM TIME OF STAGE MAX STAGE 8 . 0 .05 7 . 0 .05 9 . 0 . 07 9 . 0 . 07 0 . 0 .00 0. 0 . 00 0 . 0 . 00 2. 0 . 02 19 . 0 .14 VOLUME (IN) 5 . 31 HEC l S/N: 134300 1 909 HMVersion: 6.33 Data File : C : \WINNT\-vbh 3857. TMP FLOOD HYDROGRAP H PACKAGE (HEC -1) U.S . ARMY CORPS OF E NG INE ERS HYDROLOGIC ENGINE ERING CE NTER 609 SECO ND STREE T DAVI S, CALIFORNIA 95 616 (916) 756-1104 RU N DATE MAY 1991 VERSION 4. 0 . lE 08/23/2002 TIME 17 :19 :51 .x x xxxxxxx xx xxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x xxxxxxx xxxxx xxx :::::::::: .... : :::::::::::::::::::::::::::: :::::: :::::·················:::::: ::::::::: Ful l Microcomputer I mplementation by Haestad Methods, Inc . :::;::::::::::::::::::::::::::::::::::::;:: :::::::::::::::::::::::::::::::::: ::::::::: 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS , HEClDB , AND HEClKW . THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANG ED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK -ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN77 VERSION NE W OP T IONS : DAMBREAK OUTF LOW SUBMERGENCE SINGLE EVENT DAMAGE CALCULATIO N, DSS:WRITE STAGE FREQUENCY, DSS :READ TIME SERIES AT DESIRED CALCULAT I ON INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 .. ..6 ....... 7 ....... 8 ....... 9 ...... 10 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 ID 10 Ye a r Proposed Conditions IT 1 1441 IO 5 0 KK DA2 KM 10 Year Proposed Conditions KO BA 0.0508 PB IN PC PC PC PC PC LS UD 7 .4 30 .0053 . 0712 .2042 .8676 .9588 0 0 .12 KK Pond .0108 . 0797 . 2351 .8801 .9653 94 KM Detent i on Pond KO RS STOR SA .6795 1 .3874 SE 261 262 SL 262 .5 7 .065 SS 269 50 KK DA! . 0164 .0887 .2833 .8914 . 9717 90 2 . 0133 264 0 .6 .0223 . 0984 .6632 .9019 . 9777 2 .6073 266 .5 1. 5 KM 10 Year Proposed Conditions KO BA 0 .0664 PB 7 . 4 IN 30 PC . 0053 PC .0 71 2 PC . 2042 PC . 8676 PC . 95 8 8 LS .0108 . 0797 .2351 .8801 .9653 77 . 016 4 .0887 .2833 .8914 . 9 71 7 65 .0223 .0984 . 6632 .9019 .9777 22 .0284 .1089 .7351 .9115 .9836 22 2 .8619 268 22 .0284 .1089 .735 1 . 9 11 5 .9836 .0347 .1203 . 7724 .9206 .9892 2 . 9215 270 .0347 .1 203 . 7724 . 9206 . 9892 . 0414 .1328 .7989 . 9291 .9947 . 04 14 .1328 .7989 . 929 1 .9947 .0483 .1467 .8197 . 9371 1.00 .0483 .1467 .8197 .9371 1. 00 .0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 . 0632 .1808 .8538 . 9519 . 0632 .1808 . 8538 .9519 I HEC-1 INPUT 37 38 39 40 41 42 43 44 45 46 47 48 49 50 UD 0 .14 KK 60 "P KM Public Storm Sewer KO 22 RK 1030 .005 . 014 CIRC KK DA3 KM 10 Year Proposed Cond itions KO BA 0 .0019 PB 7 . 4 IN 30 PC . 0053 PC . 0712 PC . 2042 . 0108 . 0797 . 2351 . 0 1 64 . 0807 .2833 22 .0223 .0284 . 0984 .1 089 .6632 .7351 PAGE 2 . 0347 .1203 . 7724 .0414 .1 328 .7989 . 0483 .14 67 .8197 .0555 .1625 .8380 .0632 .1 808 . 8538 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 HMVersion: 6 . 33 PC PC LS UD . 8676 .9588 0 0 .19 KK DA3x KM KO BA 0 .0001 PB 7 . 4 IN PC PC PC PC PC LS 30 . 0053 . 0712 .2042 . 8676 . 9588 UD 0 .19 KK PT2 KM .8801 .9653 77 . 0108 .0797 . 2351 .8801 . 9653 77 . 8914 .9717 0 . 0164 .0887 .28 33 . 89 14 . 9717 .9019 . 9777 .0223 .0984 . 6632 .9019 . 9777 .9115 .9836 22 . 0284 .1 089 . 7351 . 9 11 5 .9836 KO 22 HC KK DA4 KM 10 Year Proposed Conditions KO BA 0 .0189 PB 7 . 4 IN 30 PC . 0053 PC . 0712 PC .2042 PC . 8676 PC . 9588 LS 0 UD 0 .10 KK PT! . 0108 . 0797 . 2351 . 8801 . 9653 77 KM Existing Inlet KO HC zz . 0164 .0887 .2833 . 8914 . 9717 0 Data File : C :\WINNT\-vbh3857 .TM P .0223 .0984 .6632 .9019 . 9777 22 .0284 .1089 .7351 .9115 .9836 22 . 9206 . 9892 .0347 .1203 . 7724 .9206 . 9892 .0347 .1203 . 7724 .9206 . 9892 FLOOD HYDROGRAPH PACKAGE IHEC-1) MAY 1991 VERSION 4. 0 . lE RUN DATE 08/23/2002 TIME 17 :19:51 ' 3 IO IT 10 Year Proposed Co nditi o n s OUTPUT CONTROL VAR IABLES IPRNT 5 PRINT CO NTROL !PLOT QSCAL 0 PLOT CO NTROL 0 . HYDROGRAPH PLOT SCALE HYDR OGRAPH TIME DATA NMIN MINUTE S IN COMPUTATION INTERVAL STARTING DATE !DATE !TIME NO NDDATE NDTIME !CENT 0000 STARTING TIME 1441 NUMBER OF HYDR OGRAPH ORDI NATE S ENDING DATE 0000 ENDING TIME 1 9 CENTURY MARK .9291 .9 947 .0414 .1328 .7 989 . 9291 .9947 .0414 .1328 .7989 . 9291 .9947 . 9371 1. 00 .0483 .14 67 . 8197 . 9371 1. 00 .0483 .1467 . 8197 . 9371 1.00 .9446 .0555 .1625 .8300 .9446 . 0555 .1 625 .8380 .9446 .9519 . 0632 .1 808 .8538 .9519 .0632 .1 808 .8538 .9519 HECl S/N : 1343001909 U .S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 1916) 756-1104 I I I 4 KK I 6 KO 17 KK 19 KO 25 KK 27 KO 38 KK 40 KO COMPUTATION INTERVAL TOTAL TIME BASE 0 .02 HOURS 24.00 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH , ELEVATI ON FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE DA2 SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CON TROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORD I NATE PUN CHED OR SAVED ISAV2 1441 LAST ORDI NATE PUNCHED OR SAVED TIMINT 0 .017 TIME INTERVAL IN HOURS Pond OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS DA! OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0. 017 TIME INTERVAL IN HOURS 60 "P OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL IPNCH PLOT CO NTROL 0 . HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH I I 42 KK 44 KO 55 KK 57 KO 68 KK 70 KO 72 KK 74 KO DA3 !OUT I SAVl ISAV2 TIM INT 22 SAVE HYDROG RAPH ON THIS UNI T l FI ~ST ORD INATE PUNCHED OR SAVED 1 441 LAST ORDI NATE PU NCHED OR SAVED 0 .017 TII'!E INTERVAL IN HOURS OUT PUT CONTROL VARIABLES DA3x IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 0 . HYDROGRA PH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FI RST ORD INATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL PT2 !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT DA4 OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDI NATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORD I NATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL PLOT CONTROL 0 . HXDROGRAP H PLOT SCALE 0 PONCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UN I T FIRS T ORD I NATE PUNCHED OR SAVED 1441 LAST ORD INATE PUNC HED OR SAVED 0.017 TIME INT ERVAL IN HOURS *** *** *** *** *** *** *** ••• *** *"'* *** *** *** *** *** *** *** *** *** **'* *** *** *** •"i• *** *** *** *"** *** *** *** *** *** 85 KK PTl 87 KO OU TPUT CONTRO L VARIABLES IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT OPERATION STATION 6-HOUR 24 -HOUR 72-HOUR HYDROGRAPH AT ROUTED TO HYDROGRAPH AT ROUTED TO HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT 4 COMBINED AT ISTAQ ELEMENT 60 "P MANE *** NORMAL END OF HEC-1 *** 5 0 . 22 1441 0 . 017 PRINT CONTROL PLOT CO NTROL HYDROGRAPH PL OT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDI NATE PUNCHED OR SAVED LAST ORDI NATE PUNCHED OR SAVED TIME INTERVAL IN HOUR S RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD FLOW PEAK DA2 184. 11 .50 29 . Pond 60 . 11. 73 28 . 265 . 67 11 .73 DA l 221. 11 . 52 34 . 60 "P 220 . 11 .53 34 . DA3 5 . 11 .55 1. DA3x 0. 11.55 0 . PT2 5 . 11 . 55 1 . DM 54. 11 . 52 8 . PTl 336 . 11 . 53 70 . BASIN AREA 10 . 9 . 12. 12 . 0 . 0 . 0 . 2 . 23 . SUMMARY OF KINEMATIC WAVE -MUSKIN GUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITH OUT BASE FLOW) INTERPOLATED TO COMPUTA TION INTERVAL DT PEAK TIME TO VOLUME DT PEAK TIME TO PEAK PEAK (MIN) (CFS) (MIN ) (IN ) (MIN) (CFS) (MINI 0 . 52 220 .4 8 691 .54 6 . 4 6 1. 00 220 .38 692 . 00 MAXIMUM TIME OF STAGE MAX STAGE 10 . 0 . 05 9 . 0 . 05 12. 0 . 07 12. 0 . 07 0 . 0 .00 0 . 0 . 00 0 . 0 .00 2 . 0 . 02 23. 0 .14 VOLUME (IN) 6 . 46 HE Cl S/N: 1343001909 HMVers i on : 6 .33 FL OOD HYDROGRA PH PACKAGE (HEC -1) MAY 1991 VERSIO N 4 . 0 . lE RUN DATE 08/23/2002 TIME 17 :21 :40 + Da t a File : C :\WINNT\-vbh0F4 8 .TMP x x xxxxxxx xx xx x x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x xxxxxxx xxxxx xxx :::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::: :::::::::::: Full Microcomputer Implementation by Haestad Methods , Inc. ::::::::::::::: :: :::::::::::::::::::::::::: :::::::;::::::::::::::::::::::::: :::::::::: U .S . ARM Y CORPS OF ENGINEERS HYDRO LOG I C ENGINEER ING CEN TER 6 09 SECOND STREET DAV I S, CALI FOR NIA 956 1 6 (916) 756-1104 37 Brookside Road ~ Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOW N AS HECl (JAN 73), HEClGS, HEClDB , AND HEClKW . THE DEF IN ITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANG ED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFI NITION OF -AMSKK -ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS : DAMBREAK OUTFLOW SUBMERGENCE SINGLE EVENT DAMAGE CALCULATION , DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FIN I TE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1 ....... 2 .. . . 3 . .. 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 ID 25 Yea r Proposed Conditions IT 1 1441 IO KK DA2 KM 25 Yea r Proposed Conditions KO 22 BA . 0508 PB 8 . 8 IN PC PC PC PC PC LS 30 . 0053 . 07 1 2 . 2042 . 8676 .9588 0 UD 0 .12 KK Pond .0108 .0797 .2351 . 8801 . 9653 94 KM Detention Pond KO RS SA SE SL SS . 6795 261 262 .5 269 KK DA! STOR 1. 3874 262 7 .065 50 .0164 .0887 .2833 . 8914 . 9717 90 2 .0133 264 0 . 6 3 .0223 .0984 . 6632 . 9019 . 9777 2 .6073 266 . 5 1.5 KM 25 Year Proposed Conditions KO BA 0 .066 4 PB 8 . 8 IN PC PC PC PC PC LS 30 .0053 . 07 12 .2042 . 8676 .9588 0 . 0108 . 0797 .2351 .8801 . 9653 77 . 0164 .0887 .2833 . 8914 . 9717 65 .0223 . 0984 . 6632 .9019 .9777 .0284 .1089 .7351 . 9115 .9836 22 2.8619 268 22 .0284 .1089 .7351 .9115 .9836 . 0347 .1 203 . 7724 .9206 . 9892 2 .9215 270 . 0347 .1 203 . 7 724 .9206 . 9892 . 0414 .1328 . 7989 . 9291 .9947 . 04 1 4 .1328 .7989 . 929 1 .9947 .0483 .1467 . 8197 . 9371 1. 00 .0 4 83 .14 67 .8 1 97 .9371 1. 00 .0555 .1625 . 8380 .9446 .0555 .1625 .8380 .9 4 46 . 0632 .1808 .8538 .9519 . 0632 .1 808 .8538 .9519 PAGE I I HEC-1 INPUT 37 38 39 40 41 42 43 44 45 46 47 48 49 50 UD 0 .1 4 KK 60"P KM KO RK Public Storm Sewer 1030 .005 KK DA3 . 014 KM KO BA PB IN PC PC PC 25 Year Pr oposed Conditions 0 .0019 8.8 30 . 0053 . 07 1 2 .2042 . 0 1 08 . 0797 .2351 . 0164 .0887 .2833 .0223 . 0984 . 6632 PAGE 22 CIRC 22 . 0284 .1089 .7351 2 . 0347 .1 203 . 7724 . 0414 .1328 .7989 . 0483 .14 67 . 8197 .0555 .1 625 .8380 . 0632 .18 08 .8 538 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 fMVersion: 6. 33 PC PC LS UD . 8676 .9588 0 0 .19 KK DA3x KM KO BA 0 .000 1 PB 8 . 8 IN 30 PC PC PC PC PC LS UD . 0053 . 0712 .2042 .8676 .9588 0 .1 9 KK PT2 KM KO HC KK OM .880 1 .9653 77 . 0108 .0797 .2351 .8801 .9653 77 .8914 . 9717 0 . 0164 .0887 .2833 .8914 . 9717 .9019 .9777 .0223 .0984 . 6632 .9019 .9777 KM 25 Year Proposed Conditions KO BA 0 .0189 PB IN PC PC PC PC PC LS 8 . 8 30 . 0053 . 0712 .2042 .8676 .9588 0 UD 0 .10 KK PTl . 0 1 08 .0797 .2351 . 8801 .9653 77 l<M Existing Inlet .0164 .0887 .2833 .8914 . 9717 0 .0223 .0984 . 6632 .9019 .9777 . 9115 .9836 22 .0284 .1 089 . 7351 . 9115 .9836 22 22 .0284 .1 089 .7351 .9115 .9836 KO 22 HC zz Data File : C : \WIN NT \-vbh0F48 . TMP .9206 .9892 .0347 .1203 . 7724 .9206 . 9892 .0347 .1203 . 7724 .9206 . 9892 FLOOD HYDROGRAPH PACKAGE (HEC-1 ) MAY 1991 VERSIO N 4 . 0. lE RUN DATE 08/23/2002 TIME 17: 21: 40 3 IO IT 25 Year Proposed Conditions OUTPUT CONTROL VARIABLES IPRNT PRINT CONTROL I PLOT QSCAL 0 PLOT CON TROL 0 . HYDROGRAPH PLOT SCALE HYDROGRAP H TIME DATA NMIN MINUTES IN COMPUTATION INTERVAL 0 STARTING DATE !DATE I TIME NQ NDDATE NDTIME I CENT 0000 STARTING TIME 1441 NUMBER OF HYDR OGRAPH ORDINATES 0 ENDING DATE 0000 ENDING TIME 19 CENTURY MARK .9291 .9947 .0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 .9291 .994 7 .9371 l. 00 . 0483 . 14 67 .8197 .9371 l. 00 . 0483 .1 467 .8197 . 9371 1.00 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .9519 . 0632 .18 08 .8538 . 9519 .0632 .1808 . 8538 . 9519 HECl S/N : 1343001909 U .S . ARMY CORPS OF ENG INEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS , CALIFORNIA 95616 (916) 756-1104 4 KK 6 KO I I 1 7 KK I 19 KO I I 25 KK 27 KO I 38 KK I 40 KO COMPUTATION INTERVAL :: 0 . 02 HOU RS TOTAL TIME BASE '· 24 . 00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIP ITATI ON DEPTH IN CHE S LENGTH, ELEVATI ON FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRE S TEMPERATURE DE GRE ES FAHRENHEIT DA2 OU TPUT CO NTROL VAR IABLE S IPRNT 5 PRINT CONT ROL !PLOT 0 PLOT CONTRO L QSCAL 0 . HYDR OGRA PH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDR OGRA PH IOUT 22 SAVE HYDROGRA PH ON THIS UN IT ISAVl l FIRST ORDI NATE PUN CHED OR SAVED ISAV2 1441 LAST ORD INATE PUN CHED OR SAVED TIMINT 0 . 017 TIME INTERVAL IN HOURS Po nd OU TPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTRO L QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPU TE D HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FI RST ORDI NATE PUNCHED OR SAVED ISAV2 1441 LAST ORD INATE PUNCHED OR SAVED TIMINT 0 . 017 TIME INTERVAL IN HOURS DA! OUTPUT CONTROL VAR IABLE S IPRNT 5 PRINT CON TROL I PLOT 0 PLOT CONTRO L QSCAL 0 . HYDR OGRAPH PLOT SCALE IPNCH 0 PU NCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORD INATE PUNCHED OR SAVED ISAV2 1441 LAST ORD INATE PUNCHED OR SAVED TIM INT 0 . 017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *"'* *** *** *** *** *** *** *** *** *** *** *** *** *** *** 60 "P OU TPUT CONTROL VAR IABLE S IPRNT 5 PRINT CO NTROL !PLOT QSCAL IPNCH 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPU TED HY DROGRAPH I I I I !OUT lSAVl lSAV2 TIM INT 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINA TE PUNC HE D OR SAVED 1441 LAST ORD INATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS *** *** *** +•+ ........ *** *** *** *** *** *** *** *** *"'* *** *** .... *** *** *** *** *** ...... *** *** *** *** *** *** *** *** *** 42 KK DA3 44 KO OUTPUT CONTROL VARIAB LES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPU TED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT lSAVl FIRST ORDI NATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS 55 KK DA3x 57 KO OU TPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT lSAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDI NATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS 68 KK PT2 70 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL o . HYDROGRAPH PLOT SCALE IPNCH PUNCH COMPU TED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORD INATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 . 017 TIME INTERVAL IN HOURS 72 KK OM 74 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORD INATE PUNCHED OR SAVED ISAV2 1441 LAST ORD INATE PUNCHED OR SAVED TIMINT 0 . 017 TIME INTERVAL IN HOURS 65 KK 67 KO 6-HOUR PTl OUTPUT CONTROL I PRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT PRINT CONT ROL PL OT CO NTROL VAR I AB L ES 5 0 0 . HYDROGRAP H PL OT SCALE 0 22 PU NCH COMPUTED HYDROGRAP H SAVE HYDROGRAPH ON THIS UN IT F I RST ORD INATE PUNCHED OR SAVE D 1441 LAST ORDINATE PUNCHED OR SAVED 0 . 017 TI ME INTERVAL I N HOURS RUNOFF SUMMARY FL OW I N CUBIC FEE T PER SECOND TIME IN HOURS, AREA I N SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PER I OD BASIN OPERATION STATION FLOW PEAK AREA 24-HOUR 72-HOUR HYDROGRAP H AT DA2 219. 1 1 .50 34 . 12 . ROUTED To Pond 66 . 1 1. 75 3 4 . 11. 266 .24 11. 75 HYDROGRA PH AT DAl 267. 11 . 52 4 1. 14 . ROUT E D TO 60 "P 267 . 1 1 . 52 41. 14 . HYDROGRAP H AT DA3 6 . 11. 55 1 . 0 . HYDROGRA PH AT DA3x 0 . 11 .55 0 . 0 . 2 COMB INED AT PT2 7 . 11 . 55 1. 0 . HYDROGRAPH AT DA4 66 . 11. 50 10 . 3. 4 COMBINED AT PT l 402. 11. 52 85 . 26 . SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING I FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTAT ION INTERVAL ISTAQ ELEMENT DT PEAK T IME TO VOLUME DT PEAK TIME TO PEAK PEAK (MIN ) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) 60 "P MANE 0 . 50 266 .66 691. 54 7. 83 1. 00 26 6 . 51 691 . 00 MAXIMUM TIME OF STAGE MAX STAGE 12 . 0 .05 11 . 0 . 05 14 . 0 . 07 14 . 0 . 07 0 . 0 .00 0 . 0 .00 0 . 0 . 00 3. 0 . 02 26 . 0 .14 VOLUME (IN) 7 .63 CONTINUI TY SUMMARY (AC-FT ) -INFLOW=O . 2771E+02 EXCESS=O . OOOOE+OO OUTFLOW=O . 2771E+02 BASIN STORAGE=O . 3794E-03 PERCENT ERROR= 0 . 0 *** NORMAL END OF HEC-1 *** HE Cl S/N : 1 343001909 HMVersion : 6 . 33 FL OOD HYDROGRAP H PACKAGE (HEC -1) MAY 1 991 VERSIO N 4 . 0 . lE RU N DATE 08/23/2002 TIME 17 :23 :17 Da t a File : C :\WINNT\-vbh l542 .TMP x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx xxxxx x x x x x x x x x x x x x xxxxxxx xxxxx xxx ::::::::::::::::::::::: :::::;:::::::::::::: :::::::::::::::::::::::::::::::::::::: Fu l l Mi c r ocomputer Implementation by Haestad Methods , Inc . ::::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::: .. U .S . ARMY CORPS OF EN GINEERS HYDROLOGIC ENGINEER ING CENTE R 609 SECO ND STREE T DAV I S , CALIFOR NIA 956 1 6 1916) 756-1104 37 Brookside Road + Wate r bury, Connecticut 06708 + (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEC !DB , AND HEC!KW . THE DE FI NITIONS OF VARIAB LES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DE FI NI TION OF -AMSKK -ON RM -CARD WAS CHAN GED WITH REVISIONS DATED 28 SEP Bl . THIS IS THE FORTRAN77 VERSION NEW OPTIONS : DAMBREAK OUTFLOW SUBMERG ENCE S INGLE EVENT DAMAGE CALCULATION , DSS :WRITE STAGE FREQUENCY, DSS : READ T IME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE: GREEN AND AMPT INFILTRATION KINEMAT I C WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 4 5 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 ID 50 Year Proposed Condit i ons IT 1 1441 IO 5 KK DA2 KM 50 Year Proposed Condition s KO 22 BA 0 .0508 PB 9 . 8 IN PC PC PC PC PC LS 30 .0053 .0712 .2042 .8676 . 9588 0 UD 0 .12 KK Pond .0108 .0797 .2351 .8801 .9653 94 KM Detention Pond . 0 1 64 . 0887 .2833 . 8914 . 9717 90 .0223 .0984 . 6632 .9019 . 9777 .0284 .1089 .7351 . 9115 .9836 KO 22 STOR .0347 .1 203 . 7724 .9206 . 9892 RS SA SE SL SS . 6795 261 262 . 5 269 1 .3874 2 .0133 2 .6073 2 .8619 2 .9215 262 26 4 266 268 270 7 .065 0 .6 .5 50 3 1 .5 KK DA! KM KO BA PB IN PC PC PC PC PC LS 50 Year Proposed Cond i tions 0 . 0664 9 .8 30 .0053 . 0712 .20 4 2 .8676 . 9588 0 .0108 . 0797 .2351 .8801 .9653 77 . 0164 .0887 .2833 .8 91 4 . 9717 65 . 0223 . 0984 . 6632 . 90 1 9 .9777 22 . 0284 .1089 . 7351 . 9115 .9836 .0347 .1 203 . 7724 . 9206 . 9892 . 0414 .1328 .7989 .9291 . 9947 . 0414 .1328 .7989 . 9291 . 9947 .0483 .1 467 . 8 1 97 . 9371 1. 00 .0483 .1 4 67 .8 1 97 . 9371 1.00 . 0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 .0632 .1808 .8538 . 9519 . 0632 .1808 .8538 .9519 PAGE I I HEC -1 INPUT 37 38 39 40 41 42 43 44 45 46 47 48 49 50 UD 0 .14 KK 60 "P KM Public ~Corm Sewer KO RK 1030 .005 KK DA3 . 014 KM 50 Year Proposed Condit i ons KO BA 0 .0019 PB 9 . 8 IN PC PC PC 30 .0053 .0712 .2042 . 0 1 08 .0797 .2351 . 0164 .0887 .2833 .0223 .0984 . 6632 PAGE 22 CIRC 22 .0284 .1 089 .7351 . 0347 .1 203 . 7724 . 0414 .1328 .7989 .0483 .14 67 .8 1 97 .0555 .1625 .8380 .0632 .1808 .8538 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 5 1 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 PC . 8676 PC . 9588 LS 0 UD 0 .19 KK DA3x KM KO BA 0 .0001 PB 9. 8 IN 30 PC PC PC PC PC LS . 0053 . 0712 .2042 .8676 . 9588 0 UD 0 .19 KK PT2 KM .8801 .9653 77 .0108 . 0797 . 2351 .8801 .9653 77 . 8914 .9717 0 . 0164 .0887 .2833 . 8914 .9717 0 .9019 . 9777 .0223 .0984 .6632 .9019 .9777 . 9115 .9836 22 .0284 .1089 .7351 .9115 .9836 68 69 70 71 KO 22 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 HMVersion: 6 . 33 HC KK DA4 KM 50 Year Proposed Conditions KO BA 0 .0189 PB 9. 8 IN PC PC PC PC PC LS 30 . 0053 . 0712 .2042 .8676 . 9588 0 UD 0 . 10 KK PT! . 0108 .0797 .2351 .8801 . 9653 77 KM Existing Inlet KO HC zz . 0164 .0887 .2833 .8914 .9717 Data File: C :\WINNT\-vbhl542 .TMP .0223 .0984 .6632 .9019 . 9777 FLOOD HYDROGRA PH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 08/23/2002 TIME 17 : 23 : 17 ' 50 Year PrQposed Conditions 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL 22 .0284 .1089 .7351 . 9115 .9836 22 QSCAL 0 . HYDROGRAP H PLOT SCALE I T .9206 . 9892 . 0347 .1 203 . 772 4 . 9206 . 9892 . 0347 .1203 . 7724 . 9206 . 9892 HYDROGRAPH TIME DATA NMIN !DATE MINUTES IN COMPUTATION INTERVAL STARTING DATE !TIME NQ NDDATE NDTIME !CENT 0000 STARTING TIME 14 4 1 NUMBER OF HYDROGRAP H ORDI NATES ENDING DAT E 0000 END ING T IME 19 CENTURY MARK .9291 .9947 . 0414 .1328 .7989 .9291 . 9947 .0414 .1328 .7989 . 9291 .9947 . 9371 1 . 00 . 0483 .1467 .8 1 97 . 9371 1.00 .0483 .14 67 .8197 . 9371 1.00 . 944 6 .0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 .9519 .0632 .1 808 .8538 .9519 .0632 .1808 .8538 .9519 HECl S/N : 13 4 3001909 U .S . ARMY CORPS OF ENGINEERS HYDRO LOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 4 KK 6 KO 1 7 KK 19 KO 25 KK 27 KO 38 KK 40 KO COMPUTATION INTERVAL TOTAL TIME BASE 0 .02 HOURS 24 .00 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE DA2 SQUARE MILE S INCHES FEET CUBIC FEET PER SECO ND ACRE-FEET ACRES DEGREES FAHRENHEIT OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CON TR OL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THI S UNIT ISAVl FIRST ORD INATE PUN CH ED OR SAVED ISAV2 1441 LAST ORDI NATE PUNCHED OR SAVED TIM INT 0 . 017 TIME INTERVAL IN HOURS Pond OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 . 017 T !ME INTERVAL IN HOURS DA! OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CO NTR OL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS 60"P OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL IPNCH PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 4 2 KK 44 KO 55 KK 57 KO 68 KK 70 KO 72 KK 7 4 KO DA3 !OUT !SAVl !SAV2 TIM INT OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT DA3x 22 SAVE HYDROGRAPH ON THIS UNI T FIRST ORDI NATE PUNCHED OR SAVED 1441 LAST ORDI NATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL o. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES PT2 IPRNT 5 PRINT CONTROL !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMI NT PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0. 017 TIME INTERVAL IN HOURS DA4 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH !OUT lSAVl ISAV2 TIMINT PLOT CONTROL 0 . HYDROGRAP H PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UN I T FIRST ORD INATE PUNCH ED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS 85 KK PT! 87 KO OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT OPERATION STAT I ON 6 -HOUR 24-HOUR 72-HOUR HYDROGRAPH AT ROUTED TO HYDROGRAPH AT ROUTED TO HYDROGRAPH AT HYDROGRAPH AT 2 COMB INED AT HYDR OGRAP H AT 4 COMBINED AT ISTAQ ELEMENT 60 "P MANE *** NORMAL END OF HEC-1 *** 5 PRINT CO NTROL 0 PLOT CON TR OL 0 . HYDROGRAPH PLOT SCALE 0 22 1441 0 .017 PEAK FLOW DT (MINI PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THI S UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF S UMMARY FLOW IN CUBIC FEET PER SECOND T IM E IN HOURS, AREA IN SQUARE MILES TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN PEAK AREA DA2 244 . 11 .50 38 . 13 . Pond 69. 11. 77 37 . 12 . 266 . 63 11 . 77 DA! 300 . 11. 52 46 . 16 . 60"P 300. 11 . 52 46. 16. DA3 7 . 11. 55 1. 0 . DA3x 0 . 11. 53 0 . 0 . PT2 8. 11. 55 1. 0 . DA4 78 . 11 .50 11. 4 . PTl 448. 11 . 52 96 . 32 . SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITH OUT BASE FLOW) INTERPOLATED TO PEAK (CFS) TIME TO PEAK (MINI VOLUME (IN) COMPU TATION INTERVAL DT PEAK TIME TO PEAK (MINI (C FS) (MIN ) 0 .50 299 . 67 691 . 52 8 .80 1. 00 299 .56 691.00 MAXIMUM TIME OF STAGE MAX STAGE 13. 0.05 12 . 0 . 05 16. 0 .07 16. 0 . 07 0 . 0. 00 0 . 0 . 00 0 . 0 .00 4 . 0 .02 32. 0 .14 VOLUME (IN) 8.80 HECl S /N: 1 3 4 3001 909 HMVer!i_i on : 6. 33 FL OOD HYDROG RAPH PACKAGE (HE C-11 MAY 1991 VERSION 4 . 0. lE RUN DATE OB/2 3 /2002 TIME 1 7 :24 :29 Data File: C:\WINNT\•vbh063A.TMP x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ::::::::::::::::::::::::::::::::::::::::::: :::::: ::::: ::::::::::::::::::::::::::::::: Full Mi c r ocomputer Implementation b y Hae s tad Meth ods , Inc . ......... :::::::::::::::::::::::::::::::::: :::::::::::::::::::::::::::::::·::::::::::: U . S . ARMY CORPS OF ENG IN EE RS HYDR OLOGI C EN GINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 1916) 756 -11 04 37 Brookside Road * Waterbury, Connecticut 06708 ~ (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VE RSIONS OF HEC-1 KNOWN AS HE Cl (JAN 73 ), HE ClGS, HE Cl DB , AND HEC!KW. THE DEFINITIONS OF VAR IABLES -RTIMP-AN D -RTIOR-HAVE CHANGED FROM TH OS E USED WI TH THE 1 973-STYLE INPUT STRUC TURE . THE DEFINITION OF -AMSK K-ON RM-CARD WA S CHANGED WITH REVISIONS DATED 28 SEP Bl. THIS IS THE FORTRAN?? VERSION NEW OPTIONS : DAMBREAK OU TFLOW SUBME RG EN CE S INGLE EVENT DAMAGE CALCULATIO N, DSS :W RITE STAGE FREQUENCY, DSS :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMAT I C WAVE : NEW FINI TE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ...... 7 ....... 8 ....... 9 ...... 10 6 7 10 11 12 13 14 15 16 17 lB 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 ID 100 Year Proposed Conditions IT 1 144 1 IO 5 0 KK DA2 KM 100 Year Proposed Co ndi tions KO BA 0 .0508 PB 11 IN PC PC PC PC PC LS UD 30 .0053 . 0 71 2 .2042 . 8676 .9588 0 0 .1 2 KK Pond .0108 .0797 .2351 .8801 .9653 94 . 016 4 .0887 .2833 .8914 . 9717 90 KM Detention Pond KO RS STOR SA SE SL SS . 67-95 26 1 26:1 . 5 269 KK DA ! 1 .3874 2 .0 1 33 262 264 7 .065 0 .6 50 .0223 .0984 . 6632 .9019 . 9777 2 . 6073 266 . 5 1. 5 KM 100 Year Proposed Co nditio n s KO BA 0 .0 !64 PB IN PC PC PC PC PC LS 11 30 .0053 . 0712 .2042 . 8676 .9588 .0108 .0797 . 2351 . 8801 .9653 77 .0164 .0887 .2833 . 8914 . 9717 65 .0223 . 0984 . 6632 .901 9 .9777 22 .0284 .1 089 .7351 . 9115 .9836 22 .8619 268 22 . 028 4 .1 089 . 7351 . 9115 .9836 . 0347 .1 203 . 772 4 . 9206 . 9892 2 .92 1 5 270 .03 4 7 .1203 . 77 2 4 . 92 06 .9892 .041 4 .1 328 .7989 .9291 .9947 . 0 414 .1328 .7989 .9291 .99 47 .0483 .14 67 . 8197 .9371 1.00 .0483 .14 67 .819 7 . 9371 1. 00 . 0555 .1625 .8 380 .944 6 . 0555 .1 625 . 8380 . 94 4 6 .0632 .l BOB .8 538 . 9519 .0632 .lBOB .8538 . 9519 PAGE I I HEC-1 INPUT 37 3B 39 40 41 42 43 44 45 46 47 4B 49 50 UD 0 .1 4 KK 60 "P KM Public Storm Sewer KO RK 1030 KK DA3 . 005 . 01 4 22 CIRC KM 100 Year Proposed Cond i tions KO 22 BA 0 .0019 PB 11 IN PC PC PC 30 .0053 . 0712 . 2042 .OlOB . 0797 .2351 . 0164 .OBB7 .2833 .0223 .02B4 .09B4 .lOB9 . 6632 . 7351 PAGE 2 .0347 .1 203 . 7724 . 0414 .l32B .79B9 .04B3 .14 67 .Bl 97 .0555 .1625 .B380 . 0632 .180B .B53B LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 51 52 53 54 55 56 57 5B 59 60 61 62 63 64 65 66 67 68 69 70 71 PC PC LS UD .B676 .95BB 0 .1 9 KK DA3x KM KO BA 0 .0001 PB IN PC PC PC PC PC LS UD 11 30 . 0053 . 0712 . 2042 . B676 .95BB 0 0 .19 KK PT2 KM KO HC KK DA4 .8801 .9653 77 .OlOB .0797 . 2351 .8BOl . 9653 77 .B914 . 9717 . 0164 .OB87 .2B33 .89 1 4 . 9717 0 .9019 .9777 .0223 .0984 . 6632 .9019 . 9777 KM 100 Year Proposed Conditions . 9115 . 9836 22 .02B4 .1089 . 7351 .9115 .9836 22 72 73 74 75 76 77 7B 79 BO Bl B2 B3 84 KO 22 85 B6 B7 BB B9 BA 0 .0 1 89 PB 11 IN 30 PC . 0053 PC .0712 PC . 2042 PC .B676 PC . 95BB LS UD 0 .1 0 · KK PTl .OlOB . 0797 .2351 .8801 . 9653 77 KM Existing Inlet KO HC zz . 0164 .OBB7 .2833 . B914 . 97 1 7 0 HMVersion : 6 . 33 Data File : C :\WINNT\-vbh063A .TMP FLOOD HYDROGRAPH PACKAGE IHEC-1) MAY 1991 VERSION 4 . 0 . lE RUN DATE OB/23/2002 TIME 17:24:29 100 Year Proposed Conditions 3 IO OUTPUT CONTROL VARIABLES .0223 . 09B4 . 6632 . 9019 .9777 IPRNT 5 PR I NT CO NTROL 0 PLOT CO NTROL .0284 .1089 . 7351 . 9115 .9B36 22 I PLOT QSCAL 0. HYDROGRAPH PLOT SCALE IT .9206 . 9892 . 0347 .1 203 . 7724 . 9206 . 9B92 .0347 .1203 .7724 .9206 . 9B92 HYDROGRAPH TIME DATA NMIN MINUTES IN COMPUTATION INTERVAL IDATE I TIME NQ NDDATE NDTIME I CENT 0 STARTI NG DATE 0000 STARTI NG TI ME 1 4 41 NUMBER OF HYDROGRAPH ORDINATES 0 ENDING DATE 0000 ENDING TIME 19 CENTURY MARK .9291 .9947 . 0414 . l32B .79B9 . 9291 . 9947 . 0414 .1328 .7989 .9291 . 9947 . 9371 l. 00 . 0483 .1 467 .Bl97 . 9371 l. 00 .04B3 .1467 . Bl97 . 9371 1 .00 . 944 6 .0555 .1625 . 8380 .9446 .0555 .1625 . B380 .9446 .9519 . 0632 .180B .853B .9519 .0632 .lBOB . 853B .9519 HECl S/N: 1343001909 U.S . ARMY CORPS OF ENGINEERS HYDRO LOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 4 KK 6 KO I 17 KK 19 KO I I I 25 KK 27 KO 39 KK 40 KO COMPUTATION INTERVAL TOTAL TIME BASE 0 . 02 HOURS 24 .00 HOURS ENGLIS H UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATI ON FLOW STORAGE VOLUME SU RFACE AREA TEMPERATURE DA2 SQUARE MILES INCHES FEET CUBI C FEET PER SECOND ACR E-FEET ACRE S DEGREES FAHRENHEIT OU TPUT CONTROL VARIABLES IPRNT 5 PR INT CO NTROL !PLOT PLOT CONTROL QSCAL 0 . HY DROGRA PH PLOT SCALE IPNCH 0 PUNC H COMPUTED HY DROGRAPH !OUT 22 SAVE HY DROG RAPH ON THIS UN IT ISAVl 1 FIRST ORD INATE PUN CHE D OR SAVED ISAV2 1441 LAST ORD INATE PUNCHED OR SAVED TIM INT 0 .0 1 7 TIME INTERVAL IN HOURS Pond OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CO NTROL !PLOT PLOT CO NTR OL QSCAL 0. HYDROGRAPH PL OT SCALE IPNCH PUNC H COM PUTED HY DROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORD INATE PUNCHED OR SAV ED ISAV2 144 1 LAST ORDINATE PUN CHE D OR SAVED TIM INT 0 . 017 T !ME INTERVAL IN HOURS DAl OU TPUT CONTROL VARIABLES IPRNT 5 PRINT CO NTR OL !PLOT 0 PLOT CON TROL QSCAL 0 . HYDROGRAP H PLOT SCALE IPNCH 0 PUNCH COMPU TED HYDROGRAP H !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST OR DINATE PUNCHED OR SAVED ISAV2 1441 LAST ORD INATE PUNCHED OR SAVED TIM INT 0 .017 T !ME INTERVAL IN HOURS 60 "P OUTPUT CON TR OL VAR IABLE S IPRNT 5 PRINT CO NTROL !PLOT QSCAL IPNCH PLOT CO NTROL 0 . HYDROGRAP H PL OT SCALE 0 PUNCH COMPUTED HYDROGRAPH I 42 KK I 44 KO 55 KK 57 KO 69 KK 70 KO 72 KK 74 KO IOUT ISAVl I SAV2 TIM INT ************** DA3 ***********•** OUTPUT CO NTROL IPRNT I PLOT QSCAL IP NCH IOUT ISAVl I SAV2 TIM INT DA3x OUTPUT CO NTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMI NT PT 2 OUTPUT CONTROL IPRNT I PLOT QSCAL I PNCH IOUT ISAVl ISAV2 TIM INT DA4 OUTP UT CO NTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl I SAV 2 TIM INT 22 SAV E HYDROGRAPH ON THIS UN IT l FIRST ORDINATE PUNCHED OR SAVE D 1441 LAST ORDINATE PUNCHED OR SAV ED 0 . 017 TIME INTERVAL JN HOUR S VAR IABL ES 5 0 0 . 0 22 1 441 0 . 017 VAR IABLES 5 0 . 0 22 1441 0 . 017 VARIAB LE S 5 0 0 . 0 22 1 441 0 .017 VARIABLES 5 0 0 . 0 22 1441 0 . 017 PRINT CO NTR OL PLOT CO NTROL HYDROG RAPH PLOT SCALE PUNCH COMP UTED HYDR OGRAPH SAV E HYDR OG RAPH ON THI S UN IT FIRST ORDINATE PUN CHE D OR SAVED LAST ORD INATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CO NTR OL PLOT CO NTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HY DROGRAPH ON THIS UNIT FIRST ORD INATE PUNCHED OR SAVED LAST ORD INATE PUNCHED OR SAVED TIM E INTERVAL IN HOURS PR INT CONTRO L PLOT CONTROL HYDR OGRAP H PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THI S UNIT FIRST ORDINATE PUN CHED OR SAVED LAST ORD INATE PUNCHED OR SAVED TIME INTERVAL IN HOURS PRINT CO NTROL PLOT CO NTROL HYDR OG RAPH PLOT SCALE PUNCH COMPUTE D HYDROG RAPH SAVE HYDR OGRAP H ON THIS UNIT FIRST ORD INATE PUNCHED OR SAVED LAST OR DINATE PUN CHED OR SAVED TIME INTERVAL IN HOURS I I *** *** *** *** *** *"'* *** ,. .......... **• *** *** •••••• *** •••••• *** ••• *** ••••••••• *** *** *** *** .... *** *** *** ··~ ************** 85 KK PTl ************** 87 KO OU TPUT CON TROL VARIABLES IPRNT 5 I PL OT 0 QSCAL 0 . IPNCH 0 !OUT 22 ISAVl l I SAV2 144 1 TIM INT 0 . 017 PEAK OPERATIO N STATION FLOW 6-HOUR 24-HOUR 72 -HOUR HYDR OGRAP H AT ROUTED TO HY DROGRAP H AT ROUTED TO HYDROGRA PH AT HYDR OG RAPH AT 2 COMBINED AT HYDROGRAPH AT 4 COMBINED AT ISTAQ ELEMENT OT (MIN ) PRINT CO NTROL PLOT CO NTROL HYDROGRAPH PL OT SCALE PUN CH COMPUTED HYDR OGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDI NATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBI C FEET PER SECO ND TIME IN HOURS , AREA IN SQUARE MILE S TIME OF AVERAGE FLOW FOR MAXIMUM PE RIOD PEAK DA2 274 . 11.50 43 . Pond 73 . 11. 77 42 . 2 67 . 11 11. 77 DAl 339. 11. 52 52 . 60 "P 339 . 11 . 52 52 . DA3 8 . 11. 55 1. DA3 x 0 . 11. 53 0 . PT2 9 . 11 .55 1 . DA4 90 . 11 .50 13 . PTl 504 . 11. 52 108 . BASIN AREA 15 . 14. 18 . 18. 0 . 0 . 0 . 4 . 36 . SUMMARY OF KINEMATI C WAVE -MU SKINGUM -CU NGE ROUTING (FLOW IS DIRECT RUNOFF WITH OUT BASE FLOW) INTER POLATED TO COM PUT AT ION INTERVAL PEAK TIME TO VOLUME OT PEAK TIME TO PEAK PEAK (CFS) (MINI (IN) (MIN) (C FS) (MIN) 60 "P MANE 0 .4 9 339 .25 69 1. 35 9 . 98 l. 00 339 .1 2 691 . 00 *** NORMAL END OF HE C-1 *** MAXIMUM TI ME OF STAGE MAX STAGE 15. 0 .05 14 . 0 . 05 18. 0 . 07 18 . 0 . 07 0 . 0 . 00 0 . 0 . 00 0 . 0 . 00 4. 0 . 02 36 . 0 .14 VOLUME (IN) 9 . 98 APPENDIX6 TxDOT STORM SEWER 10-YEAR ANALYSIS 100-YEAR ANALYSIS Scenario: Base 1-12 1-18 P-22 1-7 Bury & Partners Title: HD-COLLEGESTATION j:\048\030\stormcad\hd-collegestationtxdot.stm 08/30/02 10:09:52 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 0-2 Project Engineer: BILL FEY StormCAD v4.1 .1 [4 .2014] Page 1 of 1 Scenario: Base Pipe Report Label Upstream Upstream Upstream Calculated System Total Length Constructed Section Mannings Full Upstream Inlet Inlet System CA Inte nsity System (ft) Slope Size n Capacity Invert Area CA (acres) (in/hr) Flow (ft/ft) (cfs ) Elevation (acres) (acres) (cfs ) (ft) P-4 1.48 0 .81 0 .81 8.63 7.08 112.00 0 .031250 18 inch 0 .014 17.24 262 .00 P-19 0 .82 0 .53 1 .35 8 .54 11 .59 18.00 0 .005000 18inch 0 .014 6.90 258.40 P-22 1.18 1 .06 2 .41 8.52 20.69 100.00 0 .001900 24inch 0 .014 9 .16 258 .21 Bury & Partners Title: HD-COLLEGESTATION j :\048\030\stormcad\hd-collegestationtxdot.stm 08/30/02 10:09:04 AM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1 666 Downstream Hydraulic Invert Grade Elevation Line Out (ft) (ft) 258.50 261.06 258 .3 1 260 .81 258 .02 259 .84 Hydraulic Grade Line In (ft) 262 .67 261 .06 260 .81 Project Engineer: BILL FEY StormCAD v4 .1 .1 (4 .2014] Page 1 of 1 Label: ~2 ____ -- Rim: 26b.05 ft Sump: ~58. ft ! ················t·····"'"'"" 0+00 0+50 Label: P-22 Up. Invert: 258.21 fl: On. Invert: 258.02 fl: L: 100.00ft Size: 24 inch S: 0 .001900 ft/ft Title: Hb-COLLEGESTATION j :\048\030\stormcad\hd-collegestationbcdot.stm 08/30/02 10:08:54 AM Profile Scenario: Base Label : 1-12 Label: 1-18 Rim: 269.50 ft Rim: 269.00 ft SIJ'-i:1P :~58.21 ft ~~p:??8.'!Qft ·······························-·····-·--··--·•·"··~-······-······-··-··-----· _/Q __ ~.f ,lt.b .. l: ......... . -270.00 268.00 ... ; 266.00 Bevation (ft) _; 264.00 Label: 1-7 · Him:-262:00ft 260.00 1+0o Station(ft) 1+50 Label: P-19 Up. Invert: 258.40 fl: On. Invert: 258.31 fl: L: 18.00 ft Size: 18 inch S: 0.005000 ft/ft 2+00 Label: P-4 Up. Invert: 262.00 fl: On . Invert: 258.50 fl: L: 112.00 ft Size: 18 inch S: 0.031250 ft/ft 10 Yfl. Sw{L~ Bury & Partners Sump: 262.00 ft . 258.00 2+50 © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA +1-203-755-1666 Project Engineer: BILL FEY StormCAD v4 .1 .1 (4 .2014) Page 1 of 1 Scenario: Base Pipe Report Label Upstream Upstream Upstream Calculated System Total Length Constructed Section Mann ings Full Upstream Inlet Inlet System CA Inte ns ity System (ft) S lop e S ize n Capa c ity Inve rt Area CA (acres) (in /hr) Flow (ft/ft ) (cfs ) Elevation (acres) (acres) (cfs) (ft ) P-4 1 .48 0 .81 0 .81 11 .64 9 .55 112 .00 0 .031250 18 inch 0 .014 17 .24 262 .00 P-19 0 .82 0 .53 1.3 5 1 1.50 15.61 18.00 0 .005000 18 inch 0 .014 6 .90 258.40 P-22 1 .18 1 .06 2.41 11.48 27 .88 100.00 0 .001900 24 inch 0 .014 9 .16 258 .21 loo Yr. STor/'VJ Bury & Partners Title : HD-COLLEGESTATION j :\048\030\stormcad\hd-collegestationtxdot.stm 08/30/02 10:10:56 AM © Hae stad Metho ds, In c . 3 7 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 - Downstream Hydraulic Invert Grade Elevation Line Out (ft) (ft ) 258.50 262 .15 258 .31 261 .69 258 .02 259 .93 -- Hydraul ic Grade Line In (ft ) 263.11 262 .15 261 .69 Project Engineer: BILL FEY StormCAD v4 .1 .1 [4.2014) Page 1 of 1 ' Label: CFz --··· Rim: 260.05 Sump: ~5 2 ft 0+00 0+50 Label: P-22 Up . Invert: 258.21 ft On. Invert: 258 .02 ft L: 100.00ft Size: 24 inch S: 0.001900 ft/ft Title: HD-COLLEGESTATION j:\048\030\stormcad\hd-collegestationtxdot.stm 08/30/02 10:10:43 AM Label: 1-12 Rim: 269.50 ft Profile Scenario: Base Sump;-258.2-1 ft --l::abel ~-1 "1-8-- i ..... J ....... . ' Rim: 269.oo ft Sump: 258.40 ft ·············· .. . •:r:o c. fOO '/( n 1 +00 . 1 +50 2+00 Station (ft) Label: P-4 Label : P-19 Up. Invert: 262.00ft Up. Invert: 258.40 ft On . Invert: 258.50 ft On . Invert: 258.31 ft L: 112 .00 ft L~ 18.00 !I: Size: 18 inch Size: 18 inch s· 0 031250 ft/ft S: 0.005000 ft/ft . . l 00 VY". S'fo,, 1vi Bury & Partners - : 270.00 268.00 i 266.00 Label: 1-7 Rim: 262 .00ft Sump: 262.00 ft ---------'. 264.00 --· 262.00 ········-········-·························• 260.00 .! 258.00 2+50 Elevation (ft) © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: BILL FEY StormCAD v4.1 .1 (4.2014] Page 1 of 1 APPENDIX 1 EXISTING DRAINAGE AREA MAP PROPOSED DRAINAGE AREA MAP ON-SITE DRAINAGE MASTER PLAN EXISTING FEMA FLOOD INSURANCE RA TE MAP Scenario: Base Pipe Report Label Upstream Upstream Upstream Calculated System Total Length Constructed Section Manning~ Full Upstream Inlet Inlet System CA Intensity System (ft) Slope Size n Capacity Invert Area CA (acres) (in/hr) Flow (ft/ft) (cfs) Elevation (acres) (acres) (cfs) (ft) P-5 3.46 3 .11 3 .11 11 .64 36 .53 189.00 0 .004180 30 inch 0 .014 24.62 268.00 P-7 0 .79 0.71 0 .71 11 .64 8 .34 184.00 0.005978 30 inch 0.014 29.45 267.53 P-24 2.05 1 .84 4.96 11.44 57 .20· 194.00 0 .004021 36 inch 0 .014 39.27 266.71 P-10 1.16 1.04 6.71 11 .26 76 .23 134.00 0 .005000 48inch 0 .014 94 .31 264 .93 P-23 0 .90 0 .81 7.52 11 .12 84 .31 194.00 0 .003969 48 inch 0 .014 84 .03 264.16 P-14 1 .13 1.02 8 .54 10 .92 93.99 194.00 0 .004021 48 inch 0 .014 84 .57 263.29 P-20 0 .26 0 .23 8 .78 10.75 95 .04 159.00 0 .004025 48 inch 0 .014 84.62 262.41 P-19 0.00 0 .00 8 .78 10 .61 93 .86 98.00 0 .003980 48 inch 0 .014 84.14 261 .77 P-22 1 .18 1.06 9 .84 10.53 104.41 100.00 0 .002800 48inch 0 .014 70 .58 261 .28 Title : HD-COLLEGESTATION Bury & Partners j :\048\030\stormcad\hd-collegestation2 . stm 08/23/02 04 :40:58 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Downstream Hydraulic Invert Grade Elevation Line Out (ft) (ft) 267.21 270 .31 266 .43 268 .19 265 .93 268 .66 264 .26 268 .19 263.39 267.42 262.51 266.45 261 .77 265 .65 261.38 265 .16 261 .00 264.55 Hydraulic Grade Line In (ft) 272.05 268.44 270 .31 268.19 268.19 267.42 266.45 265 .65 265.16 Project Engineer: BILL FE StormCAD v4 .1 .1 [4.201 • Page 1 of - Label 1-6 .. Bim; __ ,72 ._00JL Sump: 264.93 fi 8+60 8+80 9+00 Title : HD-COLLEGESTATION j : \048\030\stormcad\hd-collegestation2. stm 08/23/02 04:42:10 PM - . ........ 'rtf:j{;; : V)D '{f ri 9+20 9+40 Profile Scenario: Base Label: 1-7 Rim: 273.50 ft ......... §~~p:~~?:?~.~ 274.00 273.00 272.00 271.00 270.00 269.00 268.00 267.00 266.00 265.00 264.00 10+-00 10+20 10+40 10+60 10+80 { oo \fr STorVV'\ Bury & Partners © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 . , .... ,, '"' Elevation (ft) Project Engineer: BILL FE'I' StormCAD v4. 1 .1 [4.2014] Page 1 of 1 Scenario: Base Pipe Report Label Upstream Upstream Upstream Calculated System Total Length Constructed Section Mannings Full Upstream Inlet Inlet System CA Intensity System (ft) Slope S ize n Capacity Invert Area CA (acres) (i n/hr) Flow (ft/ft) (cfs) Elevation (acres) (acres) (cfs) (ft) P-5 3 .46 3 .11 3 .11 8.63 27 .10 189.00 0 .004180 30 inch 0 .014 24 .6 2 268.00 P-7 0 .79 0.71 0 .71 8 .63 6 .19 184.00 0 .005978 30 inch 0.014 29.45 267.53 P-24 2.05 1 .84 4 .96 8.45 42 .22 194.00 0 .004021 36 inch 0 .014 39 .27 266 .71 P-10 1.16 1 .04 6.71 8.28 56 .04 134.00 0 .005000 4 8 inch 0 .014 94 .31 264 .93 P-23 0.90 0 .81 7 .52 8.18 62.07 194.00 0 .003969 48 inch 0 .014 84 .03 264 .1 6 P-14 1 .13 ,, 1.02 8.54 8.04 69 .26 194.00 0 .004021 48 inch 0.014 84.57 263.29 P-20 0.26 0 .23 8 .78 7 .92 70 .03 159.00 0 .004025 48 inch 0 .014 84.62 262.41 P-19 0 .00 0.00 8 .78 7 .81 69.12 98 .00 0 .003980 48 inch 0 .014 84 .14 261 .77 P-22 1 .18 1 .06 9 .84 7 .75 76 .80 100.00 0 .002800 48 inch 0 .014 70 .58 261 .28 / o '( r s /o rm Bury & Partners Title : HD-COLLEGESTATION j :\048\030\stormcad\hd-collegestation2 .stm 08/23/02 04:47 :48 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Downstream Hydraulic Invert Grade Elevation Line Out (ft) (ft) 267 .21 269 .39 266.43 267.21 265 .93 268.49 264.26 266.72 263 .39 266 .04 262 .51 265 .26 261 .77 264.66 261.38 264.66 261.00 264.33 Hydraulic Grade Line In (ft) 270.35 268.31 269 .39 267.15 266 .72 266 04 1 .·•·,1 r11 265.19 264.66 264.66 Project Engineer: BILL FEY StormCAD v4 .1.1 [4 .2014] Page 1 of 1 ·········· ········ ........ ---· --------·····-·. Profile Scenario: Base label : 1-7 Rim: 273.50 ft Su rnp_;_2,6_Z~5-3Jt_ 27 4 _ 00 273.00 ········ ·--··--....... -__ , 272.00 ------.. . .. ······ ·---------271.00 :~--Jr·······=······-·······-·--~~J __ ;;·-·-····-··~·········--~~~=IJ············-···-·····----· i---. . .. ---·-~ ······· ····c·"'c ·r ~ - 10 '{ r rrb 270.00 269.00 Elevation (ft) i-----·-· 8+60 8+80 9+00 9+20 T itl e : HD-COLLEGESTA T ION j :\048\0 3 0 \sto rmcad\hd-collegest ation2 .stm 08/23/0 2 04:47:29 PM 9+40 268.00 -----r:aoo1:p~r ---. ···----· 267.oo .. }dp_.JDY.~~__?.5 ~J!_ ___ --· 266 00 Dn . Invert: 266.43 ft · J,,,;lB.4~QQ_t1_____ ·--··---i 265 00 Size: 301/nch · S:_o,__o_o5 e_z_a ft/ft ·-- ---264.oo 10+00 10+20 10+40 10+60 10+80 . 1 ·•".i " Bury & Partners © H aestad Methods, In c . 37 Broo ks ide R oad W a terbury, CT 06708 USA +1 -203-755-1666 P roj ect E ng ineer : BILL FEY StormCAD v4 _ 1 .1 [4.2014] Page 1 o f 1 Label Upstream Upstream Inlet Inlet Area CA (acres) (acres) P-1 37.50 22 .50 P-2 2 .50 2 .12 P-5 0.49 0 .44 P-6 1.78 1 .60 P-4 0 .29 0 .26 Title : HD-College Station j :\048\030\public drain .stm 09/03/02 09 :27 :06 AM Scenario: Base Pipe Report Upstream Calculated System Total Length Constructed Section Manning~ Full Upstream System CA Intensity System (ft) Slope Size n Capacity Invert (acres) (in/hr) Flow (ft/ft) (cfs) Elevation (cfs) (ft) 22 .50 7.44 168.66 166.80 0.005036 60inch 0.014 171.61 265.29 24.63 7.36 182.72 501 .00 0.004990 60inch 0.014 170.83 264.45 25.07 7 .16 180.84 127.72 0 .005011 60inch 0 .014 171.18 261 .95 26.67 7 .11 191 .05 200 .30 0 .004993 60 inch 0 .014 170.87 261.31 26.93 7 .04 190.98 28 .00 0 .005000 60 inch 0 .014 171.00 260 .31 ) 0 '//2. S 7o (VV\ Bury & Partners © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA +1-203-755-1666 Downstream Hydraulic Invert Grade Elevation Line Out (ft) (ft) 264.45 268.98 261 .95 266.47 261 .31 265 .86 260 .31 264.52 260 .17 264 .1 2 Hydraulic Grade Line In (ft) 269.62 268.98 266.47 265 .86 264 .52 Project Engineer: BPI User StormCAD v4. 1 .1 (4 .2014] Page 1 of 1 Label Upstream Upstream Inlet Inlet Area CA (acres) (acres) P-1 37.50 22 .50 P-2 2 .50 2 .12 P-5 0 .49 0 .44 P-6 1 .7 8 1.60 P-4 0 .29 0 .26 Title: HD-College Station j :\048\030\public drain .stm 09/03/02 09:30:55 AM Scenario: Base Pipe Report Upstream Calculated System Total Length Constructed Section Mannings Full Upstream System CA Intensity System (ft) Slope Size n Capacity Invert (acres) (in/hr) Flow (ft/ft) (cfs ) Elevation (cfs ) (ft) 22 .50 10.05 228 .01 166.80 0 .005036 60inch 0 .014 171 .61 265 .29 24.63 9.97 247.58 501.00 0.004990 60 inch 0 .014 170.83 264.45 25.07 9.76 246 .67 127.72 0 .005011 60 inch 0 .014 171 .18 261 .95 26 .67 9 .71 261.03 200.30 0 .004993 60 inch 0 .014 170.87 261 .31 26 .93 9 .63 261 .51 28.00 0 .005000 60inch 0 .014 171.00 260.31 Bury & Partners © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Downstream Invert Elevation (ft) 264.45 261 .95 261 .31 260 .3 1 260 .17 --- Hydraulic Grade Line Out (ft) 274.18 268 .93 267.60 265 .26 264.66 Hydraulic Grade Line In (ft) 275.66 274 .18 268.93 267 .60 265.26 Project Engineer: BPI User StormCAD v4 .1.1 (4 .2014] Page 1 of 1 GRATE INLET CALCULATIONS Q = 4.82 Ag Y"0.5 Area Grate Grate (Ag) y Q Size (Sq.Ft.) (Ft.) (cfs) 2'x2' 2 0 .75 8 .3 2 .5'x2 .5' 3 .13 0 .75 13.1 3'x3' 4.5 0 .75 18.8 4'x4' 8 0 .75 33.4 5'x5 ' 12.5 0 .75 52 .2 6'x6' 18 0 .75 75 .1 CURB INLET CALCUATIONS Q = 3.0 L Y"1.5 CURB INLET y Q LENGTH (Ft.) (cfs) 5 0 .75 9 .7 10 0 .75 19.5 15 0 .75 29 .2 20 0 .75 39.0 25 0 .75 48.7 30 0 .75 58 .5 35 0.75 68.2 40 0 .75 77.9 45 0 .75 87.7 50 0 .75 97.4