HomeMy WebLinkAboutDrainage AnalysisCOPPER FALLS EXECUTIVE SUITES
DRAINAGE ANALYSIS
September 2012
Prepared for:
1999 PROPERTIES GP, LLC
511 UNIVERSITY DRIVE EAST, SUITE 204
COLLEGE STATION, TX 77840
(979)260-6963
Submitted to
CITY OF COLLEGE STATION
the heart of the Rewarch Why
By
MITCHELL
1I
MORGAN
ENGINEERS & CONSTRUCTORS
511 UNIVERSITY DRIVE, SUITE 204
COLLEGE STATION, TX 77840
OFFICE (979) 260-6963
FAx (979) 260-3564
The purpose of this detention is to help reduce flows to even less than the existing flowrates. This is in
an effort to assure no negative impacts occur from the development given the proximity to older
residential structures.
,k EXISTING & PROPOSED 100 YEAR WATER SURFACE
Even though the FEMA map does not indicate a 100-year floodplain on the property, we did calculate a
100-year storm water surface within the tributary on the lot. The 100-year water surface for the
unnamed tributary to Bee Creek Tributary A was calculated using a steady-state hydraulic model in HEC-
®' RAS. Hydrographs for Drainage Areas 1, 2, and 3 were combined to calculate the peak flow draining
!! through the northeast side of the property. This combined flow was used to represent the peak 2-, 5-
r, 10-,25-,50-, 100-, and 500- year peak flows in the Upper Reach in the RAS model. The two drainage
areas (MMLot and Minis) corresponding to the parking lot and the Metro Mini -storage lot were
6 combined to calculate the peak flow for the MaM Reach in the HEC-RAS model. The entire HEC-RAS
Model is included on the attached CD.
The calculated 100-year water surface elevation results are shown in Table 3 while a figure of the same
100-year water surface can be seen in Exhibit 4 for the existing conditions scenario. There is an existing
culvert on Mile Drive at cross section 40. The top of road elevation at this location is 267.00 feet and
under existing conditions, the 10-, 100-, and 500-year storms overtop the Mile Dr culvert. The water
surface elevation over the road for the 10-year storm is 267.05 ft and the 100-year storm is 267.50 ft,
showing that there is 6 inches of water over the top of Mile Drive in the 100-year event.
Table 3: Calculated 100-Year
Water Surface Elevations (ft)
Reach
MaM
MaM
MaM
MaM
River>Sta
344.99
310.58
275.25
254.16
50% Storm `'
269.53
269.39
268.89
267.57
10% Storm
269.79
269.62
269.01
267.69
1 % Storm
270
269.79
269.11
267.79
0.20% Storm
270.14
269.92
269.2
267.87
Upper
204.09
269.44
270.05
270.58
270.93
Upper
181.15
269.31
269.89
270.38
270.72
Upper
155.69
269.2
269.72
270.15
270.43
Upper
89.11
268.64
269.07
269.45
269.71
Upper
29.89
267.44
267.96
268.46
268.82
Upper
14.65
266.72
267.23
26_Z 8
267.98
Lower
153.34
265.6
267.09
67.6
267.84
Lower
81.56
265.55
267.08
267.58 �
267.8
Lower
61.77
265.5
267.05
267.52'
267.73
Lower
16.49
261.26
261.67
262.09
262.38
Lower
5.20
261.22
261.67
262.12
262.44
Copper Falls Drainage Report Page 5
Alan Gibbs
From:
Alan Gibbs
Sent:
Friday, March 27, 2015 4:51 PM
To:
'Gerry Brown'
Cc:
Erika Bridges; Terry Boriskie
Subject:
RE: 118 Mile Dr
Attachments:
1471_001.pdf; 1470_001.pdf; 1469_001.pdf
Gerry,
Looking further at the adjacent Copper Falls Drainage Report, the 100 Yr (or 1%) water surface
elevation through subject 118 Mile Drive tract was shown to range between 267.6 and 267.52 ft
(excerpt attached - slightly varying from Exhibit 4 which we had been initially
referencing). Also attached, I estimated this elevation on a map from our GIS layers with
property and contours, as well as approximate proposed building improvements. There appears to be
no footprint encroachment and even a 15+ ft buffer. That being the case, no additional submittal
requirements will be necessary regarding drainage.
Some conditions or recommendations will be noted on the Building Permit, such as no fill or
obstacles (solid fencing, sheds, significant floatables) to drainage should be placed within -30
ft of the creek.
Let us know if there are additional questions.
Thanks,
Alan
Alan Gibbs, P.E., CFM
City Engineer
City of College Station
From: Alan Gibbs
Sent: Wednesday, March 25, 2015 5:13 PM
To: 'Gerry Brown'
Subject: 118 Mile Dr
Gerry,
I found information in the drainage report that may shed new light on our discussion. I'd suggest
holding off reporting back to your client until I can get back to you.
Alan Gibbs, P.E., CFM
City Engineer
City of College Station
1
COPPER FALLS EXECUTIVE SUITES
DRAINAGE ANALYSIS
September 2012
Prepared for:
1999 PROPERTIES GP, LLC
511 UNIVERSITY DRIVE EAST, SUITE 204
COLLEGE STATION, TX 77840
(979)260-6963
Submitted to
4 CITY OF COLLEGE STATION
the tseart of the Research Valley
By
MITCHELL
W
MORGAN
ENGINEERS & CONSTRUCTORS
511 UNIVERSITY DRIVE, SUITE 204
COLLEGE STATION, TX 77840
OFFICE (979) 260-6963
FAX (979) 260-3564
CERTIFICATION
This report for the drainage design for Copper Falls Executive Suites was prepared under my
supervision in accordance with provisions of the Bryan/College Station Unified Drainage Design
Guidelines for the owners of the property. All licenses and permits required by any and all state
and federal regulatory agencies for the proposed drainage improvements have been issued.
oel J. itchell, P.E.
Regi ered Professional Engineer
St a of Texas No. 80649
.•460
ragas se•eaoa♦e•ei
JOEL J. klITCHELL
064
'�'�'Pi°ee•�aaa•a
0
Copper Falls Executive Suites
DRAINAGE ANALYSIS
COPPER FALLS BUILDINGS, COLLEGE STATION, TEXAS
INTRODUCTION
The purpose of this report is to present an analysis of the following for the proposed Copper Falls
buildings to be located on the SH 6 South frontage road northeast of the Texas Avenue and Deacon Drive
intersection in College Station, Texas:
• Site drainage design
• Mapping for a calculated 100-year water surface in the un-named tributary of Bee Creek
Tributary A. (This is not a FEMA mapped 100-year floodplain.)
GENERAL LOCATION & DESCRIPTION
The property for the proposed Copper Falls buildings is approximately 1.6 acres and is located on the
SH6 southbound frontage road just northeast of Texas Ave. and Deacon Dr. The site location can be seen
in the vicinity map in Exhibit 1. A copy of the FEMA FIRM showing the project location with respect to
the floodplain is shown in Exhibit 2. Adjacent to this property is the Metro mini- storage facility on the
SH6 southbound frontage road and a Burger King restaurant located at the corner of Texas Ave and
Business 6.
The property is currently undeveloped and will eventually be developed with office buildings and a
shared parking lot which will include a subsurface detention facility located under the parking lot. In
addition there is a proposed driveway culvert that will be constructed within the SH6 southbound
frontage road right-of-way. Flow from this site will drain into an unnamed tributary of Bee Creek
Tributary A.
SITE DRAINAGE DESIGN
DRAINAGE DESIGN CRITERIA
All drainage design is in accordance with the Bryan/College Station Uniform Stormwater Design
Guidelines (USDG). As such:
• Design rainstorm events consist of the 2-, 10-, 25-, 50-, and 100-year, 24 hour duration
hypothetical frequency storm events in order to analyze the effectiveness of the detention
facilities as well as capture conservative peak flows and volumes.
• Flow calculations are based on the Soil Conservation Service Curve Number Loss Method. Curve
Numbers are based on soil type and land use in the drainage areas and impervious cover data
was used to calculate percent impervious values.
• The target peak runoff rate for the post -development condition is that of the pre -development
peak flow rate.
Copper Falls Drainage Report Page 1
j
• According to Table B-1 in the USDG detention is NOT required for Bee Creek between Carters
Creek and Texas Avenue (the location of the subject property)
DRAINAGE BASIN DESCRIPTION
i The proposed project site is located within the Bee Creek Drainage Basin. As demonstrated in Exhibit 2,
no portion of the property lies within the regulatory 100-year floodplain per the Federal Emergency
Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 0310E, with an effective date of
May 16, 2012.
There are five drainage areas that drain through this tract and eventually into Bee Creek. These can be
seen in Exhibit 3. Drainage Area (DA) 1 is located on the east side of SH 6 and its area will discharge
across the property via a culvert under SH6 and drain Into the unnamed tributary of Bee Creek Tributary
A just northeast of the site. Drainage area (DA) 2 includes a large portion of SH 6 and will also drain to
the same tributary via TxDOT ditches and an existing TxDOT culvert. Drainage area (DA) 3 includes the
area along the SH6 southbound frontage road that will drain through the proposed 18" culvert located
under the driveway into the property and then into the unnamed tributary. The fourth drainage area,
MiMS, drains the back half of the Metro mini -storage area and drains thru the northwest side of the
Copper Falls property. The last drainage area, MMLot, contains the parking lot for the site and will
discharge into the unnamed tributary of Bee Creek Tributary A.
A summary of these drainage area parameters can be found in Table 1.
Table 1
Drainage Area Parameters
Area Ac
Area (Sq
Mi)
Average
Sloe
CN
% Imp
Blended
CN
Lag Time
hrs
DA1
26.41
0.04127
0.92
82
15
84
0.45
DA2
21.47
0.03355
0.33
82
25
86
0.85
DA3
0.47
0.00074
1.14
82
40
88
0.10
MiniS
3.65
0.00571
2.97
82
66
93
0.08
MMLot
0.79
0.00124
2.64
82
50
90
0.06
Note: Drainage Area MMLot and Drainage Area MiniS reflect a different pre and post development conditions in
the impervious parameter. MMLot goes from 0% to 50% (the proposed parking lot) and Minis goes from 6061 to
66% impervious (the buildings.)
SITE RUNOFF ANALYSIS
For the purpose of this analysis, storms were generated for all studied rainfall events using the depth -
duration data taken from the National Weather Service TP-40 and Hydro 35. The storms generated were
used for both the pre- and post -development analyses. Pre- and post -development hydraulic modeling
Copper Falls Drainage Report Page 2
-g was performed using HEC-RAS for all specified rainfall events and included the 2- through 500-year
rainfall events as required by the Bryan/College Station USDG.
The site consists of Type D soil with a Curve Number of 82 for Antecedent Moisture Condition (AMC) II.
Runoff losses due to infiltration and initial abstractions were calculated using the SCS Curve Number Loss
i Method. These parameters were calculated using the Curve Number, established from soil type in the
Brazos County Soil Survey, and percentage of impervious cover in the drainage areas.
The 2-, 5-, 10-, 25-, 50-, 100-, and 500-year peak flows for pre- and post- development drainage areas
were modeled using the flood hydrograph software, HEC-1. These models are included on a CD
accompanying this report. Two different scenarios were modeled:
• Plan 1- Existing conditions
• Plan 2 - Proposed conditions without detention
HYDROLOGIC ANALYSIS
The results from the HEC-1 analysis can be seen below in Table 2. This table shows the corresponding
peak flows for each basin as well as the combined flow both pre and post development, The last two
columns show the hydrographs for the pre and post conditions at the "Combined" location. This
"Combined" location can be seen in Exhibit 3. From these two columns it can be illustrated that the
proposed project has negligible effects on the total flowrate at the point of discharge to the adjoining
properties. For all but the 2-year event storm the flowrates after development show a slight decrease,
however when considering the appropriate rounding of these results there is actually no change in
flowrate. Graphic illustrations of the 2-year and 100-year hydrographs from the MMLot drainage area as
well as the "Combined" location can be seen in Appendix B.
Table 2: HEC-1 Peak Flows
(Cfs)
Storm
DA1
DA2
DA3
Peak Flows (cfs)
MMLot-Pre MMLot-Post
MIS
Comb -Pre
Comb -Post
2-Yr
41.61
24.79
1.30
2.00
2.49
11.66
63.86
63.90
5-Yr
63.82
37.49
1.91
3.12
3.61
16.76
97.38
97.38
10-Yr
79.66
46.55
2.35
3.92
4.41
20.38
121.32
121.32
25-Yr
98.12
57.15
2.66
4.85
5.34
24.60
149.34
149.31
50-Yr
111.30
64.71
3.22
5.52
6.00
27.61
169.33
169.28
100-Yr
127.07
73.77
3.65
6.31
6.79
31.21
193.28
193.21
500-Yr
166.31
96.33
4.74
8.28
8.76
40.20
253.26
253.14
PARKING LOT DETENTION
Although our analysis illustrates that there is little to no effect from this project on the adjacent drainage
system, we have designed a detention system under the parking lot to help mitigate the runoff during
1
storm events. The proposed parking lot on this property will act as detention with the use of pervious
Copper Falls Drainage Report Page 3
1
I pavement. There will be a pond underneath the parking lot that will retain the water and drain it into
the channel. The parking spaces will be 6" concrete pavement, while the drive isle will be 6" concrete
pavement with patterned slots for drainage. These slots will act as small weirs that allow the
stormwater to fall into the gravel beneath the concrete. The detention (pond) below the drive aisle will
be three feet deep and twenty-three feet wide (36"x23') and filled with-"-3/4" river gravel with
Geotextile fabric above and below. Water caught by the pervious pavement will drain down through the
river gravel and through a perforated drain that will discharge through a 12" PVC outfall. The water not
picked up by the pervious pavement will drain into a standard curb inlet at the end of the parking lot. All
of this flow will discharge through the 12" PVC outfall and into the channel. A sketch of a section of the
I
outlet control structure can be seen in Figure 1.
Figure 1 : Outlet Control Structure
Curb Inlet Section
Std. 5' Curb Inlet
Top-272.49
Throat-271.99 mart ent
/ nt%NG P aved`°nt
R Oanc(eta P I.O ,w
1a' 4:1 SET
Y t.000%
Cement
at Cement
4 ., /� Stabilized Sand
�
18' RCP
d
Undisturbed
Earth
m
e
12' PerforatedPerforated Pipe Notes:
O1
PVC O 2.00X 40 L.F. of 4" Perforated PVC or
II
II
II
HDPE w/ 4-0.5" Holes every V.
LL
4
20 LF. of 12' Perforated PVC or
HDPE with 3-1' Holes every 0.
N
9
8
io
+
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m
+
m
m
+
a
II
o
II
0
in
7n
�IIt
Copper Falls Drainage Report Page 4
j The purpose of this detention is to help reduce flows to even less than the existing flowrates. This is in
an effort to assure no negative impacts occur from the development given the proximity to older
residential structures.
j
EXISTING & PROPOSED 100 YEAR WATER SURFACE
Even though the FEMA map does not indicate a 100-year floodplain on the property, we did calculate a
100-year storm water surface within the tributary on the lot. The 100-year water surface for the
unnamed tributary to Bee Creek Tributary A was calculated using a steady-state hydraulic model in HEC-
RAS. Hydrographs for Drainage Areas 1, 2, and 3 were combined to calculate the peak flow draining
through the northeast side of the property. This combined flow was used to represent the peak 2-, 5-
i 10-,25-,50-, 100-, and 500- year peak flows in the Upper Reach in the RAS model. The two drainage
areas (MMLot and MIMS) corresponding to the parking lot and the Metro Mini -storage lot were
combined to calculate the peak flow for the MaM Reach in the HEC-RAS model. The entire HEC-RAS
Model is included on the attached CD.
The calculated 100-year water surface elevation results are shown in Table 3 while a figure of the same
100-year water surface can be seen in Exhibit for the existing conditions scenario. There is an existing
culvert on Mile Drive at cross section 40. The top of road elevation at this location is 267.00 feet and
under existing conditions, the 10-,100-, and 500-year storms overtop the Mile Dr culvert. The water
surface elevation over the road for the 10-year storm is 267.05 ft and the 100-year storm is 267.50 ft,
u showing that there is 6 inches of water over the top of Mile Drive in the 100-year event.
l
Table 3: Calculated 100-Year
Water Surface Elevations (ft)
Reach
MaM
MaM
MaM
MaM
River Sta
344.99
310.58
275.25
254.16
50% Storm
269.53
269.39
268.89
267.57
10% Storm
269.79
269.62
269.01
267.69
1 % Storm
270
269.79
269.11
267.79
0.20% Storm
270.14
269.92
269.2
267.87
Upper
204.09
269.44
270.05
270.58
270.93
Upper
181.16
269.31
269.89
270.38
270.72
Upper
155.69
269.2
269.72
270.15
270.43
Upper
89.11
268.64
269.07
269.45
269.71
Upper
29.89
267.44
267.96
268.46
268.82
Upper
14.65
266.72
267.23
2QL68
267.98
Lower
163.34
265.E
267.09
67.6
267.84
Lower
81.56
265.55
267.08
267.58
267.8
Lower
61.77
265.5
267.06
267.
2
267.73
Lower
16.49
261.26
261.67
262.09
262.38
Lower
5.20
261.22
261.67
262.12
262.44
Copper Falls Drainage Report Page 5
The project has no effect on this water surface elevation as the increased flow is negligible. With the
parking lot detention there may be a slight decrease In this water surface elevation but it will not be
substantial.
CONCLUSION
The development of the Copper Falls buildings will not significantly increase total runoff from the
property to the adjoining drainage system. This is a result of:
1. the location of the project within the watershed, and
2. the volume of total flow currently going thru the property from upstream vs. the increased flow
from the project.
Even though the modeling supports no detention, it is important to note that the proposed on -site
parking lot detention system has been added to mitigate any local effects of the development.
Copper Falls Drainage Report Page 6
EXHIBITS
Exhibit 1:
Exhibit 2:
Exhibit 3:
Exhibit 4:
Vicinity Map
Firmette — FEMA Map Panel 0201D
Drainage Area Map
100-Year Calculated Water Surface
APPENDICES
Appendix A:
Appendix B:
Appendix C:
HEC-1 Output File
2-Yr Pre vs. Post— MMI-ot Hydrograph
100-Yr Pre vs. Post — MMI-ot Hydrograph
2-Yr Pre vs. Post — Combined Hydrograph
100-Yr Pre vs. Post —Combined Hydrograph
CD with HEC-1 & HEC-RAS Files
Copper Falls Drainage Report Page 7
EXIBITS
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Federal Emeegency Management Agency
EXHIBIT 2
a lean official copy of a portion of the above referenced flood map. it
a extracted us Ing F-MIT On-Ll no, This map does not reflect changes
amendments Mich may halve been made subsequent to the date on the
a block. For the latest product Information about National Flood Insurance
Doram flood maes check the FEMA Flood Map Store at w.wy.msc.fema.gc
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APPENDICES
***************************************
* *
* *
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* U.S. ARMY CORPS OF ENGINEERS
* JUN 1998
* HYDROLOGIC ENGINEERING CENTER
* VERSION 4.1
* 609 SECOND STREET
* *
* DAVIS, CALIFORNIA 95616
* RUN DATE 29AUG12 TIME 07:23:23
* (916) 756-1104
* *
* *
*****************************************
***************************************
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 HECI (JAN 73), HECIGS, HECIDB, AND HECIKW
THE DEFINITIONS OF VARIABLES-RTIMP- AND-RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT
STRUCTURE.
THE DEFINITION OF-AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77
VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE
FREQUENCY, DS5:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
APPENDIX A
Copper Falls HEC-1 Output Page 1
1 HEC-11NPUT PAGE 1
LINE ID ....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
1 ID COPPER FALLS OFFICE COMPLEX DRAINAGE STUDY
2 ID BYJJM
3 ID COLLEGE STATION, TEXAS, JANUARY 2012
4 IT 211JAN99 0 721
5 10 5
6 JR PREC 4.5 6.2 7.4 8.8 9.8 11 14
*STORM 2 YR 5 YR 10 YR 25 YR 50 YR 100 YR 500 YR
7 JP 2
8 KK DA1
9 KO 21
10 KM Drainage Area Through 6x4 Culvert (including all within Tract)
11 KM PLAN 1 IS EXISTING CONDITIONS
12 KM PLAN 2 IS PROPOSED CONDITIONS WITHOUT DETENTION
13 PB 1
14 IN 611JAN99 0
15 PC 0 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009
16 PC 0.01 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.018 0.019
17 PC 0.02 0.021 0.022 0.0231 0.0241 0.0252 0.0263 0.0274 0.0285 0.0296
18 PC 0.0308 0.0319 0.0331 0.0343 0.0355 0.0367 0.0379 0.0392 0.0404 0.0417
19 PC 0.043 0.0443 0.0456 0.047 0.0483 0.0497 0.0511 0.0525 0.0539 0.0553
20 PC 0.0567 0.0582 0.0597 0.0612 0.0627 0.0642 0.0657 0.0673 0.0688 0.0704
21 PC 0.072 0.0736 0.0753 0.077 0.0788 0.0806 0.0825 0.0844 0.0864 0.0884
22 PC 0.0905 0.0926 0.0948 0.097 0.0993 0.1016 0,104 0.1064 0.1089 0.1114
23 PC 0.114 0.1167 0.1194 0.1223 0.1253 0.1284 0.1317 0.135 0.1385 0.1421
24 PC 0.1458 0.1496 0.1535 0.1575 0.1617 0.1659 0.1703 0.1748 0.1794 0.1842
25 PC 0.189 0.194 0.1993 0.2048 0.2105 0.2165 0.2227 0.2292 0.2359 0.2428
26 PC 0.25 0.2578 0.2664 0.276 0.2866 0.298 0.3143 0.3394 0.3733 0.4166
27 PC 0.5 0.584 0.6267 0.6606 0.6857 0.702 0.7134 0.724 0.7336 0.7422
28 PC 0.75 0.7572 0.7641 0.7708 0.7773 0.7835 0.7895 0.7952 0.8007 0.806
29 PC 0.811 0.8158 0.8206 0.8252 0.8297 0.8341 0.8383 0.8425 0.8465 0.8504
30 PC 0.8543 0.8579 0.8615 0.865 0.8683 0.8716 0.8747 0.8777 0.8806 0.8833
31 PC 0.886 0.8886 0.8911 0.8936 0.896 0.8984 0.9007 0.903 0.9052 0.9074
32 PC 0.9095 0.9116 0.9136 0.9156 0.9175 0.9194 0.9212 0.923 0.9247 0.9264
33 PC 0.928 0.9296 0.9312 0.9327 0.9343 0.9358 0.9373 0.9388 0.9403 0.9418
34 PC 0.9433 0.9447 0.9461 0.9475 0.9489 0.9503 0.9517 0.953 0.9544 0.9557
35 PC 0.957 0.9583 0.9596 0.9609 0.9621 0.9634 0.9646 0.9658 0.967 0.9682
36 PC 0.9694 0.9706 0.9718 0.9729 0.9741 0.9752 0.9764 0.9775 0.9786 0.9797
37 PC 0.9808 0.9818 0.9829 0.9839 0.985 0.986 0.987 0.988 0.989 0.99
38 PC 0.9909 0.9919 0.9928 0.9938 0.9947 0.9956 0.9965 0.9974 0.9983 0.9991
39 PC 1
40 BA 0.0412 7
41 LS 82 15
42 UD 0.45
43 KK Pond
44 RS 1 STOR 0
45 SA 0 0.011 0.044 0.221 0.93 8.306
46 SE 272 274 276 278 280 282
47 SL 272 18 0.7 0.5
48 SS 281 Ill 3 1.5
Copper Falls HEC-1 Output Page 2
1 HEC-11NPUT PAGE 2
LINE ID ....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
49 KK DA2
50
KO
21
51
BA 0.0335
5
52
LS 82
25
53
UD 0.85
54
KK DA3
55
KO
21
56
BA 0.0007
4 9
57
LS 82
40
58
UD 0.1
59
KK Channe
1
60
HC 3
61
KK MMI-ot
62
KO
21
63
ZW A=BeeTA,
B=MaM, C=FLOW, E=2MIN, F=1 00
64
BA 0.0012
4
65
LS 82
0
66
UD 0.07
67
KP 2
68
LS 82
50
69
UD 0.05
70
KK ConfA
71
HC 2
ti��:C�P tGIF7
73
KO
21
74
BA
0.0057 1
75
LS
82 60
76
UD
0.08
77
KP
2
78
LS
82 66
79
KK
COMB
80
KO
21
81
HC
2
82
ZZ
Copper Falls HEC-1 Output Page 3
* *
* *
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* U.S. ARMY CORPS OF ENGINEERS
* JUN 1998
* HYDROLOGIC ENGINEERING CENTER
* VERSION 4.1
* 609 SECOND STREET
* *
* DAVIS, CALIFORNIA 95616
* RUN DATE 29AUG12 TIME 07:23:23
* (916) 756-1104
* *
* *
*****************************************
***************************************
COPPER FALLS OFFICE COMPLEX DRAINAGE STUDY
BY 1JM
COLLEGE STATION, TEXAS, JANUARY 2012
510 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 11JAN99 STARTING DATE
ITIME 0000 STARTING TIME
NQ 721 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 12JAN99 ENDING DATE
NDTIME 0000 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .03 HOURS
TOTAL TIME BASE 24.00 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 2 NUMBER OF PLANS
JR MULTI -RATIO OPTION
RATIOS OF PRECIPITATION
4.50 6.20 7.40 8.80 9.80 11.00 14.00
Copper Falls HEC-1 Output Page 4
### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ###
##############
# #
8 KK * DA1
# #
##############
9 KO OUTPUT CONTROL VARIABLES
IPRNT
5 PRINTCONTROL
IPLOT
0 PLOT CONTROL
QSCAL
0. HYDROGRAPH PLOT SCALE
IPNCH
0 PUNCH COMPUTED HYDROGRAPH
IOUT
21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2
721 LASTORDINATE PUNCHED OR SAVED
TIMINT
.033 TIME INTERVAL IN HOURS
### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ###
##############
# #
49 KK* DA2
# #
##############
50 KO OUTPUT CONTROL VARIABLES
IPRNT
5 PRINT CONTROL
IPLOT
0 PLOT CONTROL
QSCAL
0. HYDROGRAPH PLOT SCALE
IPNCH
0 PUNCH COMPUTED HYDROGRAPH
[OUT
21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2
721 LAST ORDINATE PUNCHED OR SAVED
TIMINT
.033 TIME INTERVAL IN HOURS
Copper Falls HEC-1 Output Page 5
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
54 KK* DA3
* *
55 KO OUTPUT CONTROL VARIABLES
IPRNT
5 PRINTCONTROL
IPLOT
0 PLOT CONTROL
QSCAL
0. HYDROGRAPH PLOT SCALE
IPNCH
0 PUNCH COMPUTED HYDROGRAPH
IOUT
21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2
721 LASTORDINATE PUNCHED OR SAVED
TIMINT
.033 TIME INTERVAL IN HOURS
**************
* *
61 KK * MMLot
* *
**************
62 KO OUTPUT CONTROL VARIABLES
IPRNT
5 PRINTCONTROL
IPLOT
0 PLOT CONTROL
QSCAL
0. HYDROGRAPH PLOT SCALE
IPNCH
0 PUNCH COMPUTED HYDROGRAPH
[OUT
21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2
721 LAST ORDINATE PUNCHED OR SAVED
TIMINT
.033 TIME INTERVAL IN HOURS
----- DSS--- ZOPEN: Existing File Opened, File: COPPERFALLS.DSS
Unit: 71; DSS Version: 6-JG
----- DSS --- ZWRITE Unit 71; Vers. 19: /BEETA/MAM/FLOW/10JAN1999/2MIN/1 00+1/
----- DSS --- ZWRITE Unit 71; Vers. 19: /BEETA/MAM/FLOW/111AN1999/2MIN/1 00+1/
----- DSS --- ZWRITE Unit 71; Vers. 19: /BEETA/MAM/FLOW/10JAN1999/2MIN/1 00+2/
----- DSS --- ZWRITE Unit 71; Vers. 19: /BEETA/MAM/FLOW/11JAN1999/2MIN/1 00+2/
----- DSS --- ZWRITE Unit 71; Vers. 19: /BEETA/MAM/FLOW/10JAN1999/2MIN/1 00+3/
----- DSS --- ZWRITE Unit 71; Vers. 19: /BEETA/MAM/FLOW/11JAN1999/2MIN/1 00+3/
----- DSS --- ZWRITE Unit 71; Vers. 19: /BEETA/MAM/FLOW/1OJAN1999/2MIN/1 00+4/
----- DSS --- ZWRITE Unit 71; Vers. 19: /BEETA/MAM/FLOW/11JAN1999/2MIN/1 00+4/
-----DSS---ZWRITE Unit 71; Vers. 19: /BEETA/MAM/FLOW/IOJAN1999/2MIN/1 00+5/
Copper Falls HEC-1 Output Page 6
-----DSS---ZWRITE Unit 71; Vers.
-----DSS --- ZWRITE Unit 71; Vers.
----- DSS --- ZWRITE Unit 71; Vers.
----- DSS --- ZWRITE Unit 71; Vers.
-----DSS--ZWRITE Unit 71; Vers.
-----DSS--ZWRITE Unit 71; Vers.
----- DSS --- ZWRITE Unit 71; Vers.
----- DSS --- ZWRITE Unit 71; Vers.
----- DSS --- ZWRITE Unit 71; Vers.
----- DSS --- ZWRITE Unit 71; Vers.
-----DSS---ZWRITE Unit 71; Vers.
DSS --- ZWRITE Unit 71; Vers.
----- DSS --- ZWRITE Unit 71; Vers.
----- DSS --- ZWRITE Unit 71; Vers.
----- DSS --- ZWRITE Unit 71; Vers.
----DSS --- ZWRITE Unit 71; Vers.
----- DSS --- ZWRITE Unit 71; Vers,
-----DSS---ZWRITE Unit 71; Vers.
-----DSS---ZWRITE Unit 71; Vers,
*
72 KK* MIMS
* *
**************
19:
/BEETA/MAM/FLOW/11JAN1999/2MIN/1
00+5/
19:
/BEETA/MAM/FLOW/10JAN1999/2MIN/1
00+6/
19:
/BEETA/MAM/FLOW/11JAN1999/2MIN/1
00+6/
19:
/BEETA/MAM/FLOW/10JAN1999/2MIN/1
00+7/
19:
/BEETA/MAM/FLOW/11JAN1999/2MIN/1
00+7/
31:
/BEETA/MAM/FLOW/10JAN1999/2MIN/+1/
31:
/BEETA/MAM/FLOW/19JAN1999/2MIN/+1/
31:
/BEETA/MAM/FLOW/10JAN1999/2MIN/+2/
31:
/BEETA/MAM/FLOW/11JAN1999/2MIN/+2/
31:
/BEE7rA/MAM/FLOW/10JAN1999/2MIN/+3/
31:
/BEETA/MAM/FLOW/11JAN1999/2MIN/+3/
31:
/BEETA/MAM/FLOW/10JAN1999/2MIN/+4/
31:
/BEETA/MAM/FLOW/11JAN1999/2MIN/+4/
31:
/BEETA/MAM/FLOW/10JAN1999/2MIN/+S/
31:
/BEETA/MAM/FLOW/11JAN1999/2MIN/+S/
31:
/BEETA/MAM/FLOW/10JAN1999/2MIN/+6/
31:
/BEETA/MAM/FLOW/11JAN1999/2MIN/+6/
31:
/BEETA/MAM/FLOW/10JAN 1999/2M I N/+7/
31;
/BEETA/MAM/FLOW/11JAN1999/2MIN/+7/
73 KO OUTPUT CONTROL VARIABLES
IPRNT
5 PRINT CONTROL
IPLOT
0 PLOT CONTROL
QSCAL
0. HYDROGRAPH PLOT SCALE
IPNCH
0 PUNCH COMPUTED HYDROGRAPH
TOUT
21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2
721 LAST ORDINATE PUNCHED OR SAVED
TIMINT
.033 TIME INTERVAL IN HOURS
Copper Falls HEC-1 Output Page 7
### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ### ###
1
##############
# #
79 KK * COMB
# #
##############
80 KO OUTPUT CONTROL VARIABLES
IPRNT
5 PRINTCONTROL
(PLOT
0 PLOT CONTROL
QSCAL
0. HYDROGRAPH PLOTSCALE
IPNCH
0 PUNCH COMPUTED HYDROGRAPH
IOUT
21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2
721 LAST ORDINATE PUNCHED OR SAVED
TIMINT
.033 TIME INTERVAL IN HOURS
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
4.50 6.20 7.40 8.80 9.80 11.00 14.00
HYDROGRAPH AT
+ DA1 .04 1 FLOW
42.
64.
80.
98.
111.
127.
166.
TIME
12.50
12.50
12.50
12.50
12.50
12.50
12.50
2 FLOW
42.
64.
80.
98.
111.
127.
166.
TIME
12.50
12.50
12.50
12.50
12.50
12.50
12.50
ROUTED TO
+ Pond .04 1 FLOW
42.
64.
80.
98.
111.
127.
166.
TIME
12.50
12.50
12.50
12.50
12.50
12.50
12.50
2 FLOW
42.
64.
80.
98.
111.
127.
166.
TIME
12.50
12.50
12.50
12.50
12.50
12.50
12.50
** PEAK STAGES IN FEET**
1 STAGE
272.58
272.89
273.11
273.37
273.56
273.78
274.71
TIME
12.50
12.50
12.50
12.50
12.50
12.50
12.50
2 STAGE
272.58
272.89
273.11
273.37
273.56
273.78
274.71
TIME
12.50
12.50
12.50
12.50
12.50
12.50
12.50
Copper Falls HEC-1Output Page 8
HYDROGRAPH AT
+ DA2 .03 1 FLOW
25.
37.
47.
57.
65.
74.
96.
TIME
12.93
12.90
12.90
12.90
12.90
12.90
12.90
2 FLOW
25.
37.
47.
57.
65.
74.
96.
TIME
12.90
12.90
12.90
12.90
12.90
12.90
12.90
HYDROGRAPH AT
+ DA3 .00 1 FLOW
1.
2.
2.
3.
3.
4.
S.
TIME
12.13
12.13
12.13
12.13
12.13
12.13
12.13
2 FLOW
1.
2.
2.
3.
3.
4.
5.
TIME
12.13
12.13
12.13
12.13
12.13
12.13
12.13
3 COMBINED AT
+ Channe .08 1 FLOW
61.
93.
116.
143.
162.
185.
243.
TIME
12.60
12.60
12.57
12.57
12.57
12.57
12.57
2 FLOW
61.
93.
116.
143.
162.
185.
243.
TIME
12.60
12.60
12.57
12.57
12.57
12.57
12.57
HYDROGRAPH AT
+ MMLot
.00 1 FLOW
2.
3.
4.
S.
6.
6.
8.
TIME
12.10
12.10
12.10
12.10
12.10
12.10
12.10
2 FLOW
2.
4.
4.
5.
6.
7.
9.
TIME
12.10
12.10
12.10
12.10
12.10
12.10
12.10
2 COMBINED AT
+ ConfA
.08 1 FLOW
61.
94.
117.
144.
163.
186.
245.
TIME
12.60
12.57
12.57
12.57
12.57
12.57
12.57
2 FLOW
61.
94.
117.
144.
163.
186.
245.
TIME
12.60
12.57
12.57
12.57
12.57
12.57
12.57
HYDROGRAPH AT
+ Minis .01 1 FLOW
12.
17.
20.
25.
28.
31.
40.
TIME
12.10
12.10
12.10
12.10
12.10
12.10
12.10
2 FLOW
12.
17.
21.
25.
28.
31.
40.
TIME
12.10
12.10
12.10
12.10
12.10
12.10
12.10
2 COMBINED AT
+ COMB .08 1 FLOW
64.
97.
121.
149.
169.
193.
253.
TIME
12.57
12.57
12.53
12.53
12.53
12.53
12.53
2 FLOW
64.
97.
121.
149.
169.
193.
253.
TIME
12.57
12.57
12.53
12.53
12.53
12.53
12.53
*** NORMAL END OF HEC-1 ***
----- DSS--- ZCLOSE Unit: 71, File: COPPERFALLS.DSS
Pointer Utilization: .25
Number of Records: 28
File Size: 106.0 Kbytes
Percent Inactive: .0
Copper Falls HEC-1 Output Page 9
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