HomeMy WebLinkAboutFolderFOR 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.
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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
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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
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YEAR EXISTING CONDITIONS
1441
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2 Year Existing Condi tions
0.0508
4.5
30
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STOR
. 6795 1. 3874 2.0133 2 .6073
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PAGE
3B
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.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
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25
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29
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31
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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
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44
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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
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41
42
43
44
45
46
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52
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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 ***