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FolderFOR OFFICE USE ONLY P&Z CASE NO.: 03 -( ?::,{) DATE SUBMITTED: S-J;/-03 SITE PLAN APPLICATION MINIMUM SUBMITTAL REQUIREMENTS ~ $200.00 Site plan application and review fee. _ ~ $200.00 Development permit fee. ?A.o~( o 1;31 (0'3 c-L.&tflAN4 ~ '' D $600.00 Public infrastructure inspection fee, if applicable. (This fee is payable if construction of a public waterline, sewerline, sidewalk, street or drainage facilities is involved.) ~ Ten (10) folded copies of site plan. ~ A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checked off. ~ Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). NAMEOFPROJECT _____________ ~G=a=te=w~a~v~V~i=lla=so....-------------~ ADDRESS ___________________________________ _ LEGAL DESCRIPTION --------------=L"'-'ot,_1!...L,_,,B'"'"'lo"""c~k......!1_,__, ..::::G'""a_,__,,te:'...!.w?.-"a'-.Ly~S~u~b~d!...!.iv.!!:is~io:'..!.Cn!....!P_.!h~a~s~e-=2'------ APPLICANT (Primary Contact for the Project): Name ---~D~W-=-=S~D'"""e'""'"v-=-e"""lo-=p"'""'"m"""e..:...:.nt,,_,_,-'"'ln-'"'c'""'-. _...,(D=a=--'v'""""id=-=S=ca=r..:...:.m=a""""'rd=o'-'-)__ E-Mail --------------- Street Address ------------------'-1-'-11.!....!.....F=M'--'2::..::8'-'-1=8 _____________ _ City -------=B::.:..ry.i..:a=n_,__ _____ State ------'-T-'--'X'------Zip Code ___ __,7~7=8=05=----- Phone Number _____ ~9~7=9~-7~7=9~-7-=2=0=9 ___ _ Fax Number ____ ---=9~7=9~-8=2=2~-1-'-7=6=3 ___ _ PROPERTY OWNER'S INFORMATION: Name _______ ~S=a~m~e"'-'-'A=s-'-A~b=ov~e=--------E-Mail--------------- Street Address ----------------------------------- City ______________ State _______ _ Zip Code _________ _ Phone Number _____________ _ Fax Number _____________ ~ ARCHITECT OR ENGINEER'S INFORMATION: Name ______ K~l=in.:..;:q~E=n~q~in~e~e~ri..:...:.n ..... q~&~S~u=~-'-e~v~in~q,__ ___ _ E-Mail ___ __,_f~re=d=@:;..;k=li..:...:.n ..... ge=n=q..:..;. c=o~m"------ Street Address 4104 Texas Ave. Suite A ------------------'-'-"'--'-~~...!...!..!~~~~--------- City -------=B::.:..ry.i..:a=n_,__ _____ State ___ ___,T-'-X_,___ __ _ Zip Code ---~7'-'7_,,8=0=2 ___ _ Phone Number 979-846-6212 -----~~~~'-'-'=-----FaxNumber ____ ---=9~7=9~-8~4=6~-8=2=5=2 ___ _ OTHER CONTACTS (Please specify type of contact, i.e. project manager, potential buyer, local contact, etc.) Name --------------------E-Mail ______________ _ Street Address ----------------------------------- City ______________ State _______ _ Zip Code _________ _ Phone Number Fax Number ---------------------~ Site Plan May 23 , 2003 1 of 6 CURRENTZONING ___________ ___!R~-~5--------------~ PRESENTUSEOFPROPERTY ________ ~V~a~ca~n~t-------------~ PROPOSEDUSEOFPROPERTY~~~~~~~~~M~u~l~ti~F~a~m~il~v~R~e~s~id~e~n~ti~a~luCC~o~n~d~o~D~e~v~e~lo~p~m~en=t~)~- VARIANCE(S) REQUESTED AND REASON(S) ___ ...!.:N!.!.!/A..,!.__ _____________ _ #OF PARKING SPACES REQUIRED __ 4..:...;:;3=2 __ # OF PARKING SPACES PROVIDED _ ____:.4..::...;65=---- MUL Tl-FAMILY RESIDENTIAL PARKLAND DEDICATION"'° {> o..l ~ Fi:z-l/J.. L-1.!:.v or= L.A.u ~; tZ.4x4sz.-=-S<o, <(:> Total Acreage 12.29 ac #of Multi-Family Dwelling Units Floodplain Acreage 6.46 ac __ X$457=$ Housing Units 124 __ # of acres in floodplain __ # of 1 Bedroom Units __ # of acres in detention __ # of 2 Bedroom Units __ # of acres in greenways 64 # of 3 Bedroom Units 04/08/03 date dedication approved by Parks Board 60 # of 4 Bedroom Units COMMERCIAL FOR 2 BEDROOM UNITS ONLY Total Acreage __ # Bedrooms = 132 sq. ft. Building Square Feet __ # Bedrooms < 132 sq . ft. Floodplain Acreage NOTE: Parkland Dedication fee is due prior to the issuance of a Building Permit. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached ~,7$2 pA/.5 ~_y_;;c,, Signature of Owner, Agent or Applicant SITE PLAN CHECKLIST Site Plan May 23, 2003 Date 2 of 6 j; \ -· - . . SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific waterway alterations£ j 11 w j th i n E 1 a ad p 1 a i n per e X i S t i n g I OM R - F ACKNOWLEDGMENTS: I, David Scarmardo, design engineer/owner, hereby ackno~ledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Cod hapter 13 and ·ts associated Drainage Policy and Design Standards. .:£), 'tJ~ fJ ~ UV'!~~~ Property Owner(s) As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. Contractor CERTIFICATIONS: A. I, , certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100-year storm. Engineer Date 8. I, , certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal lnsurante Administration Flood Hazard Study and maps, as amend d • C. I, , certify that he alterations or development covered by this permit shall not diminish the flood- carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodways fringes. Enginee~H . . ·ci o!:k Af A"J ~ lf 4.~ D. I, , do certify tha • erations do not raise the level of the 100 year flood above el~vation establisheN~~ e ,.._ FE w~ Insurance Administration Flood Hazard Study. · 1rj·'·r.r.KoNG1.t~ t. ftt MN.I 2. Oh,'3 Engineer · \. ~24705 ,, ,i;rJ . Date J \.it:~ . .4!!> "IB" ~~~~~-:.~~ Condffionsorcommen~asp~~~~~~~~~~~~~~~~~~~~~~~ In accordance with Chapter 13 of the Code of Ordinances Qtthe 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 > 1. 2. 3. 4. 5. 6. 7. 8. SUBMIT APPLICATION AND THIS LIST CHECKED OFF WITH 10 FOLDED COPIES OF SITE PLAN FOR REVIEW SITE PLAN MINIMUM REQUIREMENTS (ALL CITY ORDINANCES MUST BE MET) INCLUDING BUT NOT LIMITED TO THE FOLLOWING: Sheet size -24" x 36" (minimum). A key map (not necessarily to scale). Title block to include: Name, address, location, and legal description Name, address, and telephone number of applicant Name, address, and telephone number of developer/owner (if differs from applicant) Name, address, and telephone number of architect/engineer (if differs from applicant) Date of submittal Total site area North arrow. Scale should be largest standard engineering scale possible on sheet. Ownership and current zoning of parcel and all abutting parcels. Existing locations of the following on or adjacent to the subject site: Streets and sidewalks (R.O.W.). Driveways (opposite and adjacent per Driveway Ordinance 1961). Buildings. Water courses. Show all easements clearly designating as existing and type (utility, access, etc.). 100 yr. floodplain and floodway (if applicable) on or adjacent to the proposed project site, note if there is none on the site. Utilities (noting size and designate as existing) within or adjacent to the proposed site, including building transformer locations, above ground and underground service connections to buildings, and drainage inlets. Meter locations. Topography (2' max or spot elevations) and other pertinent drainage information. (If plan has too much information, show drainage on separate sheet.) Proposed location, type and dimensions of the following.: Phasing. Each phase must be able to stand alone to meet ordinance requirements. The gross square footage of all buildings and structures and the proposed use of each. If different uses are to be located in a single building, show the location and size of the uses within the building. Building separation is a minimum of 15 feet w/o additional fire protection. Setbacks. Show building setbacks as outlined in Ordinance 1638 Zoning Ordinance, (Section 7, Table A). Off-Street parking areas with parking spaces te _ d dimensioned. Minimum parking space is 9' x 20', or on a perimeter ro 9' x 18' with a 2' overhang . Designate number of parking spaces required by ordinance and provided by onrousat~-----__,. Handicap parking spaces. SITE PLAN CHECKLIST 4 of6 NOTE: 9. Parking Islands. Raised landscape islands, (6" raised curb) a minimum of 180 sq. ft. are required at both ends of every parking row (greenspace area contiguous to the end island maybe applied toward the required 180 sq. ft .). Additionally, 180 sq. ft. of landscaping for every 15 interior parking spaces must be provided. All required islands must be landscaped or set with decorative pavers, or stamped dyed concrete or other decorative materials as approved. Drives. Minimum drive aisle width is 23' with head-in parking or 20' without parking. Curb cuts. For each proposed curb cut (including driveways, streets, alleys, etc.) locate existing curb cuts on the same opposite side of the street to determine separation distances between existing and proposed curb cuts. Indicate driveway throat length as measured in the Driveway Ordinance. (See Ordinance 1961 for driveway location and design requirements.) Security gates (show swing path and design specs with colors). Sidewalks (both public and private). Sidewalks are required at time of development if property has frontage on a street shown on the Sidewalk Master Plan or if the review staff determines the necessity. (Refer to Section 10.2 of the Zoning Ordinance). Medians. Show any and all traffic medians to be constructed on site. Landscape Reserve. A twenty four foot setback from R.O.W. to curb of parking lot is required. Pavement may encroach into this 24' reserve by up to 1134 square feet if streetscape requirement can still be met. In no case may the pavement be less than 6' from the property line. Common open spaces sites Loading docks Detention ponds Guardrails Retaining walls All required and other types of fences (a 6' privacy fence is required between industrial/commercial and residential developments as well as between multi-family and single family developments). Sites for solid waste containers with screening. Locations of dumpsters are accessible but not visible from streets or residential areas. Gates are discouraged and visual screening is required. (Minimum 12 x 12 pad required.) Show all easements clearly designating as proposed and type (utility, access, etc.). If dedicated by separate instrument list by volume and page. Utilities (noting size and designate as proposed) within or adjacent to the proposed site, including building transformer locations, above ground and underground service connections to buildings. Meter locations (must be located in public R.O.W. or public utility easement.). Proposed grading (1' max for proposed or spot elevations) and other pertinent drainage information. (If plan has too much information, show drainage on separate sheet.) Show proposed and existing fire hydrants. Fire hydrants must be located on the same side of a major street as a project, and shall be in a location approved by the City Engineer. Any structure in any zoning district other than R-1 , R-1A, or R-2 must be within 300 feet of a fire hydrant as measured along a public street, highway or designated fire lane. Show fire department connections. FDC's should be within 150' of the fire hydrant. In no case shall they be any further than 300' apart, and they shall be accessible from the parking lot without being blocked by parked cars or a structure. Show fire lanes. Fire lanes a minimum of 20 feet in width with a minimum height clearance of 14 feet must be established if any portion of the proposed structure is more than 150 feet from the curb line or pavement edge of a public street or highway. Fire hydrants must be operable and accepted by the City, and drives must have an all weather surface as defined in the Zoning Ordinance Section 9 before a building permit can be issued. Will building be sprinkled? Yes D No ~ If the decision to sprinkle is made after the site plan has been approved, then the plan must be resubmitted. rB/A 10. Wheelstops may be required when cars overhang onto property not owned by the applicant or where there may be conflict with handicap accessible routes or above ground utilities, signs or other conflicts. 11. Show curb and pavement detail. A 6" raised curb is required around all edges of all parts of all paved areas without exception. (To include island, planting areas, access ways, dumpster locations, utility pads , etc.) Curb details may be found in the Zoning Ordinance Section 9 and alternatives to those standards must be approved by the City Engineer. No exception will be made for areas designated as "reserved for future parking". 5 of6 12. Landscape plans as required in Section 11 of the Zoning Ordinance (See Ordinance # 1638.) The landscaping plan can be shown on a separate sheet if too much information is on the original site plan. If requesting protected tree points, then those trees need to be shown appropriately barricaded on the landscape plan. Attempt to reduce or eliminate plantings in easements. Include information on the plans such as: D required point calculations D additional streetscape points required . Streetscape compliance is required on all streets larger than a residential street. D calculations for# of street trees required and proposed (proposed street tree points will accrue toward total landscaping points.) D proposed new plantings with points earned D proposed locations of new plantings D screening of parking lots D screening of dumpsters, detention ponds, transformers, NC units, loading docks, propane tanks, utility demarcation point on buildings, or other areas potentially visually offensive. D existing landscaping to remain D show existing trees to be barricaded and barricade plan . Protected points will only be awarded if barricades are up before the first development permit is issued. 14. 15. 16. 17. 18. 19. 20. Show irrigation system plan . (or provide note on how irrigation system requirement will be met prior to issuance of C.O.) All plans must include irrigation systems for landscaping. Irrigation meters are separate from the regular water systems for buildings and will be sized by city according to irrigation deman submitted by applicant and must include backflow prevention protection. Is there any landscaping in TxDOT R.O.W.? Yes D No ~ If yes, then TxDOT permit must be submitted. Will there be any utilities in TxDOT R.O.W.? Yes If yes, then TxDOT permit must be submitted . D No ~ Will there be access from a TxDOT R.O.W.? Yes D No [tJ If yes, then TxDOT permit must be submitted. The total number of multi-family buildings and unit$ to be con~tructed on the proposed project site. / Z. 4 ( &4 · 3 Pi>tLM. t.,o "'1 BD iZ/\I\ I The density of dwelling units per acre of the proposed project. 10 DJ/ Ac Provide a water and sanitary sewer legend to include water demands (minimum, maximum and average demands in gallons per minute) and sewer loadings (maximum demands in gallons per day). Are there impact fees associated with this development? Yes D No [;XI NOTE: Signs are to be permitted separately. 6 of6 «tr DEVELOPMENT PERMIT PERMIT NO . 03-41 Project: GATEWAY VILLAS COLLEGl STATION FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: GATEWAY PHASE 2 BLOCK 1, LOT 1 DATE OF ISSUE: 7/7/03 OWNER: DWS DEVELOPMENT, INC. 111 FM 2818 BRYAN , TX 77805 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 1401 UNIVERSITY DRE DRAINAGE BASIN: Burton Creek VALID FOR 9 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. TCEQ/ TDPES PHASE 11 IS IN EFFECT. ELEVATION CERTIFICATES REQUIRED FOR STRUCTURES. 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 WATE~ LINE: 2403 2 266 3 55 4 5 5 6 6 4 7 2 8 9 LF Furnish and Install 8" PVC Water Main (AWWA C-900, DR 14, Pressure Class 200) -Standard Depth-4'-6' Bury complete and in place for Dollars and Cents per linear foot. LF Furnish and Install 8" PVC Water Main (AWWA C-900, DR 14, Pressure Class 200) -Extra Depth-6'-8' Bury complete and in place for Dollars and Cents per linear foot. LF Furnish and Install 6" PVC Water Main (AWWA C-900, DR 14, Pressure Class 200) -Standard Depth-4'-6' Bury complete and in place for Dollars and Cents per linear foot EA Furnish and Install 8''x8" M.J. Tee to include all necessary thrust blocking complete and In place and Cents per each. EA Furnish and Install 8" M.J. 45 Degree Bend to include all necessary thrust blocking complete and in place for Dollars and Cents per each. EA Furnish and Install 8" M.J. 22.5 Degree Bend to include all necessary thrust blocking complete and in place for Dollars and ___________ Cents per each. EA Furnish and Install 8" M.J. 11.25 Degree Bend to include all necessary thrust blocking complete and in place for Dollars and Cents per each. ~ Furnish and Install 8" Gate Valve and Box complete and in place for Dollars and Cents per each. $21 .50 $51 ,664.50 $23.50 $6,251.00 $19.50 $1,072.50 $375.00 $1,875.00 $275.00 $1,650.00 $275.00 $1 ,100.00 $275.00 $550.00 $700.00 $6,300.00 ~z:~1 £0 1£1/LO 9 10 11 12 13 14 15 coo~ 4 7 4 5 26 4 . . .. ··,.· .. · ... ·.·.·.·.-.·.·· :fa:;::'.:;;;;;;:j:':} ;: :: EA Furnish and Install 2" Blow-off Valve to include all necessary thrust blocking complete and in place for Dollars and Cents per each. EA Furnish and Install Std. City of College Station Fire Hydrant w/appurtenances including all necessary tees, valves and thrust blocking complete and in place for Dollars and ___________ Cents per each. EA Furnish and Install Single Water Service-Short Side-(to include: service clamp, corp. stop, -8' of 3/4" type 'K' copper line, curb stop, pvc marker & all necessary incidentals) complete and in place for Dollars and ____________ Cents each. EA Furnish and Install Single Water Service-Long Side-(to include: service clamp, corp. stop, -18' of 3/4" type 'K' copper line, curb stop, pvc marker & all necessary incidentals) complete and in place ~ ~~ and ____________ Cents each. EA Furnish and Install Single Water Service-Long Side-(to include: service clamp, corp. stop, -57' of 3/4" type 'K' copper line, curb stop, pvc marker & all necessary incidentals) complete and in place ~ D~rs and Cents each. EA Furnish and Install Double Water Service-Short Side (to include: service clamp, corp. stop, -8' of 1 W' type 'K' copper line, brass wye, 3/4'' type 'K' copper line, curb stops, pvc markers & all necessary incidentals) complete and in place EA for Dollars and ____________ Cents each. Furnish and Install Double Water Service-Long Side (to include: service clamp, corp. stop, -18' of 1 Y.i" type 'K' copper line, brass wye, 3/4" type 'K' copper line, curb stops, pvc markers & all necessary incidentals) complete and in place for Dollars and. ____________ .cents each. 1vi3 NV~HOW s~o~ ~~~ NIH33NI~N3 ~NI1~ $450.00 $450.00 $2,400.00 $9,600.00 $400.00 $2,800.00 $550.00 $2,200.00 $700.00 $3,500.00 $500.00 $13,000.00 $690.00 $2,760.00 £(.: trT CO /ST/ LO 16 17 18 ~00 ~ 23 2 EA Furnish and Install Double Water Service-Long Side (to include: service clamp, corp. stop, -57' of 1 W' type 'K' copper line, brass wye, 3/4" type 'K' copper line, curb stops, pvc markers & all necessary incidentals) complete and in place for D~affi and, ___________ Cents each. EA Furnish and Install Double Water Service-Long Side (to include: service clamp, corp. stop, -76' of 1 w· type 'K' copper line, brass wye, 3/4" type 'K' copper line, curb stops, pvc markers & all necessary incidentals) complete and in place for Dollars and ___________ cents each. EA Furnish and Install Dry Connection to existing 12" waterline to include connecting to existing 8" stub out complete and in place for Dollars and Cents each. $800.00 $18,400.00 $1 ,060.00 $1,060.00 $500.00 $1 ,000.00 WATER LINE -SUB-TOTAL 1 $125,233.00 --------"""---'--~ ltems(1-18) Measurements of depth of bury for waterline are from existing grades to flow line of pipe Except where existing grades cause trench depths to exceed 6 feet. In such cases, measurements of depth are made from proposed finished grades. Where existing grades are below proposed pipe, depth of bury is given as standard depth. 1Vi3 NV~MOW SJOJ ~~~ NIM33NI~N3 ~Nil~ n :n r.O/ST/ LO SANITARY SEWER LINE: 19 2124 LF Furnish and Install 6" PVC Sanitary Sewer Main (SOR 26, $20.00 $42,480.00 ASTM 3034) -6'-8' Bury complete and in place for Dollars and Cents per linear foot 20 49 LF Furnish and Install 6" PVC Sanitary Sewer Main (SOR 26, $24.00 $1 ,176.00 ASTM 3034) -8'-10' Bury complete and in place for Dollars and Cents per linear foot. 21 489 LF Furnish and Install 8" PVC Sanitary Sewer Main (SDR 26, $21 .00 $10,269.00 ASTM 3034} -6'-8' Bury complete and in place for Dollars and Cents per linear foot. 22 90 LF Furnish and Install 8" PVC Sanitary Sewer Main (SOR 26 , $25.00 $2,250.00 ASTM 3034)-8'-10' Bury complete and in place for Dollars and Cents per linear foot. 23 27 EA Furnish and Install Double Sanitary Sewer Service-Long Side $1,050.00 $28,350.00 (to include 6"x6" tee on main line or manhole entrance, 50 If -54 If 6" PVC Sanitary Sewer Service Line (SOR 26, ASTM 02241) , 6"x4" Double Wye w/ Cleanout & Caps, pvc markers, & all necessary Incidentals) complete and in place for Dollars and Cents per each. 24 31 EA Furnish and Install Double Sanitary Sewer Service-Short Side $625.00 $19,375.00 (to include 6"x6" tee on main line or manhole entrance, 6 If -14 If 6" PVC Sanitary Sewer Service Line (SDR 26, ASTM 02241), 6"x4" Double Wye w/ Cleanout & Caps, pvc markers, & all necessary incidentals) complete and In place for Dollars and Cents per each. 25 3 EA Furnish and Install Single Sanitary Sewer Service-Long Side (to $1,000.00 $3,000.00 include 6"x4" Tee on main line or manhole entrance, 52 If -57 If 4" PVC Sanitary Sewer Service Line (SDR 26, ASTM 02241) w/ Cleanout & Cap, pvc marker, & all necessary incidentals) complete and in place for Dollars and Cents per each. 900~ 1vi3 NV~MOW s~o~ ~~~ NIM33 I~N3 ~NI 1~ z9zg 91'!1 6L6S gz :H C0 /91/LO 26 27 28 29 30 900® 5 EA Furnish and Install Single Sanitary Sewer Service-Short Side $500.00 $2,500.00 (to include 6"x4" Tee on main line or manhole entrance, 14 If - 18 If 4" PVC Sanitary Sewer Service Line (SOR 26, ASTM 02241) w/ Cleanout & Cap & all necessary incidentals) complete and in place for Dollars and Cents per each. 6 EA Furnish and Install Standard City of College Station Manhole $1 ,800.00 $10,800.00 -6'-8' Depth complete and in place for Dollars and Cents per each. 3 EA Furnish and Install City of College Station Drop Manhole $3,875.00 $11,625.00 -14'-16' Depth complete and in place for Dollars and Cents per each. EA Furnish and Install Drop Manhole into Existing sanitary sewer $2,800.00 $2,800.00 line -8' Depth complete and in place for Dollars and Cents per each. LS Bypass Pumping of 12" Sanitary Sewer Main $2,000.00 $2,000.00 for Dollars and Cents per lump sum. SANITARY SEWER LINE· SUB-TOTAL 2 $136 625.00 ~~~~~~~--....._--'--'-=-;....;.;..~ ltems(19-30) Measurements of depth of bury for sanitary sewer line are from existing grades to flow line of pipe Except where existing grades cause trench depths to exceed 8 feet. In such cases, measurements of depth are made from proposed finished grades. Where existing grades are below proposed pipe, depth of bury is given as standard depth. Manhole depths are measured to proposed finished top of manhole. Z£7.ll 9178 6L6.Q, 67.:H r.0 /£1/ LO INCIDENTALS: 31 1550 LF Furnish and Install all necessary Trench Safety complete and in $1 .50 $2,325.00 place for Dollars and Cents per linear foot. 32 LS Furnish and Install all necessary Erosion and Sediment Control $5,000.00 $5,000.00 Measures (Construction Exit. Silt Fencing I Hay Bales, etc .. ) complete and in place for Dollars and Cents per lump sum. 33 1.5 AC Revegetation -Hydromulch $2,725.00 $4,087.50 34 LS Provide Payment and Performance Bond for the total price of $28,300.00 $28,300.00 the Project for Dollars and Cents per lump sum. INCIDENTALS -SUB-TOTAL 3 $39,712.50 Items (31-34) LOO® 1Vi 3 NV~MOW SJOJ ~~~ NIM33N I~N3 ~Nl1~ oc :t1 C0 /91 /LO !100~ SUMMARY TABULATION TOTAL CONSTRUCTION COSTS: (Sub-Totals 1-3) TOTAL COSTS: 15% CONTINGENCY: GRAND TOTAL: 1VL3 NV~NOW s~o~ ~~~ NIN33NI~N3 ~Nil~ $301 570.50 $301 570.50 $45,235.58 ;::s;rn 9t!I BLBS 1c :t1 CO /ST /LO DRAINAGE REPORT For DWS, Inc. Gateway Subdivision Phases 2-4 Forrest Drive and University Drive College Station, Texas Prepared by Bury+Partners -SA, Inc. 10000 San Pedro, Suite 100 San Antonio, Texas 78216 June 2003 DRAINAGE REPORT For DWS, Inc. Gateway Subdivision Phases 2-4 Forrest Drive and University Drive College Station, Texas Prepared by Bury+Partners -SA, Inc. 10000 San Pedro, Suite 100 San Antonio, Texas 78216 "I hereby certify that this report for the drainage design of the Gateway Subdivision, Phases 2-4, was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." ~/)~-~stered Pro~gineer State of Texas No. 87617 ----"'--'--=-=-'----- June 2003 !:\Drainage Reports\DWS, Inc\367-00 I \Flysheet.doc. vrc '-----------------BURY PARTNERS-------------------' Bury+Partners l\111·.1+l'arl11<'1'S-S/\. I IH'. ( :011s11lli11 µ; l•:11µ;i11t'l'l'S/St11'1 t',1 ors 10000 Sa 11 l't·dro /\vt·1111 t'!Sui lt·IOO S;111 /\11lo11io, Tt·xas 7H2 1Ci 'IH 21 O/'i2'i-fl090 l"a' 2 I 0/52'i-0529 "'" \\.h11ryp;1rl11t•1·s.t'o111 Pri111·ipals J 9 2003 l.;1 rr.1<;.11,.;1111'1'. l'.E. Une , !'\lark I\. .loh11:-.011. P.E. Stt•vt•n D. El,lt111d, l'.I•:. P1111l .I. lh11·), Ill. l'.E. Cn·µ:ory S. Sl1'111isk11 . l'.I·: . .laHH'S B. l\niµ:lll, l'.I•:. Asso!'ia11· Mr. David Scarmardo Willi;1111 0 . Sd1od., P.K Austin DWS, Inc. c/o Fred Paine Kling Engineering & Surveying P.O. Box 4508 Bryan, Texas 77805 Re: Gateway Subdivision Phases 2-4 Drainage Study, College Station, Texas Dear Mr. Scarmardo : Two copies of the drainage report for the above referenced project are provided for your review and comment. The report details the drainage design history, undeveloped condition, developed condition and detention issues. Please call our office at (210) 525-9090 if you have any questions. Sincerely, ~L2~ Coy D. Armstrong, P.E. Project Manager !:\Drainage Reports\DWS, lnc\060903 Scarmardo.doc.vrc Washington, D.C. Dallas Houston INTRODUCTION The Gateway Subdivision Phases 2-4 are located near the intersection of University Drive and Forrest Drive in the City of College Station, Brazos County, Texas. (See Site Location Map, Exhibit 1). The proposed development consists of a ±25.6 acre development of condominiums, commercial tracts, and other medium density residential subdivisions. A tributary to Burton Creek passes through the site as indicated on Exhibit 2. A FEMA Flood Study indicating the limits and elevations of the 100-year floodplain was previously prepared and submitted for approval by Mitchell & Morgan, LLP. The purpose of this drainage study is to analyze the pre-developed and post development storm water runoff conditions and to determine whether onsite detention will be required to account for the additional runoff generated by the development. A detention pond designed for the ±32.5 acre Gateway Subdivision retail center located east of the subject tract was designed with the construction documents for the Horne Depot and is currently under construction. This detention pond was over designd to account for the ultimate development of the subject tract. This report will show that the existing detention pond was over-sized to take additional storage from drainage area DAlAP. However, due to an increase in storm water runoff at Study Point "A", onsite detention may be required for drainage areas DA2P and DA3P. A HEC-1 hydraulic model was utilized to develop the required 2 year through 100 year existing and proposed conditions of the site. The drainage areas and existing and proposed impervious cover calculations were received from the Civil Engineer developing the site (Kling Engineering and Surveying) on March 26, 2003. These areas and calculations were implemented in the following report. In accordance with the City of College Station Ordinance #1728, the following narratives, calculations, and exhibits are submitted for your review, comments, and approval for the proposed development drainage plan. EXISTING CONDITIONS The existing topography shows that the ±25.6 acre project site is split into four drainage areas (DAlX, DA2X, DA3X, and DA4X), all of which terminate upstream of Burton Creek. Along with the four drainage areas, the adjacent property to the east also drains into Burton Creek (see Exhibit 2). Although the adjacent site is not fully developed, the detention pond was designed and our calculations are based on a 100% developed condition. The adjacent tract to the east is known as Gateway Subdivision Phase 1. This subdivision has provided a detention facility within the north portion of the 32.5 acre drainage area DA2. As previously mentioned, the detention pond is oversized to accept future runoff from a portion of the Gateway Subdivision Phases 2-4. 1 Two points of interest, Study Point "A" and Study Point "B" were analyzed to determine the existing conditions of the drainage areas shown on Exhibit 2. Study Point "A" is just downstream of the subject tract. Study Point "A" is further downstream where the runoff from the subject tract and the adjacent property to the east combine. The following flow rates for the 2-100 year storms were calculated using the SCS TR-55 method. The flow rates were based on a 24-hour rainfall Type II storm for the City of College Station (see Table ID-3 Appendix A for variables), SCS Curve Numbers (CN) for the various types of land cover (see Table ID-4 Appendix A for variables), and time of concentration using the Lag Method. The Lag Method is calculated at 0.6 * Tc. Initial abstraction was also accounted for based on the CN for the type of land use (see Table 4-1.-Ia Appendix A for variables). The calculations based on these conditions are shown in the detailed HEC-1 analysis (See Appendix B for calculations). It should be noted that the HEC-1 analysis does not take into account the Burton Creek watershed floodplain water surface elevation. The following tables summarize the drainage areas, curve numbers, time of concentrations and peak flows calculated by the HEC-1 model. TABLEl EXISTING DATA Draina~e Area Area (Sq.Mi) CN (SCS) Tc (Hours) Time (Hours) DAI 0.0664 77 0.233 .14 DA2 0.0508 94 0.200 .12 DA4 0.0189 77 0.167 .100 DAlX 0.00818 75 0.610 .366 DA2X 0.00502 75 0.495 .297 DA3X 0.01035 75 0.167 .100 DA4X 0.00908 75 0.167 .100 Note: Time = 0 .6 (Tc) is used for lag time. TABLE2 EXISTING PEAK FLOW SUMMARY Study Point 100 Yr (cfs) 50 Yr (cfs) 25 Yr (cfs) 10 Yr (cfs) 5 Yr (cfs) 2 Yr (cfs) A 627 554 493 408 335 232 B 131 113 98 77 60 35 Since the detention pond capacity is to be analyzed with this report, the following computations were used based on the approved drainage/detention report for the Gateway Subdivision Phase 1 dated August, 2002 by Bury+ Partners, Inc. See Table 3 for detention pond capacity. 2 ~---------------BURY PARTNERS-----------------' TABLE3 DETENTION VOLUME SUMMARY (With Tailwater) Contour Elevation Area (ff) Volume (ff) Notes 261.000 29,600 0 262.00 60,436 45,0I8 263 .00 74,068 II2,270 264.00 87,700 I93,I54 265.00 I00,638 287,323 266.00 113,575 394,430 267.00 119,I20 510,777 268.00 I24,665 632,670 269.00 I25,964 757,984 Spill way Elevation 269. 00 7 57, 984( fil) 270.00 I27,262 884 ,597 Top of Earthen Berm PROPOSED DEVELOPMENT DRAINAGE The proposed development drainage areas are shown on Exhibit 3. As previously stated, a portion of this drainage study is to verify that the existing detention pond was oversized enough to accept additional flow rates from drainage area DA-lAP. The previous table (Table 3) depicts the volume of the pond at one foot contour elevations. Our results show that the proposed peak flow runoffs are fully detained by the existing detention pond including drainage area DA-IAP (See Table 5). Drainage areas DA-IBP, DA2P and DA3P do not contribute to the peak flow rates and volume of the detention pond but rather discharge directly into the Burton Creek tributary area DA4P. This direct runoff of storm water generates flows that exceed existing conditions, therefore additional detention may be required for drainage areas DA2P and DA3P. The SCS method along with a HEC I model was used to analyze the proposed conditions. The following tables depict the drainage areas, proposed uses for each area, curve numbers, time of concentrations, proposed storm water peak flow calculations, and water surface elevations in the detention pond for the 2-IOO year storm events. TABLE4 DRAINAGE AREAS & USES FOR PROPOSED CONDITIONS Drainage Proposed Use Area (Ml2) CN (SCS) Tc (Hours) Time (Hours) Areas DAI NIA 0.0664 77 0.233 .I4 DA2 NIA 0.0496 94 0.200 .I2 DA4 NIA 0.0126 77 0.167 .10 DAIAP Condominiums 0.00962 98 0.167 .10 DA IBP Condominiums 0.00484 84 O.I67 .10 DA2P Commercial 0.006I6 94 O.I67 .10 DA3P Medium Density Res. 0.01035 87 0.167 .10 DA4P Undeveloped 0.00908 75 O.I67 .10 floodplain 3 ~---------------BURY t PARTNERS---------------~ Note: Time = 0.6 (Tc) is used for a lag time. The two areas of interest, Study Point "A" and Study Point "B", were used to identify the analysis of the proposed 2-100 year storms. The two points are located at the same area of the existing conditions study points. See the following table for the proposed peak flow conditions. TABLES PROPOSED PEAK FLOW SUMMARY Study Point lOOYr 50Yr 25Yr lOYr 5 Yr 2 Yr (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) A 625 556 498 416 346 246 B 156 137 122 100 82 56 Water Surface Elevation in . existing detention pond (ft) 267.83 267.28 266.81 266.17 265.60 264.77 CONCLUSION The purpose of this report was to analyze two situations regarding the Gateway Subdivision Phases 2-4. The first part was to analyze the capacity of the existing detention pond with portions of the proposed Gateway Subdivision Phases 2-4 contributing to it. Our study shows that the capacity of the pond is adequate for drainage areas DA-lAP and a significant portion of drainage areas DA-2P and DA-3P. However due to elevation constraints, drainage areas DA-2P and DA-3P will not contribute to the detention pond. Therefore, as shown on Table 5, the water surface elevations for the detention pond are based on drainage areas DA2 and DAlAP storm water runoff. Also, as shown on Table 3, the spillway elevation of the existing detention pond is located at 269.00 feet. Therefore, the existing detention pond provides more storage volume than required. The second part of this study was to analyze the downstream effect of the proposed development at Study Point "A" and Study Point "B". The following table shows the comparison of existing and proposed conditions for the 2-100 year storms. TABLE6 EXISTING AND PROPOSED PEAK RUNOFF SUMMARY Study Point 100 (cfs) 50 (cfs) 25 (cfs) 10 (cfs) 5 (cfs) 2 (cfs) Existing A 627 554 493 408 335 232 Proposed A 625 556 498 416 346 246 Net Difference (-2) +2 +5 +8 +11 +14 Existing B 131 113 98 77 60 35 Proposed B 156 137 122 100 82 56 Net Difference +25 +24 +24 +23 +22 +21 4 ~---------------BURY PARTNERS---------------__. Based on the above calculations, Study Point "A" which is the most downstream point of interest, shows a net (-2) cfs storm water runoff in the 100-year storm. Since the existing detention pond was oversized, full storm detainment in the 2-100 year storms was achieved for the Gateway Phase 2 condominium development (DA-lAP). The net decrease in storm water runoff in the 100-year storm is due to this detainment. The 2-50 year storms show a net increase in runoff ranging from 2 to 14 cfs at Study Point "A". The increase in the lower storms is due to the runoff conditions of the proposed development not contributing to the detention pond but rather directly discharging into a tributary of Burton Creek. Just upstream at Study Point "B", the net increase in storm water runoff ranges from 21 cfs to 25 cfs . The increase in runoff is due to the increase in impervious cover on the subject tract. Since no future development can occur between Study Point "A" and Study Point "B", additional detention for the 2-50 year storm events should only be required for the increase in runoff generated at Study Point "A". Additional detention for the 100-year event will not be required because the current design actually detains 2 cfs more than the existing conditions. The additional runoff generated for the 2-50 year storm events (2-14 cfs) will be detained during the development of DA3P. 5 I I I I I " Bury+Partners Collllllfinc lnclneen and Surveyors lloa .lai..lo, T... Tel 110,/521-IOIO Fu ZI0/1125--0521 OCenricbl I003 lluJ1+Pulaen-U, IDc. DATE: 05/21/03 SCALE: N.T.S. VICINITY MAP N.T.S. COLLEGE ST A TION GATEWAY ESTATES COLLEGE STATION, TEXAS DRAWN BY: ENW FILE: G:\367\01\EXHIBITS\EX36701.0WG I EXHIBIT 1 SITE LOCATION MAP PROJECT No.: 367-01 APPENDIX A CITY OF COLLEGE STATION SCS TABLES Storm Tab 1 e I I I-3 24 Hour Rainfall Depths for1Selected Storm Return Periods Return Period, tit " 24 Hour Rainfall Depth, (Years) r (Inches) 2 4,5 5 6.2 10 ·7.4 .25 8.8 50 9.8 100 11. 0 From National Weather Service Isohyetal Charts For Selected Return Periods :.· 25 "P" Table III-4 Curve Numbers and Percent Impervious Afea For Various Land Cover and Land Use Category Land Cover: Natural Woodlands Natural Grasslands Landscaped Areas Impervious Areas (Pavements, Rooftops, etc.) Land Uses: Low Density Residential Medium Density Residential High Density Residential Business/Corrmercial Industrial Percent Impervious 1. 0 0 0 100 38 52 65 85 72 Curve Number 75 75 77 98 84 87 91 94 92 From "Urban Hydrology For Small Watersheds, Technical Release No. 55" of the Soil Conservation Service 26 I I f :i \ \ '.·& ) -~ -. Tabl~ 1M.-1. values for runoff curve numbers . Curve Ia Curve 1. number. ('m) number (in) 40 8.000 70 0.857 41 2.878 71 0.817 42 2.762 72 0.778 43 2.651 78 0.740 44 2.545 74 0.703 45 2.444 75 0.667 46 2.848 76 ·0.682 47 2.255 77 0.597 48 2.167. 7g 0.664 49 2.082 79 0.632 60 ·2.000 80 0.600 61 1.922 81 0.469 62 1.846 82 0.439 63 1.774 88 0.410 54 1.704 84 0.881 65 1.636 85 0.858 66 1.671 86 0~826 67 Ui09 87 0.299. 68 1.448 88 0.278 69 1.890 89 0.247 60 1.888 90 0.222 61 1.279 91 0.198 62 1.226 92 0.174 68 1.175 93 0.161 64 1.125 94 0.12a 66 . L077 95 0.105. 66 LOSO . 96 0.083 .}~ 67 0.986 97 0.062 68 0.941 98 0.()41 69 0.899 "' :? APPENDIXB HEC-1 EXISTING CONDITIONS HECl S/N: 1343001909 HMVersion: 6. 33 FLOOD HYDROGRAPH PACKAGE I HEC-1) MAY 1991 VERSION 4. 0. IE RUN DATE 05/09/2003 TIME 10: 44: 17 + Data File: C:\WINNT\-vbhOOOF.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 Implementation by Haestad Methods, Inc. ::::::::::::::::::::: :::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: U.S. ARMY CORPS OF ENGINEERS HYDROLOG I C ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 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), HECIGS, HECl DB, AND HECIKW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WlTH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP Bl. 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 FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1. ...... 2 ....... 3 ....... 4 ....... 5 ..... .. 6 ....... 7 ...... . B . 8 9 10 11 12 13 14 15 16 17 l B 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 ID IT IO KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO RS SA SE SL SS KK KM KO BA PB IN PC PC PC PC PC LS UD YEAR EXISTING CONDITIONS 1441 DA2 2 Year Existing Condi tions 0.0508 4.5 30 .0053 . 0108 .0164 .0223 . 0712 .0797 . 0887 .0984 .2042 . 2351 .2833 .6632 . 8676 .BBOl . 8914 .9019 .9588 .9653 . 9717 . 9777 0 94 90 0.12 Pond Detention Pond STOR . 6795 1. 3874 2.0133 2 .6073 261 262 264 266 262. 5 7 .065 0 .6 .5 269 50 3 1. 5 DAI 2 Year Existing Conditions 0. 0664 4.5 30 .0053 . 0108 . 0164 . 0223 . 0712 .0797 .0887 . 0984 .2042 .2351 .2833 . 6632 . 8676 .8801 .8914 .9019 .95BB .9653 . 9717 . 9777 0 77 65 0 .14 22 . 0284 .0347 .0414 .0483 .1089 .1203 .1328 .1467 .7351 . 7724 .7989 .8197 . 9115 .9206 .9291 . 9371 .9836 . 9892 .9947 1. 00 22 2.8619 2.9215 268 270 22 .0284 .0347 .0414 . 0483 .1089 .1203 .1328 .14 67 .7351 . 7724 .7989 .8197 .9115 .9206 . 9291 . 9371 .9836 .9892 .9947 1. 00 . . . . . . 9 ...... 10 .0555 . 0632 .1625 .1808 .8380 .8538 .9446 .9519 .0555 . 0632 .1625 .1808 .8380 . 8538 .9446 .9519 PAGE 3B 39 40 41 42 43 44 4S 46 47 4B 49 so Sl S2 S3 S4 SS S6 S7 SB S9 60 61 62 63 64 6S 66 67 6B 69 70 71 72 73 74 7S 76 77 7B 79 BO Bl B2 B3 B4 BS B6 B7 BB B9 90 91 92 93 94 9S 96 -97 9B 99 100 101 102 103 104 lOS 106 107 l OB 109 110 111 112 113 114 llS KK 60"P KM Public Storm Sewer KO 22 RK 1030 .oos .014 CIRC KK DAl X KM 2 YEAR EXISTING CONDITIONS DRAINAGE AREA KO 22 BA .00818 PB 4.S IN PC PC PC PC PC LS 30 .OO S3 . 0712 .2042 . 8676 . 9S88 .67 UD 0 .366 KK DA3X .Ol OB . 0797 . 23Sl . 8801 . 96S3 7S .0164 . 08B7 .2833 .8914 .9717 0 .0223 .0984 . 6632 .9019 .9777 .0284 .1089 . 73Sl .911S . 9836 KM 2 YEAR EXISTING CONDITIONS DRAINAGE AREA KO 22 BA .0103S PB 4.S IN 30 PC . OOS3 PC .0712 PC .2042 PC . 8676 PC . 9S88 LS . 67 UD 0.1000 DA2X .0108 .0797 .23Sl .8801 . 96S3 7S .0164 .0887 .2833 . 8914 . 9717 0 .0223 .0984 .6632 .9019 .9777 .0284 .1089 .73Sl . 9115 .9836 KK KM KO BA PB IN PC PC PC PC PC LS UD 2 YEAR EXISTING CONDITIONS DRAINAGE AREA 22 . OOS02 4.S 30 . OOS3 .0712 .2042 . 8676 .9S88 .67 0 .297 KK DA4X . 0108 . 0797 . 23Sl .8801 . 96S3 75 . 0164 .0887 .2833 . 8914 . 9717 0 .0223 .0984 .6632 .9019 .9777 .0284 .1089 .73Sl . 911S .9836 KM 2 YEAR EXISTI NG CONDI TIONS DRAINAGE AREA KO 22 BA .00908 PB 4. S IN 30 PC . OOS3 PC .0712 PC .2042 PC .8676 PC . 9S88 LS 0. 67 UD 0.1000 KK PTB KM . 0108 . 0797 .23Sl . 8801 .96S3 7S . 0164 .0887 .2833 . B914 . 9717 .0223 .0984 .6632 .9019 . 9777 .0284 .1089 .73Sl . 9115 .9836 KO 22 HC KK DA4 KM 2 Year Ex isting Conditions KO BA 0.0189 PB 4. S IN PC PC PC PC PC LS UD 30 . OOS3 . 0712 . 2042 . 8676 .9S88 0 .10 KK PTA . 0108 .0797 .23Sl .8801 .9653 77 KM Exist ing Inlet KO HC zz . 0164 .0887 .2833 . 8914 . 9717 .0223 .0984 . 6632 .9019 .9777 22 .0284 .1089 .73Sl . 911S .9836 22 .0347 .1203 . 7724 .9206 . 9892 .0347 .1203 . 7724 . 9206 . 9892 .0347 .1203 . 7724 . 9206 . 9892 . 0347 .1203 . 7724 .9206 . 9892 .0347 .1203 . 7724 .9206 . 9892 .0414 .1328 .7989 .9291 .9947 . 0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 .9291 .9947 .0414 .1328 .7989 . 9291 .9947 .0483 .14 67 .8197 . 9371 1. 00 .0483 .14 67 .8197 . 9371 1. 00 .0483 .14 67 .8197 . 9371 1. 00 .0483 .1467 . 8197 . 9371 1. 00 .0483 .14 67 . 8197 . 9371 1. 00 .osss .162S .83BO .9446 .OS55 .162S .8380 .9446 .osss .162S .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0632 .1808 .BS3B .9Sl 9 .0632 .1808 .BS38 .9Sl9 .0632 .1808 .BS38 .9Sl9 .0632 .1808 .8S38 .9Sl 9 . 0632 .1808 .8S38 .9519 FLOOD HYDROGRAPH PACKAGE (HEC-1 ) MAY 1991 VERSION 4 .0. lE RUN DATE 05/09/2003 TIME 10: 44 : 17 * 3 IO IT KK 6 KO 17 KK 19 KO 2 YEAR EXISTING CONDITIONS OUTPUT CONTROL VARIABLES IPRNT 5 I PLOT 0 QSCAL 0. HYDROGRAPH TIME DATA NMIN IDATE ITIME 0000 NQ 1441 NDDATE 0 NDTIME 0000 I CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLISH UNITS PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ENDING DATE ENDING TIME CENTURY MARK 0. 02 HOURS 24.00 HOURS ORDINATES DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW SQUARE MILES INCHES STORAGE VOLUME SURFACE AREA TEMPERATURE DA2 OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT Pond OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHE IT VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THI S UNIT FIRST ORDINATE 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 1 FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 25 KK 27 KO 38 KK 40 KO 42 KK 44 KO 55 KK 57 KO DAl OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT o PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH o 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 OUT PUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT o PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH o 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 DAlX OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL o. HYDROGRAPH PLOT SCALE IP NCH o 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 DAJX OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT o 0. o 22 1 1441 0.017 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 68 KK 70 KO 81 KK 83 KO 94 KK 'l.6 KO 98 KK 100 KO DA2X OUTPUT CONTROL VARIABLES IPRNT 5 I PLOT 0 QSCAL 0. IPNCH 0 IOUT 22 ISAVl ISAV2 1441 TIM INT 0.017 DA4X OUTPUT CONTROL VARIABLES IPRNT 5 I PLOT 0 QSCAL 0. IPNCH !OUT 22 ISAVl ISAV2 1441 TIM INT 0.017 PTB OUTPUT CONTROL VARIABLES IPRNT 5 I PLOT QSCAL IP NCH 0 0 . 0 22 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 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 CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT IOUT ISAVl ISAV2 TIMINT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS DA4 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 0. 0 22 1 1441 0.017 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 111 KK 113 KO 6-HOUR PTA OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT OPERATION STATION 24-HOUR 72-HOUR HYDROGRAPH AT DA2 ROUTED TO Pond HYDROGRAPH AT DAl ROUTED TO 60"P HYDROGRAPH AT DAlX HYDROGRAPH AT DA3X HYDROGRAPH AT DA2X HYDROGRAPH AT DA4X 4 COMBINED AT PTB HYDROGRAPH AT DA4 4 COMBINED AT PTA ISTAQ ELEMENT 60"P MANE 5 0 0 . 0 22 1441 0.017 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 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS , AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAX !MUM PERIOD FLOW PEAK 112. 11.50 17. 6. 6. 47. 11. 68 17. 5 . 5. 126. 11. 52 19. 7 . 7 . 126. 11. 53 19. 7 . 7 . 7. 11. 72 1. 0 . 0 . 14. 11.52 2. l. 1. 5. 11.65 1. 0 . 0 . 12. 11. 52 2 . 0. 0 . 35 . 11.53 6. 2. 2 . 26 . 11.52 4. 1. 1. 232 . 11. 53. 45 . 15. 15. BASIN AREA 0. 05 0.05 0.07 0.07 0. 01 0. 01 0. 01 0.01 0. 03 0. 02 0 .17 SUMMARY OJ KUl.EMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL DT PEAK TIME TO VOLUME DT PEAK TIME TO PEAK PEAK (MIN) (CFS) (MIN) (IN) (MINI (CFS) (MINI 0 . 62 125.53 691. 94 3. 70 1. 00 125. 51 692 .00 MAXIMUM STAGE 264.44 VOLUME (IN) 3. 70 TIME OF MAX STAGE 11. 68 CONTINUITY SUMMARY (AC-FT) -INFLOW=0.1310E+02 EXCESS=O.OOOOE+OO OUTFLOW-0.1310E+02 BASIN STORAGE=0.2284E-03 PERCENT ERROR= 0.0 *** NORMAL END OF HEC-1 ,.,.. * HECl S/N: 1343001909 HMVersion: 6. 33 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 05/09/2003 TIME 10:43:23 ' Data File: C :\WINNT\•vbh0134.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 Implementation by Haestad Methods, I nc . ..................... ·:: ::: :::: :::::::::::; ::::::::::::::::::::::::::::::::::::::::::: U. S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 1916) 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), HECl GS , HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -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 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 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 34 35 36 37 HEC-1 ID ..... .. 1. ...... 2 ....... 3 .. ..... 4 . ID YEAR EXISTING CONDITIONS IT 144 l IO KK DA2 KM 5 Year Existing Condi tions KO BA 0. 0508 PB 6. 2 IN 30 PC .0053 .0108 . 0164 .0223 PC .0712 . 0797 .0887 .0984 PC .2042 . 2351 .2833 .6632 PC .8676 . 8801 . 8914 .9019 PC .9588 . 9653 . 9717 . 9777 LS 94 90 UD 0.12 KK Pond KM Detention Pond KO RS STOR SA .6795 1 .3874 2. 0133 2. 607 3 SE 261 262 264 266 SL 262. 5 7.065 0.6 .5 SS 269 50 3 1. 5 KK DAI KM 5 Year Existing Conditions KO BA 0. 0664 PB 6 . 2 IN 30 PC .0053 .0108 . 0164 .0223 PC .0712 .0797 .0887 .0984 PC .2042 . 2351 .2833 . 6632 PC . 8676 . 8801 . 8914 .9019 PC .9588 . 9653 .9717 .9777 LS 77 65 UD 0 .14 INPUT .. .... 5 .. .. 6 ....... 7 . • ..... 8 ....... 9 ...... 10 22 . 0284 . 0347 . 0414 .0483 .0555 .0632 .1089 .1203 .1328 .14 67 .1625 .1808 . 7351 . 7724 .7989 .8197 .8380 .8538 . 9115 . 9206 .9291 .9371 .9446 .9519 .9836 . 9892 .9947 1. 00 22 2 .8619 2.9215 268 270 22 .0284 .0347 .0414 .0483 .0555 .0632 .1089 .1203 .1328 .1467 .1625 .1808 . 7351 . 7724 .7989 . 8197 .8380 . 8538 . 9115 .9206 .9291 . 9371 .9446 .9519 .9836 . 9892 . 9947 1. 00 PAGE 3B 39 40 41 42 43 44 45 46 47 4B 49 50 51 52 53 54 55 56 57 5B 59 60 61 62 63 64 65 66 67 6B 69 70 71 72 73 74 75 76 77 7B 79 BO Bl B2 B3 B4 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 KK 60"P KM Publ ic Storm Sewer KO 22 RK 1030 .005 . 014 CIRC DAlX KK KM KO BA PB IN PC PC PC PC PC LS UD 5 YEAR EXISTING CONDITIONS DRAINAGE AREA 22 .00818 6 . 2 30 . 0053 . 0712 .2042 .8676 .9588 . 67 0.366 DA3X .0108 . 0797 .2351 .8801 .9653 75 . 0164 . 0887 .2833 .8914 . 9717 0 .0223 .0984 .6632 .9019 .9777 .0284 .1089 .7351 .9115 .9836 KK KM KO BA PB IN PC PC PC PC PC LS UD 5 YEAR EXISTING CONDITIONS DRAINAGE AREA 22 .01035 6. 2 30 . 0053 .0712 .2042 . 8676 .9588 .67 0.1000 KK DA2X .0108 .0797 . 2351 .8801 . 9653 75 . 0164 . 0887 . 2833 .8914 . 9717 0 .0223 .0984 .6632 .9019 .9777 .0284 .1089 .7351 . 9115 .9836 KM 5 YEAR EXISTING CONDITIONS DRAINAGE AREA KO 22 BA . 00502 PB 6.2 IN 30 PC .0053 PC . 0712 PC . 2042 PC .8676 PC . 9588 LS . 67 UD 0.297 KK DA4X .0108 . 0797 . 2351 .8801 .9653 75 .0164 .0887 .2833 .8914 . 9717 o .0223 .0984 .6632 .9019 . 9777 .0284 .1089 .7351 . 9115 .9836 KM 5 YEAR EXISTING CONDITIONS DRAINAGE AREA KO 22 BA . 00908 PB • 6. 2 IN 30 PC . 0053 PC . 0712 PC . 2042 PC . 8676 PC .9588 LS 0 . 67 UD 0 .1000 KK PTB KM .0108 . 0797 .2351 .8801 .9653 75 .0164 .0887 .2833 .8914 .9717 o .0223 .0984 . 6632 .9019 .9777 .0284 .1089 .7351 . 9115 .9836 KO 22 HC KK DA4 KM 5 Year Existing Conditions KO BA 0.0189 PB 6.2 IN 30 PC PC PC PC PC LS UD .0053 .0712 . 2042 .8676 .9588 o 0.10 KK PTA .0108 .0797 .2351 .8801 .9653 77 KM Exis ting Inlet .0164 .0887 .2833 . 8914 .9717 .0223 .0984 . 6632 .9019 .9777 22 .0284 .1089 .7351 .9115 .9836 KO 22 HC zz . 0347 .1203 . 7724 .9206 . 9892 . 0347 .1203 . 7724 . 9206 . 9892 . 0347 .1203 . 7724 . 9206 . 9892 .0347 .1203 . 7724 . 9206 . 9892 .0347 .1203 . 7724 .9206 .9892 . 0414 .1328 .7989 . 9291 .9947 . 0414 .1328 .7989 . 9291 .9947 . 0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 . 9291 .9947 . 0414 .1328 . 7989 . 9291 .9947 . 04B3 .1467 .8197 . 9371 1. 00 .0483 .14 67 .8197 .9371 1. 00 .0483 .1467 .8197 . 9371 1. 00 .0483 .1467 .8197 . 9371 1. 00 . 0483 .14 67 .8197 . 9371 1. 00 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .944 6 . 0632 .1808 . 8538 .9519 . 0632 .1808 .8538 .9519 .0632 .1808 . 8538 .9519 .0632 .1808 .8538 .9519 . 0632 .1808 .8538 .9519 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 05/09/2003 TIME 10:43 :23 * 3 IO IT 4 KK 6 KO 17 KK 19 KO 5 YEAR EXISTING CONDITIONS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN MINUTES IN COMPUTATION INTERVAL !DATE STARTING DATE I TIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 0 ENDING DATE NDTIME 0000 ENDING TIME I CENT 19 CENTURY MARK 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 MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 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 IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.017 TIME INTERVAL IN HOURS U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 25 KK 27 KO 38 KK 40 KO DA! OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT 60"P OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0 0. 0 22 14 41 0.017 VARIABLES 5 0 0 . 0 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 CONTROL HYDROGRAPH PLOT SCALE 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** ...... ., •• *** *** *** *** *** *** *** *** **"' *** 42 KK DAlX 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 55 KK DA3X 57 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 68 KK DA2X 70 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IP NCH !OUT ISAVl ISAV2 TIM INT ************** 81 KK DA4X ................. 83 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 94 KK PTB 96 KO OUTPUT COlll.TROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT *********••••• 98 KK DA4 ••••********** 100 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT VARIABLES 5 0 0. 0 22 1441 0 . 017 VARIABLES 5 0 0. 22 1 1441 0 . 017 VARIABLES 5 0 0 . 0 22 1 1441 0 .017 VARIABLES 5 0 . 0 22 1 1441 0 .017 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 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 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 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 111 KK PTA 113 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 RUNOFF SUMMARY FLOW IN CUBIC 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-HOUR HYDROGRAPH AT DA2 154. 11. so 24. 8. 8 . 0.05 ROUTED TO Pond 55 . 11. 72 24. 7. 7 . 0.05 265.17 11 . 72 HYDROGRAPH AT DAl 181 . 11 . 52 28 . 9. 9. . 07 ROUTED TO 60"P 181. 11. 53 28 . 9. 9. . 07 HYDROGRAPH AT DAlX 13 . 11. 70 2. 1. 1. 0. 01 HYDROGRAPH AT DA3X 22 . 11.52 3. 1 . 1. 0 . 01 HYDROGRAPH AT DA2X 9. 11. 65 2. 0 . 0. 0. 01 HYDROGRAPH AT DA4X 20 . 11.52 3. 1. 1. 0.01 4 COMBINED AT PTB 60 . 11. 53 10. 3 . 3. 0.03 HYDROGRAPH AT DA4 43. 11.52 6. 2. 2. 0. 02 4 COMBINED AT PTA 335. 11. 53 67. 22: 22. 0.17 SUMMARY OF KINEMATIC WAVE -MUSKI~GUM-CUNGE ROUTING (FLOW rs 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) (CFS ) (MIN) (IN) 60"P MANE 0.56 180.98 691. 61 5.31 1.00 180. 91 692 . 00 5. 31 CONTINUITY SUMMARY (AC-FT) -INFLOW=0.1880E+02 EXCESS=O.OOOOE+OO OUTFLOW=0.1880E+02 BASIN STORAGE=0.3403E-03 PERCENT ERROR= 0.0 *** NORMAL END OF HEC-1 *** HECl S/N: 1343001909 ID-!Version: 6. 33 •••• **** * * * * ** * •• ****** .... ******* .. ***** * * FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4 . 0 . lE RUN DATE 05/09/2003 TIME 10: 42: 32 • ** ******* ***** **** ** ** ** **** * * ****** * **. * Data File: C:\WINNT\-vbhlOlB.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 Implementation by Haestad Methods, Inc . ::::::::::::::::::::::: :::::::::::::::::::: :::::::::::::::::::::::::::::::::::: ::::::: * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALI FORNIA 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 HEC l KW. THE DEFINITIONS OF VARIABLES -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 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 FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 ID 10 YEAR EXISTING CONDITIONS IT 1 1441 IO 0 4 KK DA2 5 KM 10 Year Existing Conditions 6 KO 22 7 BA 0. 0508 8 PB 7 .4 IN 30 10 PC . 0053 .0108 . 0164 .0223 .0284 . 0347 . 0414 .0483 .0555 .0632 11 PC . 0712 . 0797 .0887 .0984 .1089 .1203 .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 .9291 . 9371 .9446 .9519 14 PC .9588 .9653 . 9717 .9777 .9836 .9892 .9947 1. 00 15 LS 0 94 90 16 UD 0.12 17 KK Pond 18 KM Detention Pond 19 KO 22 20 RS STOR 21 SA . 6795 1.3874 2. 0133 2.6073 2.8619 . 9215 22 SE 261 262 264 266 268 270 23 SL 262 .5 7.065 0.6 . 5 24 SS 269 50 3 1. 5 25 KK DAl 26 KM 10 Year Existing Conditions 27 KO 22 28 BA 0. 0664 29 PB 7. 4 30 IN 30 31 PC .0053 .0108 . 0164 . 0223 . 0284 .0347 .0414 .0483 .0555 • 0632 32 PC .0712 . 0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 33 PC . 2042 .2351 .2833 .6632 . 7351 . 7724 .7989 .8197 .8380 .8538 34 PC . 8676 . 8801 . 8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 35 PC .9588 .9653 .9717 .9777 .9836 . 9892 .9947 1. 00 36 LS 0 77 65 37 UD 0.14 38 KK 60"P 39 KM Public Storm Sewer 40 KO 22 41 RK 1030 . 005 . 014 CIRC 42 KK DAlX 43 KM 10 YEAR EXISTING CONDITIONS DRAINAGE AREA 44 KO 22 45 BA . 00818 46 PB 7 . 4 47 IN 30 48 PC .0053 .0108 . 0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 49 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 50 PC .2042 . 2351 .2833 .6632 .7351 . 7724 . 7989 . 8197 .8380 .8538 51 PC . 8676 . 8801 .8914 . 9019 .9115 . 9206 .9291 .9371 . 944 6 .9519 52 PC .9588 . 9653 .9717 .9777 .9836 .9892 .9947 1.00 53 LS . 67 75 54 UD 0 . 366 55 KK DA3X 56 KM 10 YEAR EXISTING CONDITIONS DRAINAGE AREA 57 KO 22 58 BA . 01035 59 PB 7.4 60 IN 30 61 PC . 0053 . 0108 . 0164 .0223 . 0284 .0347 . 0414 .0483 .0555 .0632 62 PC . 0712 . 0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 63 PC .2042 . 2351 .2833 .6632 .7351 . 7724 .7989 .8197 .8380 .8538 64 PC .8676 . 8801 . 8914 .9019 . 9115 . 9206 .9291 .9371 .9446 .9519 65 PC .9588 . 9653 . 9717 .9777 .9836 . 9892 . 9947 1. 00 66 LS . 67 75 0 67 UD 0 .1000 68 KK DA2X 69 KM 10 YEAR EXISTING CONDITIONS DRAINAGE AREA 70 KO 22 71 BA . 00502 72 PB 7.4 73 IN 30 74 PC .0053 . 0108 . 0164 .0223 .0284 .0347 . 0414 .0483 .0555 .0632 75 PC .0712 . 0797 .0887 . 0984 .1089 .1203 .1328 .14 67 .1625 .1808 76 PC . 2042 . 2351 .2833 . 6632 .7351 . 7724 .7989 .8197 .8380 .8538 77 PC . 8676 . 8801 . 8914 . 9019 .91 15 . 9206 .9291 .9371 .9446 .9519 78 PC .9588 .9653 . 9717 .9777 .9836 .9892 .9947 1. 00 79 LS .67 75 0 80 UD 0 .297 81 KK DA4X 82 KM 10 YEAR EXISTING CONDITIONS DRAINAGE AREA 83 KO 22 84 BA . 00908 85 PB 1 .4 86 IN 30 87 PC .0053 . 0108 . 0164 .0223 .0284 .0347 .0414 .0483 .0555 . 0632 88 PC . 0712 . 0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 89 PC .2042 . 2351 .2833 . 6632 .7351 . 7724 .7989 .8197 .8380 .8538 90 PC . 8676 .8801 .8914 .9019 .9115 .9206 . 9291 . 9371 .9446 .9519 91 PC . 9588 . 9653 . 9717 . 9777 .9836 .9892 . 9947 1. 00 92 LS 0.67 75 0 93 UD 0 .1000 94 KK PTB 95 KM 96 KO 22 97 HC 98 KK DA4 99 KM 10 Year Existing Conditions 100 KO 22 101 BA 0 . 0189 102 PB 7 .4 103 IN 30 104 PC .0053 .0108 .0164 . 0223 . 0284 .0347 . 0414 .0483 .0555 .0632 105 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .14 67 .1625 .1808 106 PC .2042 . 2351 .2833 . 6632 .7351 . 7724 • 7989 .8197 .8380 .8538 107 PC . 8676 . . 8801 . 8914 . 9019 .9115 .9206 .9291 .9371 .9446 .9519 108 PC .9588 .9653 . 9717 .9777 .9836 .9892 . 9947 1. 00 109 LS 0 77 0 110 UD 0.10 111 KK PTA 112 KM Existing Inlet 113 KO 22 114 HC 115 zz ** ******** ** ** ******** ** ***** * ** **** *** ** FLOOD HYDROGRAPH PACKAGE I HEC-1 I MAY 1991 VERSION 4. 0. lE RUN DATE 05/09/2003 TIME 10:42:32 * ******************************'*'********** 10 YEAR EXISTING CONDITIONS 3 IO OUTPUT CONTROL VARIABLES !PRNT 5 PRINT CONTROL !PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN MINUTES IN COMPUTATION INTERVAL 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 CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT ORDINATES * *'* '**** ** * **"' * * **** * * ** ***'*' * ** ***** **** U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 ***** ... ********'*''*'**** * ** * **** * ** ** ***** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 4 KK 6 KO 17 KK 19 KO DA2 OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT Pond OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT VARIABLES 5 0 0. 0 22 1441 0. 017 VARIABLES 5 0 0. 22 1 1441 0. 017 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 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** .... *** *** *** *** *** *** *** *** *** 25 KK 27 KO 38 KK 40 KO 42 KK 44 KO DAl OUTPUT CONTROL IPRNT 60" p I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT DAlX OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT VARIABLES 5 0 0. 0 22 1441 0. 017 VARIABLES 5 0 0 . 22 1441 0 .017 VARIABLES 5 0. 0 22 1441 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAS T 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 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 55 KK DA3X 57 KO 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 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.017 TIME INTERVAL IN HOURS 68 KK DA2X 70 KO 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 THI S UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS **-fr *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** 81 KK 83 KO 94 KK 96 KO DA4X OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT ************** PTB ************** 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 ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0. 017 TIME INTERVAL IN HOURS VARIABLES 5 0 0. 22 1 1441 0.017 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 *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** ..... *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** 98 KK 100 KO DA4 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 0 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 *** *** *** *** *** ••• *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 111 KK 113 KO 6-HOUR PTA OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL OPERATION 24-HOUR HYDROGRAPH AT !PLOT QSCAL IPNCH !OUT !SAVl ISAV2 TIMI NT STATION 72-HOUR DA2 ROUTED TO Pond HYDROGRAPH AT DA! ROUTED TO 60"P HYDROGRAPH AT DA!X HYDROGRAPH AT DA3X HYDROGRAPH AT DA2X HYDROGRAPH AT DA4X 4 COMBINED AT PTB HYDROGRAPH AT DA4 4 COMBINED AT PTA ISTAQ ELEMENT 60"P MANE PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 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 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 184 . 11.5_0 29 . 10. 10. 60 . 11.73 28. 9. 9. 221 . 11. 52 34. 12. 12. 220 . 11 .53 34 . 12. 12. 17. 11. 70 3. 1. 1. 29. 11. 52 4. 1. 1. 11. 11.63 2. 1. 1. 25. 11. 52 4. 1 . 1. 77 . 11 .53 13. 4 . 4. 54. 11. 52 8. 2. 2. 408. 11. 53 82. 27 . 27 . BASIN AREA 0 .05 0 .05 0 . 07 0 .07 0.01 0. 01 0. 01 0. 01 0.03 0. 02 0.17 SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL DT PEAK TIME TO VOLUME DT PEAK TIME TO PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) 0. 52 220 .48 691.54 6. 46 1. 00 220. 38 692. 00 MAXIMUM TIME OF STAGE MAX STAGE 265.67 11. 73 VOLUME (IN) 6. 4 6 CONTINUITY SUMMARY (AC-FT) -INFLOW=0.2289E+02 EXCESS=O.OOOOE+OO OUTFLOW=0 .2289E+02 BASIN STORAGE=0 .3943E-03 PERCENT ERROR= 0.0 *** NORMAL END OF HEC-1 *"'* HECl S/N: 1343001909 HMVers ion: 6. 33 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 05/09/2003 TIME 10:41:51 * Data File: C: \WINNT\-vbh263A. 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 Implementation by Haestad Methods, Inc. :::: ::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::: :::::::::::::::::::::::: *************************************** U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS , CALIFORNIA 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), HECl GS, HEClDB, AND HEClKW . THE DEFINITIONS OF VARIABLES -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 SEP 81. TH I S 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 INFI LTRATION KINEMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 2 3 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 36 37 ID IT IO KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO RS SA SE SL SS KK KM KO BA PB IN PC PC PC PC PC LS UD 25 YEAR EXISTING CONDITIONS 1 1441 5 o DA2 25 Year Existing Conditions 0.0508 8.8 30 .0053 .0108 . 0164 . 0223 .0712 .0797 .0887 .0984 .2042 .2351 .2833 . 6632 .8676 .8801 . 8914 .9019 .9588 .9653 . 9717 .9777 o 94 90 0 .12 Pond Detention Pond STOR . 6795 1. 387 4 2 .0133 2 . 6073 261 262 264 266 262 .5 7.065 0 .6 .5 269 50 3 1. 5 DAl 25 Year Existing Condit ions 0.0664 8.8 30 .0053 .0108 . 0164 .0223 .0712 .0797 .0887 .0984 .2042 .2351 .2833 . 6632 .8676 .8801 .8914 . 9019 .9588 . 9653 .9717 . 9777 77 65 0 .14 22 .0284 .0347 .0414 .0483 . 0555 . 0632 .1089 .1203 .1328 .14 67 .1625 .1808 .7351 . 7724 .7989 .8197 .8380 .8538 . 9115 . 9206 . 9291 . 9371 .9446 .9519 .9836 .9892 .9947 1. 00 22 2. 8 619 2 . 9215 268 270 22 . 0284 .0347 .0414 .0483 . 0555 .0632 .1089 .1203 .1328 .1467 .1625 .1808 .7351 . 7724 .7989 .8197 .8380 .8538 .9115 . 9206 . 9291 .9371 . 9446 .9519 .9836 .9892 .9947 1. 00 PAGE 38 39 40 41 42 43 44 45 46 47 48 49 50 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 ·so Bl 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 KK 60"P KM Public Storm Sewer KO 22 RK 1030 .005 .014 CIRC KK DAlX KM 25 YEAR EXISTING CONDITIONS DRAINAGE AREA KO 22 BA .00818 PB 8 . 8 IN PC PC PC PC PC LS 30 . 0053 . 0712 .2042 . 8676 .9588 . 67 UD 0.366 KK DA3X .0108 .0797 .2351 .8801 .9653 75 .0164 .0887 .2833 .8914 . 9717 0 .0223 .0984 .6632 . 9019 .9777 .0284 .1089 .7351 . 9115 .9836 KM 25 YEAR EXISTING CONDITIONS DRAINAGE AREA KO 22 BA .01035 PB 8.8 IN 30 PC PC PC PC PC LS .0053 . 0712 .2042 . 8676 .9588 .67 UD 0.1000 KK DA2X .0108 . 0797 .2351 .8801 .9653 75 . 0164 . 0887 .2833 .8914 . 9717 0 .0223 .0984 . 6632 . 9019 .9777 .0284 .1089 . 7351 . 9115 .9836 KM 25 YEAR EXISTING CONDITIONS DRAINAGE AREA KO 22 BA . 00502 PB 8. 8 IN 30 PC • 0053 PC .0712 PC .2042 PC .8676 PC • 9588 LS . 67 UD 0.297 KK DA4X .0108 .0797 .2351 .8801 .9653 75 . 0164 .0887 .2833 .8914 . 9717 .0223 .0984 . 6632 .9019 . 9777 .0284 .1089 .7351 .9115 .9836 KM 25 YEAR EXISTING CONDITIONS DRAINAGE AREA KO 22 BA .00908 PB 8. 8 IN 30 PC • 0053 PC • 0712 PC • 2042 PC .8676 PC • 9588 LS 0. 67 UD 0.1000 KK PTB KM KO HC KK DA4 .0108 .0797 .2351 .8801 .9653 75 .0164 .0887 .2833 . 8914 . 9717 .0223 .0984 . 6632 .9019 .9777 KM 25 Year Existing Conditions KO BA 0.0189 PB 8.8 IN 30 PC .0053 PC • 0712 PC • 2042 PC .8676 PC .9588 LS UD 0 0.10 KK PTA .0108 .0797 .2351 .8801 .9653 77 KM Existing Inlet KO HC zz . 0164 . 0887 .2833 .8914 .9717 .0223 . 0984 . 6632 .9019 .9777 .0284 .1089 .7351 . 9115 .9836 22 22 .0284 .1089 .7351 .9115 .9836 22 .0347 .1203 . 7724 .9206 . 9892 . 0347 .1203 . 7724 .9206 . 9892 . 0347 .1203 .7724 . 9206 .9892 . 0347 .1203 . 7724 . 9206 . 9892 . 0347 .1203 . 7724 . 9206 . 9892 . 0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 .9291 . 9947 . 0414 . 1328 . 7989 . 9291 . 9947 . 0414 .1328 .7989 . 9291 .9947 . 0414 .1328 .7989 .9291 .9947 . 0483 .1467 . 8197 . 9371 1. 00 .0483 .1467 . 8197 .9371 1. 00 .0483 .1467 .8197 . 9371 1. 00 .0483 .1467 . 8197 . 9371 1. 00 . 0483 .1467 .8197 . 9371 1. 00 . 0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 .0632 .1808 .8538 .9519 . 0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 . 0632 .1808 .8538 .9519 . 0632 .1808 .8538 . 9519 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 05/09/2003 TIME 10:41:51 * 3 IO IT 4 KK 6 KO 25 YEAR EXISTING CONDITIONS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN MINUTES IN COMPUTATION INTERVAL !DATE 0 STARTING DATE I TIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 0 NDTIME 0000 I CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLISH UNITS ENDING DATE ENDING TIME CENTURY MARK 0.02 HOURS 24 . 00 HOURS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT DA2 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 ******** ***** * * ********* *"' ***** •• ****** U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 *************************************** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** 17 KK Pond ************** 19 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0. 0 22 1 1441 0. 017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON TH IS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 25 KK DAl 27 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 *** *** *** *** *** ""** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** 38 KK 40 KO 42 KK 44 KO 55 KK 57 KO 60"P OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH PUNCH COMPUTED HYDROGRAPH IOUT 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 DAlX OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IP NCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED JSAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS DA3X OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl JSAV2 TIMINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 68 KK DA2X 70 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 THI S UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED !SAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 . 017 TIME INTERVAL IN HOURS 81 KK DA4X 83 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE !PNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED !SAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 94 KK PTB .96 KO 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 98 KK DA4 100 KO 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 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM!NT 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 111 KK 113 KO 6-HOUR ************** PTA ************** OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT OPERATION STATION 24-HOUR 72-HOUR HYDROGRAPH AT DA2 ROUTED TO Pond HYDROGRAPH AT DA! ROUTED TO 60 "P HYDROGRAPH AT DAlX HYDROGRAPH AT DA3X HYDROGRAPH AT DA2X HYDROGRAPH AT DA4X 4 COMBINED AT PTB HYDROGRAPH AT DA4 4 COMBINED AT PTA ISTAQ ELEMENT 60"P MANE 5 0 0. 0 22 1441 0 .017 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 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 219. 11.50 34. 12. 12 . 66. 11. 75 34 . 11 . 11 . 267 . 11. 52 41. 14 . 14 . 267 . 11.52 41 . 14. 14. 21. 11. 68 4. 1 . 1. 36. 11. 52 5. 2 . 2. 14. 11. 63 2. 1. 1. 32. 11 .52 5. 1. 1. 98 . 11. 53 16. 5. 5. 68 . 11. 50 10. 3. 3. 493. 11. 52 100. 33 . 33 . BASIN AREA 0.05 0. 05 0. 07 0. 07 0. 01 0. 01 0. 01 0. 01 0. 03 0. 02 0 .17 SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL OT PEAK TIME TO VOLUME OT PEAK TIME TO PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN ) (CFS) (MIN ) 0.50 266.66 691 . 54 7 .83 1. 00 266. 51 691. 00 MAXIMUM TIME OF STAGE MAX STAGE 266.24 11. 75 VOLUME (IN) 7.83 CONTINUITY SUMMARY (AC-FT) -INFLOW=0.2771E+02 EXCESS=O .OOOOE+OO OUTFLOW=0 .2771E+02 BASIN STORAGE=0 .3794E-03 PERCENT ERROR= 0.0 *** NORMAL END OF HEC-1 *** HECl S/N: 1343001909 HMVersion: 6. 33 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 05/09/2003 TIME 10:41:16 * Data File: C:\WINNT\-vbhOD70.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 Implementation by Haestad Methods, Inc. ::::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: **** ** *** ••••••••••••• ********** ** * * ...... U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 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 DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP Bl. 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 FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ..... .. 1. ...... 2 ....... 3 ....... 4 .... ... 5 ...... . 6 ....... 7 ....... B ....... 9 ...... 10 5 6 7 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 37 ID IT IO KK KM KO BA PB IN PC PC PC PC PC LS UD KK KM KO RS SA SE SL SS KK KM KO BA PB IN PC PC PC PC PC LS UD 50 YEAR EXISTING CONDITIONS 1 1441 5 0 DA2 50 Year Existing Conditions 0.0508 9. B 30 .0053 . 0108 .0164 . 0223 .0712 . 0797 .0887 .0984 .2042 . 2351 .2833 .6632 . 8676 .BBOl .8914 .9019 .9588 . 9653 . 9717 .9777 0 94 90 0 .12 Pond Detention Pond STOR . 6795 1.3874 2.0133 2.6073 261 262 264 266 262. 5 7.065 0.6 .5 269 50 3 1. 5 DAl 50 Year Existing Conditions 0. 0664 9. B 30 . 0053 .0108 .0164 . 0223 . 0712 .0797 .0887 .0984 . 2042 . 2351 .2833 . 6632 . 8676 .8801 .8914 .9019 .9588 . 9653 .9717 . 9777 0 77 65 0.14 22 .0284 .0347 .0414 . 0483 .0555 .0632 .1089 .1203 .1328 .14 67 .1625 .1808 .7351 . 7724 .7989 . 8197 .8380 .8538 . 9115 . 9206 .9291 . 9371 .9446 .9519 .9836 .9892 .9947 1.00 22 2.8619 2.9215 268 270 22 .0284 . 0347 .0414 . 0483 .0555 .0632 .1089 .1203 .1328 .1467 .1625 .1808 .7351 . 7724 .7989 .8197 .8380 .8538 . 9115 .9206 . 9291 . 9371 .9446 .9519 .9836 . 9892 .9947 1. 00 PAGE 38 39 40 41 42 43 44 45 46 47 48 49 50 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 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 KK 60"P KM Public Storm Sewer KO RK 1030 . 005 KK DAlX . 014 22 CIRC KM 50 YEAR EXISTING CONDITIONS DRAINAGE AREA KO 22 BA .00818 PB 9. 8 IN PC PC PC PC PC LS UO 30 .0053 . 0712 .2042 .8676 . 9588 . 67 0 .366 DA3X .0108 .0797 . 2351 .8801 .9653 75 . 0164 . 0887 .2833 . 8914 . 9717 0 . 0223 .0984 . 6632 . 9019 . 9777 . 0284 .1089 . 7351 . 9115 .9836 KK KM KO BA PB IN PC PC PC PC PC LS UD 50 YEAR EXISTING CONDITIONS DRAINAGE AREA 22 . 01035 9.8 30 .0053 . 0712 .2042 .8676 .9588 . 67 0.1000 KK DA2X .0108 . 0797 .2351 .8801 . 9653 75 . 0164 .0887 .2833 . 8914 .9717 0 . 0223 .0984 .6632 .9019 . 9777 .0284 .1089 .7351 .9115 .9836 KM 50 YEAR EXISTING CONDITIONS DRAINAGE AREA KO 22 BA . 00502 PB IN PC PC PC PC PC LS UO 9. 8 30 .0053 . 0712 .2042 . 8676 . 9588 . 67 0 . 297 KK OMX .0108 .0797 .2351 .8801 .9653 75 . 0164 .0887 .2833 .8914 . 9717 0 .0223 .0984 .6632 .9019 . 9777 .0284 .1089 . 7351 .9115 .9836 KM 50 YEAR EXISTING CONDITIONS DRAINAGE AREA KO 22 BA . 00908 PB • 9 . 8 IN 30 PC . 0053 PC . 0712 PC . 2042 PC .8676 PC . 9588 LS 0.67 UO 0.1000 KK PTB KM .0108 . 0797 . 2351 .8801 . 9653 75 .0164 .0887 .2833 . 8914 .9717 .0223 .0984 . 6632 .9019 .9777 .0284 .1089 .7351 .9115 .9836 KO 22 HC KK OM KM 50 Year Existing Conditions KO 22 BA 0 .0189 PB 9 . 8 IN 30 PC . 0053 PC • 0712 PC . 2042 PC . 8676 PC . 9588 LS 0 UO 0 .10 KK PTA . 0108 . 0797 .2351 . 8801 .9653 77 KM Existing Inlet KO HC zz .0164 .0887 .2833 .8914 .9717 Q .0223 .0984 . 6632 .9019 .9777 .0284 .1089 .7351 .9115 .9836 22 .0347 .1203 . 7724 . 9206 .9892 .0347 .1203 . 7724 . 9206 . 9892 .0347 .1203 . 7724 . 9206 .9892 .0347 .1203 .7724 . 9206 .9892 . 0347 .1203 . 7724 . 9206 . 9892 .0414 .1328 . 7989 . 9291 .9947 . 0414 .1328 .7989 .9291 .9947 . 0414 .1328 .7989 . 9291 .9947 . 0414 .1328 .7989 . 9291 .9947 . 0414 .1328 .7989 . 9291 .9947 . 04 83 .1467 .8197 . 9371 1. 00 .0483 .14 67 .8197 .9371 1. 00 .0483 .1467 . 8197 .9371 1. 00 .0483 .14 67 . 8197 . 9371 1. 00 .0483 .14 67 . 8197 . 9371 1. 00 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .94 46 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 ** ** * ******* ******* **••**** **. ** *** ** * *** FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 05/09/2003 TIME 10:41:16 * * * * * * * * * * * ** ** * * * * * * *. * * * * * * * * * * * * * * * * * * * 3 IO IT 50 YEAR EXISTING CONDITIONS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL HYDROGRAPH TIME DATA 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE NMIN 1 MINUTES IN COMPUTATION INTERVAL !DATE 0 STARTING DATE I TIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH NDDATE 0 ENDING DATE NDTIME 0000 ENDING TIME !CENT 19 CENTURY MARK 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 SQUARE MILES INCHES FEET CUB IC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ORDINATES ** *** * * * ****** * ******** * *************** U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 *"*********"*****"********************* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** 4 KK DA2 ************** 6 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT VARIABLES 5 0 0. 0 22 1 1441 0.017 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 17 KK Pond 19 KO 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 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 25 KK DAl 27 KO 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 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.017 TIME INTERVAL IN HOURS 38 KK 60"P 40 KO OUTPUT CONTROL VARIABLES IPRNT 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 ORD INATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS 42 KK DAlX 44 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 THI S UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 . 017 TIME INTERVAL IN HOURS 55 KK DA3X 57 KO 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 TIMINT 0.017 TIME INTERVAL IN HOURS 68 KK 70 KO 81 KK 83 KO 94 KK 96 KO 98 KJ( 100 KO DA2X OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL DA4X I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT PTB OUTPUT CONTROL IPRNT I PLOT QSCAL IP NCH IOUT ISAVl ISAV2 TIMINT DA4 OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 0. 0 22 PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE 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 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 1 FIRST ORDINATE 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 TH IS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** ••• *** *** *** ••• *** *** *** .... *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 111 KK 113 KO 6-HOUR PTA OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT OPERATION STATION 24-HOUR 72-HOUR HYDROGRAPH AT DA2 ROUTED TO Pond HYDROGRAPH AT DAl ROUTED TO 60"P HYDROGRAPH AT DAlX HYDROGRAPH AT DA3X HYDROGRAPH AT DA2X HYDROGRAPH AT DA4X 4 COMBINED AT PTB HYDROGRAPH AT DA4 4 COMBINED AT PTA ISTAQ ELEMENT 60 " p MANE 5 0 0. 0 22 l 1441 0. 017 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 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 244 . ll.50 38 . 13. 13. 69. l l. 77 37. 12. 12 . 300 . l l. 52 4 6. 16. 16. 300. ll. 52 4 6. 16. 16. 25 . 11. 68 5. l . l. 42. 11. 50 6. 2 . 2. 17 . l l . 63 3. l. l . 36 . ll. 50 5. 2 . 2 . 113. ll. 53 19. 6. 6. 78 . 11 . 50 ll. 4. 4. 554 . 11. 52 113. 37 . 37 . BASIN AREA 0. 05 0.05 0. 07 0. 07 0. 01 0. 01 0.01 0. 01 0. 03 0 . 02 0 .17 SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL DT PEAK TIME TO VOLUME OT PEAK TIME TO PEAK PEAK (MIN) (CFS) (MIN) (IN) (MINI (CFS) (MINI 0. 50 299.67 691 . 52 8.80 l. 00 299.56 691. 00 MAXIMUM TIME OF STAGE MAX STAGE 266.63 11. 77 VOLUME (IN) 8 .80 CONTINU ITY SUMMARY (AC-FT) -INFLOW=0.3117E+02 EXCESS=O.OOOOE+OO OUTFLOW=0.3117E+02 BASIN STORAGE=0.4372E-03 PERCENT ERROR= 0.0 ••• NORMAL END OF HEC-1 • t• HECl S/N : 1343001909 HMVersion: 6 . 33 ***************************************** FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4 .0.lE RUN DATE 05/09/2003 TIME 10 : 40 : 20 * Data File: C:\WI NNT\•vbh043F.TMP x x xxxxxxx xxxxx 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 ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 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), HECl GS , HEClDB, AND HEClKW. THE DEFI NITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE I NPUT 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 FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE LINE ID ....... 1 ....... 2 ....... 3. ...... 4 ....... 5 .. ..... 6 ....... 7., ..... 8 ....... 9 ...... 10 ID 100 YEAR EXISTING CONDITIONS IT 1 1441 3 IO 5 KK DA2 5 KM 100 Year Existing Conditions 6 KO 22 BA 0. 0508 8 PB 11 9 IN 30 10 PC .005~ .0108 . 0164 . 0223 . 0284 .0347 .0414 . 0483 . 0555 .0632 11 PC . 0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 12 PC .2042 .2351 .2833 .6632 . 7351 . 7724 .7989 . 8197 .8380 .8538 13 PC . 8676 .8801 . 8914 . 9019 . 9115 .9206 . 9291 .9371 .9446 . 95191 14 PC .9588 . 9653 . 9717 .9777 .9836 . 9892 .9947 1. 00 15 LS 94 90 16 UD 0 .12 17 KK Pond 18 KM De tention Pond 19 KO 22 20 RS STOR 21 SA . 6795 1.3874 2. 0133 2 . 607 3 2.8619 2 .9215 22 SE 261 262 264 266 268 270 23 SL 262 .5 7 .065 0 .6 . 5 24 SS 269 50 3 1.5 25 KK DAl 26 KM 100 Year Exis ting Conditions 27 KO 22 28 BA 0. 0 664 29 PB 11 30 IN 30 31 PC .0053 .0108 . 0164 .0223 . 0284 .0347 .0414 .0483 .0555 .0632 32 PC . 0712 .0797 .0887 .0984 .1089 .1203 .1328 .14 67 .1625 .1808 33 PC .2042 .2351 .2833 . 6632 .7351 . 7724 .7989 .8197 .8380 .8538 34 PC . 8676 .8801 .8914 .9019 . 9115 .9206 . 9291 . 9371 . 944 6 .9519 35 PC .9588 .9653 .9717 . 9777 .9836 . 9892 .9947 1. 00 36 LS 0 77 65 37 UD 0 .14 38 39 40 41 42 43 44 45 46 47 48 49 50 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 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 KK 60"P KM Public storm Sewer KO 22 RK 1030 .005 .014 CIRC KK DAlX KM 100 YEAR EXISTING CONDITIONS DRAINAGE AREA KO 22 BA .00818 PB 11 IN 30 PC PC PC PC PC LS UD .0053 .0712 .2042 . 8676 .9588 . 67 0.366 KK DA3X .0108 .0797 .2351 .8801 . 9653 75 . 0164 .0887 .2833 .8914 . 9717 0 . 0223 . 0984 .6632 . 9019 .9777 . 0284 .1089 . 7351 .9115 .9836 . 0347 .1203 . 7724 .9206 . 9892 KM 100 YEAR EXISTING CONDITIONS DRAINAGE P.REA KO 22 BA .01035 PB 11 IN 30 PC . 0053 PC . 0712 PC . 2042 PC . 8676 PC . 9588 LS . 67 UD 0.1000 KK DA2X .0108 . 0797 .2351 .8801 .9653 75 .0164 .0887 .2833 .8914 . 9717 0 . 0223 . 0984 . 6632 .9019 . 9777 .0284 .1089 .7351 . 9115 .9836 .0347 .1203 . 7724 . 9206 . 9892 KM 100 YEAR EXISTING CONDITIONS DRAINAGE AREA KO 22 BA . 00502 PB 11 IN 30 PC . 0053 PC .0712 PC . 2042 PC .8676 PC . 9588 LS . 67 UD 0 .297 DA4X .0108 .0797 .2351 .8801 .9653 75 . 0164 . 0887 .2833 .8914 . 9717 0 .0223 .0984 . 6632 .9019 .9777 .0284 .1089 .7351 .9115 .9836 .0347 .1203 . 7724 .9206 .9892 KK KM KO BA PB IN PC PC PC PC PC LS UD 100 YEAR EXISTING CONDITIONS DRAINAGE AREA 22 . 00908 11 30 . 0053 . 0712 .2042 .8676 . 9588 0 . 67 0 .1000 KK PTB KM .0108 . 0797 . 2351 .8801 .9653 75 . 0164 .0887 .2833 . 8914 . 9717 0 .0223 .0984 . 6632 .9019 . 9777 .0284 .1089 . 7351 .9115 .9836 KO 22 HC KK DA4 KM 100 Year Existing Conditions KO 22 BA 0.0189 PB 11 IN PC PC PC PC PC LS UD 30 .0053 . 0712 .2042 . 8676 . 9588 0 .10 KK PTA .0108 .0797 . 2351 .8801 .9653 77 KM Existing Inlet KO HC zz .0164 .0887 .2833 .8914 .9717 0 . 0223 .0984 . 6632 .9019 . 9777 .0284 .1089 . 7351 .9115 .9836 22 . 0347 .1203 . 7724 .9206 .9892 . 0347 .1203 . 7724 . 9206 . 9892 . 0414 .1328 .7989 . 9291 .9947 . 0414 .1328 .7989 .9291 .9947 .0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 . 9291 . 9947 .0414 .1328 .7989 . 9291 . 9947 .0483 .1467 .8197 . 9371 1. 00 .0483 .1467 .8197 .9371 1. 00 .0483 .1467 .8197 . 9371 1. 00 .0483 .14 67 .8197 .9371 1. 00 .0483 .14 67 . 8197 . 9371 1. 00 .0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 . 0555 .1625 .8380 .9446 . 0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 . 0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 . 0632 .1808 .8538 .9519 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 05/09/2003 TIME 10:40:20 • 3 IO IT 100 YEAR EXISTING CONDITIONS OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL HYDROGRAPH TIME DATA 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE NMIN MINUTES IN COMPUTATION INTERVAL 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 IC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT ORDINATES ***** ******** ***** ********** ** *** * * * * ** U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENG INEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 *** *** *** *** *** *"** *** *** **"* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** 4 KK DA2 *******•****** 6 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0. 0 22 1441 0. 017 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** 17 KK Pond ************** 19 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0. 0 22 1441 0.017 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 25 KK 27 KO DAl OUTPUT CONTROL VARIABLES IPRNT 5 I PLOT 0 QSCAL IPNCH IOUT ISAVl ISAV2 TIMI NT 0. 0 22 1441 0. 017 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 *** ""** *** *** *** *** *** *** *** *** *** *** *** *"'* ..... *** "'** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ********"***** 38 KK 60"P ******"'******* 40 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0. 0 22 1 1441 0. 017 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 42 KK DAlX 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ++• *** **"' 55 KK 57 KO DA3X OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 QSCAL 0. IPNCH 0 IOUT 22 ISAVl 1 ISAV2 1441 TIMINT 0.017 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 68 KK DA2X 70 KO 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 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** Bl KK 83 KO DA4X 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 ISAV2 TIM INT FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0 . 0 l 7 T !ME INTERVAL IN HOURS *** *** *** *** •••••• *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** 94 KK PTB 96 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 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 *** *** *** *** *** *** *** ***~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** 98 KK 100 KO DA4 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL !PNCH !OUT !SAVl ISAV2 TIM INT 0. 0 PLOT CONTROL HYDROGRAPH PLOT SCALE 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 111 KK 113 KO 6-HOUR PTA OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL OPERATION 24-HOUR HYDROGRAPH ROUTED HYDROGRAPH ROUTED HYDROGRAPH HYDROGRAPH HYDROGRAPH HYDROGRAPH 4 COMBINED HYDROGRAPH I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT STATION 72-HOUR AT DA2 TO Pond AT DAl TO 60"P AT DAlX AT DA3X AT DA2X AT DA4X AT PTB AT DA4 4 COMBINED AT PTA ISTAQ ELEMENT 60"P MANE 0 0. 0 PLOT CONTROL HYDROGRAPH PLOT SCALE 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 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 274. 11. 50 4 3. 15. 15. 73. 11.77 42 . 14. 14. 339. 11.52 52 . 18. 18. 339. 11 . 52 52 . 18. 18 . 29. 11. 68 5. 2 . 2. 48. 11. 50 7. 2 . 2. 19. 11 . 63 3. 1. 1. 42 . 11.50 6. 2 . 2. 131 . 11. 53 22 . 7 . 7. 90 . 11.50 13. 4. 4. 627. 11.52 128. 43. 43. BASIN AREA 0.05 0. 05 0. 07 0. 07 0.01 0. 01 0 . 01 0. 01 0. 03 0. 02 0 .17 SUMMARY OF KINEMATIC WAVE -MUSKING1.Jl1-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL DT PEAK TIME TO VOLUME DT PEAK TIME TO PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN ) (CFS) (MIN) 0. 49 339. 25 691 . 35 9. 98 1. 00 339.12 691 . 00 MAXIMUM TIME OF STAGE MAX STAGE 267 .11 11.77 VOLUME (IN) 9 .98 CONTINUITY SUMMARY (AC-FT) -INFLOW=0.3534E+02 EXCESS=O .OOOOE+OO OUTFLOW=0 .3534E+02 BASIN STORAGE=0.5658E-03 PERCENT ERROR= 0.0 •*• NORMAL END OF HEC-1 *** ATTACHMENT C HEC-1 PROPOSED CONDITIONS HECl S/N: 1343001909 HMVersion: 6. 33 ***************************************** FLOOD HYDROGRAPH PACKAGE {HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 05/08/2003 TIME 14 :11:42 • ***************************************** Data File: C:\WINNT\-vbh2C3A.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 Implementation by Haestad Methods, Inc. ::::::::::::::::::::: :::::::::::::::::::::: :::::::::::::::::::::::::::::::::::::::::: *************************************** U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 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 DEFINITION 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 FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1. ...... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 2 3 4 5 6 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 ID 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 Year 5 DA2 2 Year 0. 0496 4. 5 30 .0053 .0712 .2042 . 8676 .9588 0 .12 DA-l AP 2 YEAR .00962 4.5 30 .0053 . 0712 .2042 . 8676 .9588 0 0.1000 PTl 2 Proposed Conditions 441 Existing Conditions 22 .0108 . 0164 . 0223 . 0284 . 0797 . 0887 .0984 .1089 .2351 .2833 .6632 .7351 .8801 .8914 .9019 . 9115 .9653 .9717 . 9777 .9836 94 90 PROPOSED CONDITIONS DRAINAGE AREA 22 .0108 .0164 .0223 .0284 .0797 .0887 .0984 .1089 .2351 .2833 . 6632 .7351 .8801 . 8914 .9019 .9115 .9653 . 9717 . 9777 .9836 98 100 22 . 0347 .0414 .0483 . 0555 .0632 .1203 .1328 .14 67 .1625 .1808 . 7724 .7989 .8197 . 8380 .8538 . 9206 . 9291 . 9371 .9446 .9519 .9892 .9947 i. ob lA .0347 .0414 . 0483 . 0555 . 0632 .1203 .1328 .1467 .1625 .1808 . 7724 .7989 .8197 . 8380 .8538 .9206 . 9291 . 9371 .9446 .9519 . 9892 .9947 1. 00 PAGE 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 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 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 KK Pond KM Detention Pond KO RS STOR 22 SA SE SL SS . 6795 261 262.5 269 1.3874 2.0133 262 264 2.6073 2 .8619 2 66 2 68 2.9215 270 7 .065 0.6 . 5 50 1. 5 KK DAl KM 2 Year Existing Conditions KO BA 0. 0664 PB 4. 5 IN 30 PC PC PC PC PC LS . 0053 . 0712 .2042 .8676 .9588 0 UD 0 .14 KK 60"P .0108 . 0797 .2351 .8801 .9653 77 . 0164 .0887 .2833 .8914 . 9717 65 KM Public Storm Sewer KO RK 1030 KK DA4P . 005 . 014 .0223 .0984 .6632 . 9019 .9777 22 .0284 .1089 . 7351 .9115 .9836 22 CIRC KM 2 YEAR PROPOSED CONDITIONS DRAINAGE AREA KO 22 BA .00908 PB 4 . 5 IN 30 PC . 0053 PC . 0712 PC . 2042 PC . 8676 PC . 9588 LS . 67 UD 0.1000 KK DA-lBP .0108 . 0797 .2351 . 8801 . 9653 75 . 0164 .0887 .2833 .8914 . 9717 0 .0223 . 0984 . 6632 . 9019 . 9777 . 0284 .1089 .7351 . 9115 .9836 . 0347 .1203 . 7724 .9206 . 9892 .0347 .1203 . 7724 .9206 . 9892 KM 2 YEAR PROPOSED CONDITIONS DRAINAGE AREA lB KO 22 BA .00484 PB 4 . 5 IN 30 PC PC PC PC PC LS .0053 . 0712 .2042 .8676 .9588 .38 UD 0 .1000 KK DA3P . 0108 .0797 . 2351 .8801 .9653 84 . 0164 .0887 .2833 .8914 .9717 38 .0223 .0984 .6632 .9019 .9777 . 0284 .1089 . 7351 . 9115 .9836 KM 2 YEAR PROPOSED CONDITIONS DRAINAGE AREA KO 22 BA • 01035 PB 4 .5 IN 30 PC . 0053 PC . 0712 PC . 2042 PC . 8676 PC . 9588 LS . 299 UD 0.1000 KK DA2P . 0108 . 0797 .2351 . 8801 . 9653 87 . 0164 . 0887 . 2833 . 8914 .9717 52 .0223 .0984 .6632 .9019 .9777 .0284 .1089 . 7351 . 9115 .9836 KM 2 YEAR PROPOSED CONDITIONS DRAINAGE AREA KO 22 BA .00616 PB 4 .5 IN 30 PC . 0053 PC . 0712 PC . 2042 PC . 8676 PC . 9588 LS .128 UD 0 .1000 KK PTB KM . 0108 .0797 . 2351 .8801 .9653 94 . 0164 .0887 .2833 . 8914 . 9717 85 .0223 .0984 . 6632 .9019 .9777 .0284 .1089 .7351 .9115 .9836 KO 22 HC .0347 .1203 . 7724 . 9206 .9892 .0347 .1203 . 7724 .9206 . 9892 .0347 .1203 . 7724 .9206 . 9892 . 0414 .1328 .7989 . 9291 . 9947 . 0414 .1328 .7989 .9291 .9947 . 0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 . 9291 . 9947 . 0414 .1328 .7989 . 9291 .9947 .0483 .14 67 .8197 . 9371 1. 00 .0483 .14 67 .8197 . 9371 1. 00 .0483 .1467 .8197 . 9371 1. 00 .0483 .1467 .8197 . 9371 1. 00 .0483 .1467 .8197 . 9371 1. 00 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .838Q .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 . 0632 .1808 .8538 .9519 . 0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 . 0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 115 KK OM 116 KM 2 Year Existing Conditions 117 KO 22 118 BA 0.0126 119 PB 4. 5 120 IN 30 121 PC .0053 . 0108 .0164 .0223 . 0284 .0347 122 PC . 0712 . 0797 . 0887 .0984 .1089 .1203 123 PC .2042 . 2351 .2833 . 6632 . 7351 .7724 124 PC .8676 .8801 .8914 .9019 .9115 .9206 125 PC .9588 .9653 .9717 .9777 .9836 . 9892 126 LS 77 0 127 UD 0 . 10 128 KK PTA 129 KM Existing Inlet 130 KO 22 131 HC 132 zz FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4.0 .lE RUN DATE 05/08/2003 TIME 14:11:42 * 3 IO IT 4 KK 6 KO 2 Year Proposed Conditions OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH T !ME DATA NMIN MINUTES IN COMPUTATION INTERVAL !DATE 0 STARTING DATE !TIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NODA TE ENDING DATE NDTIME 0000 ENDING UME I CENT 19 CENTURY MARK COMPUTATION INTERVAL 0. 02 HOURS TOTAL TIME BASE 24 . 00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECI PI TAT ION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE -DEGREES FAHRENHEIT DA2 OUTPUT CONTROL VARIABLES IPRNT 5 !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 0. 0 22 1441 0. 017 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 .0414 .0483 .1328 .1467 .7989 .8197 . 9291 . 9371 .9947 1 .00 . 0555 .0632 .1625 .1808 .8380 .8538 .9446 .9519 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 17 KK DA-lAP 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNC HED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** •• ., *""* *** *** **"' *** *** *** *** *** *** *** *** *""* *** *** *** *** *** *** 30 KK 32 KO PTl OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT 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 *** *** *** *** *** *** *** *** *"'* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 34 KK Pond .36 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***-*** *** *** *** *** *** *** *** *** *** *** *** *** ••• 42 KK DAl 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ********'****** 55 KK 60"P ************** 57 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT VARIABLES 5 0 0. 0 22 1441 0. 017 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 '*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 59 KK DA4P 61 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 72 KK DA-lBP 74 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IP NCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 *** *** *** *** *** *** *** *** *** *'** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** '*** *** 85 KK DA3P 87 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IP NCH PUNCH COMPUTED HYDROGRAPH IOUT 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 98 KK DA2P 100 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL o. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 14H LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ...... *** *** *** *** *** *** *** *** *** *** *** *** 111 KK PTB 113 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT 115 KK DA4 117 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT ************** 128 KK PTA ************** 130 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0. 0 22 1441 0.017 VARIABLES 5 0. 0 22 1 1441 0. 017 VARIABLES 5 0. 0 22 1 1441 0 . 017 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 CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAyED 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 RUNOFF SUMMARY FLOW IN CUBIC 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-HOUR HYDROGRAPH AT DA2 109. 11.50 17. 6 . 6 . 0.05 HYDROGRAPH AT DA-lAP 21. 11.50 3. 1. 1 . 0.01 COMBINED AT PT! 130. 11 .50 20 . 7 . 7 . 0. 06 ROUTED TO Pond 51 . 11. 70 20 . 6. 6 . 0 . 06 264 .77 11. 70 HYDROGRAPH AT DA! 126. 11 . 52 19 . 7 . 7 . 0 .07 ROUTED TO 60"P 126. 11 .53 19 . 7. 7 . 0 .07 HYDROGRAPH AT DA4P 12 . 11 . 52 2 . 0. 0 . 0 . 01 HYDROGRAPH AT DA-lBP 9 . 11. 50 1 . 0. 0 . 0 . 00 HYDROGRAPH AT DA3P 21 . 11. 50 3. 1. 1. 0 .01 HYDROGRAPH AT DA2P 14 . 11. 50 2 . 1. 1. 0 .01 4 COMBINED AT PTB ~ 11 . 50 8 . 3 . 3. 0. 03 HYDROGRAPH AT DA4 18 . 11 . 52 2 . 1 . 1. 0. 01 4 COMBINED AT PTA 246. 11. 52 50. 16. 16. 0.17 - SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) I NTERPOLATED TO COMPUTATION I NTERVAL ISTAQ ELEMENT OT PEAK TIME TO VOLUME OT PEAK TI ME TO VOLUME PEAK PEAK (MINI (CFS) (MINI (IN) (MIN) (CFS) (MIN) (IN) 60"P MANE 0 . 62 125.53 691. 94 3. 70 1. 00 125.51 692.00 3.70 CONTINUITY SUMMARY (AC-FT) -INFLOW=0.1310E+02 EXCESS=O.OOOOE+OO OUTFLOW=0.1310E+02 BASIN STORAGE=0 .2284E-03 PERCENT ERROR= 0.0 *•* NORMAL END OF HEC-1 *** HECl S/N: 1343001909 I-™'Version: 6.33 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4 .0.lE RUN DATE 05/08/2003 TIME 14:10 :51 ' Data File : C:\WINNT\•vbh2711 .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 Implementation by Haestad Methods, Inc. ::::::::::::;::: :::::::::::::::: ......... ::::::::::::::::: U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 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 DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? 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 FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 4 5 6 7 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 5 Year Proposed Conditions IT 1 1441 IO 5 KK DA2 KM 5 Year Existing Conditions KO 22 BA 0.0496 PB 6. 2 IN 30 PC .0053 .0108 . 0164 . 0223 .0284 PC . 0712 .0797 .0887 .0984 .1089 PC . 2042 .2351 .2833 . 6632 .7351 PC . 8676 .8801 . 8914 . 9019 .9115 PC .9588 .9653 . 9717 .9777 .9836 LS 0 94 90 UD 0 .12 KK DA-lAP KM 5 YEAR PROPOSED CONDITIONS DRAI NAGE AREA KO BA . 00962 PB 6 . 2 IN 30 PC .0053 PC .0712 PC .2042 PC . 8676 PC .9588 LS 0 UD 0 .1000 KK PTl KM KO HC .0108 .0797 .2351 .8801 .9653 98 22 .0164 . 0223 .0284 .0887 . 0984 .1089 . 2833 . 6632 . 7351 . 8914 .9019 .9115 . 9717 . 9777 .9836 100 22 .0;347 . 0414 .0483 . 0555 .0632 .1203 .1328 .1467 .1625 .1808 . 7724 .7989 . 8197 .8380 .8538 .9206 . 9291 . 9371 . 944 6 .9519 . 9892 . 9947 1. 00 lA . 0347 . 0414 .0483 .0555 .0632 .1203 .1328 .1467 .1625 .1808 . 7724 .7989 .8197 .8380 .8538 . 9206 .9291 . 9371 .9446 .9519 . 9892 . 9947 1. 00 PAGE 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 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 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 KK Pond KM Detention Pond KO STOR 22 RS SA SE SL SS .6795 1.3874 2.0133 2.6073 2.8619 2.9215 261 262 264 266 268 270 262.5 7.065 0.6 .5 269 50 3 1.5 KK DAl KM 5 Year Existing Conditions KO BA 0.0664 PB 6.2 IN PC PC PC PC PC LS UD 30 .0053 . 0712 . 2042 . 8676 .9588 0 0 .14 KK 60"P .0108 .0797 .2351 .8801 .9653 77 .0164 . 0887 .2833 .8914 . 9717 65 KM Public Storm Sewer . 0223 .0984 .6632 .9019 .9777 22 .0284 .1089 . 7351 .9115 .9836 KO 22 RK 1030 .005 . 014 CIRC KK DA4P KM KO BA PB IN PC PC PC PC PC LS UD 5 YEAR PROPOSED CONDITIONS DRAINAGE AREA 22 .00908 6.2 30 .0053 .0712 .2042 . 8676 .9588 .67 0 .1000 DA-lBP .0108 .0797 .2351 .8801 .9653 75 .0164 .0887 .2833 . 8914 .9717 0 .0223 .0984 . 6632 .9019 . 9777 .0284 .1089 .7351 . 9115 .9836 .0347 .1203 . 7724 .9206 .9892 .0347 .1203 . 7724 .9206 . 9892 KK KM KO BA PB IN PC PC PC PC PC LS UD 5 YEAR PROPOSED CONDITIONS DRAINAGE AREA lB 22 .00484 6. 2 30 .0053 .0712 .2042 .8676 . 9588 .38 0 .1000 DA3P .0108 .0797 .2351 .8801 .9653 84 . 0164 .0887 .2833 . 8914 .9717 38 .0223 .0984 . 6632 .9019 .9777 .0284 .1089 .7351 .9115 .9836 KK KM KO BA PB IN PC PC PC PC PC LS 5 YEAR PROPOSED CONDITIONS DRAINAGE AREA 22 . 01035 6. 2 30 .0053 . 0712 .2042 .8676 . 9588 .299 UD 0.1000 KK DA2P .0108 .0797 .2351 .8801 .9653 87 . 0164 .0887 .2833 . 8914 . 9717 52 .0223 .0984 . 6632 .9019 . 9777 .0284 .1089 .7351 . 9115 . 9836 KM 5 YEAR PROPOSED CONDITIONS DRAINAGE AREA KO 22 BA .00616 PB 6. 2 IN 30 PC . 0053 PC . 0712 PC .2042 PC .8676 PC .9588 LS .128 UD 0.1000 KK PTB KM .0108 .0797 . 2351 .8801 .9653 94 . 0164 .0887 .2833 .8914 . 9717 85 .0223 .0984 . 6632 .9019 . 9777 .0284 .1089 .7351 .9115 .9836 KO 22 HC .0347 .1203 . 7724 . 9206 .9892 .0347 .1203 . 7724 . 9206 . 9892 .0347 .1203 . 7724 . 9206 .9892 .0414 .1328 .7989 . 9291 .9947 . 0414 .1328 . 7989 .9291 .9947 .0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 .9291 .9947 .0483 .1467 .8197 .9371 1. 00 .0483 .1467 .8197 .9371 1. 00 .0483 .1467 . 8197 . 9371 1. 00 . 0483 .14 67 .8197 . 9371 1. 00 . 0483 .1467 .8197 .9371 1. 00 .0555 .1625 .8380 . 944 6 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0632 .1808 . 8538 .9519 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 115 KK DA4 116 KM 5 Year Existing Conditions 117 KO 22 118 BA 0. 0126 119 PB 6 . 2 120 IN 30 121 PC .0053 .0108 .0164 .0223 .0284 . 0347 122 PC .0712 .0797 .0887 .0984 .1089 .1203 123 PC .2042 . 2351 .2833 . 6632 .7351 . 7724 124 PC . 8676 .8801 .8914 .9019 .9115 . 9206 125 PC .9588 .9653 .9717 . 9777 .9836 . 9892 126 LS 77 0 127 UD 0.10 128 KK PTA 129 KM Existing Inlet 130 KO 22 131 HC 132 zz FLOOD HYDROGRAPH PACKAGE (HEC-11 MAY 1991 VERSION 4 . 0. lE RUN DATE 05/08/2003 TIME 14:10:51 * 3 IO IT 4 KK 6 KO 5 Year Proposed Conditions OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN MINUTES IN COMPUTATION INTERVAL !DATE STARTING DATE I TIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 0 NDTIME 0000 I CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLISH UNITS ENDING DATE ENDING TIME CENTURY MARK 0.02 HOURS 24.00 HOURS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT DA2 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL o. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.017 TIME INTERVAL IN HOURS . 0414 .0483 .1328 .14 67 .7989 . 8197 .9291 . 9371 .9947 l. 00 . 0555 . 0632 .1625 .1808 .8380 .8538 .9446 .9519 U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 17 KK DA-lAP 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT o 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 TIM INT 0 .017 TIME INTERVAL IN HOURS 30 KK PT! 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH o 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 o. 011 T !ME INTERVAL IN HOURS 34 KK Pond 36 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT o PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 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 42 KK DA! 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT PLOT CONTROL QSCAL o. HYDROGRAPH PLOT SCALE IPNCH o PUNCH COMPUTED HYDROGRAPH .lOUT 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 *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 55 KK 57 KO 60"P OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL HYDROGRAPH PLOT SCALE QSCAL 0. IPNCH !OUT ISAVl I SAV2 TIMINT 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 *** *** *** *** *** *** *** *** *** *** *** *** *** **Iv *"* *** *** **• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 59 KK DA4P 61 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 ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** .... *** *** *** *** *** .... *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 72 KK 74 KO DA-lBP OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMINT 0 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 *** .... *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ..... *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 85 KK DA3P 87 KO 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 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** ••• *** *** ....... *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 98 KK DA2P 100 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 111 KK PTB 11 3 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 115 KK DA4 111 ~o OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT ************** 128 KK PTA ************** 130 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0 0. 0 22 1441 0.017 VARIABLES 5 0 0. 22 1441 0.017 VARIABLES 5 0. 0 22 1441 0.017 VARIABLES 5 0 0. 0 22 1 1441 0.017 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 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 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 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 RUNOFF SUMMARY FLOW IN CUBIC 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-HOUR HYDROGRAPH AT DA2 151. 11 . 50 23 . 6. 6 . 0. 05 HYDROGRAPH AT DA-lAP 29. 11.50 5 . 2. 2. 0. 01 COMBINED AT PTl 160. 11. 50 26 . 10. 10 . 0. 06 ROUTED TO Pond 60 . 11. 72 26 . 9. 9 . 0. 06 265.60 11. 72 HYDROGRAPH AT DAl 161. 11. 52 26 . 9. 9. 0. 07 ROUTED TO 60"P 161 . 11. 53 26 . 9 . 9. 0 . 07 HYDROGRAPH AT DA4P 20 . 11. 52 3. 1 . 1. 0 . 01 HYDROGRAPH AT DA-lBP 13 . 11. 50 2 . 1 . 1. 0 .00 HYDROGRAPH AT DA3P 30 . 11. 50 5. 2 . 2. 0 . 01 HYDROGRAPH AT DA2P 19. 11 . 50 3. 1 . 1. 0 . 01 4 COMBINED AT PTB 62. 11 . 50 12. 4. 4. 0 . 03 HYDROGRAPH AT DA4 26 . 11. 52 4. 1. 1. 0 . 01 4 COMBINED AT PTA 346. 11. 52 71. 24 . 24. 0 .17 SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL I STAQ ELEMENT DT PEAK TIME TO VOLUME DT PEAK TI ME TO VOLUME PEAK PEAK (MIN) (CFS) (MINI (IN) (MIN) (CFS) (MIN) (IN) 60"P MANE 0 .56 160.98 691 . 61 5. 31 1. 00 180. 91 692 . 00 5. 31 CONTINUI TY SUMMARY (AC-FT) -INFLOW=O .1680E+02 EXCESS=O. OOOOE+OO OUTFLOW=O .1880E+02 BASIN STORAGE=O . 3403E-03 PERCENT ERROR= 0 .0 *** NORMAL END OF HEC-1 *** HECl S/N: 1343001909 HMVersion: 6 . 33 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. O. lE RUN DATE 05/08/2003 TIME 14 : 09: 12 * Data File: C:\WINNT\-vbh0F3D.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 xxxxxxx xxxxx xxx :::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::: :::::::::::::::::::: Full Microcomputer Implementation by Haestad Me thods, Inc. ::::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::: .... U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 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 DEFINITION 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 FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1 ...... .2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 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 10 Year IT 1 IO KK DA2 KM 10 Year KO BA 0.0496 PB 7 . 4 IN 30 PC .0053 PC .0712 PC .2042 PC .8676 PC .9588 LS 0 UD 0.12 KK DA-lAP KM 10 YEAR KO BA . 00962 PB 7. 4 IN 30 PC . 0053 PC . 0712 PC .2042 PC .8676 PC .9588 LS UD 0 .1000 KK PT! KM KO HC Proposed Conditions 1441 Existing Conditions 22 . 0108 .0164 .0223 .0284 .0797 .0887 .0984 .1089 .2351 .2833 . 6632 .7351 . 8801 .8914 .9019 . 9115 . 9653 . 9717 .9777 .9836 94 90 PROPOSED CONDITIONS DRAINAGE AREA 22 .0108 .0164 .0223 .0284 .0797 .0887 .0984 .1089 . 2351 .2833 . 6632 .7351 .8801 . 8914 .9019 .9115 . 9653 .9717 . 9777 .9836 98 100 22 .0347 .0414 .0483 .0555 . 0632 .1203 .1328 .14 67 .1625 .1808 . 7724 .7989 . 8197 .8380 .8538 .9206 . 9291 .9371 .9446 .9519 .9892 .9947 1. 00 !A .0347 .0414 .0483 .0555 .0632 .1203 .1328 .14 67 .1625 .1808 . 7724 .7989 . 8197 .8380 .8538 .9206 . 9291 .9371 .9446 .9519 .9892 .9947 1. 00 PAGE 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 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 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 llO lll ll2 ll3 ll4 KK Pond KM Detention Pond KO STOR 22 RS SA SE SL SS . 6795 261 262. 5 1.3874 2 .0133 2.6073 262 264 266 2.8619 268 2.9215 270 7.065 0.6 .5 269 50 3 ). 5 KK DAl KM 10 Year Existing Conditions KO BA 0.0664 PB 7 . 4 IN 30 PC .0053 PC . 0712 PC . 2042 PC .8676 PC . 9588 LS UD o .14 60"P .0108 .0797 . 2351 .8801 .9653 77 . 0164 .0887 .2833 . 8914 .9717 65 KK KM KO RK Public Storm Sewer 1030 .005 . 014 DA4P .0223 .0984 .6632 . 9019 . 9777 22 .0284 .1089 .7351 .9115 .9836 22 CIRC KK KM KO BA PB IN PC PC PC PC PC LS UD 10 YEAR PROPOSED CONDITIONS DRAINAGE AREA 22 .00908 7 .4 30 .0053 .0712 .2042 .8676 .9588 . 67 0 .1000 KK DA-lBP .0108 .0797 .2351 .8801 .9653 75 .0164 . 0887 .2833 .8914 . 9717 .0223 . 0984 .6632 .9019 .9777 .0284 .1089 . 7351 . 9115 .9836 .0347 .1203 . 7724 .9206 .9892 .0347 .1203 . 7724 .9206 . 9892 KM 10 YEAR PROPOSED CONDITIONS DRAINAGE AREA lB KO 22 BA .00484 PB 7 . 4 IN 30 PC . 0053 PC . 0712 PC . 20{2 PC . 8676 PC . 9588 LS . 38 UD 0 .1000 KK DA3P .0108 .0797 . 2351 .8801 .9653 84 . 0164 .0887 .2833 . 8914 .9717 38 .0223 .0984 . 6632 .9019 . 9777 . 0284 .1089 .7351 .9115 .9836 KM KO BA PB IN PC PC PC PC PC LS UD 10 YEAR PROPOSED CONDITIONS DRAINAGE AREA 22 .01035 7 .4 30 . 0053 . 0712 .2042 . 8676 .9588 .299 o .1000 KK DA2P . 0108 .0797 . 2351 .8801 .9653 87 . 0164 . 0887 . 2833 .8914 . 9717 52 .0223 .0984 .6632 .9019 .9777 .0284 .10139 .7351 . 9ll5 . 9836 KM 10 YEAR PROPOSED CONDITIONS DRAINAGE AREA KO 22 BA .00616 PB IN PC PC PC PC PC LS 7.4 30 .0053 . 0712 .2042 .8676 .9588 .128 UD 0.1000 KK PTB KM KO HC .0108 . 0797 .2351 .8801 .9653 94 .0164 .0887 .2833 . 8914 . 9717 85 . 0223 . 0984 . 6632 .9019 . 9777 . 0284 .1089 .7351 . 9ll5 .9836 22 .0347 .1203 . 7724 .9206 . 9892 .0347 .1203 . 7724 .9206 .9892 .0347 .1203 . 7724 . 9206 . 9892 .0414 .1328 .7989 . 9291 .9947 . 0414 .1328 . 7989 .9291 .9947 . 0414 .1328 .7989 . 9291 .9947 . 0414 .1328 . 7989 . 9291 . 9947 . 0414 .1328 .7989 .9291 .9947 .0483 .14 67 .8197 . 9371 ). 00 .0483 .14 67 .8197 . 9371 ). 00 .0483 .1467 .8197 .9371 ). 00 .0483 .1467 . 8197 . 9371 1.00 .0483 .1467 .8197 .9371 1.00 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 . 838.0 .9446 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 115 KK DA4 116 KM 10 Year Existing Conditions 117 KO 22 116 BA 0 .0126 119 PB 7.4 120 IN 30 121 PC .0053 .0106 .0164 . 0223 .0264 .0347 122 PC . 0712 . 0797 .0667 .0964 .1069 .1203 123 PC .2042 .2351 .2833 .6632 . 7351 . 7724 124 PC . 8676 .6601 .6914 .9019 .9115 .9206 125 PC .9566 .9653 . 9717 .9777 .9836 . 9892 126 LS 0 77 127 UD 0.10 126 KK PTA 129 KM Existing Inlet 130 KO 22 131 HC 132 zz FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0 . lE RUN DATE 05/06/2003 TIME 14: 09: 12 * 3 IO IT 4 KK 6 KO 10 Year Proposed Conditions OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN MINUTES IN COMPUTATION INTERVAL IDATE 0 STARTING DATE !TIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 0 NDTIME 0000 !CENT 19 COMPUTAT ION INTERVAL TOTAL TIME BASE ENGLISH UNITS ENDING DATE ENDING TIME CENTURY MARK 0.02 HOURS 24 . 00 HOURS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT DA2 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IP NCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS . 04 14 .0483 .1328 .1467 .7989 .8197 . 9291 .9371 .9947 1. 00 .0555 .0632 .1625 .1808 . 8360 .6538 .9446 .9519 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 17 KK DA-lAP 19 KO 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 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS 30 KK PTl 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 ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS 34 KK Pond 36 KO 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 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** .... *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 42 KK DAl 44 KO 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 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** .... *** *** *** *** *** *** *** *** *** *** *** *** *** .... *** *** 55 KK 57 KO 59 KK 61 KO 72 KK 74 KO 60"P OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IP NCH 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 DA4P OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT PLOT CONTROL QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT DA-lBP OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 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 VARIABLES 5 PRINT CONTROL 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 *** *** *** '""'** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 85 KK DA3P 87 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 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0. 017 TIME INTERVAL IN HOURS ..... *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 98 KK DA2P 100 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 111 KK PTB 113 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 115 KK DA4 117 KO OUTPUT CONTROL VARIAllLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 *** *** *"'* *** *** *** *** *** **• ,., ............. *** *** *** *** *.:>* *** ....... *** *** *** *** *** *** *** *** *** *** ..... *** *** *** *** 128 KK PTA 130 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TI MINT 0 . 017 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 BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT DA2 180. 11. 50 28 . 10. 10 . 0. 05 HYDROGRAPH AT DA-lAP 35. 11.50 5. 2. 2 . 0. 01 COMBINED AT PTl 215. 11.50 33. 12 . 12. 0. 06 ROUTED TO Pond 65. 11. 73 33. 11 . 11. 0.06 266 .17 11 . 73 HYDROGRAPH AT DAl 221. 11. 52 34. 12. 12 . . 07 ROUTED TO 60"P 220. 11. 53 34 . 12. 12 . . 07 HYDROGRAPH AT DA4P 25. 11. 52 4. 1. 1. . 01 HYDROGRAPH AT DA-lBP 16. 11.50 2. 1. 1. .00 HYDROGRAPH AT DA3P 36. 11. 50 5. 2. 2 . . 01 HYDROGRAPH AT DA2P 22. 11. 50 3. 1. 1. 0 . 01 4 COMBINED AT PTB 100. 11. 50 15. 5. 5. 0. 03 HYDROGRAPH AT DA4 36. 11. 52 5. 2. 2 . 0 . 01 4 COMBINED AT PTA 416. 11. 52 87. 29 . 29 . 0 .17 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) (CFS) (MIN) (IN) 60"P MANE 0. 52 220.48 691 . 54 6.46 1. 00 220. 38 692. 00 6. 4 6 CONTINUITY SUMMARY (AC-FT) -INFLOW~0 .2289E+02 EXCEss~o .OOOOE+OO OUTFLOW~0 .2289E+02 BASIN STORAGE~0 .3943E-03 PERCENT ERROR~ 0. 0 *** NORMAL END OF HEC-1 *** HECl S/N: 1343001909 1-il{\Tersion : 6 .33 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 05/08/2003 TIME 14: 08: 13 * Data File: C:\WINNT\•vbh0858.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 Implementation by Haestad Methods, Inc. ::::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 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 HECl KW. THE DEFINITIONS OF VARIABLES -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 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 FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1. ...... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 2 3 5 6 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 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 1 5 DA2 25 Year 0 .0496 8.8 30 .0053 .0712 .2042 .8676 .9588 0 0.12 DA-lAP 25 YEAR . 00962 8.8 30 .0053 .0712 .2042 . 8676 .9588 0 0 .1000 PTl Proposed Conditions 1441 0 Existing Conditions 22 .0108 .0164 .0223 .0284 .0347 .0414 . 0483 .0555 . 0632 .0797 .0887 .0984 .1089 .1203 .1328 .14 67 .1625 .1808 .2351 .2833 . 6632 .7351 . 7724 .7989 .8197 .8380 .8538 .8801 .8914 .9019 .9115 . 9206 . 9291 . 9371 .9446 .9519 .9653 . 9717 .9777 .9836 .9892 .9947 1. 00 94 90 PROPOSED CONDITIONS DRAINAGE AREA lA 22 .0108 .0164 . 0223 .0284 . 0347 .0414 . 0483 .0555 . 0632 .0797 .0887 . 0984 .1089 .1203 .1328 .1467 .1625 .1808 .2351 .2833 . 6632 .7351 . 7724 .7989 . 8197 .8380 .8538 .8801 .8914 .9019 .9115 .9206 .9291 . 9371 .9446 .9519 .9653 .9717 .9777 .9836 .9892 .9947 1. 00 98 100 22 PAGE 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 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 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 Pond Detention Pond 22 KK KM KO RS SA SE SL SS . 6795 261 262 .5 269 STOR 1 .3874 262 7.065 50 2 . 0133 264 0 .6 3 2. 607 3 266 .5 1. 5 2.8619 268 2.9215 270 KK DA! KM 25 Year Existing Conditions KO BA 0 .0664 PB 8 .8 IN 30 PC . 0053 PC . 0712 PC .2042 PC .8676 PC . 9588 LS UD 0.14 KK 60"P . 0108 .0797 .2351 .8801 . 9653 77 . 0164 .0887 .2833 . 8914 . 9717 65 KM Public Storm Sewer . 0223 . 0984 .6632 .9019 .9777 22 . 0284 .1089 .7351 . 9115 .9836 KO 22 RK KK KM KO BA PB IN PC PC PC PC PC LS UD 1030 .005 . 014 CIRC DA4P 25 YEAR PROPOSED CONDITIONS DRAINAGE AREA 22 . 00908 8.8 30 . 0053 . 0712 .2042 .8676 . 9588 . 67 0.1000 DA-lBP .0108 . 0797 . 2351 .8801 . 9653 75 . 0164 . 0887 .2833 .8914 . 9717 0 .0223 .0984 .6632 .9019 . 9777 .0284 .1089 .7351 .9115 .9836 . 0347 .1203 . 7724 . 9206 . 9892 .0347 .1203 . 7724 .9206 .9892 KK KM KO BA PB IN PC PC PC PC PC LS 25 YEAR PROPOSED CONDITIONS DRAINAGE AREA lB 22 .00484 8 .8 30 . 0053 . 0712 .2042 . 8676 .9588 .38 UD 0 .1000 KK DA3P .0108 . 0797 . 2351 .8801 . 9653 84 . 0164 .0887 . 2833 .8914 . 9717 38 .0223 .0984 . 6632 .9019 .9777 .0284 .1089 .7351 . 9115 .9836 KM 25 YEAR PROPOSED CONDITIONS DRAINAGE AREA KO 22 BA . 01035 PB 8 . 8 IN 30 PC . 0053 PC .0712 PC . 2042 PC .8676 PC .9588 LS . 299 UD 0.1000 KK DA2P . 0108 .0797 .2351 .8801 . 9653 87 . 0164 .0887 .2833 . 8914 . 9717 52 .0223 .0984 . 6632 . 9019 .9777 .0284 .1089 . 7351 . 9115 .9836 KM 25 YEAR PROPOSED CONDITIONS DRAINAGE AREA KO 22 BA . 0061,6 PB 8 . 8 IN 30 PC . 0053 PC . 0712 PC . 2042 PC • 8676 PC . 9588 LS .128 UD 0.1000 KK PTB KM . 0108 .0797 . 2351 .8801 .9653 94 . 0164 .0887 .2833 . 8914 .9717 85 . 0223 . 0984 . 6632 .9019 . 9777 .0284 .1089 .7351 .9115 .9836 KO 22 HC .0347 .1203 . 7724 .9206 .9892 .0347 .1203 . 7724 .9206 . 9892 .0347 .1203 . 7724 . 9206 .9892 . 0414 .1328 .7989 .9291 .9947 .0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 .9291 . 9947 .0414 .1328 .7989 .9291 .9947 . 041 4 .1328 .7989 .9291 .9947 .0483 .1467 .8197 .9371 1. 00 .0483 .1467 . 8197 . 9371 1. 00 .0483 .1467 .8197 . 9371 1. 00 .0483 .1467 .8197 .9371 1. 00 .0483 .1467 .8197 . 9371 1.00 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 . 944 6 .0555 .1625 .8380 . 944 6 .0632 .1808 .8538 .9519 . 0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 . 0632 .1808 .8538 .9519 . 0632 .1808 .8538 .9519 115 KK DA4 116 KM 25 Year Exi sting Conditions 117 KO 118 BA 0.0126 119 PB 6.6 120 IN 30 121 PC .0053 122 PC . 0712 123 PC .2042 124 PC .6676 125 PC .9566 126 LS 0 127 UD 0.10 128 KK PTA 129 KM Existing 130 KO 131 HC 132 zz FLOOD HYDROGRAPH PACKAGE IHEC-11 MAY 1991 VERSION 4 .0.lE .0106 . 0797 . 2351 .6801 . 9653 77 Inlet RUN DATE 05/06/2003 TIME 14:06 :13 ' 25 Year Proposed 3 IO OUTPUT CONTROL VARIABLES . 0164 .0223 .0667 . 0964 .2633 . 6632 .6914 . 9019 . 9717 .9777 0 Conditions IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL 22 .0264 .0347 .1069 .1203 . 7351 . 7724 . 9115 .9206 .9636 .9692 22 QSCAL 0 . HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN MINUTES IN COMPUTATION INTERVAL IDATE 0 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 CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT ORDINATES . 0414 . 0463 .1326 .1467 .7989 .6197 .9291 .9371 .9947 1.00 .0555 . 0632 .1625 .1606 .6360 .6538 .9446 .9519 U.S. ARMY CORPS OF ENGI NEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** Ir** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** 4 KK 6 KO DA2 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH PUNCH COMPUTED HYDROGRAPH IOUT ISAVl ISAV2 TIMINT 22 SAVE HYDROGRAPH ON TH IS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 17 KK DA-lAP 19 KO 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 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 TIME INTERVAL IN HOURS 30 KK PTl 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IP NCH PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAS T ORDINATE PUNCHED OR SAVED TIM INT 0 . 017 TIME INTERVAL IN HOURS 34 KK Pond 36 KO OUTPUT CONTROL VARIABLES I PRNT 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 TIM INT 0 .017 TIME INTERVAL IN HOURS 42 KK DAl 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 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 TIM INT 0 .017 TIME INTERVAL IN HOURS ******"'******* 55 KK 60"P ************** 57 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT VARIABLES 5 0 0. 0 22 1441 0.017 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 59 KK DA4P 61 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IP NCH 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 72 KK DA-lBP 74 KO 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 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 85 KK DA3P 87 KO 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 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 98 KK 100 KO 111 KK 113 KO 115 KK 117 KO 128 KK 130 KO DA2P OUTPUT CONTROL VARIABLES PTB IPRNT 5 PRINT CONTROL I PLOT 0 QSCAL 0. IPNCH 0 IOUT 22 ISAVl ISAV2 1441 TIM INT 0.017 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 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL DA4 QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT PTA OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 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 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 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 l FIRST ORDINATE PUNCHED OR SAVED 1441 LAST ORDINATE PUNCHED OR SAVED 0.017 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 BAS IN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT DA2 214 . 11. 50 33 . 12. 12. 0. 05 HYDROGRAPH AT DA-lAP 42 . 11.50 6 . 2 . 2. 0. 01 COMBINED AT PT! 256 . 11. 50 40 . 14. 14. 0. 06 ROUTED TO Pond 70 . 11 . 77 39. 13. 13 . 0.06 266.81 11 . 77 HYDROGRAPH AT DA! 267 . 11 .52 41 . 14 . 14 . 0. 07 ROUTED TO 60"P 267 . 11 .52 41 . 14 . 14 . 0. 07 HYDROGRAPH AT DA4P 32 . 11 . 52 5 . 1. 1 . 0 . 01 HYDROGRAPH AT DA-lBP 20. 11 . 50 3. 1. 1 . 0.00 HYDROGRAPH AT DA3P 44 . 11 . 50 7 . 2 . 2 . 0.01 HYDROGRAPH AT DA2P 27 . 11 . 50 4. 1. 1 . 0 . 01 4 COMBINED AT PTB 122. 11 .50 18. 6 . 6 . 0 . 03 HYDROGRAPH AT DA4 45. 11. 50 7. 2 . 2 . 0 . 01 4 COMBINED AT PTA 498. 11 . 52 104. 35. 35. 0 .17 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) (MINI (IN) (MINI (CFS) (MINI (IN) 60''P MANE 0 . 50 266.66 691. 54 7 .83 1. 00 266. 51 691. 00 7 .83 CONTINUITY 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 *** HECl S/N: 1343001909 HMVersion: 6. 33 FLOOD HYDROGRAPH PACKAGE IHEC-1) MAY 1991 VERSION 4. O. lE RUN DATE 05/08/2003 TIME 14: 07: 32 * Data Fi le: C:\WINNT\-vbhl657 .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 Mic rocomputer Implementation by Haestad Methods, Inc . ::::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALI FORNIA 95616 1916) 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, HECl DB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVI SIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? 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 FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE LINE ID ....... 1 ....... 2 ....... 3 ....... 4. ...... 5 ....... 6 ....... 7 ....... 8 ... "" 9 .. "" 10 1 ID 50 Year Proposed Conditions 2 IT 1 1441 IO 4 KK DA2 5 KM 50 Year Existing Condi tions KO 22 BA 0.0496 8 PB 9. 8 9 IN 30 10 PC .0053 .0108 .0164 .0223 . 0284 .0347 . 0414 .0483 . 0555 .0632 11 PC .0712 .0797 .0887 ,0984 .1089 .1203 .1328 .1467 .1625 .1808 12 PC .2042 .2351 .2833 . 6632 .7351 . 7724 .7989 .8197 .8380 .8538 13 PC . 8676 .8801 .8914 ,9019 .9115 . 9206 . 9291 . 9371 .9446 .9519 14 PC .9588 .9653 .9717 . 9777 .9836 . 9892 .9947 1. 00 15 LS 0 94 90 16 UD 0 .12 17 KK DA-lAP 18 KM 50 YEAR PROPOSED CONDITIONS DRAINAGE AREA lA 19 KO 22 20 BA .00962 21 PB 9 .8 22 IN 30 23 PC .0053 .0108 .0164 . 0223 .0284 . 0347 . 0414 .0483 . 0555 .0632 24 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .14 67 .1625 .1808 25 PC . 2042 .2351 .2833 ,6632 . 7351 . 7724 .7989 .8197 . 8380 .8538 26 PC .8676 .8801 .8914 . 9019 .9115 . 9206 . 9291 .9371 .944 6 .9519 27 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.00 28 LS 98 100 29 UD 0 .1000 30 KK PTl 31 KM 32 KO 22 33 HC 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 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 90 91 92 93 94 95 96 97 98 99 100 101 .102 103 104 105 106 107 108 109 110 111 112 113 114 KK Pond KM Detention Pond KO RS SA SE SL SS .6795 261 262. 5 269 KK DA! STOR 1. 3874 262 7 .065 50 22 2.0133 2.6073 2.8619 264 266 268 0.6 .5 1 . 5 KM KO BA PB IN PC PC PC PC PC LS 50 Year Existing Conditions 0. 0664 9.8 30 .0053 .0712 .2042 .8676 .9588 UD 0.14 KK 60"P . 0108 .0797 .2351 .8801 . 9653 77 .0164 .0887 .2833 .8914 . 9717 65 KM Public Storm Sewer .0223 .0984 . 6632 . 9019 . 9777 22 .0284 .1089 .7351 . 9115 .9836 KO 22 RK 1030 .005 .014 CIRC KK DMP 2.9215 270 .0347 .1203 . 7724 .9206 . 9892 KM 50 YEAR PROPOSED CONDITIONS DRAINAGE AREA KO 22 BA . 00908 PB 9.8 IN 30 PC . 0053 PC .0712 PC . 2042 PC . 8676 PC .9588 LS . 67 UD 0.1000 DA-lBP .0108 .0797 .2351 .8801 . 9653 75 .0164 .0887 .2833 .8914 . 9717 . 0223 .0984 .6632 . 9019 .9777 .0284 .1089 .7351 .9115 .9836 .0347 .1203 . 7724 .9206 .9892 KK KM KO BA PB IN PC PC PC PC PC LS UD 50 YEAR PROPOSED CONDITIONS DRAINAGE AREA lB 22 .00484 9.8 30 . 0053 .0712 .2042 . 8676 .9588 .38 0.1000 KK DA3P .0108 . 0797 .2351 .8801 .9653 84 .0164 .0887 .2833 .8914 . 9717 38 . 0223 . 0984 . 6632 .9019 .9777 .0284 .1089 .7351 . 9115 .9836 .0347 .1203 . 7724 .9206 .9892 KM 50 YEAR PROPOSED CONDITIONS DRAINAGE AREA 3 . KO 22 BA .01035 PB 9. 8 IN 30 PC . 0053 PC . 0712 PC .2042 PC . 8676 PC . 9588 LS . 299 UD 0.1000 KK DA2P .0108 . 0797 .2351 . 8801 .9653 87 . 0164 .0887 .2833 .8914 . 9717 52 .0223 .0984 . 6632 .9019 . 9777 .0284 .1089 .7351 .9115 .9836 KM 50 YEAR PROPOSED CONDITIONS DRAINAGE AREA KO 22 BA .00616 PB 9.8 IN PC PC PC PC PC LS 30 .0053 . 0712 .2042 . 8676 .9588 .128 UD 0 .1000 KK PTB KM .0108 . 0797 . 2351 .8801 . 9653 94 .0164 .0887 .2833 .8914 . 9717 85 .0223 .0984 . 6632 .9019 . 9777 .0284 .1089 .7351 . 9115 .9836 KO 22 HC .0347 .1203 . 7724 .9206 .9892 .0347 .1203 . 7724 .9206 .9892 . 0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 . 9291 . 9947 .0414 .1328 .7989 .9291 .9947 .0414 .1328 .7989 .9291 .9947 . 0414 .1328 .7989 . 9291 . 9947 .0483 .1467 . 8197 . 9371 1. 00 .0483 .14 67 . 8197 . 9371 1. 00 .0483 .14 67 _8197 .9371 1. 00 . 0483 .14 67 .8197 . 9371 1. 00 .0483 .1467 . 8197 . 9371 1. 00 .0555 .1625 .8380 .9446 . 0555 .1 625 .8380 .9446 .0555 .1625 . 8380 .9446 .0555 .1625 .8380 .9446 .0555 .1625 .8380 .944 6 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 . 0632 .1808 .8538 .9519 115 KK DA4 116 KM 50 Year Existing Conditions 117 KO 118 BA 0.0126 119 PB 9. 8 120 IN 30 121 PC . 0053 122 PC . 0712 123 PC . 2042 124 PC . 8676 125 PC .9588 126 LS o 127 UD 0 .10 128 KK PTA 129 KM Existing 130 KO 131 HC 132 zz FLOOD HYDROGRAPH PACKAGE (HEC-1) HAY 1991 VERSION 4. 0. lE .0108 . 0797 . 2351 .8801 . 9653 77 Inlet RUN DATE 05/08/2003 TIME 14 : 07 : 32 ' .0164 .0887 .2833 .8914 .9717 o 50 Year Proposed Conditions 3 IO OUTPUT CONTROL VARIABLES .0223 .0984 . 6632 .9019 . 9777 IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL 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 !DATE o !TIME 0000 NQ 1441 NDDATE o NDTIME oa.oo I CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLISH UNITS STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ENDING DATE ENDING TIME CENTURY HARK 0 .02 HOURS 24.00 HOURS DRAINAGE AREA SQUARE MILES PRECI PI TAT ION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT ORDINATES . 0414 .0483 .1328 .1467 .7989 .8197 . 9291 .9371 .9947 1. 00 .0555 . 0632 .1625 .1808 .8380 .8538 .9446 .9519 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 *** *** *** *** *** ++• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 4 KK DA2 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT o PLOT CONTROL QSCAL o. HYDROGRAPH PLOT SCALE IP NCH o 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 17 KK DA-lAP 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 30 KK PTl 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THI S UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED T!MINT 0. 017 TIME INTERVAL IN HOURS 34 KK Pond 36 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.017 TIME INTERVAL IN HOURS 42 KK DAl 44 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 . 017 TIME INTERVAL IN HOURS 55 KK 60"P 57 KO 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 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.017 TIME INTERVAL IN HOURS *** *** ........ *** ••• *** *** ........... *** ••• *** *** *** *** *** •••••• *** *** ....... *** ........................ *** ..... *** 59 KK DA4P 61 KO 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 TIM INT 0.017 TIME INTERVAL IN HOURS 72 KK DA-lBP 74 KO 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 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** ***·*** *** *** *** *** *** *** *** 85 KK DA3P 87 KO 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 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS 98 KK DA2P 100 KO 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 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.017 TIME INTERVAL IN HOURS 111 KK PTB 113 KO 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 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .017 TIME INTERVAL IN HOURS 115 KK DA4 117 KO 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 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 .017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 128 KK PTA 130 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 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 RUNOFF SUMMARY FLOW IN CUBIC 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-HOUR HYDROGRAPH AT DA2 238 . 11 . so 37. 13. 13. o.os HYDROGRAPH AT DA-lAP 46 . 11. so 7. 3 . 3. 0. 01 COMBINED AT PT! 285. 11 . so 44 . 16. 16. 0.06 ROUTED TO Pond 74. 11 . 77 43. 15. 15. 0.06 267 .28 11. 77 HYDROGRAPH AT DA! 300. 11. 52 46. 16. 16. 0. 07 ROUTED TO 60"P 300. 11 . S2 46. 16. 16. 0. 07 HYDROGRAPH AT DA4P 36. 11. so 5. 2. 2. 0. 01 HYDROGRAPH AT DA-lBP 22 . 11 . 50 3. 1 . 1. 0.00 HYDROGRAPH AT DA3 P 49. 11 . so 7. 3 . 3. 0.01 HYDROGRAPH AT DA2P 30. 11.50 5. 2 . 2. 0. 01 4 COMBINED AT PTB 137. 11 . so 21. 7 . 7. 0.03 HYDROGRAPH AT DA4 S2 . 11 .50 7. 2 . 2. 0. 01 4 COMBINED AT PTA S56. 11 . S2 117. 39. 39. 0.17 SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL ISTAQ ELEMENT OT PEAK TIME TO VOLUME DT PEAK TIME TO VOLUME PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) (IN) 60"P MANE 0 .50 299.67 691. 52 8 .80 1. 00 299.56 691 . 00 8.80 CONTINUITY SUMMARY (AC-FT) -INFLOW=0.3117E+02 EXCESS=O .OOOOE+OO OUTFLOW=9 .3117E+02 BASIN STORAGE=0.4372E-03 PERCENT ERROR= 0.0 ***NORMAL END OF HEC-1 *** HECl S/N: 1343001909 HMVersion: 6. 33 FLOOD HYDROGRAPH PACKAGE I HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 05/08/2003 TIME 14 :09:49 • Data File: C:\WINNT\•vbh2740.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 Implementation by Haestad Methods, Inc. ;:::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::: U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 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 DEFINITION 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 FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... ! ....... 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 ID 100 Year IT 1 IO 5 KK DA2 KM 100 Year KO BA 0.0496 PB 11 IN 30 PC .0053 PC . 0712 PC . 2042 PC . 8676 PC .9588 LS 0 UD 0 .12 KK DA-lAP KM 100 YEAR KO BA . 00962 PB 11 IN 30 PC .0053 PC .0712 PC .2042 PC . 8676 PC .9588 LS 0 UD 0 .1000 KK PT! KM Proposed Conditions 1441 Existing Conditions 22 .0108 . 9164 . 0223 .0284 .0347 .0797 . 0887 . 0984 .1089 .1203 .2351 .2833 . 6632 . 7351 . 7724 .8801 . 8914 .9019 .9115 . 9206 .9653 . 9717 . 9777 .9836 . 9892 94 90 PROPOSED CONDITIONS DRAINAGE AREA !A 22 .0108 . 0164 . 0223 .0284 . 0347 .0797 .0887 . 0984 .1089 .1203 .2351 .2833 . 6632 . 7351 . 7724 .8801 .8914 . 9019 .9115 .9206 .9653 . 9717 . 9777 .9836 . 9892 98 100 KO 22 HC .0414 . 0483 .0555 .0632 .1328 .1467 .1625 .1808 .7989 . 8197 ,8380 .8538 . 9291 . 9371 .9446 .9519 .9947 1. 00 .0414 . 0483 ,0555 . 0632 .1328 .1467 .1625 .1808 .7989 .8197 .8380 .8538 .9291 ,9371 .9446 .9519 .9947 1.00 PAGE 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 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 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 KK Pond KM Detention Pond KO RS SA SE SL SS .6795 261 262 .5 269 KK DAl STOR 1. 3874 262 7.065 50 2 .0133 264 0 .6 22 2.6073 2.8619 266 268 .5 1. 5 KM 100 Year Existing Conditions KO BA 0.0664 PB IN PC PC PC PC PC LS UD 11 30 .0053 . 0712 . 2042 . 8676 .9588 o o .14 KK 60"P .0108 .0797 . 2351 .8801 .9653 77 . 0164 . 0887 .2833 .8914 . 9717 65 KM Public Storm Sewer KO RK 1030 KK DA4P .005 .014 .0223 .0984 . 6632 .9019 .9777 22 . 0284 .1089 .7351 .9115 .9836 22 CIRC 2 .9215 270 .0347 .1203 . 7724 .9206 .9892 5 KM l 00 YEAR PROPOSED CONDITIONS DRAINAGE AREA KO 22 BA .00908 PB 11 IN 30 PC .0053 PC .0712 PC . 2042 PC . 8676 PC . 9588 LS . 67 UD 0 .1000 DA-lBP .0108 .0797 .2351 .8801 .9653 75 . 0164 . 0887 .2833 . 8914 . 9717 o .0223 .0984 . 6632 .9019 .9777 .0284 .1089 .7351 .9115 .9836 .0347 .1203 . 7724 .9206 . 9892 KK KM KO BA PB IN PC PC PC PC PC LS 100 YEAR PROPOSED CONDITIONS DRAINAGE AREA lB 22 .00484 11 30 .0053 .0712 .2042 . 8676 .9588 .38 UD 0.1000 KK DA3P .0108 . 0797 .2351 .8801 .9653 84 .0164 .0887 .2833 . 8914 .9717 38 .0223 .0984 .6632 .9019 .9777 .0284 .1089 .7351 . 9115 .9836 .0347 .1203 . 7724 . 9206 .9892 KM 100 YEAR PROPOSED CONDITIONS DRAINAGE AREA KO 22 BA .01035 PB 11 IN 30 PC PC PC PC PC LS .0053 . 0712 .2042 .8676 .9588 .299 UD 0.1000 KK DA2P .0108 .0797 .2351 .8801 .9653 87 . 01 64 .0887 .2833 .8914 . 9717 52 .0223 .0984 . 6632 .9019 .9777 .0284 .1089 .7351 .9115 .9836 .0347 .1203 . 7724 .9206 .9892 KM 100 YEAR PROPOSED CONDITIONS DRAINAGE AREA KO 22 BA .00616 PB 11 IN 30 PC .0053 PC . 0712 PC . 2042 PC .8676 PC . 9588 LS .128 UD 0 .1000 KK PTB KM .0108 .0797 .2351 .8801 .9653 94 . 0164 . 0887 .2833 .8914 .9717 85 .0223 .0984 . 6632 .9019 .9777 .0284 .1089 .7351 .9115 .9836 KO 22 HC .0347 .1203 . 7724 . 9206 .9892 . 0414 .1328 . 7989 . 9291 .9947 . 0414 .1328 . 7989 . 9291 .9947 .0414 .1328 .7989 . 9291 .9947 . 0414 .1328 .7989 . 9291 .9947 .0414 .1328 .7989 . 9291 .9947 .0483 .14 67 . 8197 .9371 1. 00 .0483 . 1467 .8197 . 9371 1. 00 .0483 .14 67 . 8197 . 9371 1. 00 .0483 .14 67 .8197 . 9371 1. 00 .0483 .14 67 .8197 . 9371 1. 00 . 0555 .1625 .8380 .9446 .0555 .1625 .8380 .9446 .0555 . 1625 .8380 .9446 .0555 .1625 .-8380 . 9446 .0555 .1625 .8380 .9446 . 0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 .0632 .1808 .8538 .9519 . 0632 .1808 .8538 .9519 •. 115 KK DA4 116 KM 100 Year Existing Conditions 117 KO 22 116 BA .0126 119 PB 11 120 IN 30 121 PC .0053 .0106 . 0164 .0223 .0264 . 0347 122 PC . 0712 . 0797 .0667 .0964 .1069 .1203 123 PC .2042 .2351 .2633 . 6632 .7351 . 7724 124 PC . 6676 .6601 . 6914 .9019 .9115 . 9206 125 PC .9566 . 9653 .9717 .9777 .9636 .9692 126 LS 0 77 127 UD 0 .10 126 KK PTA 129 KM Existing Inlet 130 KO 22 131 HC 132 zz FLOOD HYDROGRAPH PACKAGE IHEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 05/06/2003 TIME 14:09:49 • 3 IO IT 4 KK 6 KO 100 Year Proposed Conditions OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL HYDROGRAPH TI ME NMIN !DATE I TIME 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE DATA MINUTES IN COMPUTATION 0 STARTING DATE 0000 STARTING TIME INTERVAL NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 0 NDTIME 0000 I CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLISH UNITS ENDING DATE ENDING TIME CENTURY MARK 0.02 HOURS 24 .00 HOURS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT DA2 OUTPUT CONTROL VARIABLES I PRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRA~H ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS . 0414 .0463 .1326 .1467 .7969 . 6197 .9291 .9371 .9947 1. 00 .0555 . 0632 .1625 .1606 .6360 .6536 .9446 .9519 U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** •••••• *** *** *** ..... *** *** *** *** ••• *** 17 KK DA-lAP 19 KO OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT ************** 30 KK PTl * * ** * * *** * * * *. 32 KO OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT VARIABLES 5 0 0. 0 22 1441 0 . 017 VARIABLES 5 0. 0 22 1 1441 0.017 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 T !ME 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 ••• '*"' *** *** *** *** *** *** *** *** *** *** *** **"' *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *****"'***"'"*** 34 KK Pond ************** 36 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT VARIABLES 5 0 0 . 0 22 1 1441 0. 017 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 T !ME INTERVAL IN HOURS *** *** ••• *** *** ••• *** "'** *** ..... **"' *** *** *** *** *** *** *** *** *** *** ••• "'** *** *** *** *** *** *** *** *** *** *** 42 KK DAl 44 KO OUTPUT CONTROL VARIABLES IPRNT 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••••••••• *** ••• *** *** *** *** *** *** *** *** *** ••• *** *** ************** 55 KK 60"P ************•• 57 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IP NCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0 0. 0 22 1441 0.017 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 ••• *** *** *** **" *** *** *'' ••••••••. '** ••• '"" **" ••• **" ••• '** *** *"* *"'* *** *** *** *** *** ••• *** *** *** *** *** 59 KK DA4P 61 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 72 KK DA-lBP 74 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 85 KK DA3P 87 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 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 98 KK DA2P 100 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IP NCH 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** 111 KK PTB 113 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IP NCH 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 115 KK DA4 _ 117 KO 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 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** 128 KK PTA 130 KO 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 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIM INT 0. 017 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 BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT DA2 268. 11. 50 42. 15. 15. 0.05 HYDROGRAPH AT DA-lAP 52 . 11.50 8 . 3. 3. 0 . 01 COMBINED AT PTl 320 . 11.50 50. 17. 17. 0 . 06 ROUTED TO Pond 78 . 11. 78 48. 16. 16. 0 . 06 267.83 11 . 80 HYDROGRAPH AT DAl 339 . 11. 52 52. 18. 18. 0. 07 ROUTED TO 60"P 339 . 11. 52 52 . 18. 18. 0. 07 HYDROGRAPH AT DA4P 42. 11.50 6 . 2. 2. 0 . 01 HYDROGRAPH AT DA-lBP 25 . 11. 50 4. 1. 1. 0. 00 HYDROGRAPH AT DA3P 55. 11. 50 8 . 3. 3. 0. 01 HYDROGRAPH AT DA2P 33. 11. 50 5 . 2. 2. 0. 01 4 COMBINED AT PTB 156. 11. 50 23 . 8. 8. 0. 03 HYDROGRAPH AT A4 60 . 11. 50 9 . 3. 3 . 0 . 01 4 COMBINED AT PTA 625. 11. 52 132. 45. 45. 0.17 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) (CFS) (MIN) (IN) 60"P MANE 0 . 49 339.25 691. 35 9. 98 1. 00 339 .12 691. 00 9.98 CONTINUITY SUMMARY (AC-FT) -INFLOW=0.3534E+02 EXCESS=O.OOOOE+OO OUTFLOW=0.3534E+02 BASIN STORAGE=0.5658E-03 PERCENT ERROR= 0. 0 *** NORMAL END OF HEC-1 ***