HomeMy WebLinkAboutDrainage Reports - 11/23/20160
NORTHERN CRY OfI
ENGINEERING
Approved
October 31, 2016 D* �1
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
Collins Approved
RE: Amendment to Final Drainage and Erosion Control Report for Walnut -Chestnut
Subdivision Second filing
Dear Staff:
This amendment has been provided to reflect a minor change in floodplain modeling that
accompanied the approved Final Drainage and Erosion Control Report for Walnut -Chestnut
Subdivision Second Filing, dated April 15, 2016. Attached is a revised Appendix EA which is
intended to supersede that provided in the approved final report.
If you should have any questions as you review this, please feel free to contact us at your
earliest convenience.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
Aaron Cyar, PhD, PE
Senior Project Engineer
L/
301 N. Howes Street, Suite 100, Fort Collins, CO 80521 1 970.221,4158 1 www.northernengineering.com
APPENDIX E.1
BASE FLOOD ELEVATION ANALYSIS
NORTHERN
ENGINEERING
'
October 31, 2016
City of Fort Collins
'
Stormwater Utility
Attn: Mr. Shane Boyle, PE
'
700 Wood Street
Fort Collins, Colorado 80521
RE: 100-Year Flood Elevation Determination for
Fort Collins Hotel
1 Mr. Boyle
1
1
1
1
Northern Engineering is pleased to submit this 100-Year Flood Elevation Determination for the
proposed Fort Collins Hotel for your review. The project is located just north of the intersection
of Walnut and Chestnut and Walnut Street.
Jefferson St.
Project Site
Y_
:+A _�. Firehouse
Alley
Chestnutst
Walnut St.
F� r
y
XI wi-A
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it �f '
A
Flow Split
Mitchell _! ` ";" "," �• �' a O.n.�*,���w^
t Block
VICINITY MAP North*
1 301 N. Howes Street, Suite 100, Fort Collins, CO 80521 1 970.221.4158 1 www.northernengi'neeri'ng.com
' The City of Fort Collins has identified Walnut Street and Chestnut Street as potential flooding
areas, and has requested we perform floodplain modeling to further define flood potential
within these adjacent roadways by determining 100-year flood elevations.
' The project site is located just north of a previous project site, the "Mitchell Block", for which
we conducted similar hydraulic modeling. This modeling was summarized in our previous
report entitled "Final Drainage Report for Mitchell Block", dated February 25, 2009. However,
' for the purposes of the Mitchell Block project, the previous modeling separated out flows in the
adjacent south half -street of Walnut Street, and determined a 100-year peak flow rate of 36.3
cis.
' In 2009, we obtained effective HEC-RAS files from the City of Fort Collins in order to set up base
hydraulic modeling. We added several cross -sections to the effective HEC-RAS model in the
' streets adjacent to the Mitchell Block project (Mountain Avenue and Walnut Street). Please
see the effective model workmap in Appendix 2.1.
' For current modeling efforts, the base modeling obtained from the City of Fort Collins in 2009
for the Mitchell Block was utilized as our starting point for modeling Walnut Street and
' Chestnut Street. However, in order to model the flow split at Walnut and Chestnut, we needed
to create a separate truncated model because HEC-RAS does not allow a flow split junction to
have multiple reaches entering and exiting the junction. The truncated model we created is
' named "Walnut —NE" and is provided in Attachment 3.2. Additionally, in order to model
Jefferson Street and Firehouse Alley, we created two separate models. The Jefferson Street
model "Jeff —NE" is provided in Appendix 3.3; the Firehouse Alley model "Alley_NE", is provided in
' Appendix 3.4.
The Walnut Street model focuses on the flow split that occurs at the Walnut Street, Chestnut
Street, and Mountain Avenue confluence. We used the effective model peak 100-year flow in
Walnut of 60.0 cfs, and we also utilized the effective model water surface elevation in
' Mountain Avenue near section 11+00 of 4976.18 as a starting water surface elevation in
Mountain Ave. This water surface elevation is conservative, as it is based on 100% of the flow
from Walnut St. entering Mountain Ave., resulting in slightly higher water surface elevations
within our area of interest. The starting water surface elevation was converted from NGVD-29
to NAVD-88 utilizing a conversion factor of 3.18-ft, based on City of Fort Collins Bechmark No.
5-00.
Several cross -sections were added within Walnut Street, Chestnut Street, and Mountain
Avenue in order to define the flow split that occurs at the intersection. We utilized the same
' parameters found in the effective HEC-RAS model, with n-values in both channel and overbank
of 0.016. A hydraulic modeling workmap for the current hydraulic modeling is provided in
Appendix 3.1. Table 1, below provides a summary of our modeling results.
E
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1
1
TABLE 1- HEC-RAS MODELING RESULTS
Revised
100-Yr
100-Yr
Section
Street Discharge
WSEL
ID
(CFS)
(Ft-
NAVD88)
Walnut St.
10
60
4977.09
Walnut St.
15
60
4977.47
Walnut St.
20
60
4978.80
Chestnut St.
5
22.08
4973.71
Chestnut St.
10
22.08
4974.08
Chestnut St.
20
22.08
4975.30
Chestnut St.
30
19.58
4976.69
Mountain Ave.
10
40.42
4976.18
Mountain Ave.
20
40.42
4976.71
Jefferson St.
10
24.1
4972.84
Jefferson St.
20
24.1
4973.71
Jefferson St.
30
24.1
4974.74
Jefferson St.
40
24.1
4975.91
Firehouse Alley
10
9.5
4975.26
Firehouse Alley
20
9.5
4975.68
Firehouse Alley
30
9.5
4978.19
Previous
100-yr
WSEL
(Ft-
NAVD88)
4977.13
N/A
4978.81
4973.71
4974.08
4975.30
4976.18
4976.71
4972.84
4973.71
4974.74
4975.91
4975.26
4975.68
4978.19
It is noted that a slight modification in site plan was conducted, and the "Revised" 100-Yr WSEL
column in Table 1 reflects this modification. Previously reviewed and approved 100-Yr WSEUs
' are provided for comparison.
In order to determine peak 100-year flow rates in Jefferson Street and Firehouse Alley, as well
as to determine the local basin flow contribution to Chestnut Street, we obtained the current
effective SWMM model associated with the Downtown River District Final Design Report, by Ayres
2012 (Appendix 1.1). We modified this model by breaking Basin 106 into three sub -basins, "Basin
' 106a", 'Basin 106b", and `Basin 106c", and we named this model "DTRD-NEmod-100yr". A modified
basin map, along with all SWMM output is provided in Appendix 1.2.
1 Hydraulic modeling for Jefferson Street and Firehouse Alley has been done in two separate models.
Model "Jeff -NE" is provided in Appendix 3.2; Model "Alley_NE" is provided in Appendix 3.3. We
' utilized the same parameters found in the effective HEC-RAS model for Walnut Street, with n-
values in both channel and overbank of 0.016. A hydraulic modeling workmap for the current
model "Oak_NEmod", is provided in Appendix 2.1. Table 1, below provides a summary of our
modeling results.
3
1
' Please find attached the following model output and exhibits:
' Attachment 1.1— Current Effective SWMM Output
Attachment 2.2 — Modified SWMM Exhibit and Output
Attachment 2.1— Effective HEC-RAS Modeling Workmap - Walnut Street
Attachment 3.1— Proposed Condition HEC-RAS Modeling Workmap
Attachment 3.2 — Proposed Condition HEC-RAS Modeling Output — Walnut and Chestnut Street
' Attachment 3.3 — Proposed Condition HEC-RAS Modeling Output — Jefferson Street
Attachment 3.4 — Proposed Condition HEC-RAS Modeling Output — Firehouse Alley
' If you should have any questions as you review this, please feel free to contact us at your
earliest convenience.
' Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
tAaron Cvar, PE
Project Engineer
11
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ATTACHMENT 1.1
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ATTACHMENT 2.1
Effective HEC-RAS Modeling Workmap - Walnut Street
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ATTACHMENT 3.1
Proposed Condition HEC--RAS Modeling Workmap
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ATTACHMENT 3.2
Proposed Condition HEC-RAS Modeling Output — Walnut and Chestnut Street
3
'
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
'
NORTHERN ENGINEERING; October 31, 2016
Page 1 of 11
REC-RAS HEC-RAS 5.0.1 April 2016
'
U.S. Army Corps of Engineers
'
Hydrologic Engineering Center
609 Second Street
Davis, California
X X
XXXXXX XXXX XXXX XX XXXX
'
X X
X X X X X X X X
X X
X X X X X X X
XXXXXXX
XXXX X XXX XXXX XXXXXX XXXX
'
X X
X X
X X X X X X X
X X X X X X X X
X X
XXXXXX XXXX X X X X XXXXX
1
PROJECT DATA
Project Title:'Walnut Street - 100yr-Proposed
Project File : Walnut_NE.prj
Run Date and Time: 10/26/2016 1:36:18 PM
Project in English units
PLAN DATA
Plan Title: Plan01 Chestnut Split
Plan File : d:\Projects\997-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2016-08-
09\Walnut_NE.p01
Geometry Title: Chestnut Split Flow
Geometry File : d:\Projects\997-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2016-08-09\Walnut NE.g01
Flow Title : Flow 01
Flow File : d:\Projects\997-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2016-08-09\Walnut_NE.f01
Plan Summary Information:
Number of: Cross Sections = 9 Multiple Openings = 0
Culverts = 0 Inline Structures = 0
Bridges = 0 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
'
Critical depth calculation tolerance = 0.01
Maximum number of iterations
= 20
Maximum difference tolerance
= 0.3
Flow tolerance factor
= 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method:
At breaks in n values only
Friction Slope Method:
Average Conveyance'
'
Computational Flow Regime:
Subcritical Flow
FLOW DATA
Flow Title: Flow 01
FORT COLONS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; October 31, 2016
Page 2 of 11
Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2016-08-
04\Walnut NE.f01
Flow Data (cfs)
River Reach RS PF 1
Chestnut Split 1 30 .10
Chestnut Split 1 - 20 12.5
Mountain Split 1 - 20 50
Walnut 1 20 60
Boundary Conditions
River Reach Profile Upstream
Downstream
Chestnut Split 1 PF 1 Known WS =
4973.71
Mountain Split 1 PF 1 - Known WS =
4976.18
GEOMETRY DATA
Geometry Title:
Chestnut Split Flow
Geometry File :
d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed
Cond-2016-08-
04\Walnut_NE.g01
Reach Connection
Table
River
Reach
Upstream Boundary
Downstream Boundary
Chestnut Split
1
Split-1
Mountain Split
1
Split-1
Walnut
1
Split-1
JUNCTION INFORMATION
Name: Split 1
Description:
Energy computation Method
Length across Junction
River Reach
Walnut 1
Walnut 1
CROSS SECTION
RIVER: Chestnut Split
Tributary
River
to Chestnut Split 1
to Mountain Split 1
REACH: 1
RS: 30
INPUT
Description:
Station Elevation
Data
num=
6
Sta Elev
Sta
Elev
Sta
Elev
0 4977.14
23
4976.68
23.05
4976.18
46 4977.2
Manning's n Values
num= •
3
Sta n Val
Sta
n Val
Sta
n Val
0 .016
0
.016
46
.016
Reach Length Angle
154
70.4
Sta Elev Sta Elev
41 4976.54 41.05 4977.04
FORT COLONS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS;
PROPOSED CONDITION MODEL
'
NORTHERN ENGINEERING; October 31, 2016
Page 3 of 11
Bank Sta: Left Right
Lengths:
Left Channel Right
Coeff Contr.
Expan.
0 46
224.9
224.9 224.9
.1
.3
'
CROSS SECTION OUTPUT
Profile @PF 1
E.G. Elev (ft)
4976.68
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.10
Wt. n-Val.
0.016
W.S. Elev (ft)
4976.58
Reach Len. (ft)
224.90
224.90
224.90
'
Crit W.S. (ft)
4976.57
Flow Area (sq ft)
3.91
E.G. Slope (ft/ft)
0.005963
Area (sq ft)
3.91
Q Total (cfs)
10.00
Flow (cfs)
10.00
'
Top Width (ft)
Vel Total IWO
17,99
2.56
Top Width (ft)
Avg. Vel. (ft/s)
-
17.99
2.56
Max Chl Dpth (ft)
0.40
Hydr. Depth (ft)
0.22
Conv. Total (cfs)
129.5
Conv. (cfs)
129.5
Length Wtd. (ft)
224.90
Wetted Per. (ft)
18.39
Min Ch El (ft)
4976.18
Shear (lb/sq ft)
0.08
'
Alpha
1.00
Stream Power (lb/ft s)
0.20
Frctn Loss (ft)
1.40
Cum Volume (acre-ft)
0.08
0.00
C & E Loss (ft)
0.00
Cum SA (acres)
0.27
0.00
' Warning: The energy loss was greater than.1.0 ft (0.3 m). between the current and previous cross
section. This may indicate
the need for additional cross sections.
' CROSS SECTION
'
RIVER: Chestnut Split
REACH: 1
RS: 20
INPUT
Description:
Station Elevation Data
num=
7
'
Sta Elev Sta
Elev
Sta Elev Sta
Elev Sta
Elev
0 4975.45 10
4975.25
10.05 4974.75 27
4975.4 44
4974.75
44.05 4975.25 54
4975.45
'
Manning's n Values
num=
3
Sta n Val - Sta
n Val
Sta n Val
0 .016 0
.016
54 .016
Bank Sta: Left Right
Lengths:
Left Channel Right
Coeff Contr.
Expan.
0 54
113.1
113.1 113.1
.1
.3
CROSS SECTION OUTPUT Profile $PF 1
'
E.G. Elev (ft)
4975.28
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.11
Wt. n-Val.
0.016
W.S. Elev (ft)
4975.18
Reach Len. (ft)
113.10
113.10
113.10
Crit W.S.` (ft)
4975.18
Flow Area (sq ft)
4.80
E.G. Slope (ft/ft)
.0.006447
Area (sq ft)
4.80
'
Q Total (cfs)
12.50
Flow (cfs)
12.50
Top Width (ft)
22.43
Top Width (ft)
22.43
Vel Total (ft/s)
2.61
Avg. Vel. (ft/s)
2.61
Max Chl Dpth (ft)
Conv. Total (cfs)
0.43
155.7
Hydr. Depth (ft)
Conv. (cfs)
0.21
155.7
Length Wtd. (ft)
113.10
Wetted Per. (ft)
23.22
Min Ch E1 (ft)
4974.75
Shear (lb/sq ft)
0.08
Alpha
1.00
Stream Power (lb/ft
s)
0.22
Frctn Loss (ft)
0.74
Cum Volume (acre-ft)
0.05
0.00
'
C & E Loss (ft)
0.00
Cum SA (acres)
0.17
0.00
I
H
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; October 31, 2016
Page 4 of 11
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical
depth for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate
the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated
water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The
program defaulted to critical depth.
' CROSS SECTION
1
H
1
0
I
RIVER: Chestnut Split
REACH: 1
RS: 10
INPUT
Description:
Station Elevation Data
num=
36
Sta Elev Sta
Elev
Sta Elev Sta
Elev Sta
Elev
0 4981 .1
4974.78
3.76 4974.66 6.16
4974.7 6.45
4974.71
7.98 4974.52 10.34
4974.24
10.6 4974.09 10.87
4973.88 12.36
4973.95
23.84 4974.25 24.64
4974.27
25.25 4974.27 48.43
4974.49 48.98
4974.49
61.12 4974.31 67.12
4974.22
84.73 4973.44 85.39
4973.42 85.42
4973.42
86.39 4973.5 86.52
4973.36
86.71 4973.68 86.85
4973.85 86.88
4973.85
86.97 4973.81 86.98
4973.81
87.05 4973.81 87.08
4973.81 89.84
4973.88
93.27 4974.09 95.28
4974.27
96.53 4974.34 97.34
4974.36 98.5
4974.38
98.6 4981
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
'
0 .016 3.76
.016
96.53 .016
Bank Sta: Left Right
Lengths:
Left Channel Right
.Coeff Contr.
Expan.
3.76 96.53
92.8 92.8 92.8
.1
.3
CROSS SECTION OUTPUT Profile $PF 1
E.G. Elev (ft)
4974.08
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.12
Wt. n-Val. -
0.016
W.S. Elev (ft)
4973.96
Reach Len. (ft)
92.80
92.80
92.80
Crit W.S. (ft)
4973.96
Flow Area (sq ft)
4.49
E.G. Slope (ft/ft)
0.006697
Area (sq ft)
4.49
Q Total (cfs)
12.50
Flow (cfs)
12.50
Top Width (ft)
19.85
Top Width (ft)
19.85
Vel Total (ft/s)
2.79
Avg. Vel..(ft/s)
2.79
Max Chl Dpth (ft)
0.60
Hydr. Depth (ft)
0.23
_
Conv. Total (cfs)
152.7
Conv. (cfs)
152.7
Length Wtd. (ft)
92.80
Wetted Per. (ft)
20.23
Min Ch E1 (ft)
4973.36
Shear (lb/sq ft)
0.09
Alpha
1.00
Stream Power (lb/ft
s)
0.26
Frctn Loss (ft)
0.01
Cum Volume (acre-ft)
0.04
0.00
C 5 E Loss (ft)
0.04
Cum SA (acres)
0.12
0.00
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical
depth for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross -'section.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than
1.4. This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal tc
critical depth, the calculated
t
I
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; October 31, 2016
Page 5 of 11
water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The
program defaulted to critical depth.
' CROSS SECTION
RIVER: Chestnut Split
REACH: 1
RS: 5
INPUT
Description:
Station Elevation Data
num=
38
Sta Elev Sta
Elev
Sta Elev Sta
Elev Sta
Elev
0 4984 .1
4974.3
.35 497.4.3 .56
4974.29 2.23
4974.12
2.42 4974.11 6.07
4973.84
12.55 4973.47 12.65
4973.33 13.17
4972.86
13.47 4972.87 13.88
4972.91
14.63 4972.96 15.38
4973.06 15.4
4973.07
25 4973.46 28.59
4973.55
30.63 4973.56 37.17
4973.56 50.1
4973.57
50.37 4973.57 51.25
4973.58
68.28 4973.4 69.81
4973.38 73.77
4973.17
86.76 4972.5 88.44
4972.37
88.89 4972.35 89.35
4973.03 89.41
4973.12
90.25 4972.91 91.76
4972.98
93.98 4973.3 95.38
4973.3 96.53
4973.35
99.83 4973.44 100.1
4973.45
100.2 4984
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
0 .016 6.07
.016
96.53 .016
Bank Sta: Left Right
Coeff Contr. Expan.
6.07 96.53
.1 .3
CROSS SECTION OUTPUT Profile @PF 1
E.G. Elev (ft)
4973.71
Element -
Left OB
Channel
Right OB
Vel Head -(ft)
0.00
Wt. n-Val.
0.016
0.016
W.S. Elev (ft)
4973.71
Reach Len. (ft)
Crit W.S. (ft)
4973.03
Flow Area (sq ft)
35.50
1.11
E.G. Slope (ft/ft)
0.000047
Area (sq ft)
35.50
1.11
Q Total (cfs)
12.50
Flow (cfs)
12.19
0.31
Top Width (ft)
91.76
Top Width (ft)
88.18
3.57
Vel Total (ft/s)
0.34
Avg. Vel. (ft/s)
0.34
0.28
Max Chl Dpth (ft)
1.36
Hydr.-Depth (ft)
0.40
0.31
Conv. Total (cfs)
1832.6
Conv. (cfs)
1787.3
45.2
Length Wtd. (ft)
Wetted Per. (ft)
88.95
3.83
Min Ch El (ft)
4972.35
Shear (lb/sq ft)
0.00
0.00
Alpha
1.00
Stream Power (lb/ft
s)
0.00
0.00
Frctn Loss (ft)
Cum Volume (acre-ft)
C 6 E Loss (ft)
Cum SA (acres)
' CROSS SECTION
I
1
I
.1
RIVER: Mountain Split
REACH: 1 RS: 20
INPUT
Description:
Station Elevation Data num=
Sta Elev Sta Elev
7.25 4978.23 11.84 4978.11
18.95 4976.97 19.39 4976.54
38.06 4976.66 38.09 4976.66
39.8 4976.68 39.85 4976.63
49.69 4976.39 52.51 4976.38
66.23 4975.83 66.56 4975.83
71.09 4976.52 71.24 4976.5
75.62 4976.53 80 4976.68
37
Sta Elev Sta Elev Sta Elev
12.27 4978.08 12.74 4978.03 18.87 4977.05
19.68 4976.56 21.38 4976.68 26.56 4976.67
38.1 4976.66 38.53 4976.67 38.93 4976.68
40 4976.63 41.56 4976.64 45.49 4976.46
62.19 4976.2 64.02 4976.18 65.86 4975.88
66.78 4976.08 67.15 4976.5 69.14 4976.51
72.64 4976.36 73.48 4976.41 74.36 4976.47
I
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FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; October 31, 2016
Page 6 of it
Manning's n Values
num=
3
"
Sta n Val Sta
n Val
Sta n Val
7.25 .016 11.84
.016
75.62 .016
f
Bank Sta: Left Right
Lengths:
Left Channel Right
Coeff Contr.
Expan.
11.84 75.62
179.3
179.3 179.3
.1
.3
"
CROSS SECTION OUTPUT Profile
$PF 1
E.G. Elev (ft)
4976.90
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.15
Wt. n-Val.
0.016
0.016
W.S. Elev (ft)
4976.76
Reach Len. (ft)
179.30
179.30
179.30
Crit W.S. (ft)
4976.76
Flow Area (sq ft)
15.70
0.67
E.G. Slope (ft/ft)
0.006195
Area (sq ft)
15.70
0.67
Q Total (cfs)
50.00
Flow (cfs)
48.63
1.37
Top Width (ft)
60.83
Top Width (ft)
56.45
4.38
Vel Total (ft/s)
3.06
Avg. Vel. (ft/s)
3.10
2.06
Max Chl Dpth (ft)
0.93
Hydr. Depth (ft)
0.28
0.15
Conv. Total (cfs)
635.2
Conv. (cfs)
617.8
17.5
Length Wtd. (ft)
179.30
Wetted Per. (ft)
56.92
4.46
Min Ch E1 (ft)
4975.83
Shear (lb/sq ft)
0.11
0.06
Alpha
1.01
Stream Power (lb/ft s)
0.33
0.12
Frctn Loss (ft)
0.20
Cum Volume (acre-ft)
0.00
0.12
0.00
C s E Loss (ft)
0.04
Cum SA (acres)
0.00
0.33
0.01
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical
depth for the water surface and continued on with the calculations.
Warning: The cross-section end points had to be extended vertically for the computed water
surface.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than
1.4. This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated
water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The
program defaulted to critical depth.
CROSS SECTION
RIVER: Mountain Split
REACH: 1 RS: 10
INPUT
Description:
Station Elevation Data num= 61
Sta Elev Sta Elev Sta Elev
0 4981 .1 4975.92 1.42 4975.93
14.56 4975.4 16.97 4975.33 17.37 4975.03
19.58 4975.01 19.61 4975 22.89 4975.25
27.47 4975.48 32.38 4975.69 34.39 4975.78
35.44 4975.8 39.92 4975.91 41.77 4975.94
58.88 4976.26 60.92 4976.22 62.38 4976.23
65.81 4976.23 67.99 4976.22 69.08 4976.19
74.69 4977.01 75.43 4976.95 76.47 4976.87
79.89 4976.19 79.99 4975.98 83.06 4976
106.07 4975.78 110.29 4975.67 112.77 4975.61
123.21 4975.22 123.36 4975.36 123.71 4975.72
128.27 4975.79 128.62 4975.78 128.76 4975.8
129 4981
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
Sta Elev
9.93 4975.63
17.58 4974.86
23.47 4975.28
34.67 4975.79
48.53 4976.15
63.6 4976.25
74.15 4975.99
77.6 4976.84
94.01 4976.12
121.21 4975.39
126.88 4975.77
128.87 4976.13
Sta Elev
12.88 4975.5
19.22 4974.97
27.21 4975.47
35.43 4975.78
53.97 4976.21
64.06 4976.25
74.66 4976.96
79.53 4977.05
100.59 4975.94
121.8 4975.34
128.14 4975.78
128.91 4975.79
I
1
11
H
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; October 31, 2016 1
Page 7 of 11
0 .016 1.42 .016 126.88 .016
Bank Sta: Left Right Coeff Contr. Expan.
1.42 126.88 .1 .3
CROSS SECTION OUTPUT Profile @PF 1
E.G. Elev (ft)
4976.20
Vel Head (ft)
0.02
t• W.S. Elev (ft)
4976.18
Crit W.S. (ft)
4975.82
E.G. Slope (ft/ft)
0.000462
Q Total (cfs)
50.00
Top Width (ft)
105.12
Vel Total (ft/s)
1.12
Max Chl Dpth (ft)
1.32
Conv. Total (cfs)
2325.6
Length Wtd. (ft)
Min Ch E1 (ft)
4974.86
Alpha
1.01
Frctn Loss (ft)
C & E Loss (ft)
"
Element
Wt. n-Val.
Reach Len. (ft)
Flow Area (sq ft)
Area (sq ft)
Flow (cfs)
Top Width (ft)
Avg. Vel. (ft/s)
Hydr. Depth (ft)
Conv. (cfs)
Wetted Per. (ft)
Shear (lb/sq ft)
Stream Power (lb/ft s)
Cum Volume (acre-ft)
Cum SA (acres)
Warning: Divided flow computed for this cross-section.
CROSS SECTION
Left OB
Channel
Right OB
0.016
0.016
0.016
0.34
43.52
0.79
0.34
43.52
0.79
0.24
49.11
0.65
1.33
101.76
2.04
0.71
1.13
0.83
0.25
0.43
0.39
11.2
2284.1
30.3
1.58
102.45
2.96
0.01
0.01
0.01
0.00
0.01
0.01
RIVER: Walnut
REACH: 1
RS: 20
INPUT
Description: Effective Model Section 2+58
Station Elevation Data
num=
13
Sta Elev Sta
Elev
Sta Elev Sta
Elev Sta
Elev
100 4981.18 100.1
4979.08
106.2 4978.78 116
4978.32 116.2
4977.9
118.3 4977.77 141.2
4979.02
153.9 4979.2 165.7
4979.02 191.3
4978.48
191.6 4978.98 203.6
4979.18
203.7 4981.18
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
100 .016 106.2
.016
203.6 .016
Bank Sta: Left Right
Lengths:
Left Channel Right
Coeff Contr.
Expan.
106.2 203.6
183.3
183.3 183.3
.1
.3
CROSS SECTION OUTPUT Profile BPF 1
E.G. Elev (ft)
4979.00
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.19
Wt. n-Val.
0.016
0.016
W.S. Elev (ft)
4978.80
Reach Len. (ft)
183.30
183.30
183.30
Crit W.S. (ft)
4978.80
Flow Area (sq ft)
0.01
16.96
E.G. Slope (ft/ft)
0.005655
Area (sq ft)
0.01
16.96
Q Total (cfs)
60.00
Flow (cfs)
0.00
60.00
Top Width (ft)
47.06
Top Width (ft)
0.49
46.58
Vel Total (ft/s)
3.54
Avg. Vel. (ft/s)
0.36
3.54
Max Chl Dpth (ft)
1.03
Hydr. Depth (ft)
0.01
0.36
Conv. Total (cfs)
797.9
Conv. (cfs)
0.0
797.9
Length Wtd. (ft)
183.30
Wetted Per. (ft)
0.49
47.07
Min Ch El (ft)
4977.77
Shear (lb/sq ft)
0.00
0.13
Alpha
1.00
Stream Power (lb/ft
s) 0.00
0.45
Frctn Loss (ft)
0.99
Cum Volume (acre-ft)
0.00
0.14
0.01
C & E Loss (ft)
0.02
Cum SA (acres)
0.00
0.30
0.04
11
I
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; October 31, 2016
Page 8 of 11
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical
depth for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate
the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated
water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The
program defaulted to critical depth.
' CROSS SECTION
n
1]
RIVER: Walnut
REACH: 1
RS: 15
INPUT
Description:
-
Station Elevation Data
num=
45
Sta Elev Sta
Elev
Sta Elev Sta
Elev
Sta
Elev
0 4981 .1
4977.19
.64 4977.17 7.39
4977.04
7.41
4977.04
7.46 4976.98 7.91
4976.54
9.68 4976.69 9.91
4976.7
9.93
4976.7
25.37 4977.32 28.24
4977.37
38.58 4977.58 44.11
4977.69
46.18
4977.72
46.6 4977.71 54.9
4977.52
62.06 4977.31 66.97
4977.2
67.12
4977.2
68.6 4977.15 71.42
4977.07
72.77 4977 74.13
4976.91
74.79
4977.24
74.98 4977.36 74.99
4977.38
76.48 4977.56 77.63
4977.34
78.24
4977.33
80.15 4977.33 80.23
4977.19
80.25 4977.18 81.82
4977.25
82.66
4977.29
83.28 4977.33 86.58
4977.33
89.45 4977.36 91.08
4977.32
91.47
4977.32
92.26 4977.32 98.6
4977.28
99.55 4977.28 101.6
4977.29
101.7
4981.4
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
0 .016 0
.016
89.45 .016
Bank Sta: Left Right
Lengths:
Left Channel Right
Coeff
Contr.
Expan.
0 89.45
44 44 44
.1
.3
CROSS SECTION OUTPUT Profile @PF 1
E.G. Elev (ft)
4977.60
Element
Left OB
Channel
Right OB
Vel Head (ft)
0:13
Wt. n-Val.
0.016
0.016
W.S. Elev (ft)
4977.47
Reach Len. (ft)
44.00
.44.00
44.00
Crit W.S. (ft)
4977.47
Flow Area (sq ft)
19.13
2.07
E.G. Slope (ft/ft)
0.005126
Area (sq ft)
19.13
2.07
Q Total (cfs)
60.00
Flow (cfs)
55.80
4.20
Top Width (ft)
77.20
Top Width (ft)
65.05
12.15
Vel Total (ft/s)
2.83
Avg. Vel. (ft/s)
2.92
2.03
Max Chl Dpth (ft)
- 0.93
Hydr: Depth (ft)
0.29
0.17
Conv. Total (cfs)
838.0
Conv. (cfs)
779.4
58.6
Length Wtd. (ft)
44.00
Wetted Per. (ft)
65.79
12.33
Min Ch E1 (ft)
4976.54
Shear (lb/sq ft)
0.09
0.05
Alpha
1.02
Stream Power-(lb/ft
s)
0.27
0.11
Frctn Loss (ft)
0.16
Cum Volume (acre-ft)
0.06
0.01
C S E Loss (ft)
0.01
Cum SA (acres)
0.07
0.01
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical
depth for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated
water surface came back below critical depth. This indicates that there. is not a valid
subcritical answer. The
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
'
NORTHERN ENGINEERING; October 31, 2016
Page 9 of 11
program defaulted to critical
depth.
CROSS SECTION
'
RIVER: Walnut
REACH: 1 RS: 10
INPUT
Description:
-
Station Elevation Data num=
46
Sta Elev Sta Elev
Sta Elev Sta
Elev Sta
Elev
0 4981 .1 4976.7
7.78 4976.07 8.06 4976.07
5.34 4976.6 7.23
9.76 4976.23 9.91�4976.24
4976.56 7.6
10.03
4976.18
4976.25
21.67 4976.61 24.21 4976.68
28.24 4976.97 38.58
4977.18 44.11
4977.29 .
46.18 4977.32 46.6 4977.31
54.9 4977.12 62.06
4976.91 66.97
4976.8
67.12 4976.8 68.6 4976.75
71.42 4976.67 72.77
4976.6 74.13
4976.51
74.79 4976.84 74.98 4976.96
74.99 4976.98 76.48
4977.16 77.63
4976.94
'
78.24 4976.93 80.15 4976.93
80.23 4976.79 80.25
4976.78 81.82
4976.85
82.66 4976.89 83.28 4976.93
86.58 4976.93 89.45
4976.96 91.08
4976.92
91.47 4976.92 92.26 4976.92
98.6 4976.88 99.55
4976.88 101.6
4976.89
'
101.7 4981
Manning's n Values num=
3
Sta n Val Sta n Val
Sta n Val
0 .016 0 .016
89.45 .016
'
Bank Sta: Left Right Coeff Contr.
Expan.
0 89.45
.1 .3
'
CROSS SECTION OUTPUT Profile IPF 1
E.G. Elev (ft) 4977.18
Element
Left OB
Channel
Right OB
Vel Head (ft) 0.09
Wt. n-Val.
0.016
0.016
W.S. Elev (ft) 4977.09
Reach Len. (ft)
Crit W.S. (ft) 4977.03
Flow Area (sq ft)
23.29
2.29
'
E.G. Slope (ft/ft) 0.002809
Area (sq ft)
23.29
2.29
Q Total (cfs) 60.00
Flow (cfs)
56.34
3.66
Top Width (ft) 78.91
Top Width (ft)
66.75
12.15
'
Vel Total (ft/s) 2.35
Max Chl Dpth (ft) 1.02
Avg. Vel. (ft/s)
Hydr. Depth (ft)
2.42
0.35
1.60
0.19
Conv. Total (cfs) 1132.0
Conv. (cfs)
1063.0
69.0
Length Wtd. (ft)
Wetted Per. (ft)
67.60
12.35-
Min Ch E1 (ft) 4976.07
Shear (lb/sq ft)
0.06
0.03
Alpha 1.03
Stream Power (lb/ft
s)
0.15
0.05
Frctn Loss (ft) 0.27
Cum Volume (acre-ft)
0.04
0.00
C 6 E Loss (ft) 0.01
Cum SA (acres)
Warning: Divided flow computed for
this cross-section.
Warning: A flow split was encountered. The program first
calculated the
momentum of both
channels below the junction. An
energy balance was performed across the junction
from the stream with the
highest
momentum downstream to the
section upstream.
SUMMARY OF MANNING'S N VALUES
River:Chestnut Split
Reach River Sta. nl n2 n3
1 30 .016 .016 .016
1 20 .016 .016 .016
1
1 10 .016 .016 .016
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; October 31, 2016
Page 10 of 11
1
5
.01:6
.016
.016
River:Mountain
Split
Reach
River Sta.
nl
n2
n3
1
20
.016
.016
.016
1
10
.016
.016
.016
River:Walnut
Reach
River Sta.
nl
n2
n3
1
20
.016
.016
.016
1
15
.016
.016
.016
1
10
.016
.016
.016
SUMMARY OF REACH LENGTHS
River: Chestnut Split
Reach
River Sta.
Left
Channel
Right
1
30 '-
224.9
224.9
224.9
1
20
113.1
113.1
113.1
1
10
92.8
92.8
92.8
1
5
River:
Mountain
Split
Reach
River Sta.
Left
Channel
Right
1
20
179.3
179.3
179.3
1
10
River:
Walnut
Reach
River Sta.
Left
Channel
Right
1
20 -
183.3
183.3
183.3
1
15
44
44
44
1
10
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Chestnut Split
Reach
River Sta.
Contr.
Expan.
1
30
.1
.3
1
20
.1
.3
1
10
.1
.3
1
5
.1
.3
River: Mountain
Split
'
FORTCOLUNSHOTEL
WALNUT STREETAND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
'
NORTHERN ENGINEERING; October 31, 2016
Page 11 of 11
'
Reach
River Ste.
Contr.
Expan.
1
20
.1
.3
'
1
River: Walnut
10
.1
.3
'
Reach
River Sta.
Contr.
Expan.
1
20
.1
.3
1
15
-.1
.3
'
1
10
.1
.3
Profile Output Table
- Standard
Table 1
River Reach
River Sta
Profile
Q Total
Min Ch.El
W.S. Elev
W.S. E.G. Elev E.G. Slope
Vel Chnl
Flow Area
Top Width
Froude i Chl
(cfs)
(ft)
(ft)
(ft) (ft)
(ft/ft)
(ft/s)
(sq ft)
(ft)
'
Chestnut Split 1
5
PF 1
12.50
4972.35
4973.71
4973.03 4973.71
0.000047
0.34
36.61
91.76
0.10
Chestnut Split 1
10
PF 1
12.50
4973.36
4973.96
4973.96 4974.08
0.006697
2.79
4.49
19.85
1.03
Chestnut Split 1
20
PF 1
12.50
4974.75
4975.18
'
4975.18 4975.28
0.006447
2.61
4.80
22.43
0.99
Chestnut Split 1
30
PF 1
10.00
4976.18
4976.58
4976.57 4976.68
0.005963
2.56
3.91
17.99
0.97
'
Mountain Split 1
4975.82 4976.20
0.000462
10
1.13
PF 1
44.65
50.00
105.12
4974.86
4976.18
0.30
Mountain Split 1
20
PF 1
50.00
4975.83
4976.76
4976.76 4976.90
0.006195
3.10
16.37
60.83
1.04
Walnut 1
10
PF 1
60.00
4976.07
4977.09
4977.03 4977.18
0.002809
2.42
25.58
78.91
0.72
'
Walnut 1
15
PF 1
60.00
4976.54
4977.47
4977.47 4977.60
0.005126
2.92
21.20
77.20
0.95
Walnut 1
20
PF 1
60.00
4977.77
4978.80
'
4978.80 4979.00
0.005655
3.54
16.97
47.06
1.03 1
Profile Output Table
- Standard Table 2
River Reach
River Sta
Profile
E.G. Elev
W.S. Elev
Vel Head
'
Frctn Loss C 6 E Loss Q Left
Q Channel
Q Right
Top Width
(ft)
(ft)
(ft)
(ft) (ft)
(cfs)
(cfs)
(cfs)
(ft)
'
Chestnut Split 1
5
PF 1 _
4973.71
4973.71
0.00
12.19 0.31
91.76
Chestnut Split 1
10
PF 1
4974.08
4973.96
0.12
0,01 0.04
12.50
19.85
Chestnut Split 1
20
PF 1
4975.28
4975.18
0.11
'
0.74 0.00
12.50
22.43
Chestnut Split 1
30
PF 1
4976.68
4976.58
0.10
1.40 0.00
10.00
17.99
Mountain Split 1
10
PF 1
4976.20
4976.18
0.02
'
0.24 49.11
0.65 105.12
Mountain Split 1
20
PF 1
4976.90
4976.76
0.15
0.20 0.04
48.63
1.37
60.83
Walnut 1
10
'PF 1
1977.18
4977.09
0,09
0.27 0.01
56.34
3.66
78.91
'
Walnut 1
15
PF 1
4977.60
4977.47
0.13
0.16 0.01
55.80
4.20
77.20
Walnut 1
20
PF 1
4979.00
4978.80
0.19
'
0.99 0.02
0.00
60.00
47.06
Crit
ATTACHMENT 3.3
Proposed Condition HEC-RAS Modeling Output —Jefferson Street
'
FORT COLLINS HOTEL
11111RION STREET HYDRAULICS; PROPOSED CONDITION MODEL
'
NORTHERN ENGINEERING; JUNE 15, 2015
Page 1 of 6
HEC-RAS Version 4.1.0 Jan 2010
U.S. Army Corps of Engineers
1 Hydrologic Engineering Center
609 Second Street
Davis, California
' X X XXXXXX XXXX XXXX XX XXXX
X X X X X X X X X X
X X X X X X X X X
XXXXXXX XXXX X XXX XXXX XXXXXX XXXX
' X X X X X X X X X
X X X X X X X X X X
X X XXXXXX XXXX X X X X XXXXX
' PROJECT DATA
Project Title: Jefferson Street - 100yr-Proposed
t Project File : Jeff_NE.prj
Run Date and Time: 6/29/2015 1:31:30 PM
Project in English units
' PLAN DATA
' Plan Title: Plan 01
Plan File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Jeff_NE.p01
Geometry Title: Jefferson Street
t Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Jeff NE.g01
Flow Title : Jefferson Street-100yr
Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Jeff_NE.f01
Plan Summary Information:
Number of: Cross Sections = 4 Multiple Openings = 0
Culverts 0 Inline Structures = 0
Bridges 0 Lateral Structures = 0
Computational Information
' Water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = �20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
' Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA -
Flow Title: Jefferson Street-100yr
I
1
1
1
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 2 of 6
Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Jeff_NE.f01
Flow Data (cfs)
River Reach
RS PF 1
Jefferson 1 -
40 24.1
Boundary Conditions
River Reach
Profile Upstream
Downstream
Jefferson 1
PF 1 Normal S =
0.0076
GEOMETRY DATA
Geometry Title: Jefferson Street
Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Jeff NE.g01
CROSS SECTION
RIVER: Jefferson
REACH: 1 RS: 40
INPUT
Description:
Station Elevation Data num= 62
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4976.32 8.91 4976.14 8.96 4976.12 9.35 4976.04 11.03 4975.87
15.82 4976.56 16.19 4976.56 27.93 4976.13 28.19 4976.13 28.47 4976.09
28.5 4976.09 28.9 4975.52 28.94 4975.44 29 4975.51 29.3 4975.42
29.38 4976.1 29.44 4976.13 29.62 4976.13 29.8 4976.12 29.85 4975.8
47.44 4976.12 49 4976.14 50.2 4976.02 51.93 4975.94 58.12 4975.88
58.96 4975.88 64.3 4975.72 65.03 4975.7 68.09 4975.78 68.29 4975.78
69.11 4975.8 70.45 4975.79 70.73 4975.51 71.02 4975.29 71.75 4975.26
72.86 4975.26 81.5 4975.71 84.96 4975.89 89.21 4975.98 100 4976.21
100.19 4976.21 105.26 4976.17 109.83 4976.15 125.19 4975.73 127.61 4975.63
129.03 4975.58 129.37 4975.57 129.39 4975.59 129.43 4975.6 130.13 4975.89
130.64 4975.91 133.67 4976.01 141.4 4976.28 141.41 4976.32 143.56 4976.26
151.65 4976.31 164.98 4976.7 172.53 4976.68 187.79 4976.56 194.5 4976.55
196.66 4976.56 200 4976.58
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .016 68.09 .016 133.67 .016
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
68.09 133.67 151 151 151 .1 .3
Blocked Obstructions num= 2
Sta L Sta R Elev Sta L Sta R Elev
0 64 4984 141 200 4984
CROSS SECTION OUTPUT Profile $PF 1
E.G. Elev (ft) 4976.04 Element Left OB Channel
Vel Head (ft) 0.13 Wt. n-Val. 0.016 0.016
W.S. Elev (ft) 4975.91 Reach Len. (ft) 151.00 151.00
Crit W.S. (ft) 4975.91 Flow Area (sq ft) 0.74 7.69
E.G. Slope (ft/ft) 0.006199 Area (sq ft) 0.74 7.69
Right OB
151.00
'
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION
MODEL
. ,
NORTHERN ENGINEERING; JUNE 15,2015
Page 3 of 6
'
Q Total (cfs)
24.10
Flow (cfs)
1.67
22.43
Top Width (ft)
34.34
Top Width (ft)
4.09
30.25
Vel Total (ft/s)
2.86
Avg. Vel. (ft/s)
2.26
2.92
'
Max Chl Dpth (ft)
Conv. Total (cfs)
0.65
306.1
Hydr. Depth (ft)
Conv. (cfs)
0.18
21.2
0.25
284.9
Length Wtd. (ft)
151.00
Wetted Per. (ft)
4.28
30.53
Min Ch El (ft)
4975.26
Shear (lb/sq ft)
0.07
0.10
Alpha
1.01
Stream Power (lb/ft
s) 200.00
0.00
0.00
Frctn Loss (ft)
0.88
Cum Volume (acre-ft)
0.00
0.08
0.01
'
C & E Loss (ft)
0.00
Cum SA (acres)
0.03
0.31
0.03
Warning: The energy equation could
not be balanced within
the specified
number of
iterations.
The program used critical depth
for the water surface and
continued on with the
calculations.
Warning: Divided flow computed for
this cross-section.
Warning: The energy loss
was greater than 1.0 ft (0.3 m).
between the current
and
previous cross
section. This may indicate the
'
need for additional cross
sections.
Warning: During the standard step iterations,
when the assumed
water surface
was set
equal to
critical depth, the calculated water
'
surface came back below critical
subcritical answer. The program
depth. This indicates
that there is not
a valid
defaulted to critical depth.
CROSS SECTION
'
RIVER: Jefferson
REACH: 1
RS: 30
'
INPUT
Description:
Station Elevation Data
num=
33
Sta Elev Sta
Elev
Sta Elev Sta
Elev Sta
Elev
63.9. 4984 64
4974.57
65.12 4974.58 69.52
4974.67 70.39
4974.63
'
70.4 4974.58 70.58
4974.5
71 4974.17 71.92
4974.1 72.69
4974.14
80.06 4974.45 85.13
4974.69
85.31 4974.7 96.96
4975.03 100
4975.05
100.04 4975.05 103.48
4975.04 105.43
4974.98 109.65
4974.84 122.4
4974.58
- ,
122.48 4974.63 124.48
129.39 4974.47 129.68
4974.52 127.25
4974.79 130.15
4974.32 128.28
4974.71 130.23
4974.26 129.17
4974.71 132.98
4974.2
4974.87
135.57 4974.96 141
4975.04
141.1 4984
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
-
'
63.9 .016 69.52
.016 132.98
.016
Bank Sta: Left Right
Lengths:
Left Channel Right
Coeff Contr.
Expan.
69.52 132.98
135 135 135
.1
.3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
4974.85
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.11
Wt. n-Val.
0.016
0.016
'
W.S. Elev (ft)
4974.74
Reach Len. (ft)
135.00
135.00
135.00
Crit W.S. (ft)
4974.74
Flow Area (sq ft)
0.69
8.40
E.G. Slope (ft/ft)
0.005478
Area (sq ft)
0.69
8.40
Q Total (cfs)
24.10
Flow (cfs)
1.16
22.94
'
Top Width (ft)
38.55
Top Width (ft)
5.52
33.03
Vel Total (ft/s)
2.65
Avg. Vel. (ft/s)
1.68
2.73
Max Chl Dpth (ft)
0.64
Hydr. Depth (ft)
0.12
0.25
Conv. Total (cfs)
325.6
Conv. (cfs)
15.7
309.9
Length Wtd. (ft)
135.00
Wetted Per. (ft)
5.69
33.50
'
Min Ch El (ft)
4974.10
Shear (lb/sq ft)
0.04
0.09
Alpha
1.03
Stream Power (lb/ft
s) 141.10
0.00
0.00
Frctn Loss (ft)
0.74
Cum Volume (acre-ft)
0.00
0.05
0.01
C & E Loss (ft)
0.00
Cum SA (acres)
0.01
0.20
0.03
1
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 1S, 201S
Page 4 of 6
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
' RIVER: Jefferson
REACH: 1 RS: 20
J
INPUT
Description:
Station Elevation Data
num=
27
Sta Elev Sta
Elev
Sta Elev Sta
Elev Sta
Elev
63.9 4984 64
4974.15
66.18 4973.98 68.96
4973.95 70.58
4973.88
70.89 4973.4 71.12
4973.12
72.51 4973.17 72.87
4973.18 85.09
4973.67
93.85 4973.86 99.78
4973.99
100 4973.99 110.73
4973.9 110.89
4973.9
110.94 4973.9 125.63
4973.42 126.52
4973.37 127.59
4973.29 127.9
4973.26
128.73 4973.22 128.93
4973.43 129.32
4973.63 131.52
4973.59 132.56
4973.58
141 4973.43 141.1
4984
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
63.9 .016 68.96
.016 131.52
.016
Bank Sta: Left Right
Lengths:
Left Channel Right
Coeff Contr.
Expan.
68.96 131.52
148 148 148
.1
.3
CROSS SECTION OUTPUT Profile NPF 1
E.G. Elev (ft)
4973.81
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.10
Wt. n-Val.
0.016
0.016
W.S. Elev (ft)
4973.71
Reach Len. (ft)
148.00
148.00
148.00
Crit W.S. (ft)
4973.69
Flow Area (sq ft)
7.50
1.86
E.G. Slope (ft/ft)
'0.005509
Area (sq ft)
7.50
1.86
Q Total (cfs)
24.10
Flow (cfs)
19.86
4.24
Top Width (ft)
40.50
Top Width (ft)
31.01
9.48
Vel Total (ft/s)
2.58
Avg. Vel. (ft/s)
2.65
2.28
Max Chl Dpth (ft)
0.59
Hydr. Depth (ft)
0.24
0.20
Conv. Total (cfs)
324.7
Conv. (cfs)
267.5
57.2
Length Wtd. (ft)
148.00
Wetted Per. (ft)
31.48
9.76
Min Ch El (ft)
4973.12
Shear (lb/sq ft)
0.08
0.07
Alpha
1.01
Stream Power (lb/ft
s) 141.10
0.00
0.00
Frctn Loss (ft)
0.83
Cum Volume (acre-ft)
0.00
0.03
0.00
C 6 E Loss (ft)
0.00
Cum SA (acres)
0.00
0.10
0.02
Warning: Divided flow computed for this cross-section.
CROSS SECTION
RIVER: Jefferson
REACH: 1 RS: 10
INPUT
'
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
\
'
NORTHERN ENGINEERING; JUNE 15,
2015
Page 5 of 6
'
Description:
Station Elevation Data
num=
42
Sta Elev Sta
Elev
Sta Elev Sta
Elev
Sta
Elev
'
63.9 4983 64
70.7 4972.62 70.75
4973.25
4972.7
64.95 4972.84 67.88
71.02 4972.15 72.48
4972.66
4972.32
69.52
72.76
4972.6
4972.35
78.64 4972.65 88.5
4973.12
93.88 4973.23 99.79
4973.35
100
4973.35
113.85 4973.03 115.34
4972.99
116.12 4972.95 127.15
4972.35
128.54
4972.27
128.76 4972.44 128.89
4972.43
128.91 4972.44 128.99
4972.45
129.3
4972.33
129.74 4972.38 130.08
4972.51
130.8 4972.72 131.29
4972.77
132.43
4972.87
'
132.54 4972.88 133.73
4972.86
134.24 4972.87 138.19
4973.02
138.3
4973.03
138.42 4973.01 138.91
4972.96
139.04 4973.12 140.93
4973.32
140.95
4973.32
141 4973.33 - 141.1
4983
'
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
63.9 .016 67.88
.016
132.43 .016
Bank Sta: Left Right
Coeff Contr.
Expan.
'
67.88 132.43
.1 .3
CROSS SECTION OUTPUT Profile $PF
1
'
E.G. Elev (ft)
4972.98
Element
Left OB
Channel
Vel Head (ft)
0.13
Wt. n-Val.
0.016
0.016
W.S. Elev (ft)
4972.84
Reach Len. (ft)
Crit W.S. (ft)
4972.84
Flow Area (sq ft)
0.27
8.04
E.G. Slope (ft/ft)
0.005663
Area (sq ft)
0.27
8.04
'
Q Total (cfs)
24.10
Flow (cfs)
0.38
23.72
Top Width (ft)
31.69
Top Width (ft)
2.93
28.75
Vel Total (ft/s)
2.90
Avg. Vel. (ft/s)
1.41
2.95
Max Chl Dpth (ft)
0.69
Hydr. Depth (ft)
0.09
0.28
'
Conv. Total (cfs)
320.3
Conv. (cfs)
5.0
315.2
Length Wtd. (ft)
Wetted Per. (ft)
2.94
29.33
Min Ch E1 (ft)
4972.15
Shear (lb/sq ft)
0.03
0.10
Alpha
1.02
Stream Power (lb/ft
s) 141.10
0.00
Frctn Loss (ft)
Cum Volume (acre-ft)
'
C & E Loss (ft)
Cum SA (acres)
Right OB
0.00
' Warning: Divided flow computed for this cross-section.
Warning: Slope too steep for slope area to converge during supercritical flow calculations
(normal depth is below critical depth).
Water surface set to critical depth.
'
SUMMARY OF MANNING'S N VALUES
River:Jefferson
'
Reach
River Sta.
nl
n2
n3
1
40
.016
.016
.016
1
30
.016
.016
.016
'
1
20
.016
.016
.016
1
10
.016
.016
.016
SUMMARY OF REACH
LENGTHS
River: Jefferson
Reach
River Sta.
Left
.Channel
Right
'
1
40
. 151
151
151
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 6 of 6
1 30 135 135 135
1 20 148 148 148
1 10
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Jefferson
Reach
River
Sta.
Contr. Expan.
1
40
.1
.3
1
30
.1
.3
1
20
.1
.3
1
10
.1
.3
Profile Output Table
- Standard Table
1
Reach
River
Sta
Profile
Q Total
Min Ch El
W.S. Elev
Crit W.S.
E.G. Elev
E.G. Slope
Vel Chnl
Flow Area
Top Width
Froude # Chl
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
A ft/s)
(sq
ft)
(ft)
1
10
PF 1
24.10
4972.15
4972.84
4972.84
4972.98
0.005663
2.95
8.31
31.69
0.98
1
20
PF 1
24.10
4973.12
4973.71
4973.69
4973.81
0.005509
2.65
9.36
40.50
0.95
1
30
PF 1
24.10
4974.10
4974.74
4974.74
4974.85
0.005478
2.73
9.08
38.55
0.96
1
40
PF 1
24.10
4975.26
4975.91
4975.91
4976.04
0.006199
2.92
8.43
34.34
1.02
Profile Output Table - Standard Table 2
Reach
River Sta
Profile
E.G. Elev
W.S. Elev
Vel Head
Frctn Loss C 6 E
Loss Q
Left
Q Channel
Q Right
Top Width
(ft)
(ft)
(ft)
(ft)
(ft)
(cfs)
(cfs)
(cfs)
(ft)
1
10
PF 1
4972.98
4972.84
0.13
0.38
23.72
31.69
1
20
PF 1
4973.81
4973.71
0.10
0.83
0.00
19.86
4.24
40.50
1
30 -
PF 1
4974.85
4974.74
0.11
0.74
0.00
1.16
22.94
38.55
1
40
PF 1
4976.04
4975.91
0.13
0.88
0.00
1.67
22.43
34.34
0
0
F
t
ATTACHMENT 3.4
Proposed Condition HEC-RAS Modeling Output — Firehouse Alley
'
FORT COLLINS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
'
NORTHERN ENGINEERING; JUNE 15, 2015
Page 1 of 5
'
HEC-RAS Version 4.1.0 Jan
2010
U.S. Army Corps of Engineers
'
Hydrologic Engineering Center
609 Second Street
Davis, California
X
X
XXXXXX XXXX XXXX
XX XXXX
1
X
X
X X X X X
X X X
X
X
X X X X
X X X
XXXXXXX
XXXX X XXX XXXX
XXXXXX XXXX
'
X
X
X
X
X X X X
X X X X X
X X X
X X X
X
X
XXXXXX XXXX X X
X X XXXXX
1
PROJECT DATA
Project Title: Alley - 100yr-Proposed
Project File : Alley NE.prj
Run Date and Time: 6/29/2015 1:32:05 PM
Project in English units
PLAN DATA
Plan Title: Plan 01
Plan File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Alley_NE.p01
Geometry Title: Alley
Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Alley_NE.g02
Flow Title
'
Flow File
2015-06-02\Alley NE.f01
Plan Summary Information:
: Alley-100yr
: d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
Number of: Cross Sections = 3 Multiple Openings = 0
Culverts = 0 Inline Structures = 0
Bridges = 0 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Alley-100yr
I
1
1
C
FORT COLLINS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 1S, 2015
Page 2 of 5
Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Alley_NE.f01
Flow Data.(cfs)
River Reach
RS PF 1
Alley '1
30 9.5
Boundary Conditions
River Reach
Profile Upstream
Downstream
Alley 1
PF 1 Known WS =
4975.26
GEOMETRY DATA
Geometry Title: Alley
Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Alley_NE.g02
CROSS SECTION
RIVER: Alley
REACH: 1 RS: 30
INPUT
Description:
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev
.9 4988 1 4977.85 4.51 4977.83
11 4978 12.87 4978.07 16.55 4978.11
• 20.89 4978.21 214978.214 28.89 4978.52
32.32 4978.59 33.42 4978.62 34.23 4978.6
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
.9 .016 1 .01.6 21 •.016
Bank Sta: Left Right Lengths: Left Channel
1 21 155 155
Blocked Obstructions num= 1
Sta L Sta R. Elev
21 41 4988
CROSS SECTION OUTPUT Profile @PF 1
Sta Elev Sta Elev
4.97 4977.89 9.26 4977.94
19.64 4978.23 19.69 4978.24
29.94 4978.55 31.47 4978.58
41 4978.68
Right Coeff Contr. Expan.
155 .1 .3
E.G. Elev (ft)
4978.29
Element
Vel Head (ft)
0.10
Wt. n-Val.
W.S. Elev (ft)
- 4978.19
Reach Len. (ft)
Crit W.S. (ft)
4978.19
Flow Area (sq ft)
E.G. Slope (ft/ft)
0.006350
Area (sq ft)
Q Total (cfs)
9.50
Flow (cfs)
Top Width (ft)
17.58
Top Width (ft)
Vel Total (ft/s)
2.60
Avg. Vel. (ft/s)
Max Chl Dpth (ft)
0.36
Hydr. Depth (ft)
Conv. Total (cfs)
119.2
Conv. (cfs)
Length Wtd. (ft)
155.00
Wetted Per. (ft)
Min Ch El (ft)
4977.83
Shear (lb/sq ft)
Alpha
1.00
Stream Power (lb/ft s)
Frctn Loss (ft)
1.00
Cum Volume (acre-ft)
Left OB
Channel
Right OB
0.000
0.016
155.00
155.00
155.00
0.00
3.66
0.00
3.66
0.00
9.50
17.57
0.10
2.60
0.17
0.21
0.0
119.2
0.34
17.58
0.08
41.00
0.00
0.00
0.00
0.03
0.00
FORT COLLINS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 3 of 5
C 6 E Loss (ft) 0.00 Cum SA (acres)
0.11
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
'
RIVER: Alley
REACH: 1
RS: 20
INPUT
Description:
Station Elevation Data
num=
19
Sta Elev Sta
Elev
Sta Elev Sta Elev
Sta
Elev
0 4975.67 3.99
4975.59
10.37 4975.51 16.01 4975.49
16.04
4975.49
204975.468 26.87
4975.43
26.98 4975.49 30 4975.49
31.13
4975.5
'
32.27 4975.52 32.91
4975.5
34.63 4975.5 404975.547
40.28
4975.55
40.72 4975.5 51.87
4975.73
54.86 4975.84 60 4975.82
Manning's n Values
num=
3
'
Sta n Val Sta
n Val
Sta n Val
0 .016 20
.016
40 .016
Bank Sta: Left Right
Lengths:
Left Channel Right Coeff
Contr.
Expan.
20 40
92 92 92
..1
.3
'
Blocked Obstructions
num=
2
Sta L Sta R Elev
Sta L
Sta R .Elev
0 20 4985
40
60 4985
CROSS SECTION OUTPUT Profile @PF 1
"
E.G. Elev (ft)
4975.78
Element Left
OB
Channel
Vel Head (ft)
0.10
Wt. n-Val.
0.016
W.S. Elev (ft)
4975.68
Reach Len. (ft)
92.00
92.00
'
Crit W.S. (ft)
4975.68
Flow Area (sq ft)
3.83
E.G. Slope (ft/ft)
0.006617
Area (sq ft)
3.83
Q Total (cfs)
9.50
Flow (cfs)
9.50
Top Width (ft)
20.00
Top Width (ft)
20.00
'
Vel Total (ft/s)
2.48
Avg. Vel. (ft/s)
2.48
Max Chl Dpth (ft)
0.25
Hydr. Depth (ft)
0.19
Conv. Total (cfs)
116.8
Conv. (cfs)
116.8
Length Wtd. (ft)
92.00
Wetted Per. (ft)
20.36
Min Ch E1 (ft)
4975.43
Shear (lb/sq ft)
0.08
Alpha
1.00
Stream Power (lb/ft s)
60.00
0.00
Frctn Loss (ft)
0.06
Cum Volume (acre-ft)
0.02
C 6 E Loss (ft)
0.02
Cum SA (acres)
0.04
Right OB
92.00
0.00
0.00
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth "
for the water surface and continued on with the calculations.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
1
kII
t
I
0
11
FORT COLLINS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 4 of 5
surface came back below critical depth. This indicates
that there is not
a valid
subcritical answer. The
program
defaulted to critical depth.
CROSS SECTION -
RIVER: Alley
REACH: 1
RS: 10
INPUT
Description:
Station Elevation Data
num=
14
Sta Elev Sta
Elev
Sta Elev Sta Elev
Sta
Elev
0 4974.89 5.32
4974.82
10.5 4974.79 11.24 4974.78
12.94
4974.72
204974.693 23.41
4974.68
26.3 4974.69 30 4974.73
30.06
4974.73
34.01 4974.76 38.97
4974.78.
40 4974.83 40.1 4984
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
0 ..016 20
.016
40 .016
Bank Sta: Left Right
Coeff Contr.
Expan.
20 40
.1 .3
Blocked Obstructions
num=
1
Sta L Sta R Elev
0 20 4984
CROSS SECTION OUTPUT Profile 8PF 1
E.G. Elev (ft)
4975.21
Element Left OB
Channel
Right OB
Vel Head (ft)
0.01
Wt. n-Val.
0.016
0.000
W.S. Elev (ft)
4975.26
Reach Len. (ft)
Crit W.S. (ft)
4974.92
Flow Area (sq ft)
10.61
0.00
E.G. Slope (ft/ft)
0.000224
Area (sq ft)
10.61
0.00
Q Total (cfs)
9.50
Flow (cfs)
9.50
0.00
Top Width (ft)
20.00
Top Width (ft)
20.00
Vel Total (ft/s)
0.89
Avg. Vel. (ft/s)
0.90
0.02
Max Chl Dpth (ft)
0.58
Hydr. Depth (ft)
0.53
0.21
Conv. Total (cfs)
634.2
Conv. (cfs)
634.2
0.0
Length Wtd. (ft)
Wetted Per. (ft)
20.57
0.43
Min Ch E1 (ft)
4974.68
Shear (lb/sq ft)
0.01
Alpha
1.00
Stream Power (lb/ft s)
40.10
0.00
0.00
Frctn Loss (ft)
Cum Volume (acre-ft)
C & E Loss (ft)
Cum SA (acres)
SUMMARY OF MANNING'S N VALUES
River:Alley
Reach River Sta. nl
1 30
1 20
1 10
SUMMARY OF REACH LENGTHS
River: Alley
Reach River Sta. Left
n2 n3
016 .016 .016
016 .016 .016
016 .016 .016
Channel Right
[I
FORT COLONS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
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SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Alley
Reach River Sta. Contr. Expan.
1 30 .1 .3
1 20 .1 .3
1 10 .1 .3
Profile Output Table - Standard Table 1
Reach River Sta Profile Q Total Min Ch E1 W.S. Elev Crit W.S. E.G. Elev
E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl
(cfs) (ft) (ft) (ft) (ft)
(ft/ft) (ft/s) (sq ft) (ft)
1 10 PF 1 9.50 4974.68 4975.26 4974.92 4.975.27
0.000224 0.90 10.62 20.00 0.22
1 20 PF 1 9.50 4975.43 4975.68 4975.68 4975.78
0.006617 2.48 3.83 20.00 1.00
1 30 PF 1 9.50 4977.83 4978.19 4978.19 4978.29
0.006350 2.60 3.66 17.58 1.00
Profile Output Table - Standard Table 2
Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C s E
Loss Q Left Q Channel Q Right Top Width
(ft) (ft) (ft) (ft)
(ft) (cfs) (cfs) (cfs) (ft)
1 10 PF 1 4975.27 4975.26 0.01
9.50 0.00 20.00
1 20 PF 1 4975.78 4975.68 0.10 0.06
0.02 9.50 20.00
1 30 PF 1 4978.29 4978.14 0.10 1.00
0.00 0.00 9.50 17.58