HomeMy WebLinkAbout34 Development Permit 01-15 Rock Prairie Crossing 3535 Longmire Dr(f'1 DEVELOPMENT PERMIT
PERMIT NO. 100015
COlllGl STATION DP-ROCK PRAIRIE CROSSING SHOPPING CTR
SITE LEGAL DESCRIPTION:
DATE OF ISSUE:
OWNER:
CENTERAMERICA PROPERTY TRUST
L.P . ATTN: LEGAL DEPARTMENT
HOUSTON , TX 77025
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
This full permit is for the 'Proposed Retail Building D ' only.
~
SITE ADDRESS:
3535 LONGMIRE DR
DRAINAGE BASIN:
VALID FOR 6 MONTHS
CONTRACTOR:
All construction must be in compliance with the approved construction plans .
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. 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.
Administrator/Representative Date
Owner/ Agent/Contractor
I ln or Out
CITY INFRASTRUCTURE
INSPECTION NOTICE
Date: o/njo;
To:
From: Deborah Grace
RE :
0
Location : i 51/ 6
D Public Water Lines/Fire Hydrants
D Public Sanitary Sewer
0 Public Storm Sewer
D Public Streets
D Public Detention Facility
I
,ACl..t~
Driveway Connection to Public ~ }
~,,,r; } D Private Construction within easement
D No Inspection Required
Comments :
--rAvu._ ~ ~A/.) J, ~
li<' orJ:J J.)Jo:1J.ri µ ,/;( ~ 11"11
D Engineer's Estimates Attached
D Construction Plans Attached
')ll Site Plan Attached
D
~ b
~IS /1!1 -ck u.i.~ S 1rn fM .
f In or Out
CITY INFRASTRUCTURE
INSPECTION NOTICE
Date 6 I zz/o;
To : ~ /J1~
From: Deborah Grace
RE:
Location :
0 Public Water Lines/Fire Hydrants
0
0
0
0
)if
0
Public Sanitary Sewer
Public Storm Sewer
Public Streets -
Public Detention Facility
,ACL.e.~
Driveway Connection to Public ~ }
£smr;
Private Construction within easement }
0 No Inspection Required
Comments :
=6:11 0
0
0
D
• 0
~~~ J ~f
~ orJ:J JJJ ,;;/J.;-i µ A A rn,tJ7/) n1 Q 1 s / ~
Engineer's Estimates Attached
Construction Plans Attached
Site Plan Attached
cf I
o-i h
th !.JJ1io-U. 9·rr-1 a;,.
FAX TRANS1\1ITTAL
Date: __ 6 __ /:_~~/o_\ ---------------------
To: ttl:>M~ V €.NrJcx:.tt I JR..
Crry OF Co LLebtE. STATro,.J -f)EVe. laffYll!rJ1 ~e~vcces
: ~ '
cc=----------------------------
From: e~t:> ~T~<;
Re: e>LP:O. C 4 t> Al ~~ PRA1~1e, CfW~1N0 ~tfof. C:E.N\6~
Project No. 00144 Pag~s _____ (including transmittal)
Items Transmitted:
Messages=----:======~============-===:.._;_· .:...:...· ·..:..-_:_· ----
Bu l t.-t> > t.J ~ lol G '1 r "3 '{02. x o. o '.:\ 4 rt>/ til i:
Osborn & V:ioe Archi tects. Inc.
2000 Bering Drive, Suite -no
Houston1 T ex:is i7057
Phone: (713) 781-5262 F.-L~: (713) 731-5347
FAX TRANS1\1ITTAL
Date: __ E>~f-~_/_o_\ ---------------------
To: t&?M~ Ve.f\lrJ~I JR..
Crry OF' CoLLebEE. STATro,J -[)EV~l.ofmt!rJ"f ~e~vtceS
:: '
cc=----------------------------
From: e()oj.\.et=> ~T~c;
Re: eu~,. C 4 t:> Af ~OUi PRA1r<1e, CfU>~1N6 ~{iof. C.E-t-Y\6F!.
Project No. 00144 Page,s _____ (includmg transmittal)
Items Transmitted!
Messages=----:==;:::=::::~=======::::=======--;_· .:..:..· . .::...-.-:....· ----
\31.11 t-0)'-J~ ~G '' ~ --~ x o. o!l 4rt>/ tb ~
Osborn & V:ioe Architects. Inc.
2000 Bering Drive, Suite -no
Houston, T ex::r.s i7057
Phone: (713) 781-5262 FA .. ~: (713) 781-5347
U5 /U~/Ul 1~:U4 tAA i!J /01 ~J41 u :::i.t!UKJ'lj 6: V i\N t. • l'1J UU!
FAX TRANSl\1lTTAL
Date: __ 6_0 __ ~_/0_1 ___________________ _
To: tttoM~ y e.NrJo::.H I JR..
Crry OF Co LC..ebE:-STA fro,.J -{)EV~ fA f fYI t!rJ1 ~E.r< vc ce:s
: ~ '
From: e~D ~Tf2Aa.c;S
Re: BL°". C 4 t:> Al f2QQ; PRAlf'\E:, CM~1N0 ~ttof. C.E.N\Ete.,
ProjectNo. 00144 Page,s _____ (including transmittal)
Items Transmitted=
Messages:·----:::==.:=~=======:::::::::=====-=-=--.:...· .:....:· ·....:..--.:...· ----
t'>1.Jl t...0)'-J~ lilG '1 r •'t?2. X o, 0'.J 4rt>/ it r:: 'Z; Er_, l ~ E'b
Osborn & V:ine Architecrs. Inc.
2000 Bering Drive, Suite -HO
Houston1 T ex!lS 77057
Phone: (713) 781-5262 FA ... X: (i13) 781-5347
f W DEVELOPMENT PERMIT
PERMIT NO. 100015
COlllGl STATION DP-ROCK PRAIRIE CROSSING SHOPPING CTR
SITE LEGAL DESCRIPTION:
DATE OF ISSUE:
OWNER:
CENTERAMERICA PROPERTY TRUST
L.P. ATTN: LEGAL DEPARTMENT
HOUSTON, TX 77025
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
This full permiit is for the 'Proposed Retai l Building C' only.
SITE ADDRESS:
3535 LONGMIRE DR
DRAINAGE BASIN:
VALID FOR 6 MONTHS
CONTRACTOR:
All construction must be in compliance with the approved construction plans.
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. 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 .
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 /
C-/ ! · o I
Date
FACSIMILE COVER SHEET
CITY OF COLLEGE STATION
DEVELOPMENT SERVICES
1101 Texas Avenue South, PO Box 9960
College Station, Texas 77842
Phone ( 409)764-3570 I Fax ( 409)764-3496
Date: May 9, 2001 # of pages including cover:~2~-
!f y ou did not receive a complete fax, please call our office immediately for a new transmittal.
If~ t'U~) 1 2>1 -S--.2...' z.
TO: Ed Strauss FAX: (713)781-5347
FROM: Thomas V. Vennochi Jr. PHONE: (979)764-3570
COMPANY: _____ ~C~i_ty_o~f~C~o~ll~e-ge~St=a=tio~n~-------
REMARKS: D Urgent D For your review [8J Replay ASAP D FYI
The domestic service water demands. max flow. min flow and avg flow is all that is
necessary.
STAFF REVIEW COMMENTS
No. 2
Project: ROCK PRAIRIE CROSSING SHOPPING CTR (SP)-SITE PLAN (1-
500058)
PLANNING
1. On the south side of proposed building "D", the 18' long parking spaces
require a two foot overhang, this will require you to move the proposed
Shumard Oak Wax Leaf Ligustrum more into your island.
Reviewed by: JENNIFER REEVES Date : 04/18/01
ENGINEERING
1. No comments .
Reviewed by: Thomas V. Vennochi Jr. Date: 4/18/01
NOTE: Any changes made to the plans, that have not been requested by the
City of College Station , must be explained in your next transmittal letter and
"bubbled" on your plans. Any additional changes on these plans that have not
been pointed out to the City , will constitute a completely new review.
Staff Review Comments Page 1 of 1
I •
STAFF REVIEW COMMENTS NO. 1
Project: ROCK PRAIRIE CROSSING SHOPPING CTR (SP)-SITE PLAN (1-
500058)
PLANNING
1. Develope r respons ible for making sure all proposed irrigation and landscaping
is installed per approved landscap ing design. On the south side of your
proposed building, your 18' long parking spaces need to have a 2' overhang ,
this may require you to move your proposed Shumard Oak Wax Leaf
Ligustrum more into your island.
2. The City of College Station Zoning Ordinance does not allow gated
dumpsters . They need to be accessible to our trucks .
Reviewed by: Jennifer Reeves Date: 03 /12 /0 1
ENGINEERING
1. All engineering concerns should have been addressed in previous submittals.
No comments.
Reviewed by : Thomas V . Vennochi Jr. Date : 03/12/01
ELECTRICAL
1. Show e lectrical as install with easements .
Contact Tony Michalsky at 979-764-3438
Reviewed by: Tony Michalsky Date : 03/08 /01
MISCELLANEOUS
1. Irrigation system must be protected by either a Pressure Vacuum Breaker or
Reduced Pressure Principle Back Flow Device and instal led as per City
Ordinance 2394 .
2 . Back Flow devises must be tested upon installation as per City Ordinance
2394.
Staff Revie w Comments Page 1 of 1
,
Reviewed by: Rob Werley
3. Retail building "D" shows an enclosure with a pretty tight approach angle and
less than 30 feet of front clearance . I'd like to see the angle reduced to 45
degrees or less .
Reviewed by: Pete Caler
NOTE: Any changes made to the plans, that have not been requested by the
City of College Station , must be explained in your next transmittal letter and
"bubbled" on your plans. Any additional changes on these plans that have not
been pointed out to the City, will constitute a completely new review.
Staff Rev iew Comments Page 2 of 1
/:_n FOR omcE USE~Y ~CASE N0.__,0""'-!.(_'_,~=a;,..L
DA TE SUBMITTED
01 -l:J <fr'J
cou.ua SlATION DP ~
SITE PLAN AP PLICATION 3/o/0/ .-~~~~~~~~~~~~~~~---~-------'o¥Vf' MINTh1UM SUBMITTAL REQUIREMENTS
X Site plan application completed in full. X $100.00 Application Fee. . =;K. $100.00 Development Permit Application Fee.
__ $300.00 Public Infrastructure Inspection Fee if applicable . (This fee is payable if construction of a public
waterline , sewerline, sidewalk, street or drainage facilities is involve.d..)
__ Ten (10) folded copies oflsite 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.
APPLI CATION DATA
NAME OF PROJECT ROCK PR.l\.IRIE CROSSING SHOPPING CENTER
ADDRESS
LEGAL DESCRIPTION see attached
.A.PPLICANT (Primary Contact for the Project):
Name Richard J. Vane, A.I.A., Osborn & Vane Architects, Inc.
Street Address __ 2_o_o_o_B_e_r_1_· n_g __ D_r_._,_s_u_1_· t_e __ 4_l_O __ Houston City
~---------~
State TX Zip Code 7 7 0 5 7 E-Mail Address dickvane@ovarc. corn
Phone Number 713-7 81-5 26 2 Fax Number 713-781-5347
PROPERTY OWNER'S INFORMATION:
Name CenterArnerica Trust, L. P . , A Delaware Lirni ted Partnership
StreetAdd.ress 3901 Bellaire Blvd.
State TX Zip Code 7 7 0 2 5
Phone Number 713-660-4300
E-Mail Address drnuni za@cen terarner i ca. corn
Fax Number 713-66 8-3 394
ARCHITECT OR ENGIJ\TEER'S INFORMATION :
Richard J. Vane
Street Address _2_o_O_O_B_e_r_i _n-'--g_D_r_._,_s_u_i_t_e_4_l_O __ _ City ~--H_o_u_s_t_o_n ____ _
State T X Zi p Code 77057 E-Mail Address dickvane@ovarc. corn
PhoneNumber 713-781-5262 FaxNumber 71 3 -781-53 4 7
-----~-----
OTIIBR CONTACTS (Please specify type of contact, i .e . project manager , pot.eotial buyer, local contact, etc.)
N ame Raym·ond Suarez, Osborn & Vane Architects, Inc,
S tr eet Address 2000 Bering Dr., Sutie 410 City Houston
~-------~-~
S tat e TX Zip Code
P ho ne N umberl 3~ 7 81..:5 2 62
STTE PL AN APP LT CATJ ON
SITE.t>..PP 0 4·/J 3/99
77057 E-Mail A ddress rsuarez@ovarc .com
Fax Num ber 71 3 -7 81-5 34 7
l of3
CURRENTZONING ___ B;:;;_2 ______ ~
PRESENTUSEOFPROPERTY ____ v_a_c_a_n_t __________________ _
PROPOSED USE OF PROPERTY ___ s_h_o_p_p_i_n_g_c_e_n_t_e_r _______________ _
V ARIANCE(S) REQUESTED AND REASON(S)
# OF PARKING SPACES REQUIRED _5 7_7 __
M1JLTI-FAMIL Y RESIDENTIAL
Total Acreage ___ _
Floodplain Acreage __ _
Housing Units ___ _
# of 1 Bed.room Units
# of 2 Bedroom Units
# of 3 Bed.room Units
# of 4 Bed.room Units
FOR 2 BEDROOM UNITS ONLY
__ #B ed.rooms ~ 132 sq. ft.
__ # Bedrooms < 132 sq. ft.
None
#OF PARKING SPACES PROVIDED 669
----
COMMERCIAL
Total Acreage 12_._5_5 __ _
Building Square Feet 11 2 , 6 9 7
Floodplain Acreage ___ _
application and certifies that the facts stated h erein and exhibits attached
'.m'l~ PLAN AP PU CATION
SITE.APP 0 4/13 /99
Date
3 of 3
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ROCK PRAIRIE CROSSING
SHOPPING CENTER
SUPPLEMENTAL
DRAINAGE
ANALYSIS
OCTOBER 25,1999
By
/If ITCHELL '*/If ORGAN, LLP
Engineers & Constructors
511 University Drive, Suite 204
College Station, Texas 77840
Office (409) 260-6963
Fax (409) 260-3564
R lf!:!W B ~6R
l COMPLIANCE
UJg
COLLEGE SlA rtON
EN~G
CERTIFICATION
l hereby certify that this report for the drainage design of Rock Prairie Crossing Shopping Center 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. _ ..... .._.,,,,,,
--~€. OF r~ \t.
--<,. l'-••••• •••••• .:-r 'Ii~ l'e:, .• * .. ~(\ ~~ II!' .• •• v· \' '* .. ·. * 1,. "*: ·.*< ~ ......................................... .
VERONICA J. B. MORGAN ~ --+.JJ=-::..::._::L:..l<.-=-.Hf---'--+-.::.......,0..-----------~:o-:···· .. ··················-:·ct:-I ~-...~ 77689 <> /tY; J •e,'l(o.~~-~/t1srE~~··;§' J
us ••·••••· ~'V ., \\.,.~ONAL <(;;.---~~~-
,····
INTRODUCTION & BACKGROUND
This supplementa l analy sis is being performed to further analyze the storm drain system
designed by Cobourn, Linseisen and Ratcliff Engineers, Inc. (CLR) for the Rock Prairie
Crossing Shopping Center. The storm system designed by CLR consists of a series of
parking lot detention basins and 3 larger grassed detention ponds all interconnected by an
underground storm sewer system. The outfall from this system is a 30" storm sewer p ipe that
exits into the ditch line for SH 6 South between the frontage road and main lanes. The
primary concern of the regulatory agencies is the flow characteristics to the 4'x6 ' box culvert
(study point) located in the ditch line between the main lanes and frontage road. All flow
from this developed site must pass through this box culvert before entering the 3-9 'x9 ' bo x
culverts located on the North Fork of Lick Creek at SH6. As requested, this report analyzes
the pre-developed and post-developed flows to this study point and show the flow
characteristics in the form of pre-and post-developed hydro graphs at this location.
DETENTION POND/HYDRAULIC GRADE LINE ANALYSIS
In an effort to illustrate the peak flows exiting the proposed shopping center site, a HEC-1
analysis was performed assuming that the outflow was controlled by the individual orifices
from each pond. This analysis used the grate inlet sizes and open areas for those ponds
located in the parking lots and the storm sewer outlet sizes for the 3 grassed ponds located at
the rear of the Kroger store. To ascertain whether this assumption was conservative, we
attempted to run a hydraulic grade line analysis of the pipe system, neglecting the ponds
sitting on top of the grate inlets . Using the rational formula runoff in the pipe system, the
HGL rapidly exceeded the curb line elevations within the parking lot. This illustrates that the
HGL is controlled by the overland flow characteristics and that using the orifice flow is
indeed a conservative assumption. A copy of the HEC-1 analysis performed for the 12.47
acre shopping center can be found in Appendix A. The analysis was performed using the
· SCS methodology within HEC-1. There were several runs made within HEC-1, ones using a
clogging factor of 50% per the College Station Drainage Policy and Design Standards and
then using a more conservative approach, removing the 500/o clogging factor. All subsequent
analyses within this report use the run without the 50% clogging factor. The final output
produced a total peak outflow for the 100-year storm of 84 cfs from the subject site. The 2-
through 500-year peak outflows can be viewed in Appendix A.
OFFS/TE DRAINAGE AREA
The offsite drainage area that contributes to the study point is illustrated in Appendix B. The
pre-developed area is 42.69 acres and the post-developed (without the subject site) is 32.59
acres. The difference in these areas is 10.1 acres, which is accounted for with the Rock
Prairie Crossing Shopping center site. The site area for the center is actually 12.4 7 acres, the
difference being accounted for with the minor realignment of Longmire Drive, which will
add another 2.3 acres to the original pre-developed drainage area The post-developed oftSite
area runoff was computed and then added to the hydro graphs generated from the Rock
Prairie Crossing center. The computations for these hydrographs used the SCS Type II storm
and the SCS parameters can be found in Exhibit B .
ROCK PRAIRIE CROSSING SHOPPING CENTER DRAINAGE AREA
The drainage areas for the subject site are illustrated in Appendix C. This information was
taken directly from the CLR report and used in the analysis herein. The areas were used
directly and the pond characteristics were calculated for input to the HEC-1 analysis. The
HEC-1 analysis resuhs show a peak flow leaving the site of 84 cfs after development. As
discussed previously, this number does not include any clogging factor on the grate inlets.
In addition, a 6" orifice was added in the analysis to the 3 grassed ponds at the rear of Kroger
store. This orifice aids in further detaining the runoff within these ponds from the
downstream system.
TOTAL DRAINAGE AREA RUNOFF vs. PRE-DEVELOPED RUNOFF
The final analysis combines the offsite drainage area hydrograph and the Rock Prairie
Crossing Shopping Center hydrograph and routes this combined hydrograph to the study
point. In addition, the pre-developed drainage area hydrograph at the study point was also
computed for comparison. The peak flows from these hydrographs is shown below.
TOTAL
POSTDEV
ROUTED
PREDEV
500YR
(cfs)
239
271
lOOYR 50YR
(cfs) (cfs)
193 171
217 192
TABLE 1
PEAK FLOW
25YR lOYR 5YR 2YR
(cfs) (cfs) (cfs) (cfs)
152 126 104 71
170 139 113 76
The HEC-1 runs for the combined hydrographs along with the pre-developed hydrograph is
shown in Appendix D. In addition, for further illustration, the full hydrographs for the 100-
year and 10-year storm were produced and can be found in Appendix E.
CONCLUSION
The runoff from the Rock Prairie Shopping Center site produces a peak flow of 84 cfs for the
100-year storm event. When combined with the offsite drainage area, the 100-year storm
peak flow at the 4 'x6' box culvert is 193 cfs, or 14 cfs less than the pre-development flows.
The primary detention provided at the rear of Kroger's (the outlet of which has been
modified in this analysis to a 6" orifice), along with the timing of the peak runoff from the
site when added to the runoff from the offsite drainage area (peak100 = 173 cfs) produces a
peak flow less than that which existed prior to development. These results are shown in
Table 1 above.
The runoff from the subject site as designed will not adversely impact the downstream storm
system.
AREA AREA AREA HYD VERT
# ACRES MILES LENGHT DROP
DAlPR 42.69 0.0667 4130 37
DAlPO 32.59 0.0509 4130 '. 37
Computation of Lag Times
ROCK PRAIRIE CROSSING SUBDIVISION
SLOPE CURVE LAG EXIST PROP PROP % MOD PROP
FT/FT # HOURS VELOCITY CN % MOD ADJ . % IMP
0 .009 88 0.79 0 .8 7 88 25 0 .89 40
~ 0. 009 90 0.73 0 .94 90 25 0.90 40
% IMP PROP PROP
ADJ LAG Vel.
0.82 0 .57 1. 20
0 .84 0 .55 1. 25
Exhibit B
APPENDIX A
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FLOOD H'fDROGRAPH PACKAGE (HEC-1 )
JON 1998
VERSION 4 . l
RUN DATE 190CT99 TIME 17:12 :2 4
x xxxxxxx
x x x
x x x x
xxxxxxx xxxx x
x x x x
x x x x
x x lOOOCXJO(
(,/ ':1vtCo
X)()(J()( x
x xx
x
xxxxx x
x x x
xxxxx xxx
U. S . MM\' CO RPS OF ENGINEERS
HYOROLOGIC ENGINE ERING Ci'.NTER
609 SECOND STREET
DAVIS , CALIFORNIA 95616
(916) 756-1104
THIS PROG RAM REPLACES ALL PREV IOUS VE RSIONS OF HEC-1 KNOWN AS HE Cl (J AN 7 3 ), HE ClGS , HEClDB, AND HE Cl KW .
THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOS E OSED WITH THE 19'73 -STYLE INPUT STROCTOR E .
THE DEFINITION OF -AM SKK-ON RM -CARD WAS CHAN GED WITH REVIS I ONS DATED 28 S EP 81. THIS IS THE fORTRAN7'7 VERSION
NEW OPTIONS: DAKBREA.K OU TFLO W SUBMERGENC E , SINGLt: EVE NT DAMAGE CALCULATION, DSS :WR ITE STAGE FR EQUE NCY,
OSS:READ TIME S ER IES AT DESIRED CALCULAT I ON INTERVAL LOSS RATE :GREEN ANO AM PT INFILTRATION
KINEMATIC WAVE : NEV FINITE DIFFERENC E ALGORITHM
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55
56
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0 9 4
0.10
AD D HYDROGRAPH
1+2
2
OA 4
COHPO TE
.00108
0
0.1 0
OA4
9 4
• SOOY R,
PT l (not
000 0
.0164
.0887
.2 833
.8914
.9717
0
1 +2
ADD OA 4 TO COMBO H2
4+COMB0 1 +2
2
DA 3
COHP OT! OA.3
• 0012 6
0 9 4
0.10
CA S
cau>UTE OAS
• 0 0 073
0 9 4
0 .10
ADD DA.5 + OA3
l OOY R, 50YR , 2 5YR , lOYR, 5YR , 2YR
routed)
.0 223 .0284 . 0 347 .04 14 .0 4 83
.098 4 .1089 .12 03 .132 8 .146'7
.6632 • '7 351 • '772 4 • 798 9 .81 97
.901 9 . 911 5 . 9206 .9291 . 937 1
.9'7'7'7 .9836 . 9892 .99 47 1.000
HEC-1 INPUT
.055 5 .0632
.1625 .1808
. 83 80 . 8538
.944 6 . 9519
I D .•••••• 1 ••.••.. 2 ...•... 3 ....••. 4 .•.•.•. 5 .•.•... 6 .••••.• '7 ••••••• 8 ••..••. 9 •..••. 10
KK
HC
5+3
2
Kit. DI' 2.
KM ROOT!! COKBO 5 + 3 THROOGH PO ND 2 • l
RS 1 FLOW -1
SA 0 .5 a7 .5a7
S E 299.3 299.'7 300
SL 299.3 9 .6 .5 .5
SS 299.1 .50 3 1.5
KM ADD PO ND2.l + 4+1 +2
KK PON02 . l +4 +1+2
HC 2
PAGE 1
PAG E 2
APPEND/XE
20
16
8
ROCK PRAIRIE CROSSING SHOPPING CENTER
EXISTING AND PROPOSED
I
I
I
I
I
------J>roposed 10 Yr. Storm
-----{Existing 10 Yr . Storm
I
0 5 0 5
Time (Hours)
0
APPENDIXC
APPENDIXD
1 ............................................ .
FLOOD HYOROGRAPH PAC KAGE (HEC -1)
JUN 1998
VERSION 4. l
RON DATE 260CT99 TIME 08:33:45
x
x
x x
XXXKXXX
x x
x x
x x
xxxxxxx x.xxxx
x x
x
xx xx x
x x
x x
lOOQ()()()( lOOOQ(
x
xx
x
xxxxx x
x
x x
xxx
U.S . ARMY a:>RPS OF ENGINEERS
HYOROIJ::x:ac ENGINEERWG CENTER
609 SErotro STREET
DAVIS, CALIFORNIA 95616
(9 16) 756-1104
THI S PROG RAM RE PLACES ALL PREVIOUS VERSIONS OF HEC-l KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AN D HEClKW.
THE DEFINITIONS OF VARIABLES -RTIHP-AND -RTIOR -HAVE CHANGED FROH THOSE usec WITH THE 1973-STYLE INPUT STRUCTUR E .
THE DEFINITION OF -AMSKK-OH RM-CARD WAS CHANGED WITH REVISIONS DATED 28 S EP 81. THIS IS THE FORTRAN77 VERSION
NE W OPT IONS: DAMBREAK OU TFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATIO!>J, DSS:WRITE STAGE FREQUE NCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RAT E :GREEN AN D AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
LINE
5
6
7
B
9
10
1 1
12
13
14
15
1 6
17
16
19
20
21
22
2J
2 4
25
2 6
2 7
26
29
JO
JI
32
JJ
J 4
J5
J6
J 7
J6
J9
40
41
42
4J
44
LINE
45
46
47
4 6
49
50
51
5 2
5J
5 4
55
56
HEC-1 INPUT
ID ••••.•• 1 •..•.•• 2 •.••••• 3 •.••••• 4 ••••••• 5 ••••••• 6 •.••.•• 1 ....... 8 •••.... 9 •••••• 10
ID KROGER DRAINAGE ANALYS IS OCT. 23 , 1999REMV 5 0% CLOG ' TOTAL HYDRO
IT l 0 1FEB98 0000 1441
IO 5 0 0
JR PREC 13 .S ll 9.8 8 .8 7.4 6 .2 4 .5
DA l
PRECIP EVENTS ,.. SOOYR, l OO YR , SOYR , 25YR,
KK
KM
KM
BA
PB
IN
PC
PC
PC
PC
PC
LS
OD
COMP UT E DAl 8 PT l {n ot routed)
• 00026
l
30 0 1 FEB98
.005J .OlOB
.0712 .0'79'7
.20 42 .2J 51
. B67 6 . BBOl
. 95BB . 965J
0 9 4
.10
KK DA 2
f<M COMPOT E OA2
BA . 00059
LS 0 9 4
OD 0.10
0000
.0164
.0887
.2B J J
. B914
. 9717
0
KM ADO HYOROGRAPH 1+2
KK
HC
KK
KM
BA
I.S
OD
S P A
2
DA 4
COMPOTE
. 00106
0
0.10
DA4
9 4
KM AD D DA 4 TO S P A
KK S P B
HC 2
KK DA J
KM COMPOTE OA3
BA . 00126
I.S 0
OD 0 .10
KK DA S
KM COM PU TE OAS
BA .0007 3
9 4
LS 0 9 4
UD 0.10
KM ADO DA S + DAJ
.0223 .0284
.09B 4 .10B9
.66J2 • 7351
. 9 019 . 9115
. 9117 . 9BJ6
HEC-1 INPUT
lOYR, SYR, 2Y R
.03 4 ? .0 41 4 .048 3
.120J .1J2B .146'7
• 7724 • 7989 .8197
. 9206 . 92 91 . 9371
. 9B92 . 9947 l.000
.0555 .06J 2
.1625 . !BOB
.BJBO .BSJB
. 94 4 6 . 9519
I O ••••.•. 1 .•.•••• 2 •••••.. 3 .....•• 4 ••••••• 5 .••..•• 6 ••••••. 7 •...... 8 ••.•.•• 9 •••••• 10
KK SP C
HC 2
KK DP 2.1
KM ROOT E SP C TH ROUG H PO ND 2.1
RS 1 FLOW -1
SA 0 • 587 . 567
SE 299. 3 299. 7 JOO
SI. 299 . 3 9. 6 .5 .5
SS 299.1 50 J 1. 5
KM ADD PO ND 2 . l TO SP 8
KK S P D
HC 2
PAGE l
PAGE 2
57
58
5 9
60
61
62
63
6 4
65
66
67
68
69
70
71
72
73
7 4
75
76
77
78
79
80
81
92
8 3
8 4
LINE
85
86
87
8 8
89
90
91
92
9 3
94
95
96
97
98
99
lOO
lOl
l02
l03
l0 4
105
l06
l07
108
109
llO
lll
ll2
ll3
114
ll5
l l6
ll7
118
ll9
120
121
122
123
124
125
12 6
127
128
LINE
129
130
131
132
133
134
135
136
137
138
KK DA 6
KM COMPUT E OA6
BA . 00083
LS 0 9 4
uo 0.10
KK OP 1. l
KM ROUTE DA6 THROOGH PONO l. l
RS 1 FLOW -1
SA 0 .32 .32
SE 2 99.3 2 99 . 7 300
SL 299 .3 4 .8 .5 .5
SS 2 99. 7 50 3 l.5
KM COHB IN'E Pl. l + SP D
KK SP E
HC 2
KK DA 7
KM COMPUTE OA1
BA . 0004 3
LS 0 94
OD 0.10
KK OA 8
KM COMPUTE OA8
BA . 0003 1
LS 0 9 4
uo 0 . 10
KM ADO 1+8
KK SP F
HC 2
HEC-1 INPUT PAGE 3
ID ....•.. l ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 •...... 8 ....... 9 ...... IO
KK OP 5
KM ROOTE 1+8 THROUG H POND S
RS 1 FLOW -1
SA 0 0. 43 0 . 43
SE 299. 4 299.1 300
SL 299. 4 9.2 . 5 .5
SS 299.1 50 3 l. 5
KM COMBI NE Pl . l + P2 .1 + PS
KK SP G
HC 2
KK DA 12
KM COMPUTE OA12
BA .000 40
LS 0 9 4
0 0 0.10
KK DA 13
KM COMPOT E DA13
BA .00049
LS 0 9 4 o.
OD 0 .10
KM COMBINE DA12 + DA13
KK SP H
HC 2
KK OA 15
KM COMPOTE DAl S
BA .00121
LS 0 9 4
OD 0.10
KK DA 16
KM COMP UTE DA.16
BA • 00068
LS 0 9 4
UD 0.10
KM ADO DA15 + OA16
KK SP I
HC 2
KK OP 3
KM ROUTE COMBO 15+16 THROUGH PONDJ
RS 1 FLOW -l
SA 0 0.38 0.38
SE 299.4 299. 7 300
SL 299.4 9.6 .5 . 5
SS 299. 7 50 3 l.5
KM ADO P3 + SP H
HEC-1 I NP UT PAGE 4
IO ...•... l ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10
KK SP J
HC 2
KK DA 1 4
KM COM POTE DA14
BA . OO!l 7
LS 0 9 4
uo 0.10
KM ADD 14 f-SP J
KK SP
HC
139
1 4 0
1 41
142
143
1 44
1 4 5
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
LINE
170
171
172
173
174
175
176
177
178
179
180
181
182
183
184
185
186
187
188
189
190
191
192
193
194
195
196
197
198
199
200
201
202
203
204
205
206
207
208
209
210
LI NE
211
212
213
214
215
216
217
218
2 19
220
KK DA 17
KM COMPUTE DA17
BA .0 0132
LS 0 9 4
uo 0 . LO
KM ADD 17 +SP K
KK S P L
HC 2
KK CA 10
KH COM POT E 0 Al0
BA . 00075
LS 0 9 4
uo 0 .10
KK DA ll
K>i COMPOTE DAll
BA . 00055
LS 0 9 4
OD 0.10
KH ADD 10+11
KK SP !<
HC 2
KK OP 2 .2
KM ROUTE COMBO 10+1 l THROUGH PONO 2 .2
RS 1 FLO W -1
SA 0 . 587 . 587
SE 299.3 29 9. 7 300
SL 299 .3 9. 46 . 5 . 5
SS 299. 7 50 3 1.5
KH COMBINE DP2.2 + SP L
KK S P N
HC 2
HEC -1 INPUT
IO ••••••. 1 ....... 2 ....... 3 ....... 4 ....... S ....... 6 ....... 7 .....•. 8 ....... 9 ...... 10
KK OA18 .1
KM COMPUTE DAl 8 . l
BA . 00035
LS 0 9 4
OD 0.10
KK OPl .2
lQof ROOTE OA18 . l THROUGH OP l . 2
RS l FLOW -1
SA 0 .21 .21
SE 299.J 299. 7 300
SL 299.J 6.06 .5 .5
SS 299 . 7 SO 3 l.S
KM A.DO OPl.2 + OP2.2 + SP N
KK
HC
S P 0
2
KK OA18 .2
IO! COHPOTE DA18 . 2
BA . 0004 0
LS 0 94
uo 0.10
KK DP 4
KH ROUTE DA18 . 2 THROUGH DP4
RS l FLOW -1
SA 0 0.12 0.12
SE 299 .S 2 99 .9 300
SL 2 99 .S 6 .06 .s
SS 299.8 so 3
KH ADO DP 4 •
KK SP P
HC 2
KK DA 9
KH COMPUTE OA9
BA .00043
LS 0 9 4
00 0.10
KH A.DD DA 9 +
KK SP Q
HC 2
KM ADO OA9+
KK SP
HC
.s
I. 5
HEC -1 INPUT
IO ...•••• 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10
KK DA 19
KM COHPUTE OAl 9
BA . 00199
LS 0
UD 0 . 10
KK DP 7
9 4
KM ROUTE DAl 9 THROUGH PONO 7
-1 RS l FLOW
SA 0 O.J l
SE 293.5 296.5
0 ••
298. 7
PAGE 5
PAGE 6
221
222
223
22 4
225
226
227
228
229
230
23l
232
23 3
2 34
235
236
2 37
238
239
2 40
2 41
2 42
2 4 3
2 44
245
2 46
2 4 7
2 48
2 49
250
251
LINE
2 52
253
25 4
2 5 5
2 5 6
2 5 7
2 58
259
2 60
2 61
262
2 6 3
2 64
265
266
267
2 68
2 69
270
2 71
272
213
2 74
2 75
276
277
278
279
280
2 8 1
282
2 83
2 84
285
2 86
2 8 7
288
289
290
291
292
SL 29 4 .2 .2 . 1 . 5
SS 298 30 l. 5
KK D>. 20
KM COMPOT E DA20
BA . 00149
LS 0 9 4
OD 0 .10
KK DP 8
KM ROUTE DA2 0 THROOGH PO !'f D 8
RS l F LOW -l
SA 0 0 . 18 o. 2
SE 292 . 8 298 . 7 299 . s
SL 293 . 8 .2 . 7 . 5
SS 29 8 . 7 30 3 l. 5
KM ADD POND 7 + POND 8
KK DP7+8
HC 2
KK DA 2 1
KM COMPOTE OA2 l
BA . 00067
LS o 9 4
UD O. lO
KM ADO DA2 1 + OP7 +8
KK S P S
HC 2
KK DA 22
KM COMPUTE DA22
BA .000 40
LS 0 94
UD 0 . 10
KM ADD DA2 2 +DA2 l+DP7+8
HEC-1 IN'POT
IO ....... l ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10
KK SP T
HC 2
KK DA 23
KH COMP OTE DA23
BA . 0002 8
LS 0 9 4
OD 0.10
KM ADO OA23 +. 22+21 +0P7+8
KK S P 0
HC 2
KK DA 24
KH COMPUTE DA24
BA . 00041
LS 0 9 4
OD 0 .10
KH ADO OA2 4+23 +22 +2 l+DP7+8
KK SP V
HC 2
KM COMPOTE TOTAL OO TFLOV FROH ROCK PR. SHOP SITE
KK
HC
KK
BA
LS
uo
KK
KM
HC
KK
KO
RS
RC
RX
RY
KK
KO
KH
BA
LS
OD
zz
ALL
2
DA 0 • Of'f'SITE
. 05 1
o 90
. 55
TOTAL
DRAINAGE
ADD OFFSITE TO RPR SHOP
2
PRO P
l FLOW -l
.03 .0 3 .03
o 8.5 1 9 .2
2 91. 5 2 90 2 88
EXIST
AREA
168 0
3 6. 6
285. 5
COMPUTE PREDEV FLOW AT CO LVERT
.0667
0 88
. 57
2 1
. 00 45 o
37 .1 53.2
2 85. 5 288
21
6 6. 8 7 6.2
290 292
PAGE 7
i·························'*•··············
fLOOO HYDROGRAPH PACKAGE (HEC-ll
JUN 1998
VE RS ION 4 . l
RUN DATE 260CT99 TIME 0 8:33:45
KROGER DRAINAGE ANALYS rs OC T. 23 , 1999 REMV so ~ CLOG ' TOTAL HYDRO
• •• ERROR
3 IO
I T
J P
JR
280 KK
281 KO
286 KK
287 KO
SPECifIEO START AND END OATES RESULT IN TOO MANY TIME PERIODS
OUTPUT CON TROL VARIABLES
IPRNT S
!PLOT 0
QSCAL 0.
PRINT CONTROL
PLOT CO NTROL
HYDROGRAPH PLOT SCALE
HYDROGRAP H TIME DATA
NH !N 1
lFEB98
0000
2000
IDATE
!TIME
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NQ
NDDATE
NOTIHE
!CENT
2fEB98
0 919
19
NUMBER Of HYOROGRAPH ORD INATES
ENDING DATE
ENDING TIME
CE NTURY MARK
COMPUTATION INTERVAL • 02 HOURS
TOTAL TIME BAS E 33. 32 HOORS
ENGLISH UNITS
DRAINAGE A.RF.A
PRECIPITATION DEPTH
LENGTH , ELEVATION
FLOW
STORAGE VOLUM E
SURfACE AREA
TEMPERATURE
MULTI-PLAN OPTION
NP LAN
MULTI-RATIO OPTION
SQUARE MILES
I NCHES
fEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
l NUMBER or PLANS
RATIOS OF PRECIPITATION
1 3.50 11.00 9 .80 8. 80
PROP •
OUTPUT CONTROL VARIABLES
IPRNT S PRINT CO NTROL
!PLOT 0 PLOT CONTROL
1. 40
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYO ROGRAPH
!OUT 21 SAVE HYDROGRA.PH ON THIS UNIT
6 .20
!SAVI
ISAV2
TIM INT
l FIRST ORDINATE PUNCHED OR SAVED
2000 LAST ORDI NATE PUNCHED OR SAVED
• 017 TIME INTERVAL IN HOURS
EXIST •
OUT PUT CO NTROL VARIABLES
IPR.NT 5 PRINT CO NTROL
!PLOT 0 PLOT CO NTROL
QSCAI. 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROG RAPH
!OUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAVl l fIRST OR DINATE PUNCHED OR SAVED
ISAV2 2000 LAST ORDINATE PUNCHED OR SAVED
TIHINT • 017 TIME INTERVAL IN HOURS
•• 50
U .S . ARMY CORPS Of ENGINEERS
HYOROLOGIC ENGINEERING CENTER
609 SECON D STREET
DAVIS, CALIFORNIA 95616
(916) 756-1104
OPERATION
HYDROG RAPH AT
HYD ROG RAPH AT
2 COMBINED AT
HYOROGRAP H AT
2 COMBINED AT
HYOROG RAP H AT
HYDROGRAPH AT
2 COMBIN ED AT
ROOTED TO
2 COMBINED AT
HYDROGRAP H AT
ROOTED TO
COM BINED AT
HYOROG RAPH AT
HYDROG RAPH AT
2 COMBINED AT
ROUTED TO
2 COMBI NED AT
HYDROG RAPH AT
HYOROGRAPH AT
2 COMB I NE D AT
PEAK fLOW AND STAGE (END-Of-PERI OD) SUMMARY POR MULTIPLE PLAN-RATIO ECONOMIC COHPUTATI ONS
STATION AREA
DA l . 0 0
DA 2 . 00
SP A . 00
DA 4 . 00
SP B . 0 0
DA 3 . 00
DA S . 00
SP C . 0 0
OP 2 .1 .00
SP D . 00
DA 6 .oo
DP 1.1 .oo
SP E .00
DA 7 .00
DA 9 .oo
S P F • 00
DP S . oo
SP G .0 1
DA 12 . 00
DA 13 . 0 0
SP H • 00
FLOWS IN CUSIC FEET PER SECO ND, AREA IN SQUARE MILES
PLAN
TIME TO PEAK IN HOU RS
RAT IOS APPLlED TO PRECIPITATION
RATI O 1 RATI O 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 RATIO ?
13.5 0 11.0 0 9.90 8 .90 ?.4 0 6.20 4.50
FLOW
TIME
FLOW
TIME
FLOW
TIME
fLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
T IHE
FLOW
TIME
FLOV
TIHE
2 .
11. so
4 .
11 .50
6 .
1 1.5 0
7.
11.50
1 3 .
11. so
9 •
11. so
s.
11. 5 0
13.
11.5 0
13.
u.so
PEAK STAGES IN FEET
l.
1 1. s o
3 .
11 . so
s.
1 1. so
6.
11. 5 0
10 .
1 1. so
7.
11. so
4 •
1 1 . 50
11.
11. 50
11 .
11. so
l.
11 . 50
3.
ll. s o ..
11.50
s.
11. 5 0
9.
1 1. 50
6.
11. 50
3.
11.50
9 .
11.5 0
9.
ll.S2
l.
11. 50
3 .
ti so
4.
11. 50
s .
11. 50
9.
1 1. 5 0
5 .
11. 50
3.
11 .50
9.
11.50
9.
11. 52
l.
11. so
2 .
1 1. 50
3 .
11.50
4.
11. so
7.
11.!0
5.
11.SO
3.
11. s o
7.
1 1.SO
7 .
ll.S2
l.
11 . so
2 .
11 . 50
3.
11.50
3.
11. s o
6.
11.SO
4 .
11.50
2.
11. 50
6.
11.5 0
6.
11. S2
l.
11.so
l.
11. so
2 .
11. 50
2.
1 1.5 0 ..
11. s o
3 .
11 . so
2 .
11 . so
4 .
11 .50
4.
11.52
STAGE 299.S2 299.48 299.46 299 .44 299.42 2 99.40 299.37
TIME 11.50 11.50 11.52 11.52 11.52 11.52 11 .52
FLOW
TIME
FLOW
TIME
FLOW
TIME
26 .
1 1. so
5.
11. 50
s .
11. 50
PEAK STAGES IN FEET
2 1.
11. 50
4 .
11.50
4 .
ll.S2
19 .
11. s o
4.
11.50
4.
11 . 52
17 .
1 1. so
4 .
11.SO
4 .
11. 52
14.
11.50
3.
11.SO
3 .
11.52
12 .
1 1. so
2.
11.50
2.
11. 52
B.
11 . 5 0
2 .
11.SO
2 .
11 . 52
ST AG E 2 99.49 299.4S 299.43 2 99.42 299.4 0 299 .39 299.36
TIM E 11.SO ll.S2 l l.S2 ll.S2 l l.S2 ll .S2 ll.S2
FLOW
TIME
FLOW
TIHt
FLOW
TIME
FLOW
TIME
FLOW
TIME
31.
11. so
3 .
11. 50
2.
11.5 0
s.
11. 50
s .
11. 50
PEAK ST AGES I N FEET
2s .
11. so
2 .
11. so
2.
1 1 .50
4.
11. 50
4.
11. 50
2 3.
11.50
2 .
11. 50
l.
11. 50
4.
11.5 0
4.
11. 50
2 0.
11.SO
2.
11 so
l.
1 1. so
3 .
1 1 . 50
3.
11. 50
17 .
11.50
2.
11.SO
l.
11 .s o
3.
11.50
3.
11. 50
14 .
11.50
l.
1 1. so
l.
11. s o
2 .
11.50
2.
11. so
10.
11.50
l.
11.SO
l.
1 1.SO
2.
11. 50
2.
11. 52
STAG E 299 .48 299.47 299 .46 299 .45 299.44 299.44 299 .4 3
TIME 11 .50 1 1.50 11.5 0 11.50 11.5 0 11.50 11.52
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
36 .
ll.SO
3 .
11. so
3.
11. 5 0
6.
11 .50
29.
11.50
2 .
11.50
3.
11.5 0
s .
11 . so
26 .
11.50
2 .
11. 50
2.
11. 5 0
4 •
11.50
2 3 .
1 1. 50
2 .
11. so
2 .
11. 50
4 .
11.SO
20.
11. so
l.
11. so
2 .
ll. 5 0
3.
11.so
1 6.
11. so
l.
11. 50
l.
11. so
3.
11.SO
12.
11. so
l.
11.50
l.
11. so
2.
11.SO
HYDROG RAPH AT
DA lS . 00
HYDROGRAP H AT
DA 1 6 . 00
2 CO MBINED AT
S P t . 00
ROUTED TO
DP 3 . 00
2 COMBINED AT
SP J . 00
HYOROGRAPH AT
DA 1 4 . 00
2 COMBINE D AT
S P K . 00
HYDROGRAP H AT
DA L 1 . oo
2 COMBINED AT
SP L . 0 1
HYDROGRAPH AT
DA 10 . 00
HYDROG RAPH AT
DA 11 .oo
2 COMBINED AT
S P M . 00
ROOT ED TO
DP 2. 2 .oo
2 CO MBINED AT
S P N • 0 1
HYDROGRAPH AT
OA18 . l . 00
ROOTED TO
DPl.2 .oo
2 COMBINED AT
SP 0 . 01
HYDROGRAP H AT
DA18. 2 .oo
ROO TED TO
DP 4 . 00
2 COM BINED AT
SP P • 01
HYOROGRAPH AT
DA 9 . 00
2 COMBINE D AT
SP Q . 01
n.o w
TIME
FLOW
TIKE
FLOW
TIKE
FLO W
TIME
8 .
11. so
4.
11 . 50
12 .
1 1. so
12 .
11. 50
PEAK STAGES IN FE!:T
6 .
11. 50
4.
11. 50
10 .
11.50
10.
11.50
6.
1 1 . so
3 .
11. 50
9.
11.50
9.
11. s o
5 .
11 . so
3 .
1 1. so
8.
1 1.50
8 .
11.50
4.
11. 50
2 .
11.50
7 .
11. so
7 .
11. 50
4.
11. so
2.
1 1. 50
6.
11 . 50
6 .
11. 50
3 .
11. so
I.
11.SO
4.
1 1. 50
4.
11. S2
STAGE 299 .58 2 99.S 4 2 99 .S3 29 9.51 299 .SO 299 .4 8 299 .46
TI.ME 11.50 11.50 11.50 11.50 11 .50 ll.5 0 11.52
FLOW
TIHE
FLOW
TIHE
FLOW
TIME
FLOW
TIME
FLOW
TIM E
FLOW
TIME
FLOW
TIHE
FLOW
TIME
FLOW
TIME
18 .
1 1.50
8 •
11. so
26 .
11. so
9 .
11.50
35.
11. so
5 .
11.50
4 .
11.50
9 .
11.50
9.
11 .50
PEAK STAGES IN FEET
15 .
11. 50
6 .
11. so
2 1.
11.50
7.
11. 50
2 8 .
11.50
4.
11.50
3.
11. 50
7.
11. 50
7.
11.SO
13.
11.SO
6.
11. 5 0
19 .
11.50
6 .
11.50
25.
11.SO
4 .
11.50
3.
11. so
6 .
11.SO
6.
11.52
12.
11 .50
5.
11.50
17 .
1 1.50
6 .
1 1.50
2 3.
11 . 50
3.
11.50
2.
11 .50
6.
11. so
6 .
11. 52
10 .
ll . 50
4.
11. 50
14 .
11.50
5.
11.50
19 .
11.50
3 .
11.50
2.
ll. 50
5.
11. 50
5.
11.52
8.
11.50
3 .
11. so
12 .
11.50
4.
11. 50
16 .
11. 50
2.
11.50
2.
11.50
4.
11. 50
4.
ll.S2
6.
11 . so
2 .
11. 50
8 .
11.SO
3.
11.50
11.
11.SO
2.
11. so
l.
11.SO
3.
11.50
3 .
1 1.52
STAGE 299.44 299.4 2 299.40 299.39 299.38 299.36 299 .3S
TIME 11.50 11.50 1 1.52 l l.S2 11 .52 11.52 11 .52
FLOW
TIME
FLOW
TIME
FLOW
TIKE
43 .
1 1.50
2.
11.50
2.
11.50
PEAK STAGES IN' FEET
35.
11. 50
2.
11.50
2.
11.50
31.
11. so
2.
11.SO
2.
11.50
28 .
11. so
1.
11.50
1.
11.50
23.
1 1. so
l.
11.50
1.
1 1.50
20.
11. so
1.
11.50
I.
11.50
14 .
11. 50
1.
11.50
1.
11.50
STAGE 299 .36 299.35 299.3 4 2 99.3 4 2 99.33 29 9 .33 299.32
TIM E 11.SO 11 .50 11.50 11.50 11 .5 0 11.SO 11.SO
FLOW
TIKE
FLOW
TIME
FLOW
TIM E
46 •
11.50
3.
11. 50
3.
11.50
PEAK STAGES IN f'EET ••
31.
11. 50
2.
11. so
2.
11.5 0
33 .
11.so
2.
11.SO
2.
11.50
30.
11.SO
2.
11.50
2.
11.50
25 .
11.50
1.
11.SO
l.
11.50
21.
11.50
1.
11. 50
1.
11 . so
15 .
11.50
1.
LI.SO
I.
11.50
ST AGE 299 . 5 6 299 . 55 299. 5 4 2 99. 5 4 299. 53 2 99. 53 299. 52
TIME 11.50 11 .5 0 11.50 11.50 1 1.50 11.50 11.SO
FLOW
TIME
FLO W
TIM E
FLOW
TIME
48.
11. 50
3.
11. 50
5 1.
11.50
39.
11. 50
2.
11.50
42.
11.50
35 .
11.50
2.
11 . 50
31.
11.50
31.
11. 50
2.
11. so
33 .
11.50
26.
11. 50
2 •
11.SO
28.
11. 50
22 .
11. s o
1.
11.50
23.
11.50
15.
11.50
1.
11. so
16 .
11. 50
2 COMBINED AT
SP R . 01
HYDROG RAPH AT
DA 19 • DD
ROOTED TO
DP 7 . oo
HYDROGRAPH AT
DA 20 . 00
ROOTED TO
DP 8 . oo
2 COMBINED AT
DP1+8 . 00
HYDROGRAPH AT
DA 2 1 .00
2 COMBINED AT
SP S . 00
HYOROGRAPH AT
DA 22 • OD
2 COMB I NED AT
SP T . 00
HYDROGRAPH AT
DA 23 . 00
2 COM.BINEO AT
SP 0 .oo
HYOROGRA PH AT
DA 2 4 .oo
2 COMBH1EO AT
SP V .Ol
2 COMBINED AT
ALL . 02
HYOROGRAPH AT
DA 0 • • 05
2 COMBINED AT
TO TAL . 07
ROOTED TO
PROP . 0 7
HYOROGRA PH AT
EXIST . 07
••• NO RMAL ENO OF HEC-1 •••
FLOW
TIME
fLOW
TIME
FLO W
TIME
87 .
ll. 50
13.
11 .50
2 .
12.07
PEAK STAGES IN FEET
7 1.
ll .50
l l.
11 .so
2 .
12 .02
63 .
11 . 50
9.
11 . 50
2.
12 .02
57 .
11 . 50
9 .
11.50
2.
11 . 77
4 7 .
11 .50
7 .
11.50
2 .
11. 73
39 .
l l. 50
6 .
11. 50
2 .
11 . 73
28 .
11. s o
4.
11 .50
l.
11. 67
STAGE 297 .20 296 .82 2 96.6 4 296 .50 296 .27 296 .0 5 295.66
TIME 12 .12 12 .0 8 12 .0 5 11.87 11.78 11 .13 ll.70
FLOW
TIME
FLOW
TIME
10 .
11.SO
2.
11. 73
PEAK STAGES IN FEET
8 .
11. 50
2 .
11.10
7.
ll. 50
2.
11 .6 8
6 .
11. 50
2.
11.68
5 .
11.50
2 .
11. 67
4.
11. 50
2 .
11.65
3 .
11 .5 0
2 .
11.62
STAGE 298.47 291 .11 297 .45 291.1 8 296 .81 296 .5 0 296 .10
TIME 11.15 11.72 11 .10 11.10 11.68 11.67 11.63
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLO W
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
4 .
11.80
4.
11.50
8 .
ll.52
3.
11.50
ll.
ll.52
2 .
ll. so
13.
ll.50
3.
11. so
1 6 .
11.50
103 .
11.50
214 .
ll.8S
2 46 .
11. S7
239 .
11.87
PEAK STAGES I N FEET
..
11.13
4 .
11 . so
7.
11. S2
2 .
ll.50
10 .
11. 52
2.
11. 50
ll.
11.50
2.
11.50
13.
11. 50
8 4.
11. so
113 .
11.85
199.
11.51
192.
11.81
4.
11. 72
3.
11.SO
7.
ll.52
2 .
11.50
9.
11.52
l.
ll. 50
10 .
11. 50
2.
1 1.50
12.
11 .50
75.
11 . so
153.
11.85
116.
11. 51
110 .
11.87
4 .
11.12
3.
1 1.50
6.
11. 52
2 .
11.50
8.
11. 52
l.
1 1. 50
9 .
1 1. so
2 .
11. so
11.
11. 50
68.
11.50
136 .
11. 85
1S7.
11 . 57
152 .
11. 88
4.
11.68
2.
11.50
6 .
11. 5 2
1.
11.50
7 .
l l. 52
l.
1 1. 50
8 .
11.52
1.
11.50
lD .
11.50
57 .
11.50
ll2.
11.85
130 .
11.57
126 .
11 .88
3 .
11. 68
2.
11. so
5.
11. 52
1.
11.50
6 .
ll. 52
1.
l l. 50
7.
11.52
1.
ll.5D
8.
11.50
4 8 .
11.50
92.
11.85
101.
11.51
103 .
11. 90
3 .
11.65
1.
11. so
4.
11. 53
l.
11.50
5.
1 1. 52
1.
11. 50
6 .
11. 52
1.
11. 50
7 .
11 . 52
35.
11. 50
62.
11.85
74.
11 . 51
7 1.
11. 90
STAGE 288. 30 288 .10 281. 99 287 . 91 281 . 73 287. 58 287 . 29
TIME 11.87 11.87 11.87 11.88 11.88 1 1.90 11.90
FLOW
TIME
271.
11. 81
217.
11. 81
192 .
11. 81
1'70.
11. 81
139 .
11. 87
ll3.
11. 88
76.
11. 88
20
16
,.......
<Zl
b ..._..
;t
..9 12
µ..
8
40
ROCK PRAIRIE CROSSING SHOPPING CENTER
EXISTING AND PROPOSED
I
I
I
I
I
I
I I I
I
I
I
I
I
I
I
I ------Proposed 100 Yr . Stonil
I Existing 100 Yr. Storm
I
I
I
I
I
I
I
I
I
I
0 5 0
Time (Hours)
5 0
57
58
59
60
61
62
63
6 4
65
66
67
68
69
70
71
72
73
7 4
75
76
77
78
79
80
81
82
8 3
8 4
LIN E
85
86
87
88
89
90
91
92
9 3
9 4
95
96
97
9 8
99
100
101
102
103
10 4
105
106
107
108
109
llO
lll
112
113
114
ll5
ll6
ll 7
ll 8
ll9
120
12 1
12 2
123
124
12 5
1 26
127
12 8
LINE
12 9
130
13 1
132
133
134
135
136
1 37
138
KK DA 6
KM COMPO TE DA6
BA . 00083
LS 0 9 4
UD 0.10
KK DP 1.1
KM ROUT E DA6 THROUGH PO ND I. I
RS I FLO W -I
SA 0 • 32 • 32
SE 299 .J 2 9 9 . .., 300
SL 299 . J 4 .8 • 5 . 5
SS 299. 1 50 3 1.5
KM COHBIN'E Pl.1 + P2 . l
KK DPl. 1 + DP2 . l
HC 2
KK DA 7
KM COMPUTE DA7
BA . 00043
LS 0 9 4
OD 0.10
KK DA 8
KM COMPUTE DAB
BA .0003 1
LS 0 9 4
OD 0 .10
KM ADD 7+8
KK 7 +8
HC 2
HEC-1 INPUT PAGE 3
IO ••••••• 1. ...... 2 ••••••• 3 ••••••• 4 ••••••• 5 ••••••• 6 ••••••• 7 .•••••• 8 ••••••• 9 •••••• 10
KK DP 5
KM ROU TE 7 +8 THROUG H PONDS
RS I FLO W -I
SA 0 0. 43 0 . 4 3
SE 2 99. 4 299 . 7 300
SL 2 9 9 . 4 8 .2 • 5 . 5
SS 299 . .., 50 3 1.5
KM COMBINE Pl.l • P2 .1 + PS
KK Pl. l +P2. l +PS
HC 2
KK DA 12
KM COMPOTE DA 12
BA .000 40
LS 0 9 4
uo 0.10
KK DA 13
KM COMPUTE OA.13
BA . 00049
LS 0 94
00 0 .10
KM COMBINE DA1 2 + DA13
KK 12 +13
HC 2
KK DA 15
KM COMPOTE DAIS
BA • 0012 1
LS 0 9 4
OD 0 .10
KK DA 16
KM COM PUTE DA16
BA . 00068
LS 0 94
UD 0.10
KM ADD DA15 + DA16
KK 15+16
HC 2
"" OP 3
KM ROUTE COMBO l S+ 16 THROOGH PO N03
RS l FLClll -l
SA 0 0 .38 0 .38
SE 2 99.4 299. 7 300
SL 299 . 4 9.i • .5 .5
SS 2 99. 1 5 0 3 1.5
KM ADD ?3 + ( 12 +13COHB0l
HEC-1 I NPUT ?AGE 4
IO ••••••• I. ...... 2 ••...•• 3 ••••••• 4 ••••••• 5 ••••••• 6 ••.•••• 7 •••.••• 8 .•••••• 9 •.•••• 10
KK P3+(12+1J)
HC 2
KK DA 14
KM COMPUTE OAl 4
BA • 00117
LS D 9 4
OD 0 .1 0
KM ADO 14 + P3 COMBO
KK l4+P3
HC 2
139
l40
141
1 42
143
144
1 4 5
1 46
141
148
1 49
150
151
152
153
15 4
1 55
15 6
157
158
15 9
160
161
162
163
16 4
165
166
161
168
169
LINE
11 0
111
172
173
11 4
175
116
177
118
119
180
181
182
183
184
185
186
181
1 88
189
190
191
192
193
19 4
19 5
196
1 91
198
199
200
2 0 1
202
203
20 4
2 05
206
207
208
209
210
LINE
211
212
213
21 4
21 5
216
217
218
219
220
KK DA 17
KM COMPUTE DA.17
BA . 00132
LS 0 9 4
UD o. 10
KM ADD l 7 +P3COM80
KK l 7+P3COKBO
HC 2
KK CA 10
KM COMPOTE DAlO
BA . 00015
LS 0 9 4
uo· 0.10
KK DA 11
KM COMPUTE DAll
BA . 00055
LS 0 9 4
OD 0.10
KM ADD 10+11
KK 10+11
HC 2
KK DP 2.2
KM ROUTE COHBO 10+11 THROUGH PONO 2.2
RS 1 FLOW -1
SA 0 .5 87 .587
SE 299.3 2 99.1 300
SL 299 .3 9.46 .5 .5
SS 299.1 50 3 1.5
KM COMBINE OP2 . 2 + (l 7+DP3 COMBO )
KK OP2.2+17 +0P3
HC 2
HEC -1 INPUT
ID ....... 1 ....... 2 .....•. 3 ....... 4 ....... 5 ....... 6 ....... 1 ....... 8 ....... 9 ., .... 10
KK DA18 . l
KM COMPUT E DA18.1
BA . 0003 5
LS 0 9 4
00 0.10
KK DPL2 _.
KM Routt DAl 8 • 1 THROUGH OP l • 2
RS 1 FLOW -1
SA 0 . 2 1 .21
SE 299.3 299 . 7 300
SL 299.3 6.06 . 5 .5
S S 299. 7 50 3 1.5
KM ADO OPl.2 + DP2.2 + l 7+DP3 COMBO
KK DPl . 2+2. 2+0P3COKBO
HC 2
KK DA18.2
KM CCMPUTE OA18. 2
BA .000 40
LS 0 9 4
OD 0.10
KK o• ' ' KM ROU'tt: OAl 8. 2 THROUGH OP4
RS 1 FLOW -1
SA 0 0.12 0 .12
SE 299. 5 299.1 300
SL 299.5 6 • .,. .5 .5
SS 2 99 . 8 50 3 1.5
KM ADD DP 4 + OP1.2+P2.2 + l 7+DP3COMBO
KK OP4+1.2+2.2+11+DP3COMBO
HC 2
KK DA 9
KM COMPOT! OA9
BA . 00043
LS 0 9 4
DO 0 . 10
KM ADD DA9 + DP 4++TOTALS
KtC OA9+0P4++
HC 2
KM ADO DA9+0 P4 ++TOTALS+0Pl. l+DP2. l+DPS
IO:: OA9+DP4++0Pl. l+DP2 . l+DP5
HC 2
HEC-1 INPU T
ID ....... 1 ....... 2 ....... 3 .... , .. 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10
KK DA 19
KM COMPUTE DA19
BA .00199
LS 0 9 4
00 0 .10
KK OP 1
KM ROUTE DAl 9 THROU GH PONO 7
RS l FLOW -1
SA 0 0.3 1 0 .4
SE 293 .5 296 .5 298. 7
PAG E 5
PAGE 6
221
222
223
224
225
226
227
228
229
230
231
232
233
23 4
235
23 6
237
238
2 39
240
241
2 42
2 43
24 4
2 4 5
2 46
2 4 7
2 48
24 9
250
2 5 1
S L
SS
KK
KM
BA
LS
00
KK
KM
RS
SA
SE
S L
SS
KM
KK
HC
KK
KM
BA
LS
uo
KM
KK
HC
KK
KM
BA
LS
00
KM
294 . 2 . 2 . 7
298 30 3
DA 2 0
COMP OTE OA20
. 001 49
0 9 4
0 .10
OP 8
ROUTE OA20 THROUGH PONO 8
1 FLOW -1
0 0.1 8 0 .2
292 . 8 2 98. 7 299 .5
293 .8 .2 . 7
290. '7 30 3
ADO PONO 7 + POND 8
OP7+0PB
2
DA 21
COMPOTE OA21
. 000 67
0 9 4
0 .10
ADO DA2l + DP7+8
DA2l+OPT .. 8
2
DA 22
COMPUTE OA22
. 00040
0 94
0.10
ADO OA22 +DA2l+OP'7 +8
. 5
1.5
1
(,/ ~,~:~--e1:,k·0L~ L'
r:iJ-1 ':. VJ
0
.s
1. 5
HEC-1 IN POT PAG E 7
LINE IO ....... 1 ....... 2 ....... 3 ....... 4 ..••..• 5 ....... 6 ....... 7 ....... 8 ......• 9 ...... 10
252
253
25 4
25 5
256
257
258
259
2 60
2 61
2 62
2 6 3
264
265
2 66
267
268
269
270
271
272
273
274
2 7 5
276
277
KK
HC
KK
KM
BA
LS
00
KM
KK
HC
KK
KM
BA
LS
00
KM
•• HC
KM
Kl<
HC
"" BA
LS
0 0
zz
OA22+2l+OP'7+8
2
DA 23
COMPOT E DA23
. 00028
0 9 4
0.10
ADD OA23 + 22+2l+OP'7+8
OA23+22+2 l+DP'7+8
2
DA 2 4
COMPUTE OA2 4
.0004 1
0 9 4
0 .10
ADO OA24+2 3+22+2l+·DP7+8
DA24 +23+22+21 +DP7 +8
2
COM POT E TOTAL OUTFLOW
ALL
2
PRE
.0 192
0 7 5
. 37
1 •••••••••••••••••••••••••••••••••••••••••
FLOOD HYOROGRAPH PACKAGE (KEC -1)
JUN 1998
VERSION 4 . l
RUN DATE 190CT99 TIME 1'7:12 :2 4
••• ERROR
3 IO
IT
KROG ER DRA I NAGE ANALYSI S -OCT1 9, 99 -REMV 50% CLOG ' ADD HC' S
SP ECI FIED START AN D END DAT ES RE SULT I N TOO MANY TIME PERIODS
OUT PUT CONTROL V AR I AB LES
IPRNT 5
I PLOT 0
QSCAL 0.
HYDROGRAP H TIME DATA
Nl<IN 1
lfEB98
0000
2000
I DATE
I TIME
NQ
NOOATE
NOT I ME
I CENT
2 FEB98
0919
19
PRI NT CO NTROL
PLOT CONTROL
HYDROGRA PH PLOT SCAL E
MINUTES IN COMPUTATION INT ERVAL
START I NG DATE
START I NG TUtt
NUMBER OF HYOROGRAPH ORDINATES
ENDING DATE
ENDING TIM!
CEN TU RY MARK
COMPUT AT I ON I NTERVAL . 0 2 HOU RS
TOT AL TIME BA SE 33. 32 HOORS
O.S. ARMY CORPS OF rnGINEERS
HYOROLCXiIC ENGINEERING CENTER
609 SECOND STREET
DAVIS , CALIFORN IA 95616
(916) 756-1104
EN GLISH UNITS
ORAHIAGE A.REA SQUAR E HILES
PRECIPITATION DEPTH INCHES
LENG TH , ELEVATI ON FEET
FLOW CU BI C FEET PER SECO ND
STORAG E VOLUME ACRE -FEET
SO RfACE AREA .a.CR.ES
TEMPERATU RE DEG REE S FAH REN HE IT
J P MULTI-PLAN OPTION
•PLAN l NUMB ER OF PLANS
J R MULTI -RAT IO OPTION
RATIOS OF PRECIPITATION
13 . so 11. 00 9. BO B. BO 1 . 40 6.20 4. so
PEAK FLOW ANO STAGE (ENO-OF-PERIOD! SUMMARY FOR MULTIPLE PLAN-RATI O ECONOMIC COHPOTATIONS
FLOWS IN CUBIC FE ET PER SECO ND, AR.EA I N SQOAR.£ HI LES
TIME TO PEAK I N HOO RS
RATIOS APP LI ED TO PRECIPITATI ON
OPERATION STATION AREA PLAN RATIO l RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 RATIO 1
13. 50 11. 00 9. BO B .BO 1 . 40 6 .2 0 4. 50
HYOROG RAPH AT
DA 1 . 00 FLOW 2 . 1. 1. l. 1. 1. 1.
T I ME 11 . 50 11. 50 11.50 1 1. 50 11. 50 11. 50 1 1. 5 0
HYDROGRAPH AT
DA 2 • 00 FLOW 4. 3. 3. 3. 2. 2 • 1.
TIME 11. 50 11. so 11.50 11. 50 11 .50 11.50 11.50
2 COMB INED AT
1+2 . 00 FLOW 6. 5. 4 . 4 . 3. 3. 2.
TIME 11. 50 11. 50 11. 50 11. 50 11.50 11 .50 11.50
HYOROG RAP H AT
DA 4 . 00 FLOW 1. 6. 5. 5 . 4. 3 . 2.
TIME 1 1.50 11. so 11. 50 1 1.50 11.50 11.50 11 .50
2 COMB I NED AT
HCOHB .00 FLOW 13 . 10. 9. B. 1 . 6 . 4 .
TIME 11.50 11.50 11.50 11 . 5 0 11.SO 1 1. 50 11. 50
HYOROG RAPH AT
DA 3 .00 FLOW B. 1. 6. 5 . 5. .. 3 .
TIM E 11. 50 11.50 11.50 11. 50 11.50 11. 5 0 11. 5 0
HYDROGRAP H AT
DA 5 . 00 FLOW 5 . 4 . 3. 3. 3. 2. 2.
TIME 11. so 11.50 11. so 11. so 1 1. so 11. so 11. 50
2 COMBI NED AT
5+3 . 00 FLOW 13 . 11 . 9. 9 . 1. 6. 4 .
TIME 11.50 11. 50 1 1. so 11.50 11. 50 1 1. 50 11.5 0
ROOTED TO
OP 2.1 . 0 0 FLOW 13 • 11. 9. B. 1. 6 . ..
TIME 11.50 ll . 50 11. 52 11.52 11. 52 11. 52 ll.52
PEAK STAGES IN FEET • •
STAG E 299.52 2 99 .48 299. 46 299. 44 299. 42 299. 40 2 99.31
TIME 1 1.50 11. 50 11. 52 ll. 52 11 .52 ll . 52 11.52
2 COMBI NED AT
PO ND2. .00 FLOW 2 6 . 21. 19. 11. 1 4. 12. B.
TIME 1 1.50 11.50 11.50 11.50 11.50 11.so 11.50
HYDROG RAPH AT
DA 6 . 00 FLOW 5 . 4 . 4 . 4. 3 . 2. 2.
TIME 11. 50 11.50 11.50 11. 50 11. 50 11. 50 11. 50
ROOTED TO
DP 1 .1.. • 0 0 FLOW 5 . 4 . 4. 4. 3. 2. 2.
TIME 11.50 11.52 11. 52 11. 52 11. 52 11. 52 11. 52
PEAIC STA GES IN FEET
S TAGE 299 .4B 299.65 299 . '3 2 99 .42 299 .40 2 99 .38 299.36
Tt!<E ll.50 11.52 11.52 1 1.52 11.52 11.52 1 1.52
2 COMBINED AT
OPl. l .00 FLOW 31. 25. 23. 20. 11 . 14 . 10.
TIME 11.50 11.50 11.50 11 .5 0 11.50 11. 50 11.50
HYOROGRAP H AT
DA 1 . 00 FLOW 3 . 2. 2 . 2 . 2 . 1. 1.
TIME 11 . 50 11.50 11. 50 11. 50 11.50 11. 50 11 . 50
HYOROG RAPH AT
DA B .oo FLOW 2 . 2. 1. 1. 1. 1. 1.
TIME 1 1. 50 11.50 11.50 11.50 11.50 1 1.5 0 11.5 0
COMB I NED AT
7+B .00 FLOW 5. 4. 4. 3 . 3 . 2 . 2 .
TIME 11.50 11.50 11.so 11.50 11. 50 ll. 50 11. 5 0
ROOT ED TO
DP 5 .00 FLOW 5. .. 4 . 3. 3. 2. 2.
TIME 11. 50 11. 50 11. 50 11. 50 11. 50 1 1. 50 11. 52
PEAK STAGES I N FEET
S TAGE 2 99 .4B 29t.'7 299 .4 6 299.45 299 . 44 2 9 9. 44 299. 43
TIME 11.50 11.50 1 1.50 1 1.50 11.50 1 1.5 0 11. 52
2 COMB I NED AT
Pl . l+P . 01
HYD RCG RAPH AT
DA 12 .oo
HY DROGRAP H AT
DA 13 . 00
2 COMB I NED AT
12+13 . 00
HYDROGRAP H AT
DA 15 . oo
HYDROGRA.P H AT
DA 16 .00
2 COMB I NED AT
15+16 . 00
ROO TED TO
DP J . 00
2 COMBINED AT
P3 + (1 2 • 00
HYD ROG RAPH AT
DA 14 .00
2 COMBINED AT
14 +PJ . oo
HYD ROG RAPH AT
DA 17 • 00
2 COMBINE D AT
l ?+PJC . 01
HYD ROG RAPH AT
DA 10 . 00
HYD ROG RAPH AT
DA 11 . 00
2 COMBINED AT
10+11 . 00
ROO TE D TO
DP 2.2 . 00
2 COMBI NED AT
DP2 . 2 + . 0 1
HYO ROG RAPH AT
DA18.l . 0 0
ROOTED TO
OP l.2 . 00
2 COMBINED AT
CPL 2 + • 0 1
HYDROG RAPH AT
OA18 .2 . 00
ROUT ED TO
DP & . 00
2 COMBINED AT
F'LOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
T I ME
FLOW
TIME
FLOW
TIME
FLOW
T I ME
36.
11. 50
J .
11 . so
3 .
11 . so
6 .
11 . 50
8 .
11. 50
4 .
11.SO
12.
11 . 50
12.
11. 50
PEAK ST AGES IN FEET
29 .
11.SO
2 .
11 . 50
3 .
11. 50
5 •
11. 50
6 .
11. 50
4 .
11. 5 0
10 .
1 1. 50
10 .
11. 50
26 .
11. 50
2.
11 . 50
2.
11. 50
4.
11 . 50
6 .
1 1. 50
3.
11 .so
9.
11. 50
9 .
11. 50
23 .
11. so
2 .
11. 50
2 .
11.50
4 .
11.50
5 .
11 . 50
3 .
11. 50
8 .
11. so
8.
11. 50
20.
11. 50
I.
11. 50
2.
11.50
3.
11 .50
4 .
11. 50
2 .
11. 50
7.
11.50
7.
11.50
16 .
11.50
I.
ll 50
I.
11.so
3 .
11. 5 0
4.
11 . 50
2 .
11. so
6.
11.50
6 .
11. 50
12 .
11. 50
I.
11. 50
I.
11. 50
2 .
11. so
3 .
11. 50
I.
11. 50
4 .
11. so
4 .
11. 52
STAG E 299 .58 2 99 .54 299.53 299 .5 1 299.50 299 .4 8 2 99.46
TIME 11 .50 1 1.50 11.50 1 1.5 0 11.50 11.50 11.52
FLOW
T I ME
FLOW
TI HE
FLOW
T I ME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
F'LOW
TIME
FLOW
TIME
18.
1 1.50
8 .
11.50
2 6 •
11.50
9 •
1 1.50
3 5.
11. 50
5 •
1 1 .SO
4 .
11. 5 0
9 .
11.50
9 •
11. so
Pl.AK STAGES I N FEET
15 .
11.SO
6 .
11.50
2 1.
1 1.50
7.
11. so
2 8 .
11. 5 0
4.
11 .50
3 .
11 . so
7.
11.50
7.
11.50
13 .
11. 50
6 .
11.50
19.
1 1. 50
6 .
11.50
25.
11. 50
4.
11. 50
3 .
11. 50
6 .
11. 50
6 .
11 . S2
12 .
11.SO
5 .
11.50
17 .
11 . so
6 .
1 1. 5 0
2 3.
11.5 0
3 .
1 1.50
2.
11 .50
6.
11. 50
6 .
11. 52
10 .
11. 50
4.
11 .50
14 .
1 1.50
5.
11.50
19.
11.50
3 .
11 .50
2.
11.50
5.
11.5 0
5.
1 1.52
8 .
11. 50
J.
11. so
12 .
11.50
4 .
11. so
16.
11. 50
2 .
1 1.50
2 .
11. 50
4.
11.50
4.
11 . S2
6.
1 1.50
2 .
11.50
8 .
1 1. so
3 .
11. 50
11 .
11. 5 0
2 .
1 1.50
I.
11. so
3.
11. 50
3.
11 . S2
STAGE 29 9 .H 2 99 .42 2 99 .40 2 99.39 299 .38 2 99.36 2 99.35
TIME 11 .5 0 1 1.50 11.52 11.52 11.52 1 1.52 ll.S2
FLOW
TIHE
FLOW
TIME
FLOW
TIME
4 3 .
11 . 50
2 •
11.50
2 .
11. 50
PEAK STAGES IN F!:ET
35.
11. 5 0
2.
1 1. so
2 .
1 1. 50
31.
11. 50
2 .
11 .50
2 .
11. so
28.
1 1. 50
I.
1 1. 50
1.
11. 5 0
2 3.
11.50
I.
11 .50
I.
11 . so
20.
11. 5 0
I.
11 . 50
I.
ll. so
1 4 .
11. 50
I.
11 . 50
1.
11. so
STAGE 2 99.3 6 299.3.5 " 2 99.34 2 99.34 299 .3 3 2 99 .33 299.32
TIME 11.50 11.50 11.50 1 1.50 11.50 11.50 11.50
FLOW
TIME
FLOW
TIME
FLOW
TIME
46 .
11. so
3.
11. 50
3.
11. 50
PEAK STAGES IN FE&T 0
37.
11. so
2.
11 . so
2 .
1 1. 50
JJ.
1 1. 50
2.
11. 50
2 .
1 1. 50
JO.
11. 50
2.
11. 50
2 .
11. 50
2 5.
11.50
I.
11.50
I.
11. 50
2 1.
11. 50
l.
1 1.50
l.
11. 50
1 5.
1 1. 50
l.
11.50
l.
11. 50
STAGE 299.5 6 299.55 299 .54 299.54 299.53 299.53 299.52
TIME 11.50 11.SO 11.SO 11 .50 11.50 11.SO 11.SO
DP 4+1 . . 0 1 fLOW 4 8 . 3 9. 3S . 3 1. 26. 22 . l S .
T I ME 11. so 11 .50 11 .50 1 1. s o 11. 50 11. so 11. 50
HYD ROGRA PH AT
DA 9 .o o FLO W 3 . 2. 2 . 2 . 2. 1. l.
T IME 11. so 11 . so 1 1. so 1 1.50 1 1. 50 11. 5 0 11. 5 0
2 COMBINED AT
DA9 +DP .0 1 FLOW Sl. 4 2. 3 1 . 33. 2 8. 2 3. 16.
TIHE 11. 50 11. so 11. 50 11 . 50 1 1. 50 11. 50 1 1.SO
2 COMBINED AT
DA9 +D P .0 1 FLOW 8 1 . 11. 63 . 5 1 . 41 . 39. 2 8.
TIME 11. 50 1 1. s o 11. 50 11.50 11. 50 1 1. 5 0 1 1. 50
HY DROG RAPH AT
DA 19 .oo FLO W 1 3. ll. 9 . 9. 1. 6. 4 .
TIME 11. 50 11. 50 11 . 50 11. 50 11. so 11. s o 11 . 50
ROO TED TO
OP 1 . 0 0 FLOW 2 . 2 • 2. 2 . 2. 2. 1.
TIME 12 . 07 12 .02 12.02 11. 77 11. 73 11. 73 11.67
PEAK STAGES IN F!ET
STAGE 2 91. 2 0 296 .82 296. 64 2 96 . 50 2 96 .2 7 2 96 . 05 2 9S. 66
TIME 12 .12 12 .0 8 12 .05 11 . 87 11 . 7 8 11. 7 3 11. 70
HYO RCfiRAPH AT
DA 20 . 00 FLOW 10 . 8. 1. 6. 5. 4. 3.
TIME 11 . 5 0 11. 50 11.5 0 11. so 11.SO 1 1.50 11.5 0
ROO TED TO
DP 8 .0 0 FLOW 2 . 2 . 2. 2 . 2. 2 . 2.
TIME 1 1.13 11. 70 11. 68 1 1.68 11 .67 1 1.65 1 1.62
PEW< STAGES I N fEET
STAGE 2 98. 41 291 .17 2 91 . 45 297 .18 2 96 . 81 296 .50 2 96 .10
TIME ll. 1 S 11. 7 2 11. 70 11. 70 11.68 1 1. 61 11. 63
2 COMBINED AT
OP7+DP .00 fLOV 4 . 4 . 4 . 4 . 4 . 3 . 3.
TIME 1 1. 8 0 1 1. 1 3 ll .12 ll .12 ll . 68 11. 68 1 1. 65
HY DROG RAPH AT
DA 21 .oo FLOW .. .. 3 • 3. 2. 2. 1.
TIME 11.50 11.50 11. 50 11.50 11.50 11.50 11.50
2 COMBI NE D AT
DA21+0 .0 0 FLOW 8. 1 . 1 . 6. 6 . 5 . 4.
TIME 1 1. 52 11.52 11.52 11 . 52 l l.S2 11 . 52 11. 5 3
HYD ROGRAP H AT
DA 22 . 0 0 FLOW 3 . 2 . 2. 2. 1. 1. 1.
TIME 11.5 0 1 1.SO 11. s o 11 .50 ll .SO 11. s o 11.50
2 COMBINED AT
DA22+2 • 00 FLOW 11. 10 . 9 . 8. 1. 6. s.
TIME ll.S2 11.52 ll.S2 11.52 11.52 11 . 52 ll . 52
HYDROGRAP H AT
DA 2 3 .00 FLOW 2. 2. l. 1. 1. 1. l.
TIME ll. s o 11.50 11.SO 1 1.50 11. s o ll. so ll . s o
2 COMBINED AT
OA23+2 .o o FLO W 13. 1 1. 10. 9. 8. 1 . 6.
TIME 11.SO 11.SO 11. 5 0 1 1. 50 1 1. S2 11. 52 ll.S2
HY OROGRAP H AT
DA 2 4 .00 FLOW 3. 2. 2. 2. 1. 1. 1.
TIME 11.SO 11.so 11.SO 11. 50 11.50 11. so 11 .50
2 COMBI NED AT
OA24 +2 .01 FLOW 16 . 13. 12 . 11. 10. 8. 1 .
TIME ll. so ll. 50 ll. s o ll . 50 11. so ll. so 11. 52
2 COMBINED AT G .02 FLO W 103 . u. 1S. 68. 51. 48. 3S.
TIME 11.SO 1 1. so 11. 5 0 1 1.SO 1 1.50 11 . 50 ll . s o
HYOROG RAPH AT Q • 02 FLOtl 81. 67. S8. so. 39 . 30 . 11 .
TIME 11.68 11. 68 11. 10 11.10 11.10 11. 70 l l.12
••• NO RMAL EN D OF HEC -1 ... t
(®ljv
),~ (,
APPENDIXB