HomeMy WebLinkAboutDrainage ReportCERTIFICATION
I certify that this revised report for the drainage design for the Greens Prairie Center -Phase I
Detention Pond, was prepared by me in accordance with the provisions of the City of College
Station Drainage Policy and Design Standards for the owners hereof.
TABLE OF CONTENTS
DRAINAGE REPORT -REVISED
GREENS PRAIRIE CENTER, PHASE I -DETENTION POND
CERTlFICA TION ................................................................................................................................................................. l
TABLE OF CO TENTS ....................................................................................................................................................... 2
LIST OFT ABLES .................................................................................................................................................................. 2
INTRODUCTION .................................................................................................................................................................. 3
GENERAL LOCATION AND DESCIUPTION ................................................................................................................. 3
FLOOD HAZARD INFORMATION ................................................................................................................................... 3
DEVELOPMENT DRAINAGE PATTERNS ...................................................................................................................... 3
DRAINAGE DESIGN CIUTEIUA ....................................................................................................................................... 3
STORM WATER RUNOFF DETERMINATION .............................................................................................................. 4
DETENTION FACILITY DESIGN ..................................................................................................................................... 4
CONCLUSIONS ..................................................................................................................................................................... 6
APPENDIX A ......................................................................................................................................................................... 7
Time of Co11centratio11 Data & Calc11latio11s
APPENDIX B ........................................................................................................................................................................ 10
Dete11tion Pond Design luformation
EXHIBIT A ........................................................................................................................................................................... 32
Pre-Development Drainage Area Map -Dete11tio11 Po11d
EXHIBIT B ........................................................................................................................................................................... 34
Post-Development Draillage Area Map -Detention Pond
SHEET 1 OF 1 ...................................................................................................................................................................... 36
Dete11tio11 Pond Pfau & Details
LIST 0 F TABLES
TABLE 1 -Time of Concentration (tc) Equations .................................................................................. 4
TABLE 2 -Pre-& Post-Development Runoff Information -Detention Evalu ation .............................. 4
TABLE 3 -Pre-& Post-Development Peak Discharge Comparison -.................................................... 5
Discharge Point with Detention Pond
TAB LE 4 -Summary of Maximum Pond Water Levels ......................................................................... 6
DRAINAGE REPORT -REVISED
GREENS PRAIRIE CENTER, PHASE 1 -DETENTION POND
INTRODUCTION
The purpose of this revised report is to provide the hydrological effects of the construction of
the Greens Prairie Center -Phase I Detention Pond, and to verify that it meets the
requirements set forth by the City of Co ll ege Station Drainage Policy and Design Standards.
GENERAL LOCATION AND DESCRIPTION
The detention pond for this project will be located on the 1.66 acre tract, Lot 1, Block 1, Greens
Prairie Center, located west of Arrington Road at its intersection with State Highway 40 and
north of Greens Prairie Road in College Station, Texas. This report addresses the future
development of Phase 1 and the adjacent area of this project. The site is predominantly
wooded. The existing ground elevations range from Elevation 287 to Elevation 306. The
general location of the project site is shown on the vicinity map in Exhibit A.
FLOOD HAZARD INFORMATION
The project site is located in the Spring Creek Tributary B Drainage Basin. The site is located
in a Zone X Area according to the Flood Insurance Rate Map prepared by the Federal
Emergency Management Agency (FEMA) for Brazos County, Texas and incorporated areas,
Community No. 481195 and 480083, Panel No. 205D, Map No. 48041 C0205D, effective dated
February 9, 2000. Zone X areas are determined to be outside of the 500-year floodplain.
DEVELOPMENT DRAINAGE PATTERNS
Prior to development, the storm water runoff in this area flows to two existing drainages which
convey the runoff to the existing culverts under Greens Prairie Road and Arrington Road. The
culverts discharge into an existing drainage which flows through Lot 1, Block 1, and then into
the SH 40 right-of-way. The pre-development drainage area for the detention pond design is
shown on Exhibit A.
DRAINAGE DESIGN CRITERIA
The design parameters for the stonn drainage analysis are as follows:
• HEC-1 Program -Utilized to detem1ine peak storm water runoff rates for the detention
facility design. A Type III rainfall distribution was used.
• Design Storm Frequency
Detention facility analysis 5, 10, 25, 50 and 100-year stom1 events
• Runoff Curve Number (CN) -Detention Pond
The Brazos County Soil Survey shows the soils in the area to be classified as hydrologic
group D soils. The pre-development CN is based on no development on the site. The
post-development CN is based on the future development of the project. The CN
calculations are fou nd in Appendi x B.
• Time of Concentration, tc -Calculations are based on the method found in th e TR-55
publication. Refer to Table I fo r the eq uations and Appendix A for calculations. The
runoff fl ow path used for ca lculatin g the pre-development time o f concentrati on is shown
on Exhibit A. S ince the post-development flow path for this development cannot be
detem1ined at this time, it was assumed that the post-development Tc for the detention pond
be 25 minutes.
STORM WATER RUNOFF DETERMINATION
The peak runoff values were detem1ined in accordance with the criteria presented in the
previous section for the 5, 10, 25, 50, and 100-year storm events. The drainage area for the
pre-development condition is shown on Exhibit A, and the post-development drainage area is
shown on Exhibit B. Pre-and Post-development runoff conditions for the detention pond
design drainage areas are summarized in Table 2. The pre-and post-development runoff
information for the detention pond evaluation is shown in Table 3.
TABLE 1 -Time of Concentration (tc) Equations
The time of concentration was determined using methods found in TR -55, "Urban
Hydrology for Small Watersheds. " The equations are as f ollows:
Time of Concentration:
For Sheet Flow:
For Shallow Concentrated Flow:
Tc = T1(shee1 llow) + T1(concenlra1ed sheel llow)
where: T1 =Travel Time, minutes
where: T1 =travel time, hours
n =Manning's roughness coefficient
L = flow length, feet
P2 = 2-year, 24-hour rainfall = 4.5"
s = land slope, ft/ft
T1 = LI (60*V)
where: T1 = travel time, minutes
V =Velocity, fps (See Fig 3-1 , App. A)
L = flow length , feet
Refer to Appendix A for calculations.
TABLE 2 -Pre-& Post-Development Runoff Information -Detention Evaluation (Revised)
Area# Area CN tc Lag
(acres) (min) (hrs)
I Pre 100 26.84 79.5 35.4 0.354 -------· -----
Post 200 26.84 92.0 25.0 0.250
DETENTION FACILITY DESIGN
The runoff from this development that drains to SH 40 and ultimately to Tributary B of Spring
Creek must be detained to pre-development flow levels at the discharge point of the detention
pond at th e SH 40 right-of-way line.
The proposed detention pond facility will occup y all of Lot 1, Block 1, o f the Greens Prairie
Center development. As shown on Sheet 1of1 , the Detention Pond Pl an and Detail s, most of
th e runoff th at enters th e pond is through the existin g cul verts under Arrington Road and
Greens Prairie Road .
-1
A review of the drainage desi gn data for these culverts indicates they were designed fo r
"developed" conditions upstream of the culverts. These culve rts appear to have adequate
capacity to pass the post-development runoff into the proposed detention pond. Thi s should be
verified when the land is developed.
The pond outlet structure is a 5'x5' concrete riser structure wi th an invert Elevati on of 289.0,
an 18" wide opening in the front of the structure from Elevation 289.0 to the top of the
structure at Elevation 295.0. On each side and the rear of th e structure are 24" wide openings
at Elevation 294.0. The discharge pipe is 42" HDPE pipe, 55 feet in length, with a concrete
headwall at the downstream end of the pipe. The upstream invert elevation of the pipe is 288.9.
Concrete riprap will be placed at the discharge end to control erosion. The pipe has a design
slope of 1.0%. The top of the pond benn is at Elevation 297.0.
The peak flow out of the detention faci lity was determined by the HEC-1 program using the
depth discharge data for the pond outlet structure and the pond volume data as provided in
Appendix B. As shown in Table 3, the post-development peak outflow at the di scharge point is
less than the allowable peak outflow for the design stonn event. Additionally, Table 4 presents
the maximum water surface in the pond for each storm event, as well as the amount of
freeboard provided.
The data shown in Tables 3 & 4 are from the HEC-1 computer model. The summary printout
of the model is included in this report in Appendix B .
A comparison of the pre-& post-development peak discharge values for the discharge point
shows a decrease in the runoff for all storm events. The detention pond will reduce the peak
runoff to less than or equal to the pre-development runoff, as the "Post-Development with
Pond" data in Table 3 shows.
TABLE 3 -Pre-& Post-Development Peak Discharge Comparison -
Discharge Point with Detention Pond (Revised)
Location Os 010 0 25
(cfs) (cfs) (cfs)
Pre-Development
Total@ Discharge Point 50 67 79
Post-Development without Pond
Total@ Discharge Point 64 81 93
Post-Development with Pond
Into Pond 60 81 93
Out of Pond 47 66 79
Decrease 3 1 0
Oso 0 100
(cfs) (cfs)
90 106
104 120
104 120
88 99
2 7
The area-capacity data and th e depth-discharge data for the detenti on pond are provided in
Appendix B. The detention pond grading plan is shown on Sheet 1 of 1 of th e construction
drawings
TABLE 4 -Summary of Maximum Pond Water Levels (Revised)
Storm Event Water Surface Freeboard,
Elevation, ft. ft.
5-year 293.8 3.2 -----·-----10-year 294.5 2.5 --------25-year 294.9 2.1 . ---------------------50-year 295.2 1.8 ---·---------100-year 295.7 1.3
Note: Detention Pond Top of Berm Elevation = 297.0
CONCLUSIONS
The construction o,f this project wi ll increase the storm water runoff from this site. The
detention facility will reduce the post-development flow to the pre-development valu e. No
flood damage to downstream or adj a cent landowners is expected as a result of thi s
development. However, as the area develops and the plans for the development are fi nali zed,
the assumptions utilized in this report need to be verified.
APPENDIX A
Time of Concentration Data & Calculations
Greens Prairie Center -Phase 1
Pre-Development Time of Concentration Calculations
Refer to Exhibit A for flow path locations.
Drainage Area Nos. 100
Sheet Flow: n=
P=
L= .. ·~t 2 '61
\.'.ly,~~i Elev1=
T,= 0.007(L *nt" = 0.468 hours= .... I __ 2_8_._1_m_i_n __ ~
(P)os*(S)o"'
Concentrated Flow: V= ,·;k~:~,"~2';.jJ fps (unpaved) ' .... -~~fi...:T.,~~..t,
L= Y.:r:·\ ~-J!P:, '.n65gj ~ ~,. ·" , .,;, ~.· "' i4 ' ~ ·~~e~~1t! Elev,= ·. JSlope=
T,= U(60*V) = 5.2 min
Ditch Flow: V=
L= Elev,=
T,= U(60*V) = 0.5 min
Culvert Flow, Q=40cfs: V=
L= Elev1=
T,= U(60*V) = 0.3 min
Ditch Flow. Q=60cfs V=
L= ' ":~:~;~J~~~ §i
"'.:<,f,_, I ~ Elev1=
T,= U(60*V) = 1.5 min
35.6 min
0.015
0:0170
0!0.320
0.0110
..... ..___ -..... ..___
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. 10
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Average velocity, ft/sec
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Fil(U~ l·l.-.\vcr.:ic~ vcl0<itic, fc-r c:o1limatinl( lr..avd time for ~hallow conccntral~d now.
(2 10-V!-Tfl.-55. Second Ed .. June \98<il
I
20
APPENDIXB
Detention Pond Design Information
I ()
SCS Curve Number Calculations
Pond-Pre-Development
Drainage Area -100
Area -Ac.
sq. mi.
26.84
0.0419
Tc = 35.4
Lag = L = 0.6Tc =
Land Use
Open Space -Good
Woods-Good
Pasture-Good
Streets
Farmstead
Abandoned Oil Well Pad
Total -CN II
21 .2 min=
Soil Type Area -Ac.
D 1.14
D 17.50
D 4.92
D 1.48
D 1.00
D 0.80
26 .84
0.354 hrs
Weighted
CN II CN
80
77
80
98
86
89
3.4
50.2
14.7
5.4
3.2
2.7
79.5
SCS Curve Number Calculations
Pond-Post Development
Drainage Area -200
Area -Ac.
sq. mi.
26.84
0.0419
Tc = 25.0
Lag = L = 0.6Tc = 15.0 min= 0.25 hrs
Weighted
Land Use Soil Type Area -Ac. CN II CN
Open Space -Good
Woods-Good
Pasture-Good
Streets
Farmstead
Commercial
Total -CN II
D
D
D
D
D
D
2.80
1.01
1.01
1.48
1.00
19.54
26.84
80
77
80
98
86
95
8.3
2.9
3.0
5.4
3.2
69.2
92 .0
Greens Prairie Center
Pond Area-Capacity Data with Proposed Contours
V = H * {[A1+A2 + (A1*A2}111J3}
V = volume, ft2
A = area, ft 2
H = difference in elevation, ft
Detention Pond
Area -Capacity Data
Elevation Depth Area Area Volume Cumulative
Volume
(ft) (ft) (ft2) (acres) (ft3) (ft3)
289.00 0.00 0.00 0 0 0
290.00 1.00 1,452.87 0.0334 484.29 484.29
291.00 2.00 27,589.37 0.6334 11 ,791 .14 12,275.43
292.00 3.00 35,544.53 0.8160 31 ,483.08 43,758.51
293.00 4.00 38,500.87 0.8839 37,012.86 80,771.37
294.00 5.00 41,931 .35 0.9626 40,203.91 120,975.28
295.00 6.00 45,285.65 1.0396 43,597.75 164,573.03
296.00 7.00 49,256.76 1.1308 47,257.30 211,830.33
297.00 8.00 65,752.69 1.5095 57,306.53 269,136.86
90% 90%
Cumulative Cumulative
(ft3) (acre-ft)
0.00 0.00
435.86 0.01
11,047.89 0.25
39,382.66 0.90
72,694.23 1.67
108,877 .75 2.50
148,115.73 3.40
190,647.30 4.38
242,223.17 5.56
Greens Prairie Center -Phase 1
Detention Pond Elevation Discharge Data
Elevation Discharge Data
Front opening 18" wide 3-24" wide openings 42" Outlet Elevation Top= 295.0; Crest= 289.0 Top= 295.0; Crest= 294.0
Weir Weir
(ft) y, depth (ft) Q, cfs1 y, depth (ft) Q,cfs
289.0 0 0 ----
290.0 1 4.5 ----·---291 .0 2 12.7 ----.. 292.0 3 23.7 ----..
293.0 4 36.0 ------------------294.0 5 50.0 -----------·-· . ----295.0 6 66.1 1 18.0 ---·-··-···--·-• 296.0 7 83.4 2 50.9 . ·--·-······-·-----• 297.0 8 101 .8 3 93.5
1. Weir Equation Q = 3.0 • L • y 312
2. Overflow Spillway -Mannings Equation
• When the water level in the ponds exceeds Elevation 295.0, the allowable
flow from the outlet structure exceeds the flow through the 42" outlet pipe,
therefore, the 42" pipe controls the discharge.
Pipe
Q,cfs
0
6.2 -----·-21 .7
36.8 ------62.1 --------78.8 ---·· 92.4 ···---104.2 ------114.9
Overflow Spillway
10' BW, 4H:1V side slopes
Crest = 296.0, n = 0.030
y, depth (ft) Q, cfs2
----
----
----
----
----
----
----
0 0
1.0 39.5
Total
Discharge Elevation
Q,cfs (ft)
0 289.0
4.5 290.0
12.7 29 1.0
23.7 292.0
36.0 293.0
50.0 294.0
84.1 295.0
104.2 • 296.0
154.4 • 297.0
Pre-Development HEC-1
S/N : 13 43001909 HMVersion: 6 .33 Data File: C:\WINDOWS\TEMP\-v bh3707.TMP PRE
rw, •T ~W~********************************* ***************************************
* * *
rLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS *
MAY 1991 * * HYDROLOGIC ENGINEERING CENTER *
VERSION 4 .0.lE * * 609 SECOND STREET *
* * DAVIS, CALIFORNIA 95616 *
2UN DATE 11/14/2006 TIME 15:16 :03 * * (916) 756-1104 *
* *
r ~w w w'*********************************** ***************************************
x x xxxxxxx xxxxx x
x x x x x xx
x x x x x xxxxxxx xxxx x xxxxx x x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :
: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :
Full Microcomputer Implementation
by
Haestad Methods, Inc .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :
37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666
THI S PROG RAM 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 1 973-STYLE INPUT STRUCTURE.
THE DEFINI TI ON OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN 77 VERSION
NEW OPT IONS : 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 1 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Greens Prairie Center -Phase 1 2 IT 3 13NOV06 0 300 3 IO 5 0 4 JR PREC 11. 20 9.80 8.80 7.70 6.20 5 PG 1 6 KK DAlOO 7 KM Drainage Area 100 8 KO 22 9 BA .0419 10 IN 30 13NOV06 0 11 PC .005 .010 .015 .020 .025 . 031 .037 .043 .050 .057 12 PC .064 . 072 .081 . 091 .102 .114 .128 .146 .189 .217 13 PC .250 . 298 .500 .702 .750 .783 . 811 .834 .854 .872 14 PC .886 .898 .910 . 919 .928 .936 .943 .950 .957 .963 15 PC .969 .975 .981 .986 .991 . 996 1.000 16 LS 79.5 17 UD 0.354 18 zz
·.:./N: 1343001909 HMVersion: 6.33 Data File: C:\WINDOWS \TEMP\-vbh3707 .TMP
TTT**************************************
*
?LOOD HYDROGRAPH PACKAGE (HEC-1) *
MAY 1991
VERSION 4.0 .lE
*
*
*
?.U.i DATE 11/14/20 06 TIME 15: 16: 03 *
*
T****************************************
Greens Prairie Center -Phase 1
3 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
HYDROGRAPH TIME DATA
NMIN 3 MINUTES IN COMPUTATION
IDA TE 13NOV 6 STARTING DATE
ITIME 0000 STARTING TIME
INTERVAL
NQ 300 NUMBER OF HYDROGRAPH ORDINATES
J?
JR
NDDATE 13NOV 6 ENDING DATE
NDTIME 1457 ENDING TIME
I CENT 19 CENTURY MARK
COMPUTATION INTERVAL
TOTAL TIME BASE
0.05 HOURS
14.95 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
MULTI-PLAN OPTION
NP LAN
MULTI-RATIO OPTION
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
1 NUMBER OF PLANS
RATI OS OF PRECIPITATION
11 .20 9.80 8.80 7 .7 0 6.20
***************************************
* *
* U.S. ARMY CORPS OF ENGINEERS *
* HYDROLOGIC ENGINEERING CENTER *
* 609 SECOND STREET *
* DAVIS, CALIFORNIA 95616 *
* (916) 756 -1104 *
* *
***************************************
••• ~~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
C· KO
**************
* *
* DAlOO *
*
**************
OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
HYDROGRAPH PLOT SCALE QSCAL 0.
IPNCH
IOUT
ISAVl
ISAV2
TIMINT
0 PUNCH COMPUTED HYDROGRAPH
22 SAVE HYDROGRAPH ON THIS UNIT
1 FIRST ORDINATE PUNCHED OR SAVED
300 LAST ORDINATE PUNCHED OR SAVED
0 .050 TIME INTERVAL IN HOURS
OPSR.il.TION
;.:·;:::iROG RAPH AT
PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS
FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES
STATION AREA
DAlO O
PLAN
0.04
TIME
TIME TO PEAK IN HOURS
RATIOS APPLIED TO PRECIPITATION
RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5
11. 20 9 .80 8.80 7 .70 6.20
1 FLOW 106. 90. 79. 67.
11. 55 11. 55 11. 60 11. 60 11. 60
••• NORMAL END OF HEC-1 ***
50 .
Post-Development HEC-1
:-0/N: 1343001909 HMVersion: 6 .33 Data File: C:\WINDOWS \TEMP \-vbhlB24.TMP POND
~~ ~··•*********************************** ***************************************
* * *
rLOOD HYDROGRAPH PACKAGE (HEC-1 ) * * U.S. ARMY CORPS OF ENGINEERS *
MAY 1991 * * HYDROLOGIC ENGINEERING CENTER *
VERS I ON 4.0.lE * * 609 SECOND STREET *
* * DAVIS, CALIFORNIA 95616 *
RU~ DATE 11/14/2006 TIME 15:11:26 * * (916) 756-1104 *
* * *
••• 4. -~********************************** ***************************************
x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :
: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :
Full Microcomputer Implementation
by
Haestad Methods, Inc .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :
37 Brookside Road * Waterbury, Connecticut 06708 * (203 ) 755-1666
THIS PROGRAM REPLACES ALL PREVI OUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB , AND HECl KW .
THE DE FINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOS E 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 FREQU ENCY ,
DSS :READ TIME SERIES AT DESIRED CALCULATI ON INTERVAL
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
LOSS RATE:GREEN AND AMPT INFILTRATION
HEC-1 INPUT PAGE 1
LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10
1 ID Greens Prairie Center -Phase 1
2 IT 3 13NOV06 0 300
3 IO 5 0
4 JR PREC 11 . 20 9.80 8 .80 7 .70 6.20
5 PG 1
6 KK DA200
7 KM Drainage Area 200
8 KO 22
9 BA .0419
10 IN 30 13NOV06 0
11 PC .005 .010 .015 .020 .025 .031 .037 .043 .050 .057
12 PC .064 . 072 .081 .091 .102 .114 .128 .146 .189 .217
13 PC .250 . 298 .500 .702 .750 .783 . 811 .834 . 854 .872
14 PC .886 .898 . 910 . 919 .928 .936 . 943 .950 .957 .963
15 PC . 969 .975 .981 .986 .991 . 996 1 .000
16 LS 92. 0
17 UD 0.25
18 KK Pond
19 KM Detention Pond -Phase 1
20 KO 22
21 RS l ELEV 289.00
22 SV 0 0.01 0.25 0.90 1.67 2.50 3.40 4.38 5.56
23 SE 289 .0 290.0 291.0 292.0 293.0 294.0 295.0 296 .0 297.0
24 SQ 0 4.5 12.7 23 .7 36 .0 50 .0 84.1 104.2 154. 4
25 SE 289.0 290.0 291.0 292.0 293.0 2 94. 0 295.0 296 .0 297 .0
26 zz
~5Cl S/N : 13 43001909 HMVersion : 6.33 Data File: C:\WINDOWS\TEMP\-vbhlB24.TMP
~~•T**~**********************************
*
"LOOD HYDROGRAPH PACKAGE (HEC-1) *
MAY 1991 *
VERSION 4.0 .lE *
*
R.1Jc' DATE 11/14 /2006 TIME 15: 11: 26 *
*
·~~~~~•**********************************
Greens Prairie Center -Phase 1
' IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
HYDROGRAPH TIME DATA
NMIN 3 MINUTES IN COMPUTATION INTERVAL
IDA TE 13NOV 6 STARTING DATE
ITIME 0000 STARTING TIME
NQ 300 NUMBER OF HYDROGRAPH ORDINATES
.::R
NDDATE 13NOV 6 ENDING DATE
NDTIME 1457 ENDING TIME
I CENT 19 CENTURY MARK
COMPUTATION INTERVAL
TOTAL TIME BASE
0.05 HOURS
14.95 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECI PITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUM E
SURFACE AREA
TEMPERATURE
MULTI-PLAN OPTION
NP LAN
MULTI-RATIO OPTION
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
1 NUMBER OF PLANS
RATIOS OF PRECIPITATION
11.2 0 9 .80 8.80 7 .70 6.20
***************************************
* *
* U.S. ARMY CORPS OF ENGINEERS *
* HYDROLOGIC ENGINEERING CENTER *
* 609 SECOND STREET *
* DAVIS, CALIFORNIA 95616 *
* (916) 756-1104 *
* *
***************************************
T~T *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
* *
o KK * DA200 *
* *
**************
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 300 LAST ORDINATE PUNCHED OR SAVED
TIMINT 0.050 TIME INTERVAL IN HOURS
~~* ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
:: 0 c:o
**************
*
* Pond *
* *
**************
OUTPUT CONTROL VARIABLES
IPRNT
I PLOT
QSCAL
IPNCH
IOUT
ISAVl
ISAV2
TIMINT
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
300 LAST ORDINATE PUNCHED OR SAVED
0.050 TI ME INTERVAL IN HOURS
<.:Y::JROGRAPH AT
?OUTED TO
PEAK FLOW AND STAGE (END-OF -PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS
FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES
TIME TO PEAK IN HOURS
RATIOS APPLIED TO PRECIPITATION
STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5
11. 20 9.80 8.80 7.70 6 .20
DA200 0.04 1 FLOW 120 . 104. 93. 81 .
TIME 11. 50 11. 50 11. 50 11. 50 11. 50
Pond 0 .04 1 FLOW 99. 88. 79. 66. 47 .
TIME 11. 70 11. 70 11.70 11. 70 11. 75
** PEAK STAGES IN FEET **
1 STAGE 295 .74 295 .20 294.85 294.47 293.79
TIME 11. 70 11 . 70 11. 70 11. 70 11. 75
· ·· ~ORMAL END OF HEC-1 ***
64 .
EXHIBIT A
Pre-Development Drainage Area Map -Detention Pond
EXHIBIT B
Post-Development Drainage Area Map -Detention Pond
SHEET 1OF1
Detention Pond Plan & Details