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Prepared By:
McClure Engineering, Inc.
1008 Woodcreek Drive, Suite 103
College Station, Texas 77845
(979) 693-3838
CERTIFICATION
I, Kent M. Lala,Registered Professional Engineer No. 65923, State of Texas,certify that
the drainage report, for the FIRST AMERICAN PLAZA,were prepared by me in accordance with
the provisions of the City of College Station Drainage Policy and Design Standards for the owners
thereof. � �
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DRAINAGE REPORT
DRAINAGE REPORT FOR
FIRST AMERICAN PLAZA
INTRODUCTION:
The purpose of this report is to demonstrate the effectiveness of the proposed storm drain
system for First American Plaza, which is the proposed site for The Adam Corporation
headquarters complex. First American Plaza will be built on a portion of the parent tract referred
to as Crescent Pointe, Tract 1. This is a 55.5 acre site located in the northeast portion of College
Station near the intersection of Copperfield Drive and FM 60. At the present time, First
American Plaza is the only development being proposed and it encompasses about 28.5 acres of
the site. The drainage analysis in this report was prepared for First American Plaza, but it also
accounts for changes to the remaining portion of the parent tract as a result of the recently
completed clearing project. It does not make allowances for future development on the rest of
the parent tract.
The drainage system for the project was designed using the Drainage Policy and Design
Guidelines $if the City of College Station. The parameters used for the design are included in
this report.
GENERAL LOCATION AND DESCRIPTION:
The parent tract for this project is bounded on the north by FM 60 and on the west by
Copperfield Parkway, which is currently under construction. Prior to construction of this new
roadway, the majority of the site drained westward to a small, unnamed tributary of Carters
Creek located about 500 feet south of FM 60. The drainage system being constructed with
Copperfield Parkway will capture water from this portion of the site and direct it to that tributary.
The remainder of the site drains to another unnamed tributary of Carters Creek located near the
eastern corner of the project.
The site has been cleared and graded in preparation for anticipated construction, but it
consisted of moderately dense woods and underbrush prior to clearing.
FLOOD HAZARD INFORMATION:
No portion of proposed site is located in the 100-year Flood Hazard according to the
DRAINAGE REPORT 1
FIRST AMERICAN PLAZA
Flood Insurance Rate Maps prepared by FEMA (Map Number 48041C0161 C, Effective Date
July 2, 1992). An excerpt from that map is shown on Exhibit A.
STORM DRAIN DESIGN CRITERIA:
The design parameters for the project have been determined as follows:
A. Peak Runoff Rates: Rational Method for storm sewer designs
HEC-1 for overall drainage and detention pond modeling
B. Design Storm Frequency:
Storm Drain System 10-year(Post-Dev.)
C. Runoff Coefficients:
Grass covered and undeveloped areas C= 0.40
Street ROW or other paved areas C= 0.90
D. Rainfall Intensities: Information regarding rainfall intensities was obtained from
the Hydraulic Manual compiled by TxDOT.
E. Minimum Time of Concentration: 10 minutes
F. Project design must comply with the City of College Station's Drainage Policy and
Design Standards.
STORM DRAIN FACILITY DESIGN:
Stormwater runoff from First American Plaza will be captured in the street gutters,
parking lots or private drains and conveyed to the proposed drainage system. The proposed
drainage system will convey the runoff through underground storm drains into two detention
areas on the site. One will outfall into the Copperfield Parkway drainage system and the other
into the tributary of Carters Creek near the eastern corner of the site. The following exhibits are
provided to show how the storm drain facility was developed.
Exhibit B-1 Drainage Area Map of Pre-Development Conditions
Exhibit B-2 Drainage Area Map of Post-Development Conditions
Exhibit B-3 Subbasins of the Drainage Area Map (Exhibit B-2) used for pipe and inlet
computations
Exhibit C-1 Rational Formula Spreadsheet showing calculations from drainage
DRAINAGE REPORT 2
FIRST AMERICAN PLAZA
subbasins
Exhibit C-2 Inlet Computation Spreadsheet
Exhibit C-3 Pipe Size Computation Spreadsheet
Exhibit C-4 Culvert Analysis for FM 60 Culvert
Exhibit D Drainage Area Parameters
Exhibit E-1 Proposed Lake Routing—Lake 1
Exhibit E-2 Proposed Lake Routing—Lake 2
Exhibit F HEC-1 Analysis
DETENTION CRITERIA:
Detention for this site is being provided in two ponds that are referred to Lake 1 and Lake
2 in the HEC-1 analysis. Lake 1 is a dry detention pond located at the eastern corner of the site.
The outfall for this pond is a 30" storm drain that flows into the unnamed tributary of Carters
Creek near that location. The outfall for this pond is shown as Study Point A on Exhibit B-2.
Lake 2 is a retention pond located near the center of the site in front of the TAC Office
Building. It will hold a permanent pool of water for aesthetic purposes, but will have storage
capacity above the normal pool level. The outfall for Lake 2 is a 27" storm drain that flows into
the underground drainage system of Copperfield Parkway at Study Point B on Exhibit B-2.
A small portion of First American Plana will release stormwater that has not been
detained. The roof drain system on the buildings and a small section of the sidewalk outside the
buildings drain to an internal system that is below the basement floor level. These drainage areas
are 1, 2, R1 & R2 shown on Exhibit B-3. Because of grade limitations, the piping from these
four drainage areas runs beneath Lake 1 and is not detained. Its outfall is in the same location as
that of Lake 1. Stormwater runoff from this system is accounted for in the post-development
runoff rates at Study Point A.
The undeveloped portion of the parent tract that is not associated with First American
Plaza does not have a specific drainage system associated with it. This area has been graded to
slope towards Copperfield Parkway where it will be picked up by the street curbs and directed
into the storm drain inlets. For analysis purposes, this water is combined with the flows from
Lake 2 at Study Point C. No detention is provided at this time because First American Plaza is
DRAINAGE REPORT 3
FIRST AMERICAN PLAZA
over-detaining sufficiently to compensate for the additional flows. Detention will likely be
necessary when that portion of the site develops.
Both the pre-development and post-development conditions were analyzed using HEC-1.
The printouts for these models are shown in Exhibit F. The tabular results are shown below.
TABLE 1
Flow Summary from Lake 1 at Study Point A
Pre- Post- Lake 1
Development Development WSEL
Q5 69 cfs 69 cfs 301.23
Qio 88 cfs 87 cfs 301.89
Q25 110 cfs 108 cfs 302.63
Q5o 127 cfs 122 cfs 303.17
Qioo 146 cfs 140 cfs 303.79
Top of Berm=304.00
TABLE 2
Flow Summary from Lake 2 at Study Point B
Pre- Post- Lake 2
Development Development WSEL
Q5 46 cfs 45 cfs 303.20
Qio 60 cfs 58 cfs 303.46
Q25 77 cfs 72 cfs 303.76
Q5o 89 cfs 80 cfs 303.98
Qioo 103 cfs 91 cfs 304.22
Top of Berm=307.50
DRAINAGE REPORT 4
FIRST AMERICAN PLAZA
TABLE 3
Flow Summary from Lake 2 and Undeveloped
Areas at Study Point C
Pre- Post-
Development Development
Q5 101 cfs 101 cfs
Qio 131 cfs 130 cfs
Q25 168 cfs 160 cfs
Q50 194 cfs 181 cfs
Qioo 226 cfs 207 cfs
SUMMARY:
In each of the tables shown above, runoff under the Post Development conditions are less
than or equal to those under Pre-Development conditions. Therefore, we conclude that the storm
drain system for First American Plaza is appropriately designed to limit post-development runoff
from the site to pre-development rates. As such, it meets the requirements of College Station's
Drainage Policy and Design Standards.
DRAINAGE REPORT 5
FIRST AMERICAN PLAZA
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Map Numbers: 48041 C0161 C
N.T.S. Effective Date: July 2, 1992
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EXHIBIT C-3
PIPE SIZE CALCULATIONS
First American Plaza
au
41)
E A iv c. c,
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# # Ac. min yr cfs cfs # cfs % fps ' min min ' '
1 1.1 0.1 10.0 10 0.7 0.9 1 0.9 0.00 21 0.4 10 0.43 10.43
R1 1.1 0.6 10.0 10 4.9 6.5 1 6.5 0.20 21 2.7 10 0.06 10.06
1.1 3 0.6 10.4 10 5.5 7.3 1 7.3 0.25 21 3.0 300 1.64 12.07
R2 2.1 0.3 10.0 10 2.9 3.8 1 3.8 0.15 18 2.2 10 0.08 10.08
2 2.1 0.1 10.0 10 0.5 0.7 1 0.7 0.01 18 0.4 10 0.40 10.40
2.1 3 0.4 10.4 10 3.4 4.5 1 4.5 0.21 18 2.5 300 1.97 12.37
3 out 1.0 12.4 10 8.2 11.0 1 11.0 0.27 24 3.5 380 1.81 14.19
6B 7B 0.6 10.2 10 5.3 7.1 1 7.1 0.23 21 3.0 30 0.17 10.32
7B 9 1.4 10.3 10 12.1 16.1 1 16.1 0.58 24 5.1 70 0.23 10.55
9 10 1.7 10.5 10 14.3 14.3 1 14.3 0.25 27 3.6 105 0.49 11.04
10 11 2.0 11.0 10 16.8 16.8 1 16.8 0.34 27 4.2 250 0.99 12.02
11 12 2.3 12.0 10 18.2 18.2 1 18.2 0.40 27 4.6 60 0.22 12.24
12 13B 3.1 12.2 10 24.2 24.2 1 24.2 0.71 27 6.1 30 0.08 12.32
13B HW 3.4 12.3 10 26.6 26.6 1 26.6 0.85 27 6.7 30 0.07 12.40
14 15B 0.6 10.0 10 5.1 6.8 1 6.8 0.48 18 3.8 200 0.87 10.87
15B 16 1.5 10.9 10 12.5 16.6 1 16.6 0.62 24 5.3 370 1.17 12.04
16 17B 1.8 12.0 10 14.5 14.5 1 14.5 0.25 27 3.6 150 0.69 12.72
17B HW 2.7 12.7 10 20.7 20.7 1 20.7 0.52 27 5.2 30 0.10 12.82
Pond2 18 2.7 10.0 100 33.3 33.3 1 33.3 1.33 27 8.4 20 0.04 10.04
18 19 2.8 10.0 100 35.1 35.1 1 35.1 0.84 30 7.f 30 0.07 10.11
19 19.1 3.0 10.1 100 36.9 36.9 1 36.9 0.93 30 7.5 140 0.31 10.42
19.1 28.1 3.0 10.4_100_ 36.5 36.5 1 36.5 0.91 30 7.4 127 0.29 10.71
20 22 0.4 10.0 10 3.6 4.7 1 4.7 0.23 18 2.7 30 0.19 10.19
21 22 0.3 10.0 10 2.5 3.3 1 3.3 0.11 18 1.9 100 0.89 10.89
22 23 0.7 10.9 10 5.8 7.7 1 7.7 0.28 21 3.2 50 0.26 11.15
23 24 0.9 11.2 10 _ 7.6 7.6 1 7.6 0.07 27 1.9 50 0.43 11.59
24 HW 1.0 11.6 10 8.5 8.5 1 8.5 0.09 27 2.1 75 0.59 12.17
27 28.1 0.2 10.0 10 1.7 2.3 1 2.3 0.02 21 1.0 35 0.61 10.61
28 28.1 0.2 10.0 10 2.1 2.8 1 2.8 0.08 18 1.6 35 0.36 10.36
28.1 35.1 3.4 10.7 100 41.5 41.5 1 41.5 0.71 33 7.0 357 0.85 11.56
29 55 0.6 10.0 10 5.1 6.8 1 6.8 0.48 18 3.8 130 0.56 10.56
30 58 0.3 10.0 10 2.9 3.8 1 3.8 0.07 21 1.6 210 2.19 12.19
31 59 0.6 10.0 10 5.5 7.4 1 7.4 0.12 24 2.3 15 0.11 10.11
32 57 0.3 10.0 10 2.7 3.6 1 3.6 0.13 18 2.0 100 0.82 10.82
33 59 0.3 10.0 10 2.7 3.6 1 3.6 0.14 18 2.1 75 0.61 10.61
34 60.1 0.3 10.0 10 2.7 2.7 1 2.7 0.01 27 0.7 40 0.98 10.98
35 60.1 0.4 10.0. 10 3.5 4.6 1 4.6 0.22 18_ 2.6 40 0.25 10.25
35.1 40.1 3.4 11.6 100 40.2 40.2 1 40.2 0.67 33 6.8 41 0.10 11.66
36 39 0.8 10.0 10 7.0 9.3 1 9.3 0.91 18 5.3 54 0.17 10.17
37 37.1 0.9 10.1 10 7.6 10.1 1 10.1 0.47 21 4.2 32 0.13 10.26
37.1 out 0.9 10.3 10 7.5 10.0 1 10.0 0.46 21 4.2 33 0.13 10.40
10/15/2003
*Includes 25%Row Increase for pipe sizes<2T dia. 0018-dra.xis
**See Plan&Profile for pipe slope used(Pipe slope>or=Friction slope) Exhibit C-3
EXHIBIT C-3
PIPE SIZE CALCULATIONS
First American Plaza
c
an
c. cu
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x '° H
E. 4 a wW Hx
w - a 0 0 d
En° ° w � w4 HA z w > a H H 3x
# # Ac. min yr cfs cfs # cfs % fps ' min min '
38 37 0.6 10.0 10 4.9 6.5 1 6.5 0.44 18 3.7 30 0.14 10.14
39 40.1 1.0 10.2 10 8.9 11.9 1 11.9 1.47 18 6.7 30 0.07 10.24
40 40.1 0.2 10.0 10 2.1 2.8 1 2.8 0.03 21 1.1 30 0.44 10.44
40.1 out 4.7 11.7 100 55.1 55.1 1 55.1 0.17 48 4.4 30 0.11 11.77
41 42 0.3 10.0 10 2.2 2.9 1 2.9 0.09 18 1.7 80 0.80 10.80
42 42.1 1.8 13.6 10 13.5 13.5 1 13.5 0.22 27 3.4-171 0.84 14.44
42.1 HW 1.8 14.4 10 13.1 13.1 1 13.1 0.21 27 3.3 105 0.53 14.97
43 45 0.5 10.0 10 4.2 5.5 1 5.5 0.32 18 3.1 116 0.62 10.62
44 45 0.3 10.0 10 2.9 3.9 1 3.9 0.16 18 2.2 65 0.49 10.49
45 46 1.3 10.6 10 11.0 14.6 1 14.6 0.48 24 4.6 85 0.31 10.92
46 out 1.4 10.9 10 11.8 15.6 1 15.6 0.55 24 5.0 34 0.11 11.04
49 out 0.7 10.0 10 5.7 7.6 1 7.6 0.60 18 4.3 50 0.19 10.19
10/16/2003
'Includes 25%Flow Increase for pipe sizes<27"dia. 001 8-dra.xls
"See Plan&Profile for pipe slope used(Pipe slope>or=Friction slope) Exhibit C-3
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Exhibit D
Drainage Area Parameters
General
PLAN 1
AREA AREA AREA HYD VERT SLOPE CURVE LAG
# ACRES MILES LENGTH DROP FT/FT # HOURS
EX1 26.42 0.0413 1750 28 0.016 78.4 0.41
EX2 23.73 0.0371 2041 22 0.011 75 0.63
EX3 38.93 0.0608 3100 32 0.010 75 0.90
1 21.68 0.0339 1750 28 0.016 75 0.46
2 9.08 0.0142 1075 6 0.006 89.6 0.32
3 10.68 0.0167 1182 14 0.012 83.3 0.30
4 11.23 0.0175 896 4 0.004 85.9 0.36
5 36.41 0.0569 3100 32 0.010 80.5 0.76
Exhibit D
Drainage Area Parameters
0018-Iag.xls
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EXHIBIT F
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS *
* MAY 1991 * * HYDROLOGIC ENGINEERING CENTER *
* VERSION 4.0.1E * * 609 SECOND STREET *
* Lahey F77L-EM/32 version 5.01 * * DAVIS, CALIFORNIA 95616 *
* Dodson & Associates, Inc. * (916) 551-1748
*
*
****RUN*DA*E****0/21/03.**TIME*****14:2**0+**** ***************************************
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
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HEC1DB, AND HEC1KW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROA 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
1 HEC-1 INPUT PAGE 1
LINE ID 1 2 3 4 5 6 7 8 9 10
1 ID ADAM HEADQUARTERS SITE
2 IT 1 FEB03 0000 1440
3 IO 5 0 0
4 JR PREC 13.5 11 9.8 8.8 7.4 6.2 4.5
* EVENT 500 100 50 25 10 5 2Yr. Storm
5 KK EX1
6 KM PLAN1 IS PROPOSED CONDITIONS
7 KM
8 BA .0413
9 PB 1
10 IN 30 01FEB98 0000
11 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632
12 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808
13 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538
14 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519
15 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.000
16 LS 0 78.4 5
17 UD .41
18 KR EX2
19 BA .0371
20 LS 0 75 5
21 UD .58
22 KK EX3
23 BA .0608
24 LS 0 75 5
25 UD .83
26 KK EX.0
27 HC 2
28 KK 1
29 BA .0339
30 LS 0 75 5
31 UD .46
32 KK 2
33 BA .0142
34 LS 0 89.6 50
35 UD .32
36 KK LAKE).
37 RS 1 STOR -1
38 SQ 0 6.5 13.6 20.7 25.9 30.3 34.1 112.5
39 SV 0 .19 .46 .76 1.08 1.44 1.84 2.29
40 SE 298.24 299 300 301 302 303 304 305
41 KK PT.A
42 HC 2
Exhibit F
HEC-1 Analysis
1 HEC-1 INPUT PAGE 2
LINE ID 1 2 3 4 5 6 7 8 9 10
43 KK 3
44 BA .0167
45 LS 0 83.3 40
46 UD .30
47 KK LAKE2
48 RS 1 STOR -1
49 SQ 0 .11 3.12 11.75 20.89 30.58 37.87 133.97
50 SV 0 .147 .749 1.524 3.152 4.894 6.749 8.788
51 SE 302 302.1 302.5 303 304 305 306 307
52 KK 4
53 BA .0175
54 LS 0 85.9 47
55 UD .38
56 KK PT.B
57 HC 2
58 KK 5
59 BA .0569
60 LS 0 80.5 7
61 UD .78
62 KK PT.0
63 HC 2
64 ZZ
1***************************************** ***************************************
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS *
* MAY 1991 * * HYDROLOGIC ENGINEERING CENTER *
* VERSION 4.0.1E * * 609 SECOND STREET *
* Lahey F77L-EM/32 version 5.01 * * DAVIS, CALIFORNIA 95616 *
* Dodson & Associates, Inc. * * (916) 551-1748 *
* RUN DATE 10/21/03 TIME 15:14:20 * * *
***************************************** ***************************************
ADAM HEADQUARTERS SITE
3 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1FEB 3 STARTING DATE
ITIME 0000 STARTING TIME
NQ 1440 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1FEB 3 ENDING DATE
NDTIME 2359 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.02 HOURS
TOTAL TIME BASE 23.98 HOURS
ENGLISH UNITS
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
JP MULTI-PLAN OPTION
NPLAN 1 NUMBER OF PLANS
JR MULTI-RATIO OPTION
RATIOS OF PRECIPITATION
13.50 11.00 9.80 8.80 7.40 6.20 4.50
1
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
OPERATION STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 RATIO 7
13.50 11.00 9.80 8.80 7.40 6.20 4.50
HYDROGRAPH AT
+ EX1 0.04 1 FLOW 187. 146. 127. 110. 88. 69. 42.
TIME 11.72 11.72 11.72 11.72 11.73 11.73 11.73
Exhibit F
HEC-1 Analysis
HYDROGRAPH AT
+ EX2 0.04 1 FLOW 133. 103. 89. 77. 60. 46. 27.
TIME 11.88 11.90 11.90 11.90 11.90 11.92 11.92
HYDROGRAPH AT
+ EX3 0.06 1 FLOW 173. 133. 115. 99. 78. 60. 35.
TIME 12.15 12.15 12.17 12.17 12.18 12.18 12.20
2 COMBINED AT
+ EX.0 0.10 1 FLOW 292. 226. 194. 168. 131. 101. 60.
TIME 12.02 12.02 12.02 12.02 12.03 12.03 12.07
HYDROGRAPH AT
+ 1 0.03 1 FLOW 139. 108. 93. 80. 63. 48. 29.
TIME 11.77 11.77 11.77 11.77 11.78 11.78 11.80
HYDROGRAPH AT
+ 2 0.01 1 FLOW 78. 64. 56. 50. 42. 35. 25.
TIME 11.63 11.63 11.63 11.63 11.63 11.63 11.63
ROUTED TO
+ LAKE1 0.01 1 FLOW 60. 33. 31. 29. 25. 22. 16.
TIME 11.82 11.97 11.95 11.93 11.92 11.90 11.88
** PEAK STAGES IN FEET **
1 STAGE 304.34 03.79 303.17 302.63 301.89 301.23 300.35
TIME 11.82 11.95 . 11.93 11.92 11.90 11.88
2 COMBINED AT
+ PT.A 0.05 1 FLOW 198. 140. 122. 108. 87. 69. 44.
TIME 11.80 11.78 11.78 11.78 11.80 11.80 11.82
HYDROGRAPH AT
+ 3 0.02 1 FLOW 92. 74. 65. 58. 47. 39. 26.
TIME 11.62 11.62 11.62 11.62 11.62 11.62 11.63
ROUTED TO
+ LAKE2 0.02 1 FLOW 28. 23. 21. 19. 16. 14. 9.
TIME 12.15 12.15 12.13 12.13 12.12 12.10 12.10
** PEAK STAGES IN FEET **
1 STAGE 304.73 304.22 303.98 303.76 303.46 303.20 302.86
TIME 12.15 12.15 12.13 12.13 12.12 12.10 12.10
HYDROGRAPH AT
+ 4 0.02 1 FLOW 89. 72. 64. 57. 47. 39. 27.
TIME 11.68 11.68 11.68 11.68 11.68 11.68 11.68
2 COMBINED AT
+ PT.B 0.03 1 FLOW 111. 91. 80. 72. 58. 45. 33.
TIME 11.70 11.70 11.70 11.72 11.72 11.72 11.73
HYDROGRAPH AT
+ 5 0.06 1 FLOW 179. 141. 123. 107. 86. 68. 43.
TIME 12.10 12.10 12.10 12.10 12.10 12.12 12.13
2 COMBINED AT
+ PT.0 0.09 1 FLOW 260. 207. 181. 160. 130. 101. 68.
TIME 11.93 11.93 11.93 11.93 11.93 11.92 11.93
*** NORMAL END OF HEC-1 ***
Exhibit F
HEC-1 Analysis
Scale: 1" =100' Horiz.)
1 " = 10'(Vert.)
ED—Dra. Area Number
— Acreage
— Dra. Area Boundary
— Ex. Contours
Exhibit B- 3
Storm Dain System
Drainage Area Map
0018—dmap.dwg !!!!!)
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