HomeMy WebLinkAbout58-01 RESOLUTIONRESOLUTION NO. 58-01
r
A RESOLUTION TO APPROVE AND ADOPT
THE HYDROLOGIC AND HYDRAULIC
STUDY FOR CMN BUSINESS PARK II
BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF
FAYETTEVILLE, ARKANSAS:
Section 1. That the City Council of the City of Fayetteville, Arkansas
hereby approves and adopts the Hydrological and Hydraulic Study for the
Design and Analysis of the proposed Steele Boulevard and Mall Avenue Bridges
in CMN Business Park II which is attached as Exhibit A.
PASSED and APPROVED this / day of May, 2001.
,. Y E T jp,`/
ATTEST-
eather Woodruff, City Cler
APPROVED:
€9»'
DAN COODY, Ma `r
NAME OF FILE: Resolution No. 58-01
CROSS REFERENCE:
05/01/01
Resolution No. 58-01
Exhibit "A" (Copy of Hydrological and Hydraulic Study for the Design
and analysis of the proposed Steele Boulevard and Mall Avenue Bridges
in CMN Business Park 1I
05/01/01
Staff Review Form
05/09/01
Departmental Memo from City Clerk
NOTES:
04/16/2001 10:38 5014434724
Garver, Inc,
Eonlnesr3
lar, Usury Seaal
rt: ism So
60, Bock, Nkensaa 72203-0050
SO1476.3S33
PJ( 301.372.8042
www.9ervefinc.com
MILHOLLAND CO PAGE 02
• •
August 4, 1999
Mr. Tim Conklin
Planning Director
City of Fayetteville
113 W. Mountain Street
Fayetteville, Arkansas 72701
Re: Proposed CMN Business Park 11
Steele Boulevard and Mall Avenue Bridges
Fayetteville, Arkansas
Dear Mr. Conklin:
GARVERI ENGINEERS
We are submining for your records, one copy of the Hydrologic and Hydraulic Report for the proposed bridges across Mud
Creek associated with the CMN Business Park 11 Development Garver Engineers performed the hydraulic analyses and
prepared the subsequent report and supporting documents. Those analyses were performed in coordination with the Little
Rock District Corps of Engineers and their ongoing re -study of Mud Creek and other streams in the City of Fayetteville.
The results of our analyses indicate the following:
The construction of the proposed Steele Boulevard and Mall Avenue bridges across Mud Creek
within the CMN Business Park II will not increase the I00 -year flood height nor extend the 100 -
year flood boundary beyond that reported for the 100 -year flood discharge in the 1991 Flood
Insurance Study for Washington County, Arkansas and Incorporated Arms,
As a part of our study, the effects of proposed low-water crossings immediately upstream of the two proposed bridges were
evaluated. The low-water crossings are to be removed following the completion of the Steele Boulevard and Mall Avenue
bridges and prior to the filling of the flood plain up t, the proposed floodway. Our evaluation indicated the following:
Any temporary !,crease In the flooding potential along the reach of Mad Creek through the CMN
Business Park II resulting from the construction of the temporary lows -water crossings to facilitate
the construction of the Steele Boulevard and Mall Avenue bridges will be confined to the CMN
property and will not adversely bnpact adjacent properly.
Respecttbity submitted,
Garver
A. Tom Larson, PE 4021
Associate
Enclosures
(99-2000)
cc: file, CMN, Glynn Fulmer
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TOM L. Mt Atf .
Brentwood. TN • Fayaavale, AP • huntsvlSe. Al • JSCkSOn. MS • Ortle ROLA AR • LOatsvme. KY • Tulsa, OK
PREPARED FOR
EXHIBIT A
NANCHAR, INC. & Marjone S. Brooks
Fayetteville, Arkansas
PROJECT
CMN BUSINESS PARK II
HYDROLOGIC AND HYDRAULIC STUDY
For the Design and Analysis
Of
Steele Boulevard and Mall Avenue Bridges
And Associated Features
PREPARED BY:
GARVER
ENGINEERS
Garver, Inc. Engineers
1010 Battery Street
P.O. Box 50
Little Rock, Arkansas 72203-0050
501-376-3633
FAX 501-372-8042
Exl
Hyp
Hyt
SECTION
TABLE
TABLE 1
TABLE 2
TABLE 3
TABLE 4
APPENDICES
APPENDIX A
APPENDIX B
APPENDIX C
APPENDIX D
APPENDIX E
APPENDIX F
APPENDIX G
•
•
TABLE OF CONTENTS
TITLE PAGE
TABLE OF CONTENTS
INTRODUCTION
STUDY SUMMARY
STUDY DETAILS
HYDROLOGIC ANALYSIS
HYDRAULIC ANALYSES
i
1
1
2
2
5
TITLE PAGE
ORIGINAL FLOOD INSURANCE DATA 3
CURRENT AND EFFECTIVE CONDITIONS
ANALYSIS 7
LOW WATER CROSSING ANALYSIS 8
FLOODWAY ANALYSIS 9
TITLE
CMN BUSINESS PARK II BRIDGE DESIGN
PLAN: MUD CREEK — Original FIS
PLAN: MUD CREEK — Revised FIS w/norm.dp
PLAN: MUD CR —.Rev. FIS/Steele&Mall brdgs
(Effective Existing Conditions Model)
PLAN• MUD CREEK w/Steele-210-Mall-180.REV/LWC
(Low Water Crossing Model)
PLAN: LVEFLDWY-steele-210-mall-180-REV.
(Floodway Analysis)
MUD CREEK PROJECT FILES
1 • •
HYDROLOGIC AND HYDRAULIC STUDY
1 For the Design and Analysis
Of
' Proposed Steele Boulevard and Mall Avenue Bridges
And Associated Features
1. INTRODUCTION
' The proposed CMN Business Park II is located in the northern portion of the City of Fayetteville,
Washington County, Arkansas. This development will require the construction of two bridges
across Mud Creek in the City of Fayetteville. A Vicinity Map is included to show the reach of Mud
' Creek evaluated in these analyses. The downstream crossing is proposed at what will be Steele
Boulevard and the upstream crossing is proposed at what will be Mall Avenue. The following is a
summary of the hydrologic and hydraulic evaluations that have been performed to develop the
hydraulic design of those bridges. In addition, a proposed revised floodway was developed in
coordination with an on-going re -study of the Mud Creek floodplain by the Little Rock District,
Corps of Engineers. The effects of proposed temporary low water crossings above each bridge
' were also evaluated.
I1. STUDY SUMMARY
The following bridge openings were developed based on the analyses of this study:
Steele Boulevard
The proposed bridge at Steele Boulevard is a three span continuous composite W -beam unit,
1 212' long Channel improvements for this site will consist of a 70' flat bottom channel with
2:1 side slopes. A transition from the natural channel to the 70' bottom channel section will
' begin approximately 440' upstream of the Steele Boulevard bridge and match the improved
section approximately 290' above the bridge. The transition from the improved channel
section to the natural channel section will begin approximately 175' downstream of the
' Steele Boulevard bridge and match the natural channel section approximately 285'
downstream of the bridge. A drawing of the Steele Boulevard Bridge is presented in
Appendix A.
1
Mall Avenue
1 The proposed bridge at Mall Avenue is a two span continuous composite W -beam unit, 162'
long. No improved channel section is planned at this site. However channel and overbank
I clearing and cleaning is planned. A drawing of the Mall Avenue Bridge is presented in
Appendix A.
1 Low Water Crossings are proposed to be constructed upstream of each bridge for the construction
purposes. The crossings are proposed to be composed of 4- 60" CMP Culverts with approximately
' 3 feet of cover. The evaluation of the proposed crossings indicate a rise of the computed 100 -year
flood profile near the crossings of approximately 3 feet. The increase flooding potential, however,
should not threaten property other than that owned by CMN Properties. The increase flooding
' potential rapidly diminishes above each crossing. These temporary crossings should be removed
prior to any significant filling of the floodplain outside of the computed floodway limits.
1
1
1
1 III. STUDY DETAILS
Using the Effective Existing Conditions model of Mud Creek, which included the bridges described
above, floodways were computed with widths ranging from 500 feet at the west boundary of the
project site to 260 feet approaching Steele Boulevard. It continues at 260 feet wide to just below
Mall Avenue where it reduces to 240 feet. A 240 -foot floodway is required to approximately 470
feet below the downstream bridge at U.S. Highway 71 where it reduces to 160 feet. More detail
information is provided in the floodway analysis discussion in the Study Details and shown on the
Floodway Layout drawing included in Appendix F. Floodway widths are tentative and may be
modified upon the review and final modeling by the Little District, Corps of Engineers.
1
1
1
1 HYDROLOGIC ANALYSIS
This reach of Mud Creek is included in a detailed Flood Insurance Study (FIS) for Washington
County and Incorporated Areas and has an existing floodway defined on the Rate Maps issued for
that study. The original Flood Insurance Study data is presented in Table 1. The approximate
floodway line is shown on a Floodway Layout drawing enclosed in Appendix F. The existing FIS
boundary was drawn by personnel of Milholland Engineers from the appropriate Rate Map. The
proposed floodway boundary will be discussed later in this report. Currently, Mud Creek is part of
a re -study being performed by the Little Rock District Corps of Engineers. Close coordination with
the Corps has been maintained to minimize conflicts with their findings as they complete their
work. The progress of their study, however, was such that only limited information was available
for these analyses.
1 Personnel of the Little Rock District, Corps of Engineers have completed their hydrologic analyses
of the watershed of Mud Creek and provided revised discharges applicable to this reach of Mud
Creek. A comparison is shown below between the original FIS discharges and the revised
1 discharges resulting from a more detailed hydrologic analysis of the watershed.
1
1
1
1
2
1
GARVER ENGINEERS
1010 BATTERY ST.
LITTLE ROCK, ARKANSAS
INCREASE ORIGINAL
OVER FLOODWAY
100 -YEAR WIDTH
TABLE 1 - ORIGINAL FLOOD INSURANCE DATA
SECTION STATION DISTANCE
(FEET)
A(FIS) 0.460
(SURVEYED) 0.742 1489
STEELE D.S. 0.817 394
(SURVEYED) 0.829 66
STEELE U.S. 0.842 66
Low Water 0.843 4
Crossing 0.853 56
B(FIS) 0.950 512
(SURVEYED) 1.011 322
1.019 40
EXISTING 8" 1.020 1
SEWER 1.020 3
1.021 1
MALL D.S. 1.246 1180
(SURVEYED) 1.257 56
MALL U.S. 1.268 56
Low Water 1.269 4
Crossing 1.279 56
(SURVEYED) 1.448 894
(SURVEYED) 1.545 500
(CORPS SURVEY 1.617 380
1.630 86
HWY 71 C(FIS) 1.640 53
1.650 51
FIS FIS ORIGINAL
STREAM 100 -YEAR FIS
PROFILE FLOOD FLOODWAY
ELEVATION ELEVATION ELEVATION
1165.4 1181.10 1181.20
1169.7 1184.50 1185.00
1170.9 1184.88 1185.43
1171.0 1184.93 1185.49
1171.2 1184.98 1185.54
1171.3 1184.99 1185.55
1171.4 1185.03 1185.60
1172.9 1187.00 1187.80
1173.8 1187.67 1188.46
1174.0 1187.76 1188.54
1174.0 1187.76 1188.54
1174.0 1187.77 1188.55
1174.0 1187.77 1188.55
1177.5 1190.24 1190.95
1177.6 1190.35 1191.07
1177.8 1190.47 1191.18
1177.8 1190.48 1191.19
1178.0 1190.60 1191.30
1180.6 1192.47 1193.12
1182.1 1193.51 1194.14
1183.2 1194.31 1194.92
1183.4 1194.49 1195.09
1183.6 1194.60 1195.20
1183.8
0.10 340
0.50
0.55
0.55
0.56
0.56
0.57
0.80 340
0.78
0.78
0.78
0.78
0.78
0.71
0.71
0.71
0.71
0.71
0.66
0.63
0.61
0.60
0.60 240
Flood Insurance Data shown in BOLD. Other data shown is interpolated from FIS data
4
• •
1
MUD CREEK DISCHARGE COMPARISON
' ORIGINAL FLOOD INSURANCE REVISED FLOOD INSURANCE
1
DISCHARGES
(CFS) DISCHARGES
(CFS)
IFROM WEST BOUNDARY TO LINE "B" (See attached Floodway Layout drawing)
10 -YEAR - 9500 9738
t 50 -YEAR - 12000 13605
100 -YEAR - 13000 15544
500 -YEAR - 15300 21165
1
FROM UPSTREAM OF LINE "B" TO HIGHWAY 71
1 10 -YEAR - 9500 9080
50 -YEAR - 12000 12707
I 100 -YEAR - 13000 14526
500 -YEAR - 15300 19688
1 HYDRAULIC ANALYSES
I No existing hydraulic model was available from the original Flood Insurance Study. For the
hydraulic evaluation of the impact of the proposed bridges on the flood elevations in this reach of
Mud Creek, a new model was developed using HEC -RAS. Field surveys were performed by
I Milholland Engineers. Cross sections were obtained at each proposed crossing and several
additional locations along the flood plain. The location of those cross-sections are shown on the
Floodway Layout drawing, enclosed in Appendix F, and labeled Line "A" through Line "E". An
1 additional section was surveyed near the West Boundary of the development.. The field surveys
were tied to a FIS Reference Mark at Highway 71 to insure compatibility to FIS datum. Survey
information was obtained from the Corps of Engineers at the Highway 71 bridge near the eastern
' edge of the proposed CMN Business Park II and was incorporated into the HEC -RAS model.
Personnel from Garver Engineers performed a field and photographic survey of the flood plain of
Mud Creek within the CMN Development, as well as reaches above and below the development.
1
Site information provided by Milholland Engineers was used by Garver Engineers to develop the
necessary hydraulic models to evaluate the proposed bridges and associated features Since a Flood
Insurance Study is currently in effect for this site and a current re -study is being performed, the
I
existing floodplain was evaluated for the original FIS discharges and the proposed revised
discharges developed by the Corps.
1 5
• •
1
As can be noticed from the comparison shown above, the original FIS utilized a single set of
I discharges for the total reach studied It is apparent from a review of the data tables and plotted
materials relative to Mud Creek in the FIS that only limited cross sections were utilized in the
backwater analysis of Mud Creek. The availability of survey information in this reach of Mud
I Creek allowed a very good hydraulic model of the flood plain located in the proposed CMN
Business Park II. A current conditions model was produced for this reach in HEC -RAS, the current
modeling tool used to perform backwater analyses for various stream situations. The current
I conditions model developed was used to evaluate the 10-, 50-, 100-, and 500 -year flood events
using both the original FIS discharges (Plan MUD CREEK — Original FIS) and the revised
discharges (Plan: MUD CREEK — Revised FIS w/norm. dp). For the original FIS discharges,
I starting water surface elevations were interpolated from the information provided in the FIS. For
the revised discharges, starting water surface elevations were developed for "normal depth" at a
slope of 0.003. This was in agreement with CORPS personnel involved in the current re -study.
' Using the Current Conditions model, the hydraulic designs of the proposed bridges were performed
through several iterations of HEC -RAS analyses of various bridge configurations. The final bridge
1 configurations were modeled with the proposed revised discharges to produce an Effective Existing
Conditions model (PLAN: MUD CR — Rev. FIS/Steele&Mall brdgs). Since the proposed bridges
would essentially be in place prior to the completion of the Corps' study of this reach, it was agreed
1
with Corps personnel that the Effective Existing Conditions Model would include the Steele
Boulevard and Mall Avenue bridges. The summary results of an HEC -RAS analysis of that plan are
included in Table 2. A comparison is presented between the 100 -year water surface profile
' - resulting from the HEC -RAS analysis of the Effective Existing Conditions model, with the Steele
Boulevard and Mall Avenue bridges in place and both the original 100 -year FIS water surface
profile and the current conditions 100 -year water surface profile, without the bridges.
1
During the course of this study, low water crossings were proposed above each bridge for
1 construction purposes. The construction of such crossings would produce additional backwater
effects on the water surface elevations for the flood events on Mud Creek within the study reach.
' Therefore, a HEC -RAS plan (PLAN: MUD CR w/Steele-210mall-180 REV/LWC) was
developed to evaluate the effects of the proposed crossings. Since the proposed low water crossings
are temporary and would be removed prior to floodplain filling to the proposed floodway limits, the
' crossmgs were evaluated with the Effective Conditions Model. The summary results of that
analysis are presented in Table 3. A detailed output table and plotted water surface profiles are
included in Appendix E as well as a table and plotted profiles showing the 100 -year Low Water
' Crossing profile versus the Effective Existing Conditions 100 -year profile. A review of the analysis
reveals a significant increase in the 100 -year water surface elevation immediately upstream of the
bridges. However, the resulting 100 -year flood elevation only poses an increased flooding potential
' to the CMN properties and does not extend to other property. Plotted cross sections are provided
in Appendix E that show the computed 100 -year water surface produced by the low water crossings
and shows the location of the CMN property boundary.
1
1
6
1
TABLE 2 - CURRENT AND EFFECTIVE EXISTING CONDITIONS ANALYSIS
A(FIS)
(SURVEYED)
STEELE D.S.
(SURVEYED)
STEELE U.S.
Low Water
Crossing
B(FIS)
(SURVEYED)
EXISTING 8"
SEWER
MALL D.S.
(SURVEYED)
MALL U.S.
Low Water
Crossing
(SURVEYED)
(SURVEYED)
(CORPS SURVEY)
HWY 71 C(FIS)
NO BR
100 -YEAR
STATION FLOOD
0.46
0.742
0.817
0.829
0.842
0.843
0.853
0.95
1.011
1.019
1.02
1.02
1.021
1.246
1.257
1.268
1.269
1.279
1.448
1.545
1.617
1.63
1.64
ELEVATION
1181.71
1182.39
1182.91
1183.09
1183.29
1186.39
1186.62
1186.84
1188.70
1188.79
1188.96
1189.03
1190.92
1191.44
1193.44
1193.78
WITH BRIDGES
STEELE BLVD. - 210' W/IMP. 70'
IDGES MALL AVENUE - 160' W/CHANN
INCREASE
OVER ORIG
100 -YEAR
FLOOD
Flood Insurance Study Data shown in BOLD.
•
-2.79
- 2.49
-2.07
-1.90
-1.74
100 -YEAR
FLOOD
ELEVATION
INCREASE
OVER REV.
100 -YEAR
FLOOD
BW CHANNEL
EL CLEARING
INCREASE
OVER ORIG.
100 -YEAR
FLOODWAY
1181.71 0.00
1182.08 -0.31
1183.08 0.17
-1.28 1184.59 -1.80
-1.14 1186.6 -0.02
- 0.93
-1.54
-1.68
- 1.52
- 1.57
-1.55
- 2.07
- 0.87
- 0.71
1186.82
1188.71
1189.41
1191.54
1191.93
1193.3
1193.31
-0.02
0.01
0.00
0.62
0.62
0.49
-0.14
-0.47
Other data is Interpolated or computed.
7
- 3.29
-3.35
-2.46
-3.87
-1.94
- 1.73
-2.24
- 1.77
- 1.58
- 2.21
- 1.62
- 1.78
1 • •
' Using the Effective Existing Conditions Model, several HEC -RAS Method 4 and Method 1
t analyses were run to develop encroachment stations for a proposed floodway with the bridges in
place. A Floodway Model (PLAN: LVEFLDWY-steele-210-mall-180-REV) was developed with
the proposed floodway modeled as levees along the floodplain. Summary results of that analysis
' are presented in Table 4, including the proposed revised floodway widths. Detailed output tables
and plotted water surface profiles are included in Appendix F showing the computed water surface
profiles for the 10-, 50-, 100-, and 500 -year flood events with the proposed encroachments and a
comparison of the 100 -year Effective Existing Conditions plan and the Floodway plan. The
proposed floodway is also shown on the Floodway Layout map enclosed in Appendix F.
TABLE 4 - FLOODWAY ANALYSIS
WITH BRIDGES AND FLOODWAY AS LEVEES
INCREASE INCREASE INCREASE OVER
1 100 -YEAR OVER 100 -YEAR OVER 100 -YEAR FIS 100 -YEAR PROPOSED
STATION FLOODWAY FLOOD FLOOD FLOODWAY FLOODWAY
ELEVATION W/ BRIDGES W/O BRIDGES ELEVATION WIDTH
t 0.46
0.742 1182.51 0.80 0.80 -2.49 500
' 0.817 1182.98 0.90 0.59 -245 260
0.829
0.842 1183.84 0.76 0.93 -1.70 260
' 0.843
0.853
0.95
' 1.011 1185.16 0.57 -1.23 -3.30 260
1.019 1186.48
-0.12
-0.14
-2.06 260
1.02
11.02
1.021 1186.82 0.00 -0.02 -1.73 260
1.246 1189.69 0.98 0.99 -1.26 240
' 1.257
1.268 1190.18 0.77 1.39 -1.00 240
1.269
1.279
1.448 1191.83 0 29 0.91 -1.29 240
1.545 1192.6 0.67 1.16 -1.54 240
' 1.617 1194.3 1.00 0.86 -0.62 160
1.63 1193.77 0.46 -0.01
-1.32 160
1.64
tStudy Data shown in BOLD. Other data is interpolated or computed.
1
1 9
I • •
I APPENDIX A
1
1 CMN BUSINESS PARK II BRIDGE DESIGN
1 - Steele Boulevard Bridge
1 - Mall Avenue Bridge
1
1
1
1
1
1
1
1
1
1
1
1
1
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1
1 • •
1 APPENDIX B
1
1 PLAN: MUD CREEK — Original FIS
(Current Conditions Model w/Original FIS Discharges)
1 - HEC -RAS Output table
1 - HEC -RAS Plotted Profiles
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
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