HomeMy WebLinkAboutSOUTHEAST FORT COLLINS COMMUNITY PARK - FDP - FDP160009 - SUBMITTAL DOCUMENTS - ROUND 1 - STORMWATER-RELATED DOCUMENTS (3)FINAL
FLOODPLAIN MODELING REPORT
FOR
McClelland’s Channel
Ziegler to Lady Moon
Prepared by
INTERWEST CONSULTING GROUP
1218 W. Ash Street, Suite C
Windsor, Colorado 80550
(970) 674-3300
Prepared for
City of Fort Collins
Stormwater Utility
215 N. Mason Street
Fort Collins, Colorado 80521
(970) 221-6360
February 10, 2016
Job Number 1165-012-26
i
LETTER OF TRANSMITTAL
ii
TABLE OF CONTENTS
PAGE
LETTER OF TRANSMITTAL ................................................................................. i
TABLE OF CONTENTS .......................................................................................... ii
VICINITY MAP ...................................................................................................... iv
CHAPTER 1—BACKGROUND .............................................................................. 1
I. Project Area Description .............................................................................................. 1
II. Flooding History .......................................................................................................... 2
III. Previous Studies........................................................................................................... 2
IV. Project Description ...................................................................................................... 2
CHAPTER 2—ANALYSIS ....................................................................................... 4
I. Purpose and Scope ....................................................................................................... 4
II. Methods and Approach ................................................................................................ 4
A. Duplicate Effective .......................................................................................... 5
B. Corrected Effective .......................................................................................... 5
C. Existing Conditionss ........................................................................................ 5
D. Proposed Projects ............................................................................................. 5
III. Vertical Datum ............................................................................................................. 5
IV. Models Used ................................................................................................................ 6
V. Additional Cross-Sections ........................................................................................... 6
VI. Changes in Modeling Parameters and Why Changed ................................................. 6
VII. Discharges and Modeling Frequencies ........................................................................ 6
A. Discharges ........................................................................................................ 6
B. Frequencies ...................................................................................................... 7
CHAPTER 3—RESULTS/DISCUSSION ................................................................ 7
I. Effective vs. Duplicate Effective Condition ............................................................... 7
II. Duplicate Effective vs. Corrected Effective Condition ............................................... 8
III. Duplicate Effective or Corrected Effective Condition vs. Existing Conditions .......... 9
IV. Corrected Effective Condition vs. Proposed Project ................................................. 10
V. Emergency Response/Worst-Case Scenario .............................................................. 12
VI. Changes in WSEL ...................................................................................................... 12
VII. Floodway ................................................................................................................... 12
VIII. Impact on Structures .................................................................................................. 12
IX. Upstream or Downstream Impacts to Properties ....................................................... 12
X. Mitigation .................................................................................................................. 12
XI. Floodproofing ............................................................................................................ 12
XII. Bed and Bank Stabilization ....................................................................................... 12
XIII. Compliance with Criteria ........................................................................................... 13
CHAPTER 4—REFERENCES ...............................................................................13
iii
APPENDIX A ......................................... DUPLICATE EFFECTIVE CONDITION
APPENDIX B ....................................... CORRECTED EFFECTIVE CONDITION
APPENDIX C ............................. EXISTING CONDITION (NOT APPLICABLE)
APPENDIX D ............................................... PROPOSED PROJECT CONDITION
LIST OF MAPS IN BACK POCKET
1 .................... EFFECTIVE VS. CORRECTED EFFECTIVE FLOODPLAIN MAP
2 ..................... CORRECTED EFFECTIVE VS. PROPOSED FLOODPLAIN MAP
3 ........................................................................... PROPOSED FLOODPLAIN MAP
4 ........................................................................ CHANNEL RESTORATION PLAN
Floodplain Modeling Report Page 1
McClelland’s Channel Ziegler to Lady Moon February 2016
CHAPTER 1—BACKGROUND
I. Project Area Description
Southeast Community Park is a proposed 50 acre community park located in southeast
Fort Collins, specifically in the Southwest Quarter of Section 4, Township 6 North,
Range 68 West of the Sixth Principal Meridian, City of Fort Collins, County of
Larimer, State of Colorado. It is bounded on the south by Kechter Road, the west by
Ziegler Road, the east by Lady Moon Drive and the north by Saber Cat Drive. The site
is bisected by McClellands Creek and a portion is within the 100-year
floodplain/floodway of McClellands Creek. The McClellands Creek
floodplain/floodway in this area is currently only a City of Fort Collins regulated
floodplain/floodway, and is not a Federal Emergency Management Agency (FEMA)
regulated floodplain. The study reach for this report spans from Ziegler Road to the
east (downstream) about 2,200 feet to Lady Moon Drive. Throughout the report the
floodplain/floodway is referred to as the floodplain.
The area lies within the McClellands Creek Basin and the applicable master drainage
study is the “McClellands Creek Master Plan Update”, by ICON Engineering, Inc.,
(November 30, 2000 and revised March 2003) and is referred to as the Master Plan. A
vicinity map is included after the Table of Contents of this report.
Within this reach, the channel has a longitudinal slope of approximately 0.4%, a bottom
width of approximately 4-feet and side slopes ranging from 4:1 to 1.5:1 and steeper.
The vegetation is native grasses.
The Master Plan identifies an erosion buffer on McClellands Creek. A portion of the
park is designed in the erosion buffer and an erosion buffer waiver will be requested for
this project.
Concurrent with this project is the City of Fort Collins Stormwater Department’s
McClelland’s Creek Restoration Plan project, a portion of which is through the
Southeast Community Park site. This project is intended to rehabilitate McClellands
Creek through the laying back of bank slopes, stabilizing existing natural drop
structures, adding new drop structures, wetland mitigation, thalwag modifications and
toe of slope and bank stabilization.
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II. Flooding History
According to the City of Fort Collins Stormwater Department, McClellands Creek does
not have a recorded history of flooding in this area. No houses are in the floodplain and
if flooding were to occur, no damage to private homes is expected.
III. Previous Studies
As mentioned above, the applicable Master study for the project site is “McClellands
Creek Master Plan Update”, by ICON Engineering, Inc., (November 30, 2000 and
revised March 2003).
The McClellands’ floodplain was updated during the Radiant Park project located south
of the Kechter Road. The relevant report for that project is “As-built Floodplain
Modeling Report for Radian Park”, by Interwest Consulting Group (August 5, 2013).
IV. Project Description
There will be two projects occurring on this site. The first is the City of Fort Collins
Park Planning’s community park project called Southeast Community Park. The
second is the City of Fort Collins Stormwater department’s McClelland’s Creek
Restoration Plan project. The following is a description of each project.
Southeast Community Park
The proposed development consists of an access road and parking lot, new concrete trail
system, playground area, restrooms and shelters, multi-use turf area, interactive creek
play feature and utilities for the park. The site will also include ball fields and new
pedestrian bridges.
All three pedestrian bridge crossings are done at near 90 degrees to the flow and will be
breakaway. Once the water level reaches the deck of the bridges, it will force the bridge
to “pop” off of the abutments. The bridges will be tethered to one of the abutments by
steel cables, allowing the bridge to float during high water conditions.
As much of the project as possible has been designed to be out of the floodplain.
Portions of the concrete trail system, including the breakaway bridges, are within the
floodplain.
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McClelland’s Channel Ziegler to Lady Moon February 2016
The Erosion Buffer on McClellands Creek was identified as a part of the Master Plan.
A portion of the tail system and the western most pedestrian bridge are located in the
erosion buffer. An erosion buffer waiver will be requested in conjunction with the
channel restoration project.
McClellands Creek Restoration
Results from the Master Plan channel stability analysis, geomorphic analysis, and
quantitative analysis indicate that there are a number of active bed and bank erosion and
stability problems upstream of County Road 9 (Ziegler Road). The City of Fort Collins
Stormwater department will be restoring this area via the McClellands Creek
Restoration project. Included in this restoration will be bank stabilization through
layback of slopes, willow stakes and plantings, stabilizing existing natural drop
structures, adding riffle grade control structures, mitigation of wetlands and thalwag
modifications.
The majority of the slopes of the banks will be re-graded from steep (1.5:1 and greater)
to 3:1 from toe of slope. Several steep slopes (1.5:1 max) will be maintained and
stabilized with boulder walls and other slope protection methods. The willow stakes
will be located within the 3:1 cut slopes. The plantings will be located along the
wicking zone. Finally, several riffle grade control structures will be added to the
channel. Please refer to the preliminary Channel Restoration Plan located in the back
pocket for preliminary stream restoration project information.
Although the two projects are separate, the park design takes into account the work
being done on the channel from the McClellands Creek Restoration project.
Because there is work being proposed in the City’s floodplain, a Floodplain Use Permit
is required for both projects. This permit will be obtained from the City’s General
Manager of Utility Service before any construction begins. A single permit will be used
for both projects.
Floodplain Modeling Report Page 4
McClelland’s Channel Ziegler to Lady Moon February 2016
CHAPTER 2—ANALYSIS
I. Purpose and Scope
The City of Fort Collins floodplain criteria requires for it to be demonstrated that the
work associated with the proposed project results in no rise off the City property in the
existing 100-year floodplain elevations rounded to the nearest tenth of one foot or an
easement must be obtained from the effected property owner. This report investigates
the effect of the proposed Southeast Community Park and McClelland’s Creek
Restoration projects on McClellands Creek floodplain. The study area of the
McClellands Creek floodplain for this project begins just east of Ziegler Road and ends
just west of Lady Moon Drive. The tasks associated with the development of this
Floodplain Modeling Report include:
1) Run Duplicate Effective Model for the McClellands Creek Floodplain using
HEC- RAS 4.1.0 (U.S. Army Corps of Engineers Hydraulic Engineering
Center).
2) Modify the Effective Model to get a new “baseline” Corrected Effective
Model.
3) Develop Proposed Project Model to include the Southeast Community Park
and McClelland’s Creek Restoration projects.
4) Analyze how the proposed projects function within the McClellands Creek
Floodplain and review the impact on downstream structures and properties.
II. Methods and Approach
The Effective model for this report is the As-built Project model for Radiant Park. This
model was run on the computer program HEC-RAS, version 4.1.0 (U.S. Army Corps of
Engineers Hydraulic Engineering Center). The model for the McClellands Creek
Floodplain was obtained from the City of Fort Collins Stormwater Utility and the HEC-
RAS project filename is: MCCSPCR906.prj.
Three models will be used in this report and will be run on HEC-RAS, version 4.1.0.
Floodplain Modeling Report Page 5
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A. Duplicate Effective
The Duplicate Effective model in this report is the current As-built Model for Radiant
Park. No changes were made in any modeling parameters and the model was run on a
computer at Interwest Consulting Group. Input and output from this model are in
Appendix A. The Duplicate Effective output matches the As-built model output from
the City. The HEC-RAS project filename is: MCCSPCR906.prj
B. Corrected Effective
A Corrected Effective model for the McClellands Creek floodplain was developed by
taking the duplicate effective model and adding five cross-sections through the
proposed project site. These cross-sections were created to obtain a more accurate
analysis of the area where work is being proposed along the projects. More detailed
topographic data for all cross-sections in the project area was also included in this
model by using surveys completed by the City of Fort Collins Survey Department.
Input and output from this model are in Appendix B. The HEC-RAS project filename
is: MCCSPCR903.prj.
C. Existing Conditions
Not Applicable.
D. Proposed Projects
The Proposed Project model has been developed by taking the corrected effective model
and modifying the cross-sections that are located within the proposed project site to
reflect proposed grading and channel stability items such as willow staking and drop
structures. Modifications include changing the manning’s n value due to the willow
staking (n=0.07), wetlands mitigation (n=0.055), concrete sidewalk system (n=0.013)
and changing the steep side slopes of the channel to 3:1. The centerline of the creek was
also adjusted and a new alignment was used for this model. The Cross-section number
labels differ from the Corrected Effective model. Input and output from this model are
in Appendix D. The HEC-RAS project filename is: MCCSPCR905.prj.
III. Vertical Datum
Field survey done for the proposed project is based on City of Fort Collins Benchmark
number 2-03 located on the south side of Kechter Road approximately 0.6 miles west of
Strauss Cabin Road (C.R. 7) on the east end of the south parapet wall of a bridge over
the Dixon Canyon lateral and having an elevation of 4894.96 feet and City of Fort
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Collins Benchmark number 9-01 located on the west side of Strauss Cabin Road (C.R.
7) approximately 300 feet south of Kechter Road (C.R. 36) on the northwest corner of
an irrigation structure and having an elevation of 4888.27. Both of these benchmarks
are referenced to the 1929 NGVD, unadjusted.
IV. Models Used
All hydraulic modeling has been performed using the computer program HEC-RAS,
version 4.1.0 developed by the U.S. Army Corps of Engineers Hydraulic Engineering
Center. The City of Fort Collins Effective Model used the same computer program and
version.
V. Additional Cross-Sections
Six additional cross-sections were added to the Corrected Effective analysis (cross-
sections 5145, 5572, 6224, 6340, 6490 and 6933) to more accurately reflect the
proposed pedestrian breakaway bridges and drops that didn’t have cross-sections nearby
in the effective model.
VI. Changes in Modeling Parameters and Why Changed
In the Effective model, due to using only the 2’ aerial contours, the invert of
McClellands Creek channel is stepped causing flat sections between cross-sections,
which does not accurately describe the profile of the channel invert. In order to provide
a more consistently sloped channel and a more accurate profile through the cross-
sections, inverts were added to each cross-section. The manning’s n coefficient was
also updated to more accurately show were existing and mitigated wetlands are located.
VII. Discharges and Modeling Frequencies
A. Discharges
Table 2.1 summarizes the 100-year existing conditions discharges used in the hydraulic
modeling done for the current study. These discharges have not been altered from the
effective model and will be used for all models in the current study.
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McClelland’s Channel Ziegler to Lady Moon February 2016
Table 2.1 – Summary of 100-year discharges.
HEC
Cross-Section
Discharges
(cfs)
4875 1489
5200 1489
5650 1489
6076 1489
6450 1355
6900 1355
6981 1355
B. Frequencies
Only the 100-year existing conditions are being modeled in the current study.
CHAPTER 3—RESULTS/DISCUSSION
I. Effective vs. Duplicate Effective Condition
There were no differences between the Effective and the Duplicate Effective Condition
models. Table 3.1 summarizes the output from the Effective and Duplicate Effective
Condition models. The Duplicate Effective Condition input and output file, water
surface profiles and cross-section plots for all cross-sections in the proposed project
area are included in Appendix A. The Effective Condition map entitled “City Flood
Risk Map” and obtained from the City of Fort Collins Stormwater Department is
included in the back pocket. This map also reflects the Duplicate Effective Condition.
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McClelland’s Channel Ziegler to Lady Moon February 2016
Table 3.1 – Comparison of Effective vs. Duplicate Effective Models.
HEC
Cross-Section
Effective Model
Existing Conditions
(Radiant Park As-built)
100-year WSEL (ft)
Duplicate Effective
Condition Model
Existing Conditions
100-year WSEL (ft)
Difference
(ft)
6981 4904.2 4904.2 0.0
6900 4902.6 4902.6 0.0
6450 4901.2 4901.2 0.0
6076 4898.7 4898.7 0.0
5650 4897.1 4897.1 0.0
5200 4894.0 4894.0 0.0
4875 4891.2 4891.2 0.0
4786 4891.0 4891.0 0.0
4702 4889.9 4889.9 0.0
4653 4890.2 4890.2 0.0
4545 4890.0 4890.0 0.0
4445 4889.7 4889.7 0.0
II. Duplicate Effective vs. Corrected Effective Condition
Table 3.2 compares the output from the Duplicate Effective to the Corrected Effective
Condition models. The Corrected Effective Condition input and output files, water
surface profiles and cross-section plots for all cross-sections in the proposed project
area are included in Appendix B. The (Duplicate) Effective vs. Corrected Effective
Condition map is included in the back pocket.
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McClelland’s Channel Ziegler to Lady Moon February 2016
Table 3.2 – Comparison of Duplicate Effective vs. Corrected Effective Models.
Duplicate Effective Model
Existing Conditions
Corrected Effective
Condition Model
Existing Conditions
WSEL
∆
(ft)
Velocity
∆ (fps)
HEC
XS
100-yr
WSEL (ft)
Velocity
(fps)
HEC
XS
100-yr
WSEL
(ft)
Velocity
(fps)
6981 4904.2 6.7 6981 4904.5 4.2 +0.3 -2.5
6933 NA NA 6933 4902.9 8.7 NA NA
6900 4902.6 9.0 6900 4902.2 7.4 -0.4 -1.6
6490 NA NA 6490 4900.0 5.3 NA NA
6450 4901.2 4.2 6450 4899.2 7.6 -2.0 +3.4
6340 NA NA 6340 4899.1 4.2 NA NA
6224 NA NA 6224 4898.9 4.2 NA NA
6076 4898.7 8.8 6076 4898.3 5.3 -0.4 -3.5
5650 4897.1 4.4 5650 4896.6 3.6 -0.5 -0.8
5513 NA NA 5513 4896.2 5.2 NA NA
5200 4894.0 7.5 5200 4893.3 7.8 -0.7 +0.3
5145 NA NA 5145 4893.1 6.1 NA NA
4875 4891.2 7.4 4875 4891.7 6.1 +0.5 -1.3
4786 4891.0 7.4 4786 4891.8 4.2 +0.8 -3.2
4702 4889.9 8.3 4702 4890.0 8.1 +0.1 -0.2
4653 4890.2 4.6 4653 4890.5 3.2 +0.3 -1.4
4545 4890.0 4.8 4545 4889.8 6.7 -0.2 +1.9
4445 4889.7 5.8 4445 4889.7 5.8 0.0 0.0
The differences in cross-sections may be due to the updated topography of the channel
bank and the addition of cross-sections in the Corrected Effective Condition model.
The updated topography from the City survey better defines the cross-sections and
includes existing wetlands. The additional cross-sections also better define the invert of
the channel causing the model to more accurately determine the WSEL. Because of
these differences, the Corrected Effective Floodplain varies from the Effective
Floodplain. These differences also affect the Floodplain just southeast of Lady Moon
Drive, causing it to vary away from the Effective Floodplain until HEC cross-section
4445.
III. Duplicate Effective or Corrected Effective Condition vs. Existing Condition
Not Applicable. No new manmade structures have been added in the floodplain since
the original Master Plan study.
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McClelland’s Channel Ziegler to Lady Moon February 2016
IV. Corrected Effective Condition vs. Proposed Project
Table 3.3 compares the output from the Corrected Effective Condition to the Proposed
Project models. The Proposed Project input and output files, water surface profiles and
cross-section plots for all cross-sections in the proposed project area are included in
Appendix D. The Corrected Effective vs. Proposed Condition map is included in the
back pocket.
Table 3.3 – Comparison of Corrected Effective vs. Proposed Project Models.
Corrected Effective
Condition Model
Existing Conditions
Proposed
Condition Model
WSEL
∆
(ft)
Velocity
∆ (fps)
HEC
XS
100-yr
WSEL (ft)
Velocity
(fps)
HEC
XS
100-yr
WSEL
(ft)
Velocity
(fps)
6981 4904.5 4.2 6809 4903.8 5.3 -0.7 +1.1
6933 4902.9 8.7 6758 4902.4 6.8 -0.5 -1.9
6900 4902.2 7.4 6726 4901.6 7.1 -0.6 -0.3
6490 4900.0 5.3 6306 4899.0 3.1 -1.0 -2.2
6450 4899.2 7.6 6268 4898.4 5.8 -0.8 -1.8
6340 4899.1 4.2 6158 4897.9 4.0 -1.2 -0.2
6224 4898.9 4.2 6075 4897.7 4.2 -1.1 0.0
6076 4898.3 5.3 5953 4897.2 5.3 -1.1 0.0
5650 4896.6 3.6 5608 4895.3 6.2 -1.3 +2.6
5513 4896.2 5.2 5525 4895.3 6.7 -0.9 +1.5
5200 4893.3 7.8 5218 4893.1 9.1 -0.2 +1.3
5145 4893.1 6.1 5155 4892.7 4.4 -0.4 -1.7
4875 4891.7 6.1 4888 4891.9 3.9 +0.2 -2.2
4786 4891.8 4.2 4786 4891.1 7.2 -0.7 +3.0
4702 4890.0 8.1 4702 4890.0 8.1 0.0 0.0
4653 4890.5 3.2 4653 4890.5 3.2 0.0 0.0
4545 4889.8 6.7 4545 4889.8 6.7 0.0 0.0
4445 4889.7 5.8 4445 4889.7 5.8 0.0 0.0
As shown in Table 3.3, the WSEL and velocities for the Proposed Project condition do
change from the Corrected Effective condition.
The areas where the Proposed Floodplain elevation decreases from the corrected
effective model are located on City property (cross-sections 6981-5145 and 4786). This
change may be due to the McClellands Creek Restoration of laying back the slopes of
the channel. Wherever creek restoration is proposed with toe protection, the manning’s
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n value is changed to 0.07 to show the effects of willow staking. Also, wherever
wetlands mitigation occurs, the n value is changed to 0.55.
There were several areas in the project site where the Proposed Floodplain widened
away from the Corrected Effective Floodplain. These areas occur within City owned
property.
These changes are occurring due to the fill condition required of the bridges and trail
designs and the mitigation of wetlands. These areas are shown on the Proposed
Floodplain Map located in the back pocket of this report.
Comparison of the Effective Floodplain and the Proposed Floodplain are shown on the
Effective vs. Proposed Floodplain Map located in the back pocket of this report.
Table 3.4 – Comparison of Effective Condition vs. Proposed Project models.
Duplicate Effective
Condition Model
Existing Conditions
Proposed
Condition Model
WSEL
∆
(ft)
Velocity
∆ (fps)
HEC
XS
100-yr
WSEL (ft)
Velocity
(fps)
HEC
XS
100-yr
WSEL
(ft)
Velocity
(fps)
6981 4904.2 6.7 6809 4903.8 5.3 -0.4 +1.4
6933 NA NA 6758 4902.4 6.8 NA NA
6900 4902.6 9.0 6726 4901.6 7.1 -1.0 -1.9
6490 NA NA 6306 4899.0 3.1 NA NA
6450 4901.2 4.2 6268 4898.4 5.8 -2.8 +1.6
6340 NA NA 6158 4897.9 4.0 NA NA
6224 NA NA 6075 4897.7 4.2 NA NA
6076 4898.7 8.8 5953 4897.2 5.3 -1.5 -3.5
5650 4897.1 4.4 5608 4895.3 6.2 -1.8 +1.8
5513 NA NA 5525 4895.3 6.7 NA NA
5200 4894.0 7.5 5218 4893.1 9.1 -0.9 +1.6
5145 NA NA 5155 4892.7 4.4 NA NA
4875 4891.2 7.4 4888 4891.9 3.9 +0.7 -3.5
4786 4891.0 7.4 4786 4891.1 7.2 +0.1 -0.2
4702 4889.9 8.3 4702 4890.0 8.1 +0.1 -0.2
4653 4890.2 4.6 4653 4890.5 3.2 +0.3 -1.4
4545 4890.0 4.8 4545 4889.8 6.7 -0.2 +2.7
4445 4889.7 5.8 4445 4889.7 5.8 0.0 0.0
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McClelland’s Channel Ziegler to Lady Moon February 2016
V. Emergency Response/Worst-Case Scenario
These projects do not impact any existing City streets or emergency response routes.
Flows greater than the 100-year peak discharge will cause an increase in the water
surface elevation (WSEL). This project will have negligible impact on the effects of
larger storms. The City Parks Department routinely closes trails during flood events.
VI. Changes in WSEL
The proposed City of Fort Collins Southeast Community Park and the McClellands
Creek Restoration projects will cause a rise in the existing 100-year water surface
elevation of 0.2 feet as shown on Table 3.3 at Cross-section 4875. This rise is on City
owned property.
VII. Floodway
The McClellands Creek’s floodplain and floodway are coincident. There will be
changes in the floodway boundaries due to these projects.
VIII. Impact on Structures
According to the Master Plan, no structures are definitively identified as being in the
floodplain and therefore we can conclude that there will be no impact to existing
structures in the study reach due to the proposed City of Fort Collins Southeast
Community Park and McClelland’s Creek Restoration projects.
IX. Upstream or Downstream Impacts to Properties
All of the impacts upstream or downstream are on city owned property.
X. Mitigation
There are wetland mitigation and channel stability upgrades being incorporated in the
Southeast Community Park project.
XI. Floodproofing
No floodproofing is required.
XII. Bed and Bank Stabilization
Bed and bank instability of the creek is an existing condition; however this project will
significantly improve this existing condition. Encroachments into the erosion buffer
will be discussed in a formal waiver request prior to construction. The placement of the
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McClelland’s Channel Ziegler to Lady Moon February 2016
bridges were coordinated with Stormwater staff to find the best location that minimizes
the potential erosion impacts to the creek bed and bank
The McClellands Creek Restoration project of the stream and stream banks shall act as
the first method of bank stabilization. The project also incorporates lay back of slopes
of 3:1 and willow staking in order to stabilize the dissipation of the stream flow energy,
further minimizing erosion. It is anticipated the erosion buffer will be removed from
this section of McClellands Creek upon completion of the McClellands Creek
Restoration project.
The pedestrian bridges will be breakaway.
XIII. Compliance with Criteria
This project does not meet the City of Fort Collins no-rise criteria. However, all rises in
the floodplain are on City owned property. An As-Built Modeling Report will be
submitted after construction.
CHAPTER 4—REFERENCES
“As-built Floodplain Modeling Report for Radian Park”, August 5, 2013, Interwest
Consulting Group.
“Guidelines for Submitting Floodplain Modeling Reports to the City of Fort Collins”,
Updated January 2008, City of Fort Collins Utilities.
“McClellands Creek Master Plan Update”. November 30, 2000 and revised March
2003. Icon Engineering, Inc.
“HEC-RAS River Analysis System – Hydraulic Reference Manual”, Version 3.1,
November 2002, US Army Corps of Engineers Hydrologic Engineering Center.
Floodplain Modeling Report June 2015
McClelland’s Channel Ziegler to Lady Moon
APPENDIX A
DUPLICATE EFFECTIVE CONDITION
Floodplain Modeling Report June 2015
McClelland’s Channel Ziegler to Lady Moon
APPENDIX B
CORRECTED EFFECTIVE CONDITION
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
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: McClellands MP - Swift Pond to CR 9 - CE
Project File : MCCSPCR903.prj
Run Date and Time: 2/9/2016 1:23:32 PM
Project in English units
Project Description:
CE Model Interwest Consulting Group Southeast Community Park (2-10-16)
Updated
Contours, Added Cross-Section
PLAN DATA
Plan Title: McClellands Creek - Interwest 12-4-13
Plan File : x:\Interwest Projects\2013 Projects\1165-012-26 (McClellands Channel LOMR)\Design Documents\Floodplain\HEC Model\Corrected Effective Model -
2016\CE Model\MCCSPCR903.p02
Geometry Title: MCC-SP-CR9-12-4-13
Geometry File : x:\Interwest Projects\2013 Projects\1165-012-26 (McClellands Channel LOMR)\Design Documents\Floodplain\HEC Model\Corrected Effective
Model - 2016\CE Model\MCCSPCR903.g02
Flow Title : McClellands Flows D/S Ziegler Road
Flow File : x:\Interwest Projects\2013 Projects\1165-012-26 (McClellands Channel LOMR)\Design Documents\Floodplain\HEC Model\Corrected Effective
Model - 2016\CE Model\MCCSPCR903.f01
Plan Summary Information:
Number of: Cross Sections = 44 Multiple Openings = 0
Culverts = 0 Inline Structures = 0
Bridges = 3 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: McClellands Flows D/S Ziegler Road
Flow File : x:\Interwest Projects\2013 Projects\1165-012-26 (McClellands Channel LOMR)\Design Documents\Floodplain\HEC Model\Corrected Effective Model -
2016\CE Model\MCCSPCR903.f01
Flow Data (cfs)
River Reach RS 2-YR E 2-YR D 5-YR E 5-YR D 10-YR E 10-YR D 50-YR E
50-YR D
McClellands CreeReach 1 6981 166 227 259 344 351 479 830
1222
McClellands CreeReach 1 6450 166 232 265 354 361 496 864
1249
McClellands CreeReach 1 4875 169 257 277 447 385 632 949
1362
McClellands CreeReach 1 2750 169 259 281 460 393 655 977
McClellands CreeReach 1 2-YR D Critical Known WS = 4867.1
McClellands CreeReach 1 5-YR E Critical Known WS = 4867.1
McClellands CreeReach 1 5-YR D Critical Known WS = 4867.1
McClellands CreeReach 1 10-YR E Critical Known WS = 4867.1
McClellands CreeReach 1 10-YR D Critical Known WS = 4867.1
McClellands CreeReach 1 50-YR E Critical Known WS = 4867.1
McClellands CreeReach 1 50-YR D Critical Known WS = 4867.1
McClellands CreeReach 1 100-YR E Critical Known WS = 4867.1
McClellands CreeReach 1 100-YR D Critical Known WS = 4867.1
GEOMETRY DATA
Geometry Title: MCC-SP-CR9-12-4-13
Geometry File : x:\Interwest Projects\2013 Projects\1165-012-26 (McClellands Channel LOMR)\Design Documents\Floodplain\HEC Model\Corrected Effective Model -
2016\CE Model\MCCSPCR903.g02
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 6981
INPUT
Description: 12-04-13, CE based on City of Fort Collins Survey (2013)
Station Elevation Data num= 36
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4913 27 4907 55.5 4906 91 4905 140.5 4904
175.5 4903.32 228.5 4903.9 267 4904 272 4905 278 4906
281 4905 282.5 4904.4 284 4905 287 4906 288 4906
291.5 4905 306 4904 348 4903 392 4902 393.5 4901
395 4900 396 4899 397 4898 398 4897 401.5 4896.7
403.5 4897 404 4898 404.5 4899 405.5 4900 407.5 4901
421.5 4902 451 4903 503.5 4904 576.5 4905 634.5 4906
689 4907
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 348 .045 451 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
348 451 48 48 48 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4904.47 Element Left OB Channel Right OB
Vel Head (ft) 0.23 Wt. n-Val. 0.035 0.045 0.035
W.S. Elev (ft) 4904.24 Reach Len. (ft) 48.00 48.00 48.00
Crit W.S. (ft) 4903.70 Flow Area (sq ft) 97.26 251.92 40.70
E.G. Slope (ft/ft) 0.005262 Area (sq ft) 97.26 251.92 40.70
Q Total (cfs) 1355.00 Flow (cfs) 198.52 1068.98 87.50
Top Width (ft) 357.56 Top Width (ft) 184.81 103.00 69.75
Vel Total (ft/s) 3.48 Avg. Vel. (ft/s) 2.04 4.24 2.15
Max Chl Dpth (ft) 7.54 Hydr. Depth (ft) 0.53 2.45 0.58
Conv. Total (cfs) 18679.8 Conv. (cfs) 2736.8 14736.8 1206.2
Length Wtd. (ft) 48.00 Wetted Per. (ft) 184.86 106.83 69.76
Min Ch El (ft) 4896.70 Shear (lb/sq ft) 0.17 0.77 0.19
Alpha 1.25 Stream Power (lb/ft s) 689.00 0.00 0.00
Frctn Loss (ft) 0.37 Cum Volume (acre-ft) 8.65 58.88 6.64
C & E Loss (ft) 0.09 Cum SA (acres) 5.88 17.10 4.86
Warning: Divided flow computed for this cross-section.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 6933
INPUT
Description: 2-8-16, added CE based on City of Fort Collins Survey (2013)
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
Alpha 1.16 Stream Power (lb/ft s) 652.96 0.00 0.00
Frctn Loss (ft) 0.42 Cum Volume (acre-ft) 8.59 58.66 6.62
C & E Loss (ft) 0.09 Cum SA (acres) 5.76 17.02 4.81
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: 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: McClellands Cree
REACH: Reach 1 RS: 6900
INPUT
Description: 12-04-13, CE based on City of Fort Collins Survey (2013)
Station Elevation Data num= 34
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4913 26 4907 53.5 4906 121 4905 168 4904.4
208.5 4905 214 4906 216 4906 219 4905 220.5 4904.3
222 4905 224.5 4906 228 4905 231.5 4904 255 4903
334.5 4902 353.5 4901 357 4900 360.5 4899 364 4898
367.5 4897 370.5 4896 373 4895.5 376 4896 377 4897
379 4898 383 4899 389.5 4900 396.5 4901 416.5 4902
434 4903 515.5 4904 591.5 4905 659 4906
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 334.5 .04 379 .055 389.5 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
334.5 416.5 414 410 399 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4903.04 Element Left OB Channel Right OB
Vel Head (ft) 0.84 Wt. n-Val. 0.040 0.042 0.040
W.S. Elev (ft) 4902.20 Reach Len. (ft) 414.00 410.00 399.00
Crit W.S. (ft) 4901.96 Flow Area (sq ft) 1.55 183.80 0.34
E.G. Slope (ft/ft) 0.012984 Area (sq ft) 1.55 183.80 0.34
Q Total (cfs) 1355.00 Flow (cfs) 1.40 1353.30 0.31
Top Width (ft) 101.13 Top Width (ft) 15.68 82.00 3.45
Vel Total (ft/s) 7.30 Avg. Vel. (ft/s) 0.90 7.36 0.90
Max Chl Dpth (ft) 6.70 Hydr. Depth (ft) 0.10 2.24 0.10
Conv. Total (cfs) 11891.4 Conv. (cfs) 12.3 11876.5 2.7
Length Wtd. (ft) 409.83 Wetted Per. (ft) 15.68 83.79 3.46
Min Ch El (ft) 4895.50 Shear (lb/sq ft) 0.08 1.78 0.08
Alpha 1.02 Stream Power (lb/ft s) 659.00 0.00 0.00
Frctn Loss (ft) 2.51 Cum Volume (acre-ft) 8.58 58.53 6.61
C & E Loss (ft) 0.13 Cum SA (acres) 5.74 16.97 4.80
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: 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: McClellands Cree
REACH: Reach 1 RS: 6490
INPUT
Description: 2-8-16, added CE based on City of Fort Collins Survey (2013)
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4912 35.81 4906 100.7 4905 123.25 4902 177.73 4900
194.79 4899 208.35 4895 224.85 4894 227.18 4893 229.97 4892.96
232.29 4893 237.92 4894 240.64 4897 244.03 4898 247.32 4899
458.46 4902
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 6450
INPUT
Description: 12-04-13, CE based on City of Fort Collins Survey (2013)
Station Elevation Data num= 33
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4912 5 4911 10 4910 16.5 4909 22.5 4908
28.5 4907 38 4906 105 4905 116.5 4904 124 4903
134.5 4902 154 4901 175 4900 192 4899 194.5 4898
197.5 4897 200.5 4896 205 4895 212.5 4894 215 4893
216 4892.59 218.5 4893 221.5 4894 224 4895 227 4896
229.5 4897 232 4898 265 4899 332 4900 335 4900.04
407 4901 471.5 4902 519 4903
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 175 .04 335 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
175 335 90 110 96 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4900.09 Element Left OB Channel Right OB
Vel Head (ft) 0.90 Wt. n-Val. 0.040
W.S. Elev (ft) 4899.19 Reach Len. (ft) 90.00 110.00 96.00
Crit W.S. (ft) 4898.99 Flow Area (sq ft) 178.13
E.G. Slope (ft/ft) 0.017042 Area (sq ft) 178.13
Q Total (cfs) 1355.00 Flow (cfs) 1355.00
Top Width (ft) 88.75 Top Width (ft) 88.75
Vel Total (ft/s) 7.61 Avg. Vel. (ft/s) 7.61
Max Chl Dpth (ft) 6.60 Hydr. Depth (ft) 2.01
Conv. Total (cfs) 10379.6 Conv. (cfs) 10379.6
Length Wtd. (ft) 110.00 Wetted Per. (ft) 90.67
Min Ch El (ft) 4892.59 Shear (lb/sq ft) 2.09
Alpha 1.00 Stream Power (lb/ft s) 519.00 0.00 0.00
Frctn Loss (ft) 0.53 Cum Volume (acre-ft) 8.53 56.32 6.44
C & E Loss (ft) 0.19 Cum SA (acres) 5.58 16.27 4.44
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 6340
INPUT
Description: 2-8-16, added CE based on City of Fort Collins Survey
Station Elevation Data num= 11
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4904 7.8 4903 88.39 4899 105.1 4894 122.67 4892.3
125 4893 139.86 4894 147.37 4895 161.49 4898 176.96 4899
372.83 4902
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 88.39 .04 176.96 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
88.39 176.96 116 116 116 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4899.36 Element Left OB Channel Right OB
Vel Head (ft) 0.27 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4899.09 Reach Len. (ft) 116.00 116.00 116.00
Crit W.S. (ft) Flow Area (sq ft) 0.09 326.26 0.29
E.G. Slope (ft/ft) 0.002242 Area (sq ft) 0.09 326.26 0.29
Q Total (cfs) 1355.00 Flow (cfs) 0.02 1354.91 0.07
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 110.79 .055 127.46 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
95.2 152.67 112 148 120 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4899.13 Element Left OB Channel Right OB
Vel Head (ft) 0.24 Wt. n-Val. 0.040 0.044 0.040
W.S. Elev (ft) 4898.89 Reach Len. (ft) 112.00 148.00 120.00
Crit W.S. (ft) Flow Area (sq ft) 8.07 294.59 81.93
E.G. Slope (ft/ft) 0.001703 Area (sq ft) 8.07 294.59 81.93
Q Total (cfs) 1355.00 Flow (cfs) 11.34 1222.96 120.70
Top Width (ft) 153.43 Top Width (ft) 9.02 57.47 86.94
Vel Total (ft/s) 3.52 Avg. Vel. (ft/s) 1.41 4.15 1.47
Max Chl Dpth (ft) 8.68 Hydr. Depth (ft) 0.89 5.13 0.94
Conv. Total (cfs) 32837.9 Conv. (cfs) 274.8 29637.9 2925.2
Length Wtd. (ft) 146.58 Wetted Per. (ft) 9.20 59.80 86.96
Min Ch El (ft) 4890.20 Shear (lb/sq ft) 0.09 0.52 0.10
Alpha 1.27 Stream Power (lb/ft s) 383.32 0.00 0.00
Frctn Loss (ft) 0.42 Cum Volume (acre-ft) 8.52 54.86 6.33
C & E Loss (ft) 0.02 Cum SA (acres) 5.57 15.85 4.31
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 6076
INPUT
Description: 12-04-13, CE based on City of Fort Collins Survey (2013)
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4902 18 4901 40 4900 48 4899 105.5 4898
111.5 4897 114.5 4896 117.5 4895 118.5 4894 120.5 4893
122.5 4892 126.5 4891 129 4890 129.5 4889.95 131.5 4890
135 4891 137.5 4892 139.5 4893 141.5 4894 144 4895
146 4896 174.5 4897 197.5 4898 228 4899 367 4900
Manning's n Values num= 7
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .05 105.5 .04 126.5 .055 129.5 .04 131.5 .055
141.5 .04 197.5 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
105.5 197.5 343 426 333 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4898.69 Element Left OB Channel Right OB
Vel Head (ft) 0.43 Wt. n-Val. 0.050 0.042 0.035
W.S. Elev (ft) 4898.26 Reach Len. (ft) 343.00 426.00 333.00
Crit W.S. (ft) Flow Area (sq ft) 1.98 257.94 1.05
E.G. Slope (ft/ft) 0.005898 Area (sq ft) 1.98 257.94 1.05
Q Total (cfs) 1355.00 Flow (cfs) 1.16 1352.95 0.88
Top Width (ft) 115.07 Top Width (ft) 15.08 92.00 8.00
Vel Total (ft/s) 5.19 Avg. Vel. (ft/s) 0.59 5.25 0.84
Max Chl Dpth (ft) 8.31 Hydr. Depth (ft) 0.13 2.80 0.13
Conv. Total (cfs) 17644.2 Conv. (cfs) 15.2 17617.5 11.5
Length Wtd. (ft) 425.24 Wetted Per. (ft) 15.08 94.89 8.00
Min Ch El (ft) 4889.95 Shear (lb/sq ft) 0.05 1.00 0.05
Alpha 1.02 Stream Power (lb/ft s) 367.00 0.00 0.00
Frctn Loss (ft) 1.78 Cum Volume (acre-ft) 8.51 53.92 6.22
C & E Loss (ft) 0.07 Cum SA (acres) 5.53 15.60 4.18
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.
Note: Manning's n values were composited to a single value in the main channel.
E.G. Slope (ft/ft) 0.003136 Area (sq ft) 7.71 372.87 15.21
Q Total (cfs) 1355.00 Flow (cfs) 6.01 1334.18 14.82
Top Width (ft) 226.48 Top Width (ft) 24.04 155.00 47.44
Vel Total (ft/s) 3.42 Avg. Vel. (ft/s) 0.78 3.58 0.97
Max Chl Dpth (ft) 8.64 Hydr. Depth (ft) 0.32 2.41 0.32
Conv. Total (cfs) 24195.0 Conv. (cfs) 107.2 23823.2 264.6
Length Wtd. (ft) 77.10 Wetted Per. (ft) 24.05 158.83 47.45
Min Ch El (ft) 4888.00 Shear (lb/sq ft) 0.06 0.46 0.06
Alpha 1.08 Stream Power (lb/ft s) 537.00 0.00 0.00
Frctn Loss (ft) 0.24 Cum Volume (acre-ft) 8.47 50.84 6.16
C & E Loss (ft) 0.02 Cum SA (acres) 5.38 14.39 3.97
Note: Manning's n values were composited to a single value in the main channel.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 5572
INPUT
Description: 6-11-14 New Cross Section D/S SE Community Park 4-8-16, added CE
based on City of Fort Collins Survey
Station Elevation Data num= 7
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4898 160.1 4894 182.22 4891 191.59 4888.25 195.54 4889
204.37 4895 524.07 4900
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
0 .05 160.1 .04 182.22 .055 191.59 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
160.1 204.37 276 372 255 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4896.58 Element Left OB Channel Right OB
Vel Head (ft) 0.36 Wt. n-Val. 0.050 0.043 0.040
W.S. Elev (ft) 4896.22 Reach Len. (ft) 276.00 372.00 255.00
Crit W.S. (ft) Flow Area (sq ft) 99.00 211.53 47.91
E.G. Slope (ft/ft) 0.003117 Area (sq ft) 99.00 211.53 47.91
Q Total (cfs) 1355.00 Flow (cfs) 176.27 1107.11 71.62
Top Width (ft) 211.56 Top Width (ft) 89.02 44.27 78.27
Vel Total (ft/s) 3.78 Avg. Vel. (ft/s) 1.78 5.23 1.49
Max Chl Dpth (ft) 7.97 Hydr. Depth (ft) 1.11 4.78 0.61
Conv. Total (cfs) 24270.0 Conv. (cfs) 3157.2 19830.0 1282.8
Length Wtd. (ft) 362.56 Wetted Per. (ft) 89.05 46.78 78.28
Min Ch El (ft) 4888.25 Shear (lb/sq ft) 0.22 0.88 0.12
Alpha 1.60 Stream Power (lb/ft s) 524.07 0.00 0.00
Frctn Loss (ft) 2.31 Cum Volume (acre-ft) 8.39 50.31 6.10
C & E Loss (ft) 0.06 Cum SA (acres) 5.30 14.21 3.86
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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: 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.
Note: Manning's n values were composited to a single value in the main channel.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 5200
INPUT
Description: 12-04-13, CE based on City of Fort Collins Survey (2013)
Station Elevation Data num= 26
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4898 38 4897 72 4896 101.5 4895 124 4894
154.5 4893 205 4892 209 4891 212 4890 218.5 4889
220.5 4888 223 4887 224.3 4886.3 227.5 4887 228 4888
231 4889 234 4890 236.5 4891 238.5 4892 240.5 4893
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.
Note: Manning's n values were composited to a single value in the main channel.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 5145
INPUT
Description: 2-8-16, added CE based on City of Fort Collins Survey
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4889 59.38 4897 105.47 4895 148.52 4894 178.22 4887
181.05 4886.73 186.61 4887 194.8 4888 200.17 4893 480.7 4899
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 148.52 .04 200.17 .05
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
148.52 200.17 245 270 240 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4893.63 Element Left OB Channel Right OB
Vel Head (ft) 0.52 Wt. n-Val. 0.050 0.040 0.050
W.S. Elev (ft) 4893.11 Reach Len. (ft) 245.00 270.00 240.00
Crit W.S. (ft) Flow Area (sq ft) 62.76 191.67 0.29
E.G. Slope (ft/ft) 0.004567 Area (sq ft) 62.76 191.67 0.29
Q Total (cfs) 1355.00 Flow (cfs) 186.36 1168.56 0.09
Top Width (ft) 83.66 Top Width (ft) 30.52 47.88 5.25
Vel Total (ft/s) 5.32 Avg. Vel. (ft/s) 2.97 6.10 0.29
Max Chl Dpth (ft) 6.38 Hydr. Depth (ft) 2.06 4.00 0.06
Conv. Total (cfs) 20050.4 Conv. (cfs) 2757.6 17291.5 1.3
Length Wtd. (ft) 268.36 Wetted Per. (ft) 34.91 50.64 5.25
Min Ch El (ft) 4886.73 Shear (lb/sq ft) 0.51 1.08 0.02
Alpha 1.18 Stream Power (lb/ft s) 480.70 0.00 0.00
Frctn Loss (ft) 1.41 Cum Volume (acre-ft) 8.03 48.44 5.96
C & E Loss (ft) 0.01 Cum SA (acres) 4.96 13.57 3.60
Warning: Divided flow computed for this cross-section.
Warning: The cross-section end points had to be extended vertically for the computed water surface.
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: McClellands Cree
REACH: Reach 1 RS: 4875
INPUT
Description: 12-04-13, CE based on City of Fort Collins Survey (2013)
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4895.5 33 4895 81 4894 92 4893 94 4892
95.5 4891 97.5 4890 99.5 4889 102 4888 104 4887
106.5 4886 111.5 4885 116.5 4884.28 121.5 4885 129 4886
133 4887 135.5 4888 138.5 4889 144.5 4890 150.5 4891
164.5 4892 178 4893 196 4894 2334894.987 233.5 4895
Manning's n Values num= 7
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .05 81 .04 102 .055 111.5 .04 121.5 .055
133 .04 196 .05
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
81 196 59.04 89.01 105.03 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4892.22 Element Left OB Channel Right OB
Vel Head (ft) 0.57 Wt. n-Val. 0.045
W.S. Elev (ft) 4891.65 Reach Len. (ft) 59.04 89.01 105.03
Crit W.S. (ft) Flow Area (sq ft) 246.09
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4898 100 4896 136 4894 226 4894 227 4893
227 4884.89 234 4884.89 234 4883.89 236 4883.89 236 4884.89
243 4884.89 260 4884.89 280 4885 280 4893 320 4894
408 4895
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 226 .02 320 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
226 320 84 84 84 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 212 4893.53 F
278 408 4894.23 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4892.06 Element Left OB Channel Right OB
Vel Head (ft) 0.28 Wt. n-Val. 0.020
W.S. Elev (ft) 4891.78 Reach Len. (ft) 1.00 1.00 1.00
Crit W.S. (ft) 4887.87 Flow Area (sq ft) 352.50
E.G. Slope (ft/ft) 0.000304 Area (sq ft) 366.08
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 53.00 Top Width (ft) 53.00
Vel Total (ft/s) 4.22 Avg. Vel. (ft/s) 4.22
Max Chl Dpth (ft) 7.89 Hydr. Depth (ft) 6.91
Conv. Total (cfs) 85376.0 Conv. (cfs) 85376.0
Length Wtd. (ft) 1.00 Wetted Per. (ft) 59.89
Min Ch El (ft) 4883.89 Shear (lb/sq ft) 0.11
Alpha 1.00 Stream Power (lb/ft s) 408.00 0.00 0.00
Frctn Loss (ft) 0.00 Cum Volume (acre-ft) 7.85 46.46 5.96
C & E Loss (ft) 0.31 Cum SA (acres) 4.88 13.10 3.58
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
BRIDGE
RIVER: McClellands Cree
REACH: Reach 1 RS: 4750
INPUT
Description: Cambridge Road
Distance from Upstream XS = 1
Deck/Roadway Width = 82
Weir Coefficient = 2.6
Upstream Deck/Roadway Coordinates
num= 12
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
0 4898 100 4896 136 4894
226 4894 227 4894 227 4896.5 4889.89
260 4896.5 4889.89 260 4896.5 4884.89 280 4896.5
280 4894 320 4894 408 4895
Upstream Bridge Cross Section Data
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4898 100 4896 136 4894 226 4894 227 4893
227 4884.89 234 4884.89 234 4883.89 236 4883.89 236 4884.89
243 4884.89 260 4884.89 280 4885 280 4893 320 4894
408 4895
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 226 .02 320 .04
Bank Sta: Left Right Coeff Contr. Expan.
Upstream Embankment side slope = 0 horiz. to 1.0 vertical
Downstream Embankment side slope = 0 horiz. to 1.0 vertical
Maximum allowable submergence for weir flow = .95
Elevation at which weir flow begins = 4894
Energy head used in spillway design =
Spillway height used in design =
Weir crest shape = Broad Crested
Number of Piers = 1
Pier Data
Pier Station Upstream= 244 Downstream= 244
Upstream num= 2
Width Elev Width Elev
1 0 1 4890
Downstream num= 2
Width Elev Width Elev
1 0 1 4890
Number of Bridge Coefficient Sets = 1
Low Flow Methods and Data
Energy
Momentum Cd = 1
Yarnell KVal = 1.05
Selected Low Flow Methods = Highest Energy Answer
High Flow Method
Energy Only
Additional Bridge Parameters
Add Friction component to Momentum
Do not add Weight component to Momentum
Class B flow critical depth computations use critical depth
inside the bridge at the upstream end
Criteria to check for pressure flow = Upstream energy grade line
BRIDGE OUTPUT Profile #100-YR E
E.G. US. (ft) 4892.06 Element Inside BR US Inside BR DS
W.S. US. (ft) 4891.78 E.G. Elev (ft) 4891.75 4891.21
Q Total (cfs) 1489.00 W.S. Elev (ft) 4890.43 4889.90
Q Bridge (cfs) 1489.00 Crit W.S. (ft) 4888.91 4888.58
Q Weir (cfs) Max Chl Dpth (ft) 6.54 6.34
Weir Sta Lft (ft) Vel Total (ft/s) 9.19 9.19
Weir Sta Rgt (ft) Flow Area (sq ft) 162.00 162.00
Weir Submerg Froude # Chl 0.63 0.64
Weir Max Depth (ft) Specif Force (cu ft) 924.15 891.87
Min El Weir Flow (ft) 4894.01 Hydr Depth (ft)
Min El Prs (ft) 4889.89 W.P. Total (ft) 86.00 86.00
Delta EG (ft) 1.00 Conv. Total (cfs) 18358.0 18358.0
Delta WS (ft) 1.75 Top Width (ft)
BR Open Area (sq ft) 162.00 Frctn Loss (ft) 0.54 0.00
BR Open Vel (ft/s) 9.19 C & E Loss (ft) 0.00 0.14
Coef of Q Shear Total (lb/sq ft) 0.77 0.77
Br Sel Method Energy only Power Total (lb/ft s) 0.00 0.00
Warning: The Yarnell method gave an invalid answer. The upstream energy was less than the downstream energy. The
program defaulted to the next valid (user selected) method. If the Yarnell method was the only one selected, the
program will default to an energy based solution.
Note: Momentum answer is not valid if the water surface is above the low chord or if there is weir flow. The momentum
answer has been disregarded.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
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.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4702
Max Chl Dpth (ft) 6.48 Hydr. Depth (ft) 5.54
Conv. Total (cfs) 37159.5 Conv. (cfs) 37159.5
Length Wtd. (ft) 49.89 Wetted Per. (ft) 40.48
Min Ch El (ft) 4883.55 Shear (lb/sq ft) 0.45
Alpha 1.00 Stream Power (lb/ft s) 408.00 0.00 0.00
Frctn Loss (ft) 0.05 Cum Volume (acre-ft) 7.85 46.14 5.96
C & E Loss (ft) 0.46 Cum SA (acres) 4.88 13.10 3.58
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4653
INPUT
Description: 12-04-13, CE based on City of Fort Collins Survey (2013)
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4892 6.5 4891 14 4889 22.5 4888 33.5 4887
46 4887 52 4888 84 4888 100 4887 114 4886
119.5 4885 130.5 4884 135.5 4883.23 151.5 4884 160 4885
171 4889 175.5 4890 216 4894
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 119.5 .04 160 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
119.5 160 97 108 93 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4890.56 Element Left OB Channel Right OB
Vel Head (ft) 0.11 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4890.45 Reach Len. (ft) 97.00 108.00 93.00
Crit W.S. (ft) Flow Area (sq ft) 321.34 259.35 43.15
E.G. Slope (ft/ft) 0.000618 Area (sq ft) 321.34 259.35 43.15
Q Total (cfs) 1489.00 Flow (cfs) 601.02 823.27 64.71
Top Width (ft) 171.42 Top Width (ft) 110.92 40.50 20.00
Vel Total (ft/s) 2.39 Avg. Vel. (ft/s) 1.87 3.17 1.50
Max Chl Dpth (ft) 7.21 Hydr. Depth (ft) 2.90 6.40 2.16
Conv. Total (cfs) 59910.2 Conv. (cfs) 24182.1 33124.5 2603.6
Length Wtd. (ft) 104.51 Wetted Per. (ft) 111.45 40.68 20.84
Min Ch El (ft) 4883.23 Shear (lb/sq ft) 0.11 0.25 0.08
Alpha 1.24 Stream Power (lb/ft s) 216.00 0.00 0.00
Frctn Loss (ft) 0.13 Cum Volume (acre-ft) 7.65 45.84 5.94
C & E Loss (ft) 0.05 Cum SA (acres) 4.81 13.05 3.58
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4545
INPUT
Description: 12-04-13, CE based on City of Fort Collins Survey (2013)
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4891 19.5 4889 35 4886 43 4884 47.5 4883
49.5 4882.76 52 4883 55.5 4884 70.5 4886 101 4893
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 35 .04 70.5 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
35 70.5 106 100 48 .1 .3
REACH: Reach 1 RS: 4445
INPUT
Description: Upstream CR 36 Bridge
Station Elevation Data num= 11
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4893 221 4891 221 4883.67 226.5 4883.67 226.5 4882.67
229.5 4882.67 229.5 4883.67 263 4883.67 300 4883.67 300 4891
392 4892
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 221 .02 300 .05
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
221 300 135 135 135 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 221 4893 F
263 392 4893 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4890.22 Element Left OB Channel Right OB
Vel Head (ft) 0.53 Wt. n-Val. 0.020
W.S. Elev (ft) 4889.69 Reach Len. (ft) 2.00 2.00 2.00
Crit W.S. (ft) 4886.98 Flow Area (sq ft) 256.00
E.G. Slope (ft/ft) 0.000695 Area (sq ft) 478.89
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 79.00 Top Width (ft) 79.00
Vel Total (ft/s) 5.82 Avg. Vel. (ft/s) 5.82
Max Chl Dpth (ft) 7.02 Hydr. Depth (ft) 6.10
Conv. Total (cfs) 56484.2 Conv. (cfs) 56484.2
Length Wtd. (ft) 2.00 Wetted Per. (ft) 50.02
Min Ch El (ft) 4882.67 Shear (lb/sq ft) 0.22
Alpha 1.00 Stream Power (lb/ft s) 392.00 0.00 0.00
Frctn Loss (ft) Cum Volume (acre-ft) 7.20 44.51 5.85
C & E Loss (ft) Cum SA (acres) 4.63 12.82 3.53
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
BRIDGE
RIVER: McClellands Cree
REACH: Reach 1 RS: 4350
INPUT
Description: County Road 36
Distance from Upstream XS = 2
Deck/Roadway Width = 131
Weir Coefficient = 2.6
Upstream Deck/Roadway Coordinates
num= 7
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
0 4893 221 4893 221 4893 4888.67
263 4893 4888.67 263 4893 308 4893
392 4894
Upstream Bridge Cross Section Data
Station Elevation Data num= 11
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4893 221 4891 221 4883.67 226.5 4883.67 226.5 4882.67
229.5 4882.67 229.5 4883.67 263 4883.67 300 4883.67 300 4891
392 4892
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 221 .02 300 .05
Bank Sta: Left Right Coeff Contr. Expan.
221 300 .3 .5
Ineffective Flow num= 2
Elevation at which weir flow begins = 4893
Energy head used in spillway design =
Spillway height used in design =
Weir crest shape = Broad Crested
Number of Piers = 3
Pier Data
Pier Station Upstream= 231 Downstream= 75
Upstream num= 2
Width Elev Width Elev
1 0 1 4890
Downstream num= 2
Width Elev Width Elev
1 0 1 4890
Pier Data
Pier Station Upstream= 242 Downstream= 86
Upstream num= 2
Width Elev Width Elev
2 0 2 4890
Downstream num= 2
Width Elev Width Elev
2 0 2 4890
Pier Data
Pier Station Upstream= 253 Downstream= 97
Upstream num= 2
Width Elev Width Elev
1 0 1 4890
Downstream num= 2
Width Elev Width Elev
1 0 1 4890
Number of Bridge Coefficient Sets = 1
Low Flow Methods and Data
Energy
Momentum Cd = 1
Yarnell KVal = 1.05
Selected Low Flow Methods = Highest Energy Answer
High Flow Method
Pressure and Weir flow
Submerged Inlet Cd =
Submerged Inlet + Outlet Cd = .8
Max Low Cord =
Additional Bridge Parameters
Add Friction component to Momentum
Do not add Weight component to Momentum
Class B flow critical depth computations use critical depth
inside the bridge at the upstream end
Criteria to check for pressure flow = Upstream energy grade line
BRIDGE OUTPUT Profile #100-YR E
E.G. US. (ft) 4890.22 Element Inside BR US Inside BR DS
W.S. US. (ft) 4889.69 E.G. Elev (ft) 4890.22 4889.30
Q Total (cfs) 1489.00 W.S. Elev (ft) 4888.67 4887.83
Q Bridge (cfs) 1489.00 Crit W.S. (ft) 4887.24 4886.36
Q Weir (cfs) Max Chl Dpth (ft) 6.00 5.73
Weir Sta Lft (ft) Vel Total (ft/s) 7.72 7.67
Weir Sta Rgt (ft) Flow Area (sq ft) 193.00 194.24
Weir Submerg Froude # Chl 0.56 0.56
Weir Max Depth (ft) Specif Force (cu ft) 848.26 856.25
Min El Weir Flow (ft) 4893.01 Hydr Depth (ft)
Min El Prs (ft) 4888.67 W.P. Total (ft) 118.00 116.90
Delta EG (ft) 0.92 Conv. Total (cfs) 19905.5 20245.5
Delta WS (ft) 0.92 Top Width (ft)
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 65 4893 F
107 185 4893 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4889.30 Element Left OB Channel Right OB
Vel Head (ft) 0.53 Wt. n-Val. 0.020
W.S. Elev (ft) 4888.78 Reach Len. (ft) 71.00 122.00 200.00
Crit W.S. (ft) 4886.09 Flow Area (sq ft) 255.60
E.G. Slope (ft/ft) 0.000555 Area (sq ft) 529.96
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 99.97 Top Width (ft) 99.97
Vel Total (ft/s) 5.83 Avg. Vel. (ft/s) 5.83
Max Chl Dpth (ft) 6.68 Hydr. Depth (ft) 6.09
Conv. Total (cfs) 63187.3 Conv. (cfs) 63187.3
Length Wtd. (ft) 122.71 Wetted Per. (ft) 42.11
Min Ch El (ft) 4882.10 Shear (lb/sq ft) 0.21
Alpha 1.00 Stream Power (lb/ft s) 185.00 0.00 0.00
Frctn Loss (ft) 0.17 Cum Volume (acre-ft) 7.20 43.90 5.85
C & E Loss (ft) 0.14 Cum SA (acres) 4.63 12.82 3.53
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.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4188
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4893.15 15 4892.07 34 4888.23 47 4885.19 55 4883.84
62 4881.83 63.5 4881.66 67 4881.72 71 4883.51 77 4884.35
84 4885.65 92.5 4886.48 112 4887.64 126 4889.42 149 4891.99
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 47 .04 84 .07
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
47 84 184 188 185 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4889.00 Element Left OB Channel Right OB
Vel Head (ft) 0.99 Wt. n-Val. 0.040 0.040 0.070
W.S. Elev (ft) 4888.01 Reach Len. (ft) 184.00 188.00 185.00
Crit W.S. (ft) 4887.40 Flow Area (sq ft) 17.01 162.86 35.62
E.G. Slope (ft/ft) 0.007172 Area (sq ft) 17.01 162.86 35.62
Q Total (cfs) 1489.00 Flow (cfs) 66.13 1352.65 70.22
Top Width (ft) 79.98 Top Width (ft) 12.06 37.00 30.92
Vel Total (ft/s) 6.91 Avg. Vel. (ft/s) 3.89 8.31 1.97
Max Chl Dpth (ft) 6.35 Hydr. Depth (ft) 1.41 4.40 1.15
Conv. Total (cfs) 17582.2 Conv. (cfs) 780.9 15972.2 829.2
Length Wtd. (ft) 187.70 Wetted Per. (ft) 12.39 37.97 31.01
Min Ch El (ft) 4881.66 Shear (lb/sq ft) 0.61 1.92 0.51
Alpha 1.33 Stream Power (lb/ft s) 149.00 0.00 0.00
Frctn Loss (ft) 1.20 Cum Volume (acre-ft) 7.19 42.93 5.77
C & E Loss (ft) 0.14 Cum SA (acres) 4.62 12.63 3.46
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: McClellands Cree
REACH: Reach 1 RS: 4000
INPUT
Length Wtd. (ft) 211.86 Wetted Per. (ft) 25.05 66.22 21.34
Min Ch El (ft) 4881.40 Shear (lb/sq ft) 0.45 1.27 0.35
Alpha 1.19 Stream Power (lb/ft s) 190.00 0.00 0.00
Frctn Loss (ft) 0.73 Cum Volume (acre-ft) 7.09 42.07 5.65
C & E Loss (ft) 0.07 Cum SA (acres) 4.54 12.40 3.35
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.
Note: Manning's n values were composited to a single value in the main channel.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3788
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4889.84 3.5 4889.77 10 4889.5 31.5 4885.6 60 4883.83
63 4883.18 85 4881.28 88 4880.77 91 4880.77 93 4881.36
103.5 4881.92 107 4882.96 127.5 4884.02 150 4885.83 206 4890.14
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 3.5 .013 10 .04 60 .04 127.5 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
60 127.5 22 20 18 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.85 Element Left OB Channel Right OB
Vel Head (ft) 0.29 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4886.57 Reach Len. (ft) 22.00 20.00 18.00
Crit W.S. (ft) Flow Area (sq ft) 55.40 278.97 40.52
E.G. Slope (ft/ft) 0.002282 Area (sq ft) 55.40 278.97 40.52
Q Total (cfs) 1489.00 Flow (cfs) 136.19 1269.00 83.81
Top Width (ft) 133.43 Top Width (ft) 33.84 67.50 32.09
Vel Total (ft/s) 3.97 Avg. Vel. (ft/s) 2.46 4.55 2.07
Max Chl Dpth (ft) 5.80 Hydr. Depth (ft) 1.64 4.13 1.26
Conv. Total (cfs) 31170.4 Conv. (cfs) 2851.0 26564.9 1754.4
Length Wtd. (ft) 19.98 Wetted Per. (ft) 33.98 67.97 32.19
Min Ch El (ft) 4880.77 Shear (lb/sq ft) 0.23 0.58 0.18
Alpha 1.17 Stream Power (lb/ft s) 206.00 0.00 0.00
Frctn Loss (ft) 0.05 Cum Volume (acre-ft) 6.88 40.83 5.50
C & E Loss (ft) 0.00 Cum SA (acres) 4.40 12.08 3.22
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3768
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4889.22 7 4888.96 20.5 4888.06 37.5 4885.2 55 4884.3
61.5 4883.14 79 4881.91 84.5 4881.09 91 4880.55 96 4881.33
102 4882.38 130 4883.76 1534885.768 167 4886.99 218 4890.23
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
0 .013 7 .4 55 .04 130 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
55 130 63 68 70.5 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.81 Element Left OB Channel Right OB
Vel Head (ft) 0.31 Wt. n-Val. 0.400 0.040 0.040
W.S. Elev (ft) 4886.50 Reach Len. (ft) 63.00 68.00 70.50
Crit W.S. (ft) Flow Area (sq ft) 35.66 303.80 43.01
E.G. Slope (ft/ft) 0.002352 Area (sq ft) 35.66 303.80 43.01
218 4888.36 227 4888.64 233.5 4888.05
Manning's n Values num= 7
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 62 .13 70 .04 104 .07 113 .04
218 .013 227 .4
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
91.5 200.5 109 120 115 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.63 Element Left OB Channel Right OB
Vel Head (ft) 0.20 Wt. n-Val. 0.042 0.043 0.040
W.S. Elev (ft) 4886.43 Reach Len. (ft) 109.00 120.00 115.00
Crit W.S. (ft) Flow Area (sq ft) 39.60 389.63 4.27
E.G. Slope (ft/ft) 0.002030 Area (sq ft) 39.60 389.63 4.27
Q Total (cfs) 1489.00 Flow (cfs) 72.75 1411.59 4.66
Top Width (ft) 159.74 Top Width (ft) 42.67 109.00 8.07
Vel Total (ft/s) 3.43 Avg. Vel. (ft/s) 1.84 3.62 1.09
Max Chl Dpth (ft) 6.38 Hydr. Depth (ft) 0.93 3.57 0.53
Conv. Total (cfs) 33046.0 Conv. (cfs) 1614.6 31328.0 103.4
Length Wtd. (ft) 119.61 Wetted Per. (ft) 42.76 110.03 8.13
Min Ch El (ft) 4880.05 Shear (lb/sq ft) 0.12 0.45 0.07
Alpha 1.07 Stream Power (lb/ft s) 233.50 0.00 0.00
Frctn Loss (ft) 0.22 Cum Volume (acre-ft) 6.80 40.15 5.44
C & E Loss (ft) 0.00 Cum SA (acres) 4.33 11.91 3.18
Note: Manning's n values were composited to a single value in the main channel.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3580
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 26
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4891.73 40 4888.07 82 4885.88 90 4885.75 115.5 4886.45
116 4884.62 136 4882.48 151 4881.08 164 4881.06 165.5 4879.85
170 4880.43 175.5 4881.7 181.5 4882.01 195.5 4882.62 213 4883.56
220 4884.82 220.3 4886.49 229 4886.76 238 4887.11 246 4887.16
253 4886.93 263 4885.8 270 4885.42 274.5 4885.31 280.5 4885.45
298 4886.49
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .07 82 .013 90 .04 116 .04 213 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
116 213 58 60 58 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.41 Element Left OB Channel Right OB
Vel Head (ft) 0.21 Wt. n-Val. 0.020 0.040 0.040
W.S. Elev (ft) 4886.20 Reach Len. (ft) 58.00 60.00 58.00
Crit W.S. (ft) Flow Area (sq ft) 8.10 385.02 32.50
E.G. Slope (ft/ft) 0.001611 Area (sq ft) 8.10 385.02 32.50
Q Total (cfs) 1489.00 Flow (cfs) 9.95 1431.05 48.00
Top Width (ft) 168.88 Top Width (ft) 30.97 97.00 40.91
Vel Total (ft/s) 3.50 Avg. Vel. (ft/s) 1.23 3.72 1.48
Max Chl Dpth (ft) 6.35 Hydr. Depth (ft) 0.26 3.97 0.79
Conv. Total (cfs) 37095.1 Conv. (cfs) 247.8 35651.4 1195.9
Length Wtd. (ft) 59.96 Wetted Per. (ft) 32.19 97.84 42.23
Min Ch El (ft) 4879.85 Shear (lb/sq ft) 0.03 0.40 0.08
Alpha 1.09 Stream Power (lb/ft s) 298.00 0.00 0.00
Frctn Loss (ft) 0.13 Cum Volume (acre-ft) 6.74 39.08 5.40
C & E Loss (ft) 0.02 Cum SA (acres) 4.24 11.62 3.11
Warning: Divided flow computed for this cross-section.
CROSS SECTION
Vel Head (ft) 0.41 Wt. n-Val. 0.040
W.S. Elev (ft) 4885.84 Reach Len. (ft) 1.50 1.50 1.50
Crit W.S. (ft) 4884.24 Flow Area (sq ft) 288.21
E.G. Slope (ft/ft) 0.003123 Area (sq ft) 290.46
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 74.41 Top Width (ft) 74.41
Vel Total (ft/s) 5.17 Avg. Vel. (ft/s) 5.17
Max Chl Dpth (ft) 6.24 Hydr. Depth (ft) 3.96
Conv. Total (cfs) 26643.2 Conv. (cfs) 26643.2
Length Wtd. (ft) 1.50 Wetted Per. (ft) 73.42
Min Ch El (ft) 4879.60 Shear (lb/sq ft) 0.77
Alpha 1.00 Stream Power (lb/ft s) 306.00 0.00 0.00
Frctn Loss (ft) 0.00 Cum Volume (acre-ft) 6.73 38.62 5.37
C & E Loss (ft) 0.00 Cum SA (acres) 4.22 11.50 3.08
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
BRIDGE
RIVER: McClellands Cree
REACH: Reach 1 RS: 3558.5
INPUT
Description: Radiant Park Bridge 01-16-12
Distance from Upstream XS = 1.5
Deck/Roadway Width = 10
Weir Coefficient = 2.6
Upstream Deck/Roadway Coordinates
num= 2
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
130.6 4886.94 4886.61 203.3 4886.99 4886.65
Upstream Bridge Cross Section Data
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4890.24 47 4887.68 81 4886 89 4885.88 124 4886.94
129.6 4886.17 130.6 4883.26 155 4881.46 168 4879.6 171.5 4881.47
196.5 4882.58 203.3 4883.16 204.3 4886.4 209 4886.94 234 4886.97
250 4887.09 280 4886.74 306 4887.29
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 81 .013 89 .04 129.6 .04 204.3 .04
Bank Sta: Left Right Coeff Contr. Expan.
129.6 204.3 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 130.6 4886.61 F
203.3 306 4886.61 F
Downstream Deck/Roadway Coordinates
num= 2
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
130.5 4887.03 4886.65 202 4886.97 4886.67
Downstream Bridge Cross Section Data
Station Elevation Data num= 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4890 81 4886.04 104 4886.5 124 4887.03 129 4886.5
130.5 4883.58 135 4883.09 157 4880.68 202 4882.85 204 4886.65
209 4886.97 235 4886.94 279 4887.19
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 81 .013 104 .04 209 .013 235 .04
Bank Sta: Left Right Coeff Contr. Expan.
129 204 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
Q Bridge (cfs) 1489.00 Crit W.S. (ft) 4884.24 4884.30
Q Weir (cfs) Max Chl Dpth (ft) 6.24 5.08
Weir Sta Lft (ft) Vel Total (ft/s) 5.17 5.39
Weir Sta Rgt (ft) Flow Area (sq ft) 287.78 276.19
Weir Submerg Froude # Chl 0.37 0.42
Weir Max Depth (ft) Specif Force (cu ft) 837.33 801.99
Min El Weir Flow (ft) 4886.61 Hydr Depth (ft) 3.96 3.86
Min El Prs (ft) 4886.65 W.P. Total (ft) 73.42 71.71
Delta EG (ft) 0.05 Conv. Total (cfs) 26577.6 25209.8
Delta WS (ft) 0.09 Top Width (ft) 74.41 74.16
BR Open Area (sq ft) 340.28 Frctn Loss (ft) 0.03 0.01
BR Open Vel (ft/s) 5.39 C & E Loss (ft) 0.00 0.00
Coef of Q Shear Total (lb/sq ft) 0.77 0.84
Br Sel Method Energy only Power Total (lb/ft s) 0.00 0.00
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3551
INPUT
Description: ds Bridge Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4890 81 4886.04 104 4886.5 124 4887.03 129 4886.5
130.5 4883.58 135 4883.09 157 4880.68 202 4882.85 204 4886.65
209 4886.97 235 4886.94 279 4887.19
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 81 .013 104 .04 209 .013 235 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
129 204 30 31 30 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 130.5 4886.61 F
202 279 4886.61 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.20 Element Left OB Channel Right OB
Vel Head (ft) 0.45 Wt. n-Val. 0.040
W.S. Elev (ft) 4885.75 Reach Len. (ft) 30.00 31.00 30.00
Crit W.S. (ft) 4884.27 Flow Area (sq ft) 275.15
E.G. Slope (ft/ft) 0.003533 Area (sq ft) 278.57
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 74.14 Top Width (ft) 74.14
Vel Total (ft/s) 5.41 Avg. Vel. (ft/s) 5.41
Max Chl Dpth (ft) 5.07 Hydr. Depth (ft) 3.85
Conv. Total (cfs) 25050.7 Conv. (cfs) 25050.7
Length Wtd. (ft) 31.00 Wetted Per. (ft) 71.71
Min Ch El (ft) 4880.68 Shear (lb/sq ft) 0.85
Alpha 1.00 Stream Power (lb/ft s) 279.00 0.00 0.00
Frctn Loss (ft) 0.09 Cum Volume (acre-ft) 6.73 38.52 5.37
C & E Loss (ft) 0.06 Cum SA (acres) 4.22 11.48 3.08
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3520
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 17
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4889.18 42 4887.43 66 4886.54 79 4886.19 96 4885.89
Alpha 1.03 Stream Power (lb/ft s) 312.00 0.00 0.00
Frctn Loss (ft) 0.12 Cum Volume (acre-ft) 6.73 38.29 5.37
C & E Loss (ft) 0.01 Cum SA (acres) 4.21 11.41 3.08
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3450
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 21
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4888.1 84 4884.33 92.5 4884.2 106 4882.72 125 4881.31
133 4880.75 139.5 4879.53 142 4881.64 164.4 4879.9 173 4881.63
183.5 4881.9 199 4882.75 203 4883.17 217 4884.28 230 4884.36
245 4886.3 252 4886.38 276 4888.31 281 4888.28 307.5 4889.33
324.5 4888.94
Manning's n Values num= 8
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 84 .013 92.5 .04 199 .04 217 .013
230 .04 276 .013 281 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
106 199 194 200 195 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 115.5 4886.61 F
220 324.5 4886.61 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4885.92 Element Left OB Channel Right OB
Vel Head (ft) 0.20 Wt. n-Val. 0.040 0.034
W.S. Elev (ft) 4885.71 Reach Len. (ft) 194.00 200.00 195.00
Crit W.S. (ft) 4883.43 Flow Area (sq ft) 372.31 43.14
E.G. Slope (ft/ft) 0.001376 Area (sq ft) 64.07 404.10 64.07
Q Total (cfs) 1489.00 Flow (cfs) 1376.81 112.19
Top Width (ft) 187.30 Top Width (ft) 52.83 93.00 41.47
Vel Total (ft/s) 3.58 Avg. Vel. (ft/s) 3.70 2.60
Max Chl Dpth (ft) 6.18 Hydr. Depth (ft) 4.46 2.05
Conv. Total (cfs) 40137.0 Conv. (cfs) 37112.8 3024.3
Length Wtd. (ft) 199.20 Wetted Per. (ft) 84.70 21.07
Min Ch El (ft) 4879.53 Shear (lb/sq ft) 0.38 0.18
Alpha 1.02 Stream Power (lb/ft s) 324.50 0.00 0.00
Frctn Loss (ft) 0.33 Cum Volume (acre-ft) 6.68 37.67 5.32
C & E Loss (ft) 0.01 Cum SA (acres) 4.17 11.25 3.05
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3250
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 27
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4888 17 4886.91 20 4886.73 20 4886.31 48 4886.1
48 4885.69 63 4883.58 65 4883.47 66 4883.54 72.5 4884.23
80.5 4884.42 91 4882.42 94.5 4882.36 99.5 4880.32 101.5 4879.53
116 4880.13 120 4881.34 124 4882.1 153.5 4882.43 175 4883.22
181 4883.56 190 4883.74 196 4883.85 285.5 4885.78 318.5 4886.44
358.6 4887.1 397.5 4887.95
Manning's n Values num= 7
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 72.5 .013 80.5 .04 94.5 .07 101.5 .04
181 .013 190 .04
Note: Manning's n values were composited to a single value in the main channel.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 2920
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13 Breakaway Ped Bridge
Topo from City of Fort Collins
Station Elevation Data num= 21
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4886 60 4885.48 72 4885.39 72 4884.91 110.5 4883.86
110.5 4884.29 114 4883.68 126.5 4881.06 137 4882.6 147 4882.81
156 4883.5 158.5 4880.75 170 4880.21 196 4879.93 198 4881.04
203 4883.55 232 4882.95 242 4882.93 264 4883.29 274 4883.61
300 4884.84
Manning's n Values num= 7
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 72 .013 114 .04 137 .013 156 .04
203 .013 264 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
114 264 158 170 167 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4884.32 Element Left OB Channel Right OB
Vel Head (ft) 0.73 Wt. n-Val. 0.035 0.040
W.S. Elev (ft) 4883.59 Reach Len. (ft) 158.00 170.00 167.00
Crit W.S. (ft) 4883.59 Flow Area (sq ft) 216.45 1.37
E.G. Slope (ft/ft) 0.009374 Area (sq ft) 216.45 1.37
Q Total (cfs) 1489.00 Flow (cfs) 1487.62 1.38
Top Width (ft) 158.80 Top Width (ft) 149.55 9.25
Vel Total (ft/s) 6.84 Avg. Vel. (ft/s) 6.87 1.01
Max Chl Dpth (ft) 3.66 Hydr. Depth (ft) 1.45 0.15
Conv. Total (cfs) 15378.9 Conv. (cfs) 15364.7 14.2
Length Wtd. (ft) 167.11 Wetted Per. (ft) 152.08 9.26
Min Ch El (ft) 4879.93 Shear (lb/sq ft) 0.83 0.09
Alpha 1.01 Stream Power (lb/ft s) 300.00 0.00 0.00
Frctn Loss (ft) 1.02 Cum Volume (acre-ft) 6.34 33.94 4.66
C & E Loss (ft) 0.14 Cum SA (acres) 3.88 9.90 2.41
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: 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: McClellands Cree
REACH: Reach 1 RS: 2750
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 21
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4885 82.5 4883.48 106 4882.78 116 4881.66 128 4880.12
132 4878.91 134 4878.21 153 4878.78 160 4880.68 169 4882.01
176 4881.75 180 4880.63 192 4880.24 195.5 4879.56 208 4878.78
212 4880.36 243 4881.01 2534881.155 307 4881.94 329 4883.15
344 4885.68
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 169 .04 253 .04
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 21
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4883.94 79 4882.1 144 4881.22 145 4880.98 156 4880.84
193 4879.73 197 4878.35 226 4878.28 233 4880.41 238 4880.64
243.5 4881.36 258.5 4881.37 264 4880.09 270 4879.46 283 4878.02
284.5 4879.58 287 4879.81 302 4880.66 336 4881 346.5 4884.7
391 4880
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 258.5 .04 336 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
258.5 336 50 40 40 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4882.09 Element Left OB Channel Right OB
Vel Head (ft) 0.27 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4881.82 Reach Len. (ft) 50.00 40.00 40.00
Crit W.S. (ft) Flow Area (sq ft) 228.61 125.53 16.62
E.G. Slope (ft/ft) 0.007525 Area (sq ft) 228.61 125.53 16.62
Q Total (cfs) 1536.00 Flow (cfs) 936.86 553.33 45.81
Top Width (ft) 255.81 Top Width (ft) 158.76 77.50 19.55
Vel Total (ft/s) 4.14 Avg. Vel. (ft/s) 4.10 4.41 2.76
Max Chl Dpth (ft) 3.80 Hydr. Depth (ft) 1.44 1.62 0.85
Conv. Total (cfs) 17706.9 Conv. (cfs) 10800.0 6378.7 528.1
Length Wtd. (ft) 43.46 Wetted Per. (ft) 159.41 78.46 21.61
Min Ch El (ft) 4878.02 Shear (lb/sq ft) 0.67 0.75 0.36
Alpha 1.02 Stream Power (lb/ft s) 391.00 0.00 0.00
Frctn Loss (ft) 0.23 Cum Volume (acre-ft) 5.64 32.49 4.46
C & E Loss (ft) 0.05 Cum SA (acres) 3.53 9.07 2.18
Warning: Divided flow computed for this cross-section.
Warning: The cross-section end points had to be extended vertically for the computed water surface.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 2510
INPUT
Description: New Cross-section (07-19-13) based on King Survey 7-19-13
Station Elevation Data num= 20
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4886 38 4884 112 4883 150.5 4882 196.5 4881
232 4880 246.5 4879.6 262.5 4880 277 4881 295 4881.5
325 4881 335 4880.27 339.5 4880.27 343.5 4879.58 381.5 4879.56
413 4879.63 424 4881.3 432 4882 441 4882.78 497 4876
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 335 .013 424 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
325 424 35 120 125 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4881.81 Element Left OB Channel Right OB
Vel Head (ft) 0.78 Wt. n-Val. 0.040 0.013 0.040
W.S. Elev (ft) 4881.02 Reach Len. (ft) 35.00 120.00 125.00
Crit W.S. (ft) 4881.02 Flow Area (sq ft) 63.32 118.05 104.12
E.G. Slope (ft/ft) 0.004012 Area (sq ft) 63.32 118.05 104.12
Q Total (cfs) 1536.00 Flow (cfs) 125.07 993.41 417.52
Top Width (ft) 222.12 Top Width (ft) 83.48 97.16 41.47
Vel Total (ft/s) 5.38 Avg. Vel. (ft/s) 1.98 8.42 4.01
Max Chl Dpth (ft) 5.02 Hydr. Depth (ft) 0.76 1.21 2.51
Conv. Total (cfs) 24250.1 Conv. (cfs) 1974.7 15683.7 6591.7
278 4879 305 4877.87 330 4876 388 4878 394 4879
401 4880 406 4881 412 4882 470 4876
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 269 .04 401 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
269 401 40 40 40 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4879.39 Element Left OB Channel Right OB
Vel Head (ft) 0.70 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4878.69 Reach Len. (ft) 40.00 40.00 40.00
Crit W.S. (ft) 4878.69 Flow Area (sq ft) 43.47 150.77 34.83
E.G. Slope (ft/ft) 0.021564 Area (sq ft) 43.47 150.77 34.83
Q Total (cfs) 1536.00 Flow (cfs) 284.75 1035.41 215.84
Top Width (ft) 164.97 Top Width (ft) 32.45 106.57 25.95
Vel Total (ft/s) 6.71 Avg. Vel. (ft/s) 6.55 6.87 6.20
Max Chl Dpth (ft) 2.68 Hydr. Depth (ft) 1.34 1.41 1.34
Conv. Total (cfs) 10459.8 Conv. (cfs) 1939.1 7050.9 1469.8
Length Wtd. (ft) 40.00 Wetted Per. (ft) 33.04 106.75 28.77
Min Ch El (ft) 4876.00 Shear (lb/sq ft) 1.77 1.90 1.63
Alpha 1.00 Stream Power (lb/ft s) 470.00 0.00 0.00
Frctn Loss (ft) 0.79 Cum Volume (acre-ft) 5.43 32.00 4.21
C & E Loss (ft) 0.07 Cum SA (acres) 3.34 8.71 2.06
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 cross-section end points had to be extended vertically for the computed water surface.
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: McClellands Cree
REACH: Reach 1 RS: 2350
INPUT
Description: New Topo from King Surveyors 7-19-13
Station Elevation Data num= 20
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4882.77 81 4876.78 140 4875.98 182 4877 196 4881.27
220 4880.87 235 4880.03 273 4879.45 283.5 4879.91 286.5 4879.57
305 4878.94 317.5 4879.38 319 4879.08 329 4876.72 331.5 4875.54
349 4876.15 393 4876.63 418 4878.55 433 4881.86 442 4881.88
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .06 317.5 .04 418 .045
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
317.5 418 300 350 318 .1 .3
Blocked Obstructions num= 1
Sta L Sta R Elev
229 277 4876
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4878.46 Element Left OB Channel Right OB
Vel Head (ft) 0.47 Wt. n-Val. 0.060 0.040
W.S. Elev (ft) 4877.99 Reach Len. (ft) 300.00 350.00 318.00
Crit W.S. (ft) Flow Area (sq ft) 169.48 128.03
E.G. Slope (ft/ft) 0.018198 Area (sq ft) 169.48 128.03
Q Total (cfs) 1536.00 Flow (cfs) 709.49 826.51
Top Width (ft) 207.69 Top Width (ft) 120.61 87.09
Vel Total (ft/s) 5.16 Avg. Vel. (ft/s) 4.19 6.46
Max Chl Dpth (ft) 2.45 Hydr. Depth (ft) 1.41 1.47
Conv. Total (cfs) 11386.3 Conv. (cfs) 5259.4 6126.9
0 .04 236 .08 272 .04 306 .08 337 .04
415 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
285 415 297 300 284 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4877.05 Element Left OB Channel Right OB
Vel Head (ft) 0.16 Wt. n-Val. 0.040 0.044 0.080
W.S. Elev (ft) 4876.89 Reach Len. (ft) 297.00 300.00 284.00
Crit W.S. (ft) Flow Area (sq ft) 1.82 463.29 43.37
E.G. Slope (ft/ft) 0.001653 Area (sq ft) 1.82 463.29 43.37
Q Total (cfs) 1536.00 Flow (cfs) 1.28 1493.72 41.00
Top Width (ft) 166.52 Top Width (ft) 5.65 130.00 30.87
Vel Total (ft/s) 3.02 Avg. Vel. (ft/s) 0.71 3.22 0.95
Max Chl Dpth (ft) 5.89 Hydr. Depth (ft) 0.32 3.56 1.41
Conv. Total (cfs) 37778.0 Conv. (cfs) 31.5 36738.1 1008.3
Length Wtd. (ft) 299.74 Wetted Per. (ft) 5.69 132.17 30.98
Min Ch El (ft) 4871.00 Shear (lb/sq ft) 0.03 0.36 0.14
Alpha 1.11 Stream Power (lb/ft s) 486.00 0.00 0.00
Frctn Loss (ft) 1.18 Cum Volume (acre-ft) 4.74 29.50 4.03
C & E Loss (ft) 0.08 Cum SA (acres) 2.84 7.75 1.93
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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: 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: McClellands Cree
REACH: Reach 1 RS: 1700
INPUT
Description: New Topo from King Surveyors 7-19-13
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4885.46 311 4875.58 361 4874.74 387 4874.35 401 4870.91
405 4868 409 4868.56 416 4872.52 423 4872.64 472 4874.06
501.5 4875.5 512 4879.29 515 4878 525 4876 532 4876
546 4878 593 4880 615 4882
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 423 .08 546 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
387 472 329 350 324 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
511 615 4878 T
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4875.79 Element Left OB Channel Right OB
Vel Head (ft) 0.97 Wt. n-Val. 0.040 0.046 0.080
W.S. Elev (ft) 4874.82 Reach Len. (ft) 329.00 350.00 324.00
Crit W.S. (ft) 4874.82 Flow Area (sq ft) 7.33 195.93 5.91
E.G. Slope (ft/ft) 0.017616 Area (sq ft) 7.33 195.93 5.91
Q Total (cfs) 1584.00 Flow (cfs) 13.90 1562.47 7.64
Top Width (ft) 131.30 Top Width (ft) 30.74 85.00 15.57
Vel Total (ft/s) 7.57 Avg. Vel. (ft/s) 1.90 7.97 1.29
Max Chl Dpth (ft) 6.82 Hydr. Depth (ft) 0.24 2.31 0.38
Conv. Total (cfs) 11934.4 Conv. (cfs) 104.7 11772.2 57.6
Length Wtd. (ft) 348.56 Wetted Per. (ft) 30.74 87.47 15.58
Min Ch El (ft) 4868.00 Shear (lb/sq ft) 0.26 2.46 0.42
Alpha 1.09 Stream Power (lb/ft s) 615.00 0.00 0.00
Frctn Loss (ft) 0.57 Cum Volume (acre-ft) 4.71 27.23 3.87
C & E Loss (ft) 0.27 Cum SA (acres) 2.71 7.01 1.78
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
317 466 328 350 327 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
567 656 4878 T
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4873.19 Element Left OB Channel Right OB
Vel Head (ft) 0.07 Wt. n-Val. 0.050 0.040 0.060
W.S. Elev (ft) 4873.11 Reach Len. (ft) 328.00 350.00 327.00
Crit W.S. (ft) Flow Area (sq ft) 116.37 617.88 85.37
E.G. Slope (ft/ft) 0.000564 Area (sq ft) 116.37 617.88 85.37
Q Total (cfs) 1584.00 Flow (cfs) 107.57 1407.22 69.21
Top Width (ft) 279.31 Top Width (ft) 77.62 149.00 52.70
Vel Total (ft/s) 1.93 Avg. Vel. (ft/s) 0.92 2.28 0.81
Max Chl Dpth (ft) 5.11 Hydr. Depth (ft) 1.50 4.15 1.62
Conv. Total (cfs) 66670.6 Conv. (cfs) 4527.6 59230.0 2913.0
Length Wtd. (ft) 347.40 Wetted Per. (ft) 77.68 149.06 52.79
Min Ch El (ft) 4868.00 Shear (lb/sq ft) 0.05 0.15 0.06
Alpha 1.26 Stream Power (lb/ft s) 656.00 0.00 0.00
Frctn Loss (ft) 0.08 Cum Volume (acre-ft) 4.25 23.96 3.53
C & E Loss (ft) 0.01 Cum SA (acres) 2.31 6.07 1.53
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 1000
INPUT
Description:
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4876 80 4874 120 4872 184 4870 190 4868
380 4868 412 4870 437 4872 462 4874 473 4876
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 190 .035 380 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
190 380 330 400 460 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4873.09 Element Left OB Channel Right OB
Vel Head (ft) 0.03 Wt. n-Val. 0.050 0.035 0.060
W.S. Elev (ft) 4873.06 Reach Len. (ft) 330.00 400.00 460.00
Crit W.S. (ft) Flow Area (sq ft) 167.40 961.32 188.41
E.G. Slope (ft/ft) 0.000134 Area (sq ft) 167.40 961.32 188.41
Q Total (cfs) 1584.00 Flow (cfs) 86.17 1393.64 104.19
Top Width (ft) 351.44 Top Width (ft) 91.19 190.00 70.24
Vel Total (ft/s) 1.20 Avg. Vel. (ft/s) 0.51 1.45 0.55
Max Chl Dpth (ft) 5.06 Hydr. Depth (ft) 1.84 5.06 2.68
Conv. Total (cfs) 136712.2 Conv. (cfs) 7437.4 120282.8 8992.0
Length Wtd. (ft) 397.68 Wetted Per. (ft) 91.57 190.00 70.43
Min Ch El (ft) 4868.00 Shear (lb/sq ft) 0.02 0.04 0.02
Alpha 1.30 Stream Power (lb/ft s) 473.00 0.00 0.00
Frctn Loss (ft) 0.03 Cum Volume (acre-ft) 3.18 17.62 2.50
C & E Loss (ft) 0.01 Cum SA (acres) 1.67 4.71 1.07
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 600
INPUT
Description:
Alpha 1.26 Stream Power (lb/ft s) 775.00 0.00 0.00
Frctn Loss (ft) 0.03 Cum Volume (acre-ft) 0.94 5.63 0.67
C & E Loss (ft) 0.03 Cum SA (acres) 0.63 2.33 0.35
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 438
INPUT
Description:
Station Elevation Data num= 7
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4876 138 4874 234 4874 275 4872 784 4872
816 4874 825 4876
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 275 .035 784 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
275 784 30 41 30 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4873.00 Element Left OB Channel Right OB
Vel Head (ft) 0.33 Wt. n-Val. 0.050 0.035 0.060
W.S. Elev (ft) 4872.67 Reach Len. (ft) 30.00 41.00 30.00
Crit W.S. (ft) 4872.67 Flow Area (sq ft) 4.57 340.00 3.57
E.G. Slope (ft/ft) 0.020226 Area (sq ft) 4.57 340.00 3.57
Q Total (cfs) 1584.00 Flow (cfs) 9.30 1568.66 6.04
Top Width (ft) 533.38 Top Width (ft) 13.69 509.00 10.69
Vel Total (ft/s) 4.55 Avg. Vel. (ft/s) 2.03 4.61 1.69
Max Chl Dpth (ft) 0.67 Hydr. Depth (ft) 0.33 0.67 0.33
Conv. Total (cfs) 11137.8 Conv. (cfs) 65.4 11029.9 42.5
Length Wtd. (ft) 40.15 Wetted Per. (ft) 13.71 509.00 10.71
Min Ch El (ft) 4872.00 Shear (lb/sq ft) 0.42 0.84 0.42
Alpha 1.02 Stream Power (lb/ft s) 825.00 0.00 0.00
Frctn Loss (ft) 0.07 Cum Volume (acre-ft) 0.50 1.93 0.32
C & E Loss (ft) 0.08 Cum SA (acres) 0.43 0.78 0.18
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: 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: McClellands Cree
REACH: Reach 1 RS: 397
INPUT
Description:
Station Elevation Data num= 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4874 42 4872 57 4870 91 4868 147 4868
163 4866 188 4864 383 4864 450 4866 468 4868
485 4870 554 4872 590 4874
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .06 188 .04 383 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
188 383 120 132 123 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
INPUT
Description:
Station Elevation Data num= 9
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4870 52 4868 100 4866 338 4866 343 4864
431 4864 439 4866 487 4868 503 4870
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .06 338 .04 439 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
338 439 0 0 0 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4867.30 Element Left OB Channel Right OB
Vel Head (ft) 0.20 Wt. n-Val. 0.060 0.040 0.060
W.S. Elev (ft) 4867.10 Reach Len. (ft)
Crit W.S. (ft) 4866.39 Flow Area (sq ft) 276.35 300.11 14.52
E.G. Slope (ft/ft) 0.002745 Area (sq ft) 276.35 300.11 14.52
Q Total (cfs) 1584.00 Flow (cfs) 369.23 1202.13 12.64
Top Width (ft) 391.80 Top Width (ft) 264.40 101.00 26.40
Vel Total (ft/s) 2.68 Avg. Vel. (ft/s) 1.34 4.01 0.87
Max Chl Dpth (ft) 3.10 Hydr. Depth (ft) 1.05 2.97 0.55
Conv. Total (cfs) 30235.8 Conv. (cfs) 7048.0 22946.5 241.3
Length Wtd. (ft) Wetted Per. (ft) 264.43 101.63 26.43
Min Ch El (ft) 4864.00 Shear (lb/sq ft) 0.18 0.51 0.09
Alpha 1.75 Stream Power (lb/ft s) 503.00 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:McClellands Cree
Reach River Sta. n1 n2 n3 n4 n5 n6 n7 n8
Reach 1 6981 .035 .045 .035
Reach 1 6933 .04 .04 .04
Reach 1 6900 .04 .04 .055 .04
Reach 1 6490 .04 .055 .04
Reach 1 6450 .04 .04 .04
Reach 1 6340 .04 .04 .04
Reach 1 6224 .04 .055 .04
Reach 1 6076 .05 .04 .055 .04 .055 .04 .035
Reach 1 5650 .05 .04 .055 .04
Reach 1 5572 .05 .04 .055 .04
Reach 1 5200 .05 .04 .055 .04 .055 .04
Reach 1 5145 .05 .04 .05
Reach 1 4875 .05 .04 .055 .04 .055 .04 .05
Reach 1 4786 .04 .02 .04
Reach 1 4750 Bridge
Reach 1 4702 .04 .02 .04
Reach 1 4653 .04 .04 .04
Reach 1 4545 .04 .04 .04
Reach 1 4445 .05 .02 .05
Reach 1 4350 Bridge
Reach 1 4310 .05 .02 .05
Reach 1 4188 .04 .04 .07
Reach 1 4000 .07 .04 .07 .04 .04
Reach 1 3788 .04 .013 .04 .04 .04
Reach 1 3768 .013 .4 .04 .04
Reach 1 3700 .04 .13 .04 .07 .04 .013 .4
Reach 1 3580 .07 .013 .04 .04 .04
Reach 1 3566 .04 .013 .04 .04 .04
Reach 1 3558.5 Bridge
Reach 1 3551 .04 .013 .04 .013 .04
Reach 1 6224 112 148 120
Reach 1 6076 343 426 333
Reach 1 5650 66 78 75
Reach 1 5572 276 372 255
Reach 1 5200 55 55 55
Reach 1 5145 245 270 240
Reach 1 4875 59.04 89.01 105.03
Reach 1 4786 84 84 84
Reach 1 4750 Bridge
Reach 1 4702 56 49 25
Reach 1 4653 97 108 93
Reach 1 4545 106 100 48
Reach 1 4445 135 135 135
Reach 1 4350 Bridge
Reach 1 4310 71 122 200
Reach 1 4188 184 188 185
Reach 1 4000 212 212 209
Reach 1 3788 22 20 18
Reach 1 3768 63 68 70.5
Reach 1 3700 109 120 115
Reach 1 3580 58 60 58
Reach 1 3566 14 15 14
Reach 1 3558.5 Bridge
Reach 1 3551 30 31 30
Reach 1 3520 60 70 70
Reach 1 3450 194 200 195
Reach 1 3250 287 330 281
Reach 1 2920 158 170 167
Reach 1 2750 95 200 90
Reach 1 2550 50 40 40
Reach 1 2510 35 120 125
Reach 1 2390 40 40 40
Reach 1 2350 300 350 318
Reach 1 2000 297 300 284
Reach 1 1700 329 350 324
Reach 1 1350 328 350 327
Reach 1 1000 330 400 460
Reach 1 600 89 162 187
Reach 1 438 30 41 30
Reach 1 397 120 132 123
Reach 1 265 0 0 0
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: McClellands Cree
Reach River Sta. Contr. Expan.
Reach 1 6981 .1 .3
Reach 1 6933 .1 .3
Reach 1 6900 .1 .3
Reach 1 6490 .1 .3
Reach 1 6450 .1 .3
Reach 1 6340 .1 .3
Reach 1 6224 .1 .3
Reach 1 6076 .1 .3
Reach 1 5650 .1 .3
Reach 1 5572 .1 .3
Reach 1 5200 .1 .3
Reach 1 5145 .1 .3
Reach 1 4875 .1 .3
Reach 1 4786 .3 .5
Reach 1 4750 Bridge
Reach 1 4702 .3 .5
0 1000 2000 3000 4000 5000 6000 7000
4860
4870
4880
4890
4900
4910
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
Main Channel Distance (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
McClellands Cree Reach 1
0 100 200 300 400 500 600
4864
4865
4866
4867
4868
4869
4870
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 265
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Bank Sta
.06 .04 .06
0 100 200 300 400 500 600 700
4896
4898
4900
4902
4904
4906
4908
4910
4912
4914
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6981
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Bank Sta
.035 .045 .035
0 100 200 300 400 500 600 700
4894
4896
4898
4900
4902
4904
4906
4908
4910
4912
4914
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6933
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
0 100 200 300 400 500
4890
4895
4900
4905
4910
4915
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6490
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.04 .
0
5
5
.04
0 100 200 300 400 500 600
4890
4895
4900
4905
4910
4915
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6450
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Bank Sta
.04 .04 .04
0 50 100 150 200 250 300 350 400
4892
4894
4896
4898
4900
4902
4904
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6340
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.04 .04 .04
0 100 200 300 400
4890
4892
0 50 100 150 200 250 300 350 400
4888
4890
4892
4894
4896
4898
4900
4902
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6076
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.05 .
0
4
.
0
5
5
.
0
4
.
0
5
5
.04 .035
0 100 200 300 400 500 600
4888
4890
4892
4894
4896
4898
4900
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 5650
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.05 .04 .
0
5
5
.04
0 100 200 300 400 500 600
4888
4890
4892
4894
0 100 200 300 400 500
4886
4888
4890
4892
4894
4896
4898
4900
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 5145
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.05 .04 .05
0 50 100 150 200 250
4884
4886
4888
4890
4892
4894
4896
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4875
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.05 .04 .
0
5
5
.
0
4
.
0
5
5
.04 .05
0 100 200 300 400 500
4882
4884
4886
4888
4890
4892
4894
4896
4898
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4786
0 100 200 300 400 500
4882
4884
4886
4888
4890
4892
4894
4896
4898
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4750 BR
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Ineff
Bank Sta
.04 .02 .04
0 100 200 300 400 500
4882
4884
4886
4888
4890
4892
4894
4896
4898
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4702
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Ineff
Bank Sta
.04 .02 .04
0 50 100 150 200 250
4882
4884
4886
4888
4890
4892
4894
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4653
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
0 100 200 300 400
4882
4884
4886
4888
4890
4892
4894
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4445
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Ineff
Bank Sta
.05 .02 .05
Floodplain Modeling Report June 2015
McClelland’s Channel Ziegler to Lady Moon
APPENDIX C
EXISTING CONDITION
(NOT APPLICABLE)
Floodplain Modeling Report June 2015
McClelland’s Channel Ziegler to Lady Moon
APPENDIX D
PROPOSED PROJECT CONDITION
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
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: McClellands MP - Swift Pond to CR 9 - PR
Project File : MCCSPCR905.prj
Run Date and Time: 2/9/2016 1:35:55 PM
Project in English units
Project Description:
Proposed Model Interwest Consulting Group (2-10-16)
Model North Bridge as
Bridge, New Field Grading
PLAN DATA
Plan Title: McClellands Creek - Interwest 12-4-13
Plan File : x:\Interwest Projects\2013 Projects\1165-012-26 (McClellands Channel LOMR)\Design Documents\Floodplain\HEC Model\PROPOSED MODEL -
2016\MCCSPCR905.p02
Geometry Title: MCC-SP-CR9-12-4-13
Geometry File : x:\Interwest Projects\2013 Projects\1165-012-26 (McClellands Channel LOMR)\Design Documents\Floodplain\HEC Model\PROPOSED MODEL -
2016\MCCSPCR905.g02
Flow Title : McClellands Flows D/S Ziegler Road
Flow File : x:\Interwest Projects\2013 Projects\1165-012-26 (McClellands Channel LOMR)\Design Documents\Floodplain\HEC Model\PROPOSED MODEL -
2016\MCCSPCR905.f01
Plan Summary Information:
Number of: Cross Sections = 44 Multiple Openings = 0
Culverts = 0 Inline Structures = 0
Bridges = 3 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: McClellands Flows D/S Ziegler Road
Flow File : x:\Interwest Projects\2013 Projects\1165-012-26 (McClellands Channel LOMR)\Design Documents\Floodplain\HEC Model\PROPOSED MODEL -
2016\MCCSPCR905.f01
Flow Data (cfs)
River Reach RS 2-YR E 2-YR D 5-YR E 5-YR D 10-YR E 10-YR D 50-YR E
50-YR D
McClellands CreeReach 1 6809 166 227 259 344 351 479 830
1222
McClellands CreeReach 1 6268 166 232 265 354 361 496 864
1249
McClellands CreeReach 1 4888 169 257 277 447 385 632 949
1362
McClellands CreeReach 1 2750 169 259 281 460 393 655 977
McClellands CreeReach 1 2-YR D Critical Known WS = 4867.1
McClellands CreeReach 1 5-YR E Critical Known WS = 4867.1
McClellands CreeReach 1 5-YR D Critical Known WS = 4867.1
McClellands CreeReach 1 10-YR E Critical Known WS = 4867.1
McClellands CreeReach 1 10-YR D Critical Known WS = 4867.1
McClellands CreeReach 1 50-YR E Critical Known WS = 4867.1
McClellands CreeReach 1 50-YR D Critical Known WS = 4867.1
McClellands CreeReach 1 100-YR E Critical Known WS = 4867.1
McClellands CreeReach 1 100-YR D Critical Known WS = 4867.1
GEOMETRY DATA
Geometry Title: MCC-SP-CR9-12-4-13
Geometry File : x:\Interwest Projects\2013 Projects\1165-012-26 (McClellands Channel LOMR)\Design Documents\Floodplain\HEC Model\PROPOSED MODEL -
2016\MCCSPCR905.g02
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 6809
INPUT
Description: 5-7-15, proposed
Station Elevation Data num= 17
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4913.9 42.02 4913 97.6 4912 119.43 4906 237.52 4905
3364902.997 385.04 4902 394.06 4899 397 4898 398 4897
401.81 4896.7 403.5 4897 404 4898 406.61 4899 413.42 4901
441.7 4903 584.05 4907
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 336 .045 441.7 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
336 441.7 85 83 119 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4904.20 Element Left OB Channel Right OB
Vel Head (ft) 0.43 Wt. n-Val. 0.035 0.045 0.035
W.S. Elev (ft) 4903.77 Reach Len. (ft) 85.00 83.00 119.00
Crit W.S. (ft) Flow Area (sq ft) 14.74 244.45 10.59
E.G. Slope (ft/ft) 0.008748 Area (sq ft) 14.74 244.45 10.59
Q Total (cfs) 1355.00 Flow (cfs) 31.10 1301.63 22.28
Top Width (ft) 171.23 Top Width (ft) 38.08 105.70 27.46
Vel Total (ft/s) 5.02 Avg. Vel. (ft/s) 2.11 5.32 2.10
Max Chl Dpth (ft) 7.07 Hydr. Depth (ft) 0.39 2.31 0.39
Conv. Total (cfs) 14487.6 Conv. (cfs) 332.5 13916.9 238.2
Length Wtd. (ft) 83.32 Wetted Per. (ft) 38.08 107.98 27.47
Min Ch El (ft) 4896.70 Shear (lb/sq ft) 0.21 1.24 0.21
Alpha 1.09 Stream Power (lb/ft s) 584.05 0.00 0.00
Frctn Loss (ft) 1.08 Cum Volume (acre-ft) 8.07 60.10 5.99
C & E Loss (ft) 0.03 Cum SA (acres) 5.26 18.01 3.68
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: 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: McClellands Cree
REACH: Reach 1 RS: 6758
INPUT
Description: 2-10-16, proposed
Station Elevation Data num= 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4913.5 12.69 4913 51.83 4912 68.85 4906 182.42 4905
306.96 4903 373.05 4901 385.38 4899 390.58 4895.91 398.29 4899
414.8 4901 491 4902.96 609.17 4906
Manning's n Values num= 3
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 6726
INPUT
Description: 5-7-15, proposed breakaway bridge
Station Elevation Data num= 17
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4913.3 6.86 4913 83.59 4912 143.63 4911 163.49 4905
279.45 4903 279.49 4903 357.16 4900 366.14 4897.5 371.21 4896
373.1 4895.5 378.88 4898 386.22 4899.5 388.81 4900 4904902.991
591.79 4906 608.74 4907
Manning's n Values num= 6
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 279.45 .04 366.14 .055 371.21 .04 378.88 .055
386.22 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
279.45 490 415 420 390 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4902.38 Element Left OB Channel Right OB
Vel Head (ft) 0.77 Wt. n-Val. 0.042
W.S. Elev (ft) 4901.60 Reach Len. (ft) 415.00 420.00 390.00
Crit W.S. (ft) 4901.60 Flow Area (sq ft) 191.93
E.G. Slope (ft/ft) 0.022963 Area (sq ft) 191.93
Q Total (cfs) 1355.00 Flow (cfs) 1355.00
Top Width (ft) 127.44 Top Width (ft) 127.44
Vel Total (ft/s) 7.06 Avg. Vel. (ft/s) 7.06
Max Chl Dpth (ft) 6.10 Hydr. Depth (ft) 1.51
Conv. Total (cfs) 8941.8 Conv. (cfs) 8941.8
Length Wtd. (ft) 420.00 Wetted Per. (ft) 128.84
Min Ch El (ft) 4895.50 Shear (lb/sq ft) 2.14
Alpha 1.00 Stream Power (lb/ft s) 608.74 0.00 0.00
Frctn Loss (ft) 2.35 Cum Volume (acre-ft) 8.05 59.54 5.98
C & E Loss (ft) 0.19 Cum SA (acres) 5.22 17.67 3.64
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 velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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: 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.
Note: Manning's n values were composited to a single value in the main channel.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 6306
INPUT
Description: 2-10-16, proposed
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4912.2 40.24 4912 50.71 4911 85.85 4900 206.39 4895
229.67 4893 247.49 4896 263.99 4898 3754899.998 458.46 4901.5
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 85.85 .04 375 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
85.85 375 38 38 38 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4899.11 Element Left OB Channel Right OB
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4912 45.86 4912 68.22 4911 104.33 4900 167.64 4898
198.34 4896 217.45 4892.8 224.77 4895 231.24 4896 273.5 4898
309.79 4898.75 336.22 4899 3954900.093 519.14 4902.4
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 309.79 .013 336.22 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
104.33 395 93 110 98 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4898.90 Element Left OB Channel Right OB
Vel Head (ft) 0.53 Wt. n-Val. 0.040
W.S. Elev (ft) 4898.37 Reach Len. (ft) 93.00 110.00 98.00
Crit W.S. (ft) Flow Area (sq ft) 232.48
E.G. Slope (ft/ft) 0.012068 Area (sq ft) 232.48
Q Total (cfs) 1355.00 Flow (cfs) 1355.00
Top Width (ft) 135.41 Top Width (ft) 135.41
Vel Total (ft/s) 5.83 Avg. Vel. (ft/s) 5.83
Max Chl Dpth (ft) 5.57 Hydr. Depth (ft) 1.72
Conv. Total (cfs) 12334.6 Conv. (cfs) 12334.6
Length Wtd. (ft) 110.00 Wetted Per. (ft) 136.20
Min Ch El (ft) 4892.80 Shear (lb/sq ft) 1.29
Alpha 1.00 Stream Power (lb/ft s) 519.14 0.00 0.00
Frctn Loss (ft) 0.68 Cum Volume (acre-ft) 8.05 56.18 5.98
C & E Loss (ft) 0.08 Cum SA (acres) 5.22 15.91 3.64
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 6158
INPUT
Description: 2-10-16, proposed
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4902 6.85 4901 43.63 4899 77.14 4896 105.1 4894
122.11 4893 139.86 4894 154.36 4896 227.92 4899 372.83 4901.5
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 43.63 .04 227.92 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
43.63 227.92 83 83 83 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4898.13 Element Left OB Channel Right OB
Vel Head (ft) 0.25 Wt. n-Val. 0.040
W.S. Elev (ft) 4897.88 Reach Len. (ft) 83.00 83.00 83.00
Crit W.S. (ft) Flow Area (sq ft) 337.17
E.G. Slope (ft/ft) 0.003785 Area (sq ft) 337.17
Q Total (cfs) 1355.00 Flow (cfs) 1355.00
Top Width (ft) 144.21 Top Width (ft) 144.21
Vel Total (ft/s) 4.02 Avg. Vel. (ft/s) 4.02
Max Chl Dpth (ft) 4.88 Hydr. Depth (ft) 2.34
Conv. Total (cfs) 22024.3 Conv. (cfs) 22024.3
Length Wtd. (ft) 83.00 Wetted Per. (ft) 144.60
Min Ch El (ft) 4893.00 Shear (lb/sq ft) 0.55
Alpha 1.00 Stream Power (lb/ft s) 372.83 0.00 0.00
Frctn Loss (ft) 0.19 Cum Volume (acre-ft) 8.05 55.46 5.98
C & E Loss (ft) 0.00 Cum SA (acres) 5.22 15.56 3.64
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.
CROSS SECTION
W.S. Elev (ft) 4897.65 Reach Len. (ft) 111.00 122.00 116.00
Crit W.S. (ft) 4894.90 Flow Area (sq ft) 320.37
E.G. Slope (ft/ft) 0.001592 Area (sq ft) 10.44 322.06
Q Total (cfs) 1355.00 Flow (cfs) 1355.00
Top Width (ft) 96.30 Top Width (ft) 32.02 64.28
Vel Total (ft/s) 4.23 Avg. Vel. (ft/s) 4.23
Max Chl Dpth (ft) 7.35 Hydr. Depth (ft) 5.10
Conv. Total (cfs) 33960.0 Conv. (cfs) 33960.0
Length Wtd. (ft) 121.77 Wetted Per. (ft) 66.46
Min Ch El (ft) 4890.30 Shear (lb/sq ft) 0.48
Alpha 1.00 Stream Power (lb/ft s) 383.32 0.00 0.00
Frctn Loss (ft) 0.30 Cum Volume (acre-ft) 8.04 54.83 5.98
C & E Loss (ft) 0.01 Cum SA (acres) 5.19 15.36 3.64
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.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 5953
INPUT
Description: 5-7-15, proposed
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4898.7 111.44 4896 123 4892 126.05 4891 127.92 4890
130.77 4889.9 132.25 4890 137.35 4892 148.39 4893 151.68 4894
175.54 4896 181.97 4897 211.13 4899 218.42 4899.22 226.67 4899.39
366.95 4901.5
Manning's n Values num= 7
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 123 .07 126.05 .04 137.35 .055 148.39 .04
218.42 .013 226.67 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
111.44 175.54 318 345 317 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4897.62 Element Left OB Channel Right OB
Vel Head (ft) 0.41 Wt. n-Val. 0.040 0.044 0.040
W.S. Elev (ft) 4897.21 Reach Len. (ft) 318.00 345.00 317.00
Crit W.S. (ft) Flow Area (sq ft) 30.14 247.02 4.87
E.G. Slope (ft/ft) 0.004203 Area (sq ft) 30.14 247.02 4.87
Q Total (cfs) 1355.00 Flow (cfs) 51.87 1295.64 7.49
Top Width (ft) 123.45 Top Width (ft) 49.88 64.10 9.47
Vel Total (ft/s) 4.80 Avg. Vel. (ft/s) 1.72 5.25 1.54
Max Chl Dpth (ft) 7.31 Hydr. Depth (ft) 0.60 3.85 0.51
Conv. Total (cfs) 20900.7 Conv. (cfs) 800.0 19985.1 115.5
Length Wtd. (ft) 344.41 Wetted Per. (ft) 49.89 65.84 9.55
Min Ch El (ft) 4889.90 Shear (lb/sq ft) 0.16 0.98 0.13
Alpha 1.15 Stream Power (lb/ft s) 366.95 0.00 0.00
Frctn Loss (ft) 1.75 Cum Volume (acre-ft) 7.99 54.03 5.97
C & E Loss (ft) 0.02 Cum SA (acres) 5.08 15.18 3.63
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.
Note: Manning's n values were composited to a single value in the main channel.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 5608
INPUT
Description: 5-7-15, proposed
Station Elevation Data num= 21
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4901 101.77 4900 135.71 4899 139.66 4898.2 147.67 4898.03
C & E Loss (ft) 0.10 Cum SA (acres) 4.90 14.65 3.60
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 5525
INPUT
Description: 2-10-16 New Cross Section SE Community Park Breakaway Bridge
Station Elevation Data num= 20
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4899.2 88.28 4897 105.73 4896.85 126.03 4896.51 129.64 4896
132.294895.129 144.85 4891 153.6 4888 175.98 4887.7 178.58 4888
183.77 4889 190.28 4890 192.21 4891 211.12 4895 213.14 4896
215.35 4896.22 232.19 4896.48 254.99 4897 278.62 4899 524 4901.8
Manning's n Values num= 7
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 105.73 .013 126.03 .04 183.77 .07 190.28 .04
215.35 .013 232.19 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
132.29 211.12 255 307 233 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 144.85 4895.62 F
192.21 524 4895.62 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4895.55 Element Left OB Channel Right OB
Vel Head (ft) 0.28 Wt. n-Val. 0.045
W.S. Elev (ft) 4895.27 Reach Len. (ft) 255.00 307.00 233.00
Crit W.S. (ft) 4891.53 Flow Area (sq ft) 317.72
E.G. Slope (ft/ft) 0.001332 Area (sq ft) 0.03 388.33 0.07
Q Total (cfs) 1355.00 Flow (cfs) 1355.00
Top Width (ft) 79.80 Top Width (ft) 0.43 78.83 0.54
Vel Total (ft/s) 4.26 Avg. Vel. (ft/s) 4.26
Max Chl Dpth (ft) 7.57 Hydr. Depth (ft) 6.71
Conv. Total (cfs) 37123.5 Conv. (cfs) 37123.5
Length Wtd. (ft) 306.99 Wetted Per. (ft) 48.29
Min Ch El (ft) 4887.70 Shear (lb/sq ft) 0.55
Alpha 1.00 Stream Power (lb/ft s) 524.00 0.00 0.00
Frctn Loss (ft) 1.03 Cum Volume (acre-ft) 7.88 51.62 5.96
C & E Loss (ft) 0.10 Cum SA (acres) 4.90 14.51 3.60
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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: 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.
Note: Manning's n values were composited to a single value in the main channel.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 5218
INPUT
Description: 2-10-16, proposed
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4896.8 38.43 4896 156.2 4894 187.19 4893 205 4892
219.39 4888 224.65 4886.5 227.52 4887 227.76 4888 230.83 4889
240 4892 245.3 4893 296.3 4895 299.89 4895.08 309.09 4895.24
324.57 4896 366.81 4899 481.77 4901
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
This may indicate the need for additional cross sections.
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.
Note: Manning's n values were composited to a single value in the main channel.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 5155
INPUT
Description: 2-8-16, new cross-section
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4895.8 146.91 4893 158.08 4892 178.22 4887 183.97 4886.5
186.61 4887 191.34 4888 223.61 4889 235.3 4892 267.87 4893
273.7 4894 281.02 4895.08 289.3 4895.24 297.21 4895 353.42 4900
480.7 4901.6
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 191.34 .055 223.61 .04 281.02 .016 289.3 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
146.91 267.87 242 267 238 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4892.96 Element Left OB Channel Right OB
Vel Head (ft) 0.30 Wt. n-Val. 0.046
W.S. Elev (ft) 4892.65 Reach Len. (ft) 242.00 267.00 238.00
Crit W.S. (ft) Flow Area (sq ft) 306.00
E.G. Slope (ft/ft) 0.003720 Area (sq ft) 306.00
Q Total (cfs) 1355.00 Flow (cfs) 1355.00
Top Width (ft) 105.82 Top Width (ft) 105.82
Vel Total (ft/s) 4.43 Avg. Vel. (ft/s) 4.43
Max Chl Dpth (ft) 6.15 Hydr. Depth (ft) 2.89
Conv. Total (cfs) 22214.8 Conv. (cfs) 22214.8
Length Wtd. (ft) 267.00 Wetted Per. (ft) 107.04
Min Ch El (ft) 4886.50 Shear (lb/sq ft) 0.66
Alpha 1.00 Stream Power (lb/ft s) 480.70 0.00 0.00
Frctn Loss (ft) 0.82 Cum Volume (acre-ft) 7.88 49.40 5.95
C & E Loss (ft) 0.02 Cum SA (acres) 4.89 13.91 3.58
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4888
INPUT
Description: 2-10-16, proposed
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4894.5 35.29 4894 67.02 4892 101.78 4888 110.3 4885.5
116.07 4884.37 121.5 4885 129 4886 133 4887 155 4888
172.33 4893 187.51 4894 196.14 4895 215.97 4895.41 229.21 4895.57
233.91 4896
Manning's n Values num= 7
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 101.78 .055 110.3 .04 121.5 .055 155 .04
215.97 .013 229.21 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
35.29 187.51 68 102 102 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4892.12 Element Left OB Channel Right OB
Vel Head (ft) 0.24 Wt. n-Val. 0.047
W.S. Elev (ft) 4891.89 Reach Len. (ft) 68.00 102.00 102.00
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4898 100 4896 136 4894 226 4894 227 4893
227 4884.89 234 4884.89 234 4883.89 236 4883.89 236 4884.89
243 4884.89 260 4884.89 280 4885 280 4893 320 4894
408 4895
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 136 .02 320 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
136 320 84 84 84 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 226 4894 F
260 408 4895 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4891.90 Element Left OB Channel Right OB
Vel Head (ft) 0.80 Wt. n-Val. 0.020
W.S. Elev (ft) 4891.10 Reach Len. (ft) 1.00 1.00 1.00
Crit W.S. (ft) 4888.83 Flow Area (sq ft) 206.83
E.G. Slope (ft/ft) 0.001093 Area (sq ft) 329.87
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 53.00 Top Width (ft) 53.00
Vel Total (ft/s) 7.20 Avg. Vel. (ft/s) 7.20
Max Chl Dpth (ft) 7.21 Hydr. Depth (ft) 6.27
Conv. Total (cfs) 45048.5 Conv. (cfs) 45048.5
Length Wtd. (ft) 1.00 Wetted Per. (ft) 41.21
Min Ch El (ft) 4883.89 Shear (lb/sq ft) 0.34
Alpha 1.00 Stream Power (lb/ft s) 408.00 0.00 0.00
Frctn Loss (ft) 0.00 Cum Volume (acre-ft) 7.88 46.46 5.95
C & E Loss (ft) 0.15 Cum SA (acres) 4.89 13.10 3.58
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
BRIDGE
RIVER: McClellands Cree
REACH: Reach 1 RS: 4750
INPUT
Description: Cambridge Road
Distance from Upstream XS = 1
Deck/Roadway Width = 82
Weir Coefficient = 2.6
Upstream Deck/Roadway Coordinates
num= 12
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
0 4898 100 4896 136 4894
226 4894 227 4894 227 4896.5 4889.89
260 4896.5 4889.89 260 4896.5 4884.89 280 4896.5
280 4894 320 4894 408 4895
Upstream Bridge Cross Section Data
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4898 100 4896 136 4894 226 4894 227 4893
227 4884.89 234 4884.89 234 4883.89 236 4883.89 236 4884.89
243 4884.89 260 4884.89 280 4885 280 4893 320 4894
408 4895
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 136 .02 320 .04
Bank Sta: Left Right Coeff Contr. Expan.
Upstream Embankment side slope = 0 horiz. to 1.0 vertical
Downstream Embankment side slope = 0 horiz. to 1.0 vertical
Maximum allowable submergence for weir flow = .95
Elevation at which weir flow begins = 4894
Energy head used in spillway design =
Spillway height used in design =
Weir crest shape = Broad Crested
Number of Piers = 1
Pier Data
Pier Station Upstream= 244 Downstream= 244
Upstream num= 2
Width Elev Width Elev
1 0 1 4890
Downstream num= 2
Width Elev Width Elev
1 0 1 4890
Number of Bridge Coefficient Sets = 1
Low Flow Methods and Data
Energy
Momentum Cd = 1
Yarnell KVal = 1.05
Selected Low Flow Methods = Highest Energy Answer
High Flow Method
Energy Only
Additional Bridge Parameters
Add Friction component to Momentum
Do not add Weight component to Momentum
Class B flow critical depth computations use critical depth
inside the bridge at the upstream end
Criteria to check for pressure flow = Upstream energy grade line
BRIDGE OUTPUT Profile #100-YR E
E.G. US. (ft) 4891.90 Element Inside BR US Inside BR DS
W.S. US. (ft) 4891.10 E.G. Elev (ft) 4891.75 4891.21
Q Total (cfs) 1489.00 W.S. Elev (ft) 4890.44 4889.90
Q Bridge (cfs) 1489.00 Crit W.S. (ft) 4888.91 4888.58
Q Weir (cfs) Max Chl Dpth (ft) 6.55 6.35
Weir Sta Lft (ft) Vel Total (ft/s) 9.19 9.19
Weir Sta Rgt (ft) Flow Area (sq ft) 162.00 162.00
Weir Submerg Froude # Chl 0.63 0.64
Weir Max Depth (ft) Specif Force (cu ft) 924.46 892.19
Min El Weir Flow (ft) 4894.01 Hydr Depth (ft)
Min El Prs (ft) 4889.89 W.P. Total (ft) 86.00 86.00
Delta EG (ft) 0.84 Conv. Total (cfs) 18358.0 18358.0
Delta WS (ft) 1.06 Top Width (ft)
BR Open Area (sq ft) 162.00 Frctn Loss (ft) 0.54 0.00
BR Open Vel (ft/s) 9.19 C & E Loss (ft) 0.00 0.14
Coef of Q Shear Total (lb/sq ft) 0.77 0.77
Br Sel Method Energy only Power Total (lb/ft s) 0.00 0.00
Note: Yarnell answer is not valid if the water surface is above the low chord or if there is weir flow. The Yarnell answer has
been disregarded.
Note: Momentum answer is not valid if the water surface is above the low chord or if there is weir flow. The momentum
answer has been disregarded.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
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.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4702
INPUT
Conv. Total (cfs) 37180.1 Conv. (cfs) 37180.1
Length Wtd. (ft) 49.89 Wetted Per. (ft) 40.49
Min Ch El (ft) 4883.55 Shear (lb/sq ft) 0.45
Alpha 1.00 Stream Power (lb/ft s) 408.00 0.00 0.00
Frctn Loss (ft) 0.05 Cum Volume (acre-ft) 7.88 46.14 5.95
C & E Loss (ft) 0.46 Cum SA (acres) 4.89 13.10 3.58
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4653
INPUT
Description: 12-04-13, CE based on City of Fort Collins Survey (2013)
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4892 6.5 4891 14 4889 22.5 4888 33.5 4887
46 4887 52 4888 84 4888 100 4887 114 4886
119.5 4885 130.5 4884 135.5 4883.23 151.5 4884 160 4885
171 4889 175.5 4890 216 4894
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 119.5 .04 160 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
119.5 160 103 108 88 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4890.56 Element Left OB Channel Right OB
Vel Head (ft) 0.11 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4890.45 Reach Len. (ft) 103.00 108.00 88.00
Crit W.S. (ft) Flow Area (sq ft) 321.51 259.41 43.18
E.G. Slope (ft/ft) 0.000617 Area (sq ft) 321.51 259.41 43.18
Q Total (cfs) 1489.00 Flow (cfs) 601.16 823.12 64.72
Top Width (ft) 171.44 Top Width (ft) 110.92 40.50 20.02
Vel Total (ft/s) 2.39 Avg. Vel. (ft/s) 1.87 3.17 1.50
Max Chl Dpth (ft) 7.22 Hydr. Depth (ft) 2.90 6.41 2.16
Conv. Total (cfs) 59944.1 Conv. (cfs) 24201.6 33137.2 2605.3
Length Wtd. (ft) 105.68 Wetted Per. (ft) 111.46 40.68 20.86
Min Ch El (ft) 4883.23 Shear (lb/sq ft) 0.11 0.25 0.08
Alpha 1.24 Stream Power (lb/ft s) 216.00 0.00 0.00
Frctn Loss (ft) 0.13 Cum Volume (acre-ft) 7.67 45.84 5.94
C & E Loss (ft) 0.05 Cum SA (acres) 4.81 13.05 3.58
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4545
INPUT
Description: 12-04-13, CE based on City of Fort Collins Survey (2013)
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4891 19.5 4889 35 4886 43 4884 47.5 4883
49.5 4882.76 52 4883 55.5 4884 70.5 4886 101 4893
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 35 .04 70.5 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
35 70.5 105 100 55 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
INPUT
Description: Upstream CR 36 Bridge
Station Elevation Data num= 11
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4893 221 4891 221 4883.67 226.5 4883.67 226.5 4882.67
229.5 4882.67 229.5 4883.67 263 4883.67 300 4883.67 300 4891
392 4892
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 221 .02 300 .05
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
221 300 135 135 135 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 221 4893 F
263 392 4893 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4890.22 Element Left OB Channel Right OB
Vel Head (ft) 0.53 Wt. n-Val. 0.020
W.S. Elev (ft) 4889.69 Reach Len. (ft) 2.00 2.00 2.00
Crit W.S. (ft) 4886.98 Flow Area (sq ft) 256.00
E.G. Slope (ft/ft) 0.000695 Area (sq ft) 478.89
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 79.00 Top Width (ft) 79.00
Vel Total (ft/s) 5.82 Avg. Vel. (ft/s) 5.82
Max Chl Dpth (ft) 7.02 Hydr. Depth (ft) 6.10
Conv. Total (cfs) 56484.2 Conv. (cfs) 56484.2
Length Wtd. (ft) 2.00 Wetted Per. (ft) 50.02
Min Ch El (ft) 4882.67 Shear (lb/sq ft) 0.22
Alpha 1.00 Stream Power (lb/ft s) 392.00 0.00 0.00
Frctn Loss (ft) Cum Volume (acre-ft) 7.20 44.51 5.85
C & E Loss (ft) Cum SA (acres) 4.63 12.82 3.53
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
BRIDGE
RIVER: McClellands Cree
REACH: Reach 1 RS: 4350
INPUT
Description: County Road 36
Distance from Upstream XS = 2
Deck/Roadway Width = 131
Weir Coefficient = 2.6
Upstream Deck/Roadway Coordinates
num= 7
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
0 4893 221 4893 221 4893 4888.67
263 4893 4888.67 263 4893 308 4893
392 4894
Upstream Bridge Cross Section Data
Station Elevation Data num= 11
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4893 221 4891 221 4883.67 226.5 4883.67 226.5 4882.67
229.5 4882.67 229.5 4883.67 263 4883.67 300 4883.67 300 4891
392 4892
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 221 .02 300 .05
Bank Sta: Left Right Coeff Contr. Expan.
221 300 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
Energy head used in spillway design =
Spillway height used in design =
Weir crest shape = Broad Crested
Number of Piers = 3
Pier Data
Pier Station Upstream= 231 Downstream= 75
Upstream num= 2
Width Elev Width Elev
1 0 1 4890
Downstream num= 2
Width Elev Width Elev
1 0 1 4890
Pier Data
Pier Station Upstream= 242 Downstream= 86
Upstream num= 2
Width Elev Width Elev
2 0 2 4890
Downstream num= 2
Width Elev Width Elev
2 0 2 4890
Pier Data
Pier Station Upstream= 253 Downstream= 97
Upstream num= 2
Width Elev Width Elev
1 0 1 4890
Downstream num= 2
Width Elev Width Elev
1 0 1 4890
Number of Bridge Coefficient Sets = 1
Low Flow Methods and Data
Energy
Momentum Cd = 1
Yarnell KVal = 1.05
Selected Low Flow Methods = Highest Energy Answer
High Flow Method
Pressure and Weir flow
Submerged Inlet Cd =
Submerged Inlet + Outlet Cd = .8
Max Low Cord =
Additional Bridge Parameters
Add Friction component to Momentum
Do not add Weight component to Momentum
Class B flow critical depth computations use critical depth
inside the bridge at the upstream end
Criteria to check for pressure flow = Upstream energy grade line
BRIDGE OUTPUT Profile #100-YR E
E.G. US. (ft) 4890.22 Element Inside BR US Inside BR DS
W.S. US. (ft) 4889.69 E.G. Elev (ft) 4890.22 4889.30
Q Total (cfs) 1489.00 W.S. Elev (ft) 4888.67 4887.83
Q Bridge (cfs) 1489.00 Crit W.S. (ft) 4887.24 4886.36
Q Weir (cfs) Max Chl Dpth (ft) 6.00 5.73
Weir Sta Lft (ft) Vel Total (ft/s) 7.72 7.67
Weir Sta Rgt (ft) Flow Area (sq ft) 193.00 194.24
Weir Submerg Froude # Chl 0.56 0.56
Weir Max Depth (ft) Specif Force (cu ft) 848.26 856.25
Min El Weir Flow (ft) 4893.01 Hydr Depth (ft)
Min El Prs (ft) 4888.67 W.P. Total (ft) 118.00 116.90
Delta EG (ft) 0.92 Conv. Total (cfs) 19905.5 20245.5
Delta WS (ft) 0.92 Top Width (ft)
BR Open Area (sq ft) 193.00 Frctn Loss (ft)
Sta L Sta R Elev Permanent
0 65 4893 F
107 185 4893 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4889.30 Element Left OB Channel Right OB
Vel Head (ft) 0.53 Wt. n-Val. 0.020
W.S. Elev (ft) 4888.78 Reach Len. (ft) 71.00 122.00 200.00
Crit W.S. (ft) 4886.09 Flow Area (sq ft) 255.60
E.G. Slope (ft/ft) 0.000555 Area (sq ft) 529.96
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 99.97 Top Width (ft) 99.97
Vel Total (ft/s) 5.83 Avg. Vel. (ft/s) 5.83
Max Chl Dpth (ft) 6.68 Hydr. Depth (ft) 6.09
Conv. Total (cfs) 63187.3 Conv. (cfs) 63187.3
Length Wtd. (ft) 122.71 Wetted Per. (ft) 42.11
Min Ch El (ft) 4882.10 Shear (lb/sq ft) 0.21
Alpha 1.00 Stream Power (lb/ft s) 185.00 0.00 0.00
Frctn Loss (ft) 0.17 Cum Volume (acre-ft) 7.20 43.90 5.85
C & E Loss (ft) 0.14 Cum SA (acres) 4.63 12.82 3.53
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.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4188
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4893.15 15 4892.07 34 4888.23 47 4885.19 55 4883.84
62 4881.83 63.5 4881.66 67 4881.72 71 4883.51 77 4884.35
84 4885.65 92.5 4886.48 112 4887.64 126 4889.42 149 4891.99
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 47 .04 84 .07
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
47 84 184 188 185 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4889.00 Element Left OB Channel Right OB
Vel Head (ft) 0.99 Wt. n-Val. 0.040 0.040 0.070
W.S. Elev (ft) 4888.01 Reach Len. (ft) 184.00 188.00 185.00
Crit W.S. (ft) 4887.40 Flow Area (sq ft) 17.01 162.86 35.62
E.G. Slope (ft/ft) 0.007172 Area (sq ft) 17.01 162.86 35.62
Q Total (cfs) 1489.00 Flow (cfs) 66.13 1352.65 70.22
Top Width (ft) 79.98 Top Width (ft) 12.06 37.00 30.92
Vel Total (ft/s) 6.91 Avg. Vel. (ft/s) 3.89 8.31 1.97
Max Chl Dpth (ft) 6.35 Hydr. Depth (ft) 1.41 4.40 1.15
Conv. Total (cfs) 17582.2 Conv. (cfs) 780.9 15972.2 829.2
Length Wtd. (ft) 187.70 Wetted Per. (ft) 12.39 37.97 31.01
Min Ch El (ft) 4881.66 Shear (lb/sq ft) 0.61 1.92 0.51
Alpha 1.33 Stream Power (lb/ft s) 149.00 0.00 0.00
Frctn Loss (ft) 1.20 Cum Volume (acre-ft) 7.19 42.93 5.77
C & E Loss (ft) 0.14 Cum SA (acres) 4.62 12.63 3.46
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: McClellands Cree
REACH: Reach 1 RS: 4000
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Min Ch El (ft) 4881.40 Shear (lb/sq ft) 0.45 1.27 0.35
Alpha 1.19 Stream Power (lb/ft s) 190.00 0.00 0.00
Frctn Loss (ft) 0.73 Cum Volume (acre-ft) 7.09 42.07 5.65
C & E Loss (ft) 0.07 Cum SA (acres) 4.54 12.40 3.35
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.
Note: Manning's n values were composited to a single value in the main channel.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3788
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4889.84 3.5 4889.77 10 4889.5 31.5 4885.6 60 4883.83
63 4883.18 85 4881.28 88 4880.77 91 4880.77 93 4881.36
103.5 4881.92 107 4882.96 127.5 4884.02 150 4885.83 206 4890.14
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 3.5 .013 10 .04 60 .04 127.5 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
60 127.5 22 20 18 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.85 Element Left OB Channel Right OB
Vel Head (ft) 0.29 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4886.57 Reach Len. (ft) 22.00 20.00 18.00
Crit W.S. (ft) Flow Area (sq ft) 55.40 278.97 40.52
E.G. Slope (ft/ft) 0.002282 Area (sq ft) 55.40 278.97 40.52
Q Total (cfs) 1489.00 Flow (cfs) 136.19 1269.00 83.81
Top Width (ft) 133.43 Top Width (ft) 33.84 67.50 32.09
Vel Total (ft/s) 3.97 Avg. Vel. (ft/s) 2.46 4.55 2.07
Max Chl Dpth (ft) 5.80 Hydr. Depth (ft) 1.64 4.13 1.26
Conv. Total (cfs) 31170.4 Conv. (cfs) 2851.0 26564.9 1754.4
Length Wtd. (ft) 19.98 Wetted Per. (ft) 33.98 67.97 32.19
Min Ch El (ft) 4880.77 Shear (lb/sq ft) 0.23 0.58 0.18
Alpha 1.17 Stream Power (lb/ft s) 206.00 0.00 0.00
Frctn Loss (ft) 0.05 Cum Volume (acre-ft) 6.88 40.83 5.50
C & E Loss (ft) 0.00 Cum SA (acres) 4.40 12.08 3.22
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3768
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4889.22 7 4888.96 20.5 4888.06 37.5 4885.2 55 4884.3
61.5 4883.14 79 4881.91 84.5 4881.09 91 4880.55 96 4881.33
102 4882.38 130 4883.76 1534885.768 167 4886.99 218 4890.23
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
0 .013 7 .4 55 .04 130 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
55 130 63 68 70.5 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.81 Element Left OB Channel Right OB
Vel Head (ft) 0.31 Wt. n-Val. 0.400 0.040 0.040
W.S. Elev (ft) 4886.50 Reach Len. (ft) 63.00 68.00 70.50
Crit W.S. (ft) Flow Area (sq ft) 35.66 303.80 43.01
E.G. Slope (ft/ft) 0.002352 Area (sq ft) 35.66 303.80 43.01
Q Total (cfs) 1489.00 Flow (cfs) 8.06 1385.59 95.35
Manning's n Values num= 7
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 62 .13 70 .04 104 .07 113 .04
218 .013 227 .4
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
91.5 200.5 109 120 115 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.63 Element Left OB Channel Right OB
Vel Head (ft) 0.20 Wt. n-Val. 0.042 0.043 0.040
W.S. Elev (ft) 4886.43 Reach Len. (ft) 109.00 120.00 115.00
Crit W.S. (ft) Flow Area (sq ft) 39.60 389.63 4.27
E.G. Slope (ft/ft) 0.002030 Area (sq ft) 39.60 389.63 4.27
Q Total (cfs) 1489.00 Flow (cfs) 72.75 1411.59 4.66
Top Width (ft) 159.74 Top Width (ft) 42.67 109.00 8.07
Vel Total (ft/s) 3.43 Avg. Vel. (ft/s) 1.84 3.62 1.09
Max Chl Dpth (ft) 6.38 Hydr. Depth (ft) 0.93 3.57 0.53
Conv. Total (cfs) 33046.0 Conv. (cfs) 1614.6 31328.0 103.4
Length Wtd. (ft) 119.61 Wetted Per. (ft) 42.76 110.03 8.13
Min Ch El (ft) 4880.05 Shear (lb/sq ft) 0.12 0.45 0.07
Alpha 1.07 Stream Power (lb/ft s) 233.50 0.00 0.00
Frctn Loss (ft) 0.22 Cum Volume (acre-ft) 6.80 40.15 5.44
C & E Loss (ft) 0.00 Cum SA (acres) 4.33 11.91 3.18
Note: Manning's n values were composited to a single value in the main channel.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3580
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 26
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4891.73 40 4888.07 82 4885.88 90 4885.75 115.5 4886.45
116 4884.62 136 4882.48 151 4881.08 164 4881.06 165.5 4879.85
170 4880.43 175.5 4881.7 181.5 4882.01 195.5 4882.62 213 4883.56
220 4884.82 220.3 4886.49 229 4886.76 238 4887.11 246 4887.16
253 4886.93 263 4885.8 270 4885.42 274.5 4885.31 280.5 4885.45
298 4886.49
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .07 82 .013 90 .04 116 .04 213 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
116 213 58 60 58 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.41 Element Left OB Channel Right OB
Vel Head (ft) 0.21 Wt. n-Val. 0.020 0.040 0.040
W.S. Elev (ft) 4886.20 Reach Len. (ft) 58.00 60.00 58.00
Crit W.S. (ft) Flow Area (sq ft) 8.10 385.02 32.50
E.G. Slope (ft/ft) 0.001611 Area (sq ft) 8.10 385.02 32.50
Q Total (cfs) 1489.00 Flow (cfs) 9.95 1431.05 48.00
Top Width (ft) 168.88 Top Width (ft) 30.97 97.00 40.91
Vel Total (ft/s) 3.50 Avg. Vel. (ft/s) 1.23 3.72 1.48
Max Chl Dpth (ft) 6.35 Hydr. Depth (ft) 0.26 3.97 0.79
Conv. Total (cfs) 37095.1 Conv. (cfs) 247.8 35651.4 1195.9
Length Wtd. (ft) 59.96 Wetted Per. (ft) 32.19 97.84 42.23
Min Ch El (ft) 4879.85 Shear (lb/sq ft) 0.03 0.40 0.08
Alpha 1.09 Stream Power (lb/ft s) 298.00 0.00 0.00
Frctn Loss (ft) 0.13 Cum Volume (acre-ft) 6.74 39.08 5.40
C & E Loss (ft) 0.02 Cum SA (acres) 4.24 11.62 3.11
Warning: Divided flow computed for this cross-section.
CROSS SECTION
RIVER: McClellands Cree
W.S. Elev (ft) 4885.84 Reach Len. (ft) 1.50 1.50 1.50
Crit W.S. (ft) 4884.24 Flow Area (sq ft) 288.21
E.G. Slope (ft/ft) 0.003123 Area (sq ft) 290.46
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 74.41 Top Width (ft) 74.41
Vel Total (ft/s) 5.17 Avg. Vel. (ft/s) 5.17
Max Chl Dpth (ft) 6.24 Hydr. Depth (ft) 3.96
Conv. Total (cfs) 26643.2 Conv. (cfs) 26643.2
Length Wtd. (ft) 1.50 Wetted Per. (ft) 73.42
Min Ch El (ft) 4879.60 Shear (lb/sq ft) 0.77
Alpha 1.00 Stream Power (lb/ft s) 306.00 0.00 0.00
Frctn Loss (ft) 0.00 Cum Volume (acre-ft) 6.73 38.62 5.37
C & E Loss (ft) 0.00 Cum SA (acres) 4.22 11.50 3.08
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
BRIDGE
RIVER: McClellands Cree
REACH: Reach 1 RS: 3558.5
INPUT
Description: Radiant Park Bridge 01-16-12
Distance from Upstream XS = 1.5
Deck/Roadway Width = 10
Weir Coefficient = 2.6
Upstream Deck/Roadway Coordinates
num= 2
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
130.6 4886.94 4886.61 203.3 4886.99 4886.65
Upstream Bridge Cross Section Data
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4890.24 47 4887.68 81 4886 89 4885.88 124 4886.94
129.6 4886.17 130.6 4883.26 155 4881.46 168 4879.6 171.5 4881.47
196.5 4882.58 203.3 4883.16 204.3 4886.4 209 4886.94 234 4886.97
250 4887.09 280 4886.74 306 4887.29
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 81 .013 89 .04 129.6 .04 204.3 .04
Bank Sta: Left Right Coeff Contr. Expan.
129.6 204.3 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 130.6 4886.61 F
203.3 306 4886.61 F
Downstream Deck/Roadway Coordinates
num= 2
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
130.5 4887.03 4886.65 202 4886.97 4886.67
Downstream Bridge Cross Section Data
Station Elevation Data num= 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4890 81 4886.04 104 4886.5 124 4887.03 129 4886.5
130.5 4883.58 135 4883.09 157 4880.68 202 4882.85 204 4886.65
209 4886.97 235 4886.94 279 4887.19
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 81 .013 104 .04 209 .013 235 .04
Bank Sta: Left Right Coeff Contr. Expan.
129 204 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 130.5 4886.61 F
Q Weir (cfs) Max Chl Dpth (ft) 6.24 5.08
Weir Sta Lft (ft) Vel Total (ft/s) 5.17 5.39
Weir Sta Rgt (ft) Flow Area (sq ft) 287.78 276.19
Weir Submerg Froude # Chl 0.37 0.42
Weir Max Depth (ft) Specif Force (cu ft) 837.33 801.99
Min El Weir Flow (ft) 4886.61 Hydr Depth (ft) 3.96 3.86
Min El Prs (ft) 4886.65 W.P. Total (ft) 73.42 71.71
Delta EG (ft) 0.05 Conv. Total (cfs) 26577.6 25209.8
Delta WS (ft) 0.09 Top Width (ft) 74.41 74.16
BR Open Area (sq ft) 340.28 Frctn Loss (ft) 0.03 0.01
BR Open Vel (ft/s) 5.39 C & E Loss (ft) 0.00 0.00
Coef of Q Shear Total (lb/sq ft) 0.77 0.84
Br Sel Method Energy only Power Total (lb/ft s) 0.00 0.00
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3551
INPUT
Description: ds Bridge Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4890 81 4886.04 104 4886.5 124 4887.03 129 4886.5
130.5 4883.58 135 4883.09 157 4880.68 202 4882.85 204 4886.65
209 4886.97 235 4886.94 279 4887.19
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 81 .013 104 .04 209 .013 235 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
129 204 30 31 30 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 130.5 4886.61 F
202 279 4886.61 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.20 Element Left OB Channel Right OB
Vel Head (ft) 0.45 Wt. n-Val. 0.040
W.S. Elev (ft) 4885.75 Reach Len. (ft) 30.00 31.00 30.00
Crit W.S. (ft) 4884.27 Flow Area (sq ft) 275.15
E.G. Slope (ft/ft) 0.003533 Area (sq ft) 278.57
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 74.14 Top Width (ft) 74.14
Vel Total (ft/s) 5.41 Avg. Vel. (ft/s) 5.41
Max Chl Dpth (ft) 5.07 Hydr. Depth (ft) 3.85
Conv. Total (cfs) 25050.7 Conv. (cfs) 25050.7
Length Wtd. (ft) 31.00 Wetted Per. (ft) 71.71
Min Ch El (ft) 4880.68 Shear (lb/sq ft) 0.85
Alpha 1.00 Stream Power (lb/ft s) 279.00 0.00 0.00
Frctn Loss (ft) 0.09 Cum Volume (acre-ft) 6.73 38.52 5.37
C & E Loss (ft) 0.06 Cum SA (acres) 4.22 11.48 3.08
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3520
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 17
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4889.18 42 4887.43 66 4886.54 79 4886.19 96 4885.89
115 4885.03 133 4882.38 143 4881.27 156.5 4880.88 163 4879.54
Frctn Loss (ft) 0.12 Cum Volume (acre-ft) 6.73 38.29 5.37
C & E Loss (ft) 0.01 Cum SA (acres) 4.21 11.41 3.08
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3450
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 21
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4888.1 84 4884.33 92.5 4884.2 106 4882.72 125 4881.31
133 4880.75 139.5 4879.53 142 4881.64 164.4 4879.9 173 4881.63
183.5 4881.9 199 4882.75 203 4883.17 217 4884.28 230 4884.36
245 4886.3 252 4886.38 276 4888.31 281 4888.28 307.5 4889.33
324.5 4888.94
Manning's n Values num= 8
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 84 .013 92.5 .04 199 .04 217 .013
230 .04 276 .013 281 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
106 199 194 200 195 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 115.5 4886.61 F
220 324.5 4886.61 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4885.92 Element Left OB Channel Right OB
Vel Head (ft) 0.20 Wt. n-Val. 0.040 0.034
W.S. Elev (ft) 4885.71 Reach Len. (ft) 194.00 200.00 195.00
Crit W.S. (ft) 4883.43 Flow Area (sq ft) 372.31 43.14
E.G. Slope (ft/ft) 0.001376 Area (sq ft) 64.07 404.10 64.07
Q Total (cfs) 1489.00 Flow (cfs) 1376.81 112.19
Top Width (ft) 187.30 Top Width (ft) 52.83 93.00 41.47
Vel Total (ft/s) 3.58 Avg. Vel. (ft/s) 3.70 2.60
Max Chl Dpth (ft) 6.18 Hydr. Depth (ft) 4.46 2.05
Conv. Total (cfs) 40137.0 Conv. (cfs) 37112.8 3024.3
Length Wtd. (ft) 199.20 Wetted Per. (ft) 84.70 21.07
Min Ch El (ft) 4879.53 Shear (lb/sq ft) 0.38 0.18
Alpha 1.02 Stream Power (lb/ft s) 324.50 0.00 0.00
Frctn Loss (ft) 0.33 Cum Volume (acre-ft) 6.68 37.67 5.32
C & E Loss (ft) 0.01 Cum SA (acres) 4.17 11.25 3.05
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3250
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 27
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4888 17 4886.91 20 4886.73 20 4886.31 48 4886.1
48 4885.69 63 4883.58 65 4883.47 66 4883.54 72.5 4884.23
80.5 4884.42 91 4882.42 94.5 4882.36 99.5 4880.32 101.5 4879.53
116 4880.13 120 4881.34 124 4882.1 153.5 4882.43 175 4883.22
181 4883.56 190 4883.74 196 4883.85 285.5 4885.78 318.5 4886.44
358.6 4887.1 397.5 4887.95
Manning's n Values num= 7
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 72.5 .013 80.5 .04 94.5 .07 101.5 .04
181 .013 190 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 2920
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13 Breakaway Ped Bridge
Topo from City of Fort Collins
Station Elevation Data num= 21
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4886 60 4885.48 72 4885.39 72 4884.91 110.5 4883.86
110.5 4884.29 114 4883.68 126.5 4881.06 137 4882.6 147 4882.81
156 4883.5 158.5 4880.75 170 4880.21 196 4879.93 198 4881.04
203 4883.55 232 4882.95 242 4882.93 264 4883.29 274 4883.61
300 4884.84
Manning's n Values num= 7
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 72 .013 114 .04 137 .013 156 .04
203 .013 264 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
114 264 158 170 167 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4884.32 Element Left OB Channel Right OB
Vel Head (ft) 0.73 Wt. n-Val. 0.035 0.040
W.S. Elev (ft) 4883.59 Reach Len. (ft) 158.00 170.00 167.00
Crit W.S. (ft) 4883.59 Flow Area (sq ft) 216.45 1.37
E.G. Slope (ft/ft) 0.009374 Area (sq ft) 216.45 1.37
Q Total (cfs) 1489.00 Flow (cfs) 1487.62 1.38
Top Width (ft) 158.80 Top Width (ft) 149.55 9.25
Vel Total (ft/s) 6.84 Avg. Vel. (ft/s) 6.87 1.01
Max Chl Dpth (ft) 3.66 Hydr. Depth (ft) 1.45 0.15
Conv. Total (cfs) 15378.9 Conv. (cfs) 15364.7 14.2
Length Wtd. (ft) 167.11 Wetted Per. (ft) 152.08 9.26
Min Ch El (ft) 4879.93 Shear (lb/sq ft) 0.83 0.09
Alpha 1.01 Stream Power (lb/ft s) 300.00 0.00 0.00
Frctn Loss (ft) 1.02 Cum Volume (acre-ft) 6.34 33.94 4.66
C & E Loss (ft) 0.14 Cum SA (acres) 3.88 9.90 2.41
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: 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: McClellands Cree
REACH: Reach 1 RS: 2750
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 21
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4885 82.5 4883.48 106 4882.78 116 4881.66 128 4880.12
132 4878.91 134 4878.21 153 4878.78 160 4880.68 169 4882.01
176 4881.75 180 4880.63 192 4880.24 195.5 4879.56 208 4878.78
212 4880.36 243 4881.01 2534881.155 307 4881.94 329 4883.15
344 4885.68
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 169 .04 253 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 21
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4883.94 79 4882.1 144 4881.22 145 4880.98 156 4880.84
193 4879.73 197 4878.35 226 4878.28 233 4880.41 238 4880.64
243.5 4881.36 258.5 4881.37 264 4880.09 270 4879.46 283 4878.02
284.5 4879.58 287 4879.81 302 4880.66 336 4881 346.5 4884.7
391 4880
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 258.5 .04 336 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
258.5 336 50 40 40 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4882.09 Element Left OB Channel Right OB
Vel Head (ft) 0.27 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4881.82 Reach Len. (ft) 50.00 40.00 40.00
Crit W.S. (ft) Flow Area (sq ft) 228.61 125.53 16.62
E.G. Slope (ft/ft) 0.007525 Area (sq ft) 228.61 125.53 16.62
Q Total (cfs) 1536.00 Flow (cfs) 936.86 553.33 45.81
Top Width (ft) 255.81 Top Width (ft) 158.76 77.50 19.55
Vel Total (ft/s) 4.14 Avg. Vel. (ft/s) 4.10 4.41 2.76
Max Chl Dpth (ft) 3.80 Hydr. Depth (ft) 1.44 1.62 0.85
Conv. Total (cfs) 17706.9 Conv. (cfs) 10800.0 6378.7 528.1
Length Wtd. (ft) 43.46 Wetted Per. (ft) 159.41 78.46 21.61
Min Ch El (ft) 4878.02 Shear (lb/sq ft) 0.67 0.75 0.36
Alpha 1.02 Stream Power (lb/ft s) 391.00 0.00 0.00
Frctn Loss (ft) 0.23 Cum Volume (acre-ft) 5.64 32.49 4.46
C & E Loss (ft) 0.05 Cum SA (acres) 3.53 9.07 2.18
Warning: Divided flow computed for this cross-section.
Warning: The cross-section end points had to be extended vertically for the computed water surface.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 2510
INPUT
Description: New Cross-section (07-19-13) based on King Survey 7-19-13
Station Elevation Data num= 20
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4886 38 4884 112 4883 150.5 4882 196.5 4881
232 4880 246.5 4879.6 262.5 4880 277 4881 295 4881.5
325 4881 335 4880.27 339.5 4880.27 343.5 4879.58 381.5 4879.56
413 4879.63 424 4881.3 432 4882 441 4882.78 497 4876
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 335 .013 424 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
325 424 35 120 125 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4881.81 Element Left OB Channel Right OB
Vel Head (ft) 0.78 Wt. n-Val. 0.040 0.013 0.040
W.S. Elev (ft) 4881.02 Reach Len. (ft) 35.00 120.00 125.00
Crit W.S. (ft) 4881.02 Flow Area (sq ft) 63.32 118.05 104.12
E.G. Slope (ft/ft) 0.004012 Area (sq ft) 63.32 118.05 104.12
Q Total (cfs) 1536.00 Flow (cfs) 125.07 993.41 417.52
Top Width (ft) 222.12 Top Width (ft) 83.48 97.16 41.47
Vel Total (ft/s) 5.38 Avg. Vel. (ft/s) 1.98 8.42 4.01
Max Chl Dpth (ft) 5.02 Hydr. Depth (ft) 0.76 1.21 2.51
Conv. Total (cfs) 24250.1 Conv. (cfs) 1974.7 15683.7 6591.7
Length Wtd. (ft) 109.69 Wetted Per. (ft) 83.54 97.35 46.80
401 4880 406 4881 412 4882 470 4876
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 269 .04 401 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
269 401 40 40 40 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4879.39 Element Left OB Channel Right OB
Vel Head (ft) 0.70 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4878.69 Reach Len. (ft) 40.00 40.00 40.00
Crit W.S. (ft) 4878.69 Flow Area (sq ft) 43.47 150.77 34.83
E.G. Slope (ft/ft) 0.021564 Area (sq ft) 43.47 150.77 34.83
Q Total (cfs) 1536.00 Flow (cfs) 284.75 1035.41 215.84
Top Width (ft) 164.97 Top Width (ft) 32.45 106.57 25.95
Vel Total (ft/s) 6.71 Avg. Vel. (ft/s) 6.55 6.87 6.20
Max Chl Dpth (ft) 2.68 Hydr. Depth (ft) 1.34 1.41 1.34
Conv. Total (cfs) 10459.8 Conv. (cfs) 1939.1 7050.9 1469.8
Length Wtd. (ft) 40.00 Wetted Per. (ft) 33.04 106.75 28.77
Min Ch El (ft) 4876.00 Shear (lb/sq ft) 1.77 1.90 1.63
Alpha 1.00 Stream Power (lb/ft s) 470.00 0.00 0.00
Frctn Loss (ft) 0.79 Cum Volume (acre-ft) 5.43 32.00 4.21
C & E Loss (ft) 0.07 Cum SA (acres) 3.34 8.71 2.06
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 cross-section end points had to be extended vertically for the computed water surface.
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: McClellands Cree
REACH: Reach 1 RS: 2350
INPUT
Description: New Topo from King Surveyors 7-19-13
Station Elevation Data num= 20
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4882.77 81 4876.78 140 4875.98 182 4877 196 4881.27
220 4880.87 235 4880.03 273 4879.45 283.5 4879.91 286.5 4879.57
305 4878.94 317.5 4879.38 319 4879.08 329 4876.72 331.5 4875.54
349 4876.15 393 4876.63 418 4878.55 433 4881.86 442 4881.88
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .06 317.5 .04 418 .045
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
317.5 418 300 350 318 .1 .3
Blocked Obstructions num= 1
Sta L Sta R Elev
229 277 4876
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4878.46 Element Left OB Channel Right OB
Vel Head (ft) 0.47 Wt. n-Val. 0.060 0.040
W.S. Elev (ft) 4877.99 Reach Len. (ft) 300.00 350.00 318.00
Crit W.S. (ft) Flow Area (sq ft) 169.48 128.03
E.G. Slope (ft/ft) 0.018198 Area (sq ft) 169.48 128.03
Q Total (cfs) 1536.00 Flow (cfs) 709.49 826.51
Top Width (ft) 207.69 Top Width (ft) 120.61 87.09
Vel Total (ft/s) 5.16 Avg. Vel. (ft/s) 4.19 6.46
Max Chl Dpth (ft) 2.45 Hydr. Depth (ft) 1.41 1.47
Conv. Total (cfs) 11386.3 Conv. (cfs) 5259.4 6126.9
Length Wtd. (ft) 338.00 Wetted Per. (ft) 120.82 87.56
415 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
285 415 297 300 284 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4877.05 Element Left OB Channel Right OB
Vel Head (ft) 0.16 Wt. n-Val. 0.040 0.044 0.080
W.S. Elev (ft) 4876.89 Reach Len. (ft) 297.00 300.00 284.00
Crit W.S. (ft) Flow Area (sq ft) 1.82 463.29 43.37
E.G. Slope (ft/ft) 0.001653 Area (sq ft) 1.82 463.29 43.37
Q Total (cfs) 1536.00 Flow (cfs) 1.28 1493.72 41.00
Top Width (ft) 166.52 Top Width (ft) 5.65 130.00 30.87
Vel Total (ft/s) 3.02 Avg. Vel. (ft/s) 0.71 3.22 0.95
Max Chl Dpth (ft) 5.89 Hydr. Depth (ft) 0.32 3.56 1.41
Conv. Total (cfs) 37778.0 Conv. (cfs) 31.5 36738.1 1008.3
Length Wtd. (ft) 299.74 Wetted Per. (ft) 5.69 132.17 30.98
Min Ch El (ft) 4871.00 Shear (lb/sq ft) 0.03 0.36 0.14
Alpha 1.11 Stream Power (lb/ft s) 486.00 0.00 0.00
Frctn Loss (ft) 1.18 Cum Volume (acre-ft) 4.74 29.50 4.03
C & E Loss (ft) 0.08 Cum SA (acres) 2.84 7.75 1.93
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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: 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: McClellands Cree
REACH: Reach 1 RS: 1700
INPUT
Description: New Topo from King Surveyors 7-19-13
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4885.46 311 4875.58 361 4874.74 387 4874.35 401 4870.91
405 4868 409 4868.56 416 4872.52 423 4872.64 472 4874.06
501.5 4875.5 512 4879.29 515 4878 525 4876 532 4876
546 4878 593 4880 615 4882
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 423 .08 546 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
387 472 329 350 324 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
511 615 4878 T
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4875.79 Element Left OB Channel Right OB
Vel Head (ft) 0.97 Wt. n-Val. 0.040 0.046 0.080
W.S. Elev (ft) 4874.82 Reach Len. (ft) 329.00 350.00 324.00
Crit W.S. (ft) 4874.82 Flow Area (sq ft) 7.33 195.93 5.91
E.G. Slope (ft/ft) 0.017616 Area (sq ft) 7.33 195.93 5.91
Q Total (cfs) 1584.00 Flow (cfs) 13.90 1562.47 7.64
Top Width (ft) 131.30 Top Width (ft) 30.74 85.00 15.57
Vel Total (ft/s) 7.57 Avg. Vel. (ft/s) 1.90 7.97 1.29
Max Chl Dpth (ft) 6.82 Hydr. Depth (ft) 0.24 2.31 0.38
Conv. Total (cfs) 11934.4 Conv. (cfs) 104.7 11772.2 57.6
Length Wtd. (ft) 348.56 Wetted Per. (ft) 30.74 87.47 15.58
Min Ch El (ft) 4868.00 Shear (lb/sq ft) 0.26 2.46 0.42
Alpha 1.09 Stream Power (lb/ft s) 615.00 0.00 0.00
Frctn Loss (ft) 0.57 Cum Volume (acre-ft) 4.71 27.23 3.87
C & E Loss (ft) 0.27 Cum SA (acres) 2.71 7.01 1.78
Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth
317 466 328 350 327 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
567 656 4878 T
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4873.19 Element Left OB Channel Right OB
Vel Head (ft) 0.07 Wt. n-Val. 0.050 0.040 0.060
W.S. Elev (ft) 4873.11 Reach Len. (ft) 328.00 350.00 327.00
Crit W.S. (ft) Flow Area (sq ft) 116.37 617.88 85.37
E.G. Slope (ft/ft) 0.000564 Area (sq ft) 116.37 617.88 85.37
Q Total (cfs) 1584.00 Flow (cfs) 107.57 1407.22 69.21
Top Width (ft) 279.31 Top Width (ft) 77.62 149.00 52.70
Vel Total (ft/s) 1.93 Avg. Vel. (ft/s) 0.92 2.28 0.81
Max Chl Dpth (ft) 5.11 Hydr. Depth (ft) 1.50 4.15 1.62
Conv. Total (cfs) 66670.6 Conv. (cfs) 4527.6 59230.0 2913.0
Length Wtd. (ft) 347.40 Wetted Per. (ft) 77.68 149.06 52.79
Min Ch El (ft) 4868.00 Shear (lb/sq ft) 0.05 0.15 0.06
Alpha 1.26 Stream Power (lb/ft s) 656.00 0.00 0.00
Frctn Loss (ft) 0.08 Cum Volume (acre-ft) 4.25 23.96 3.53
C & E Loss (ft) 0.01 Cum SA (acres) 2.31 6.07 1.53
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 1000
INPUT
Description:
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4876 80 4874 120 4872 184 4870 190 4868
380 4868 412 4870 437 4872 462 4874 473 4876
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 190 .035 380 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
190 380 330 400 460 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4873.09 Element Left OB Channel Right OB
Vel Head (ft) 0.03 Wt. n-Val. 0.050 0.035 0.060
W.S. Elev (ft) 4873.06 Reach Len. (ft) 330.00 400.00 460.00
Crit W.S. (ft) Flow Area (sq ft) 167.40 961.32 188.41
E.G. Slope (ft/ft) 0.000134 Area (sq ft) 167.40 961.32 188.41
Q Total (cfs) 1584.00 Flow (cfs) 86.17 1393.64 104.19
Top Width (ft) 351.44 Top Width (ft) 91.19 190.00 70.24
Vel Total (ft/s) 1.20 Avg. Vel. (ft/s) 0.51 1.45 0.55
Max Chl Dpth (ft) 5.06 Hydr. Depth (ft) 1.84 5.06 2.68
Conv. Total (cfs) 136712.2 Conv. (cfs) 7437.4 120282.8 8992.0
Length Wtd. (ft) 397.68 Wetted Per. (ft) 91.57 190.00 70.43
Min Ch El (ft) 4868.00 Shear (lb/sq ft) 0.02 0.04 0.02
Alpha 1.30 Stream Power (lb/ft s) 473.00 0.00 0.00
Frctn Loss (ft) 0.03 Cum Volume (acre-ft) 3.18 17.62 2.50
C & E Loss (ft) 0.01 Cum SA (acres) 1.67 4.71 1.07
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 600
INPUT
Description:
Station Elevation Data num= 11
Frctn Loss (ft) 0.03 Cum Volume (acre-ft) 0.94 5.63 0.67
C & E Loss (ft) 0.03 Cum SA (acres) 0.63 2.33 0.35
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 438
INPUT
Description:
Station Elevation Data num= 7
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4876 138 4874 234 4874 275 4872 784 4872
816 4874 825 4876
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 275 .035 784 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
275 784 30 41 30 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4873.00 Element Left OB Channel Right OB
Vel Head (ft) 0.33 Wt. n-Val. 0.050 0.035 0.060
W.S. Elev (ft) 4872.67 Reach Len. (ft) 30.00 41.00 30.00
Crit W.S. (ft) 4872.67 Flow Area (sq ft) 4.57 340.00 3.57
E.G. Slope (ft/ft) 0.020226 Area (sq ft) 4.57 340.00 3.57
Q Total (cfs) 1584.00 Flow (cfs) 9.30 1568.66 6.04
Top Width (ft) 533.38 Top Width (ft) 13.69 509.00 10.69
Vel Total (ft/s) 4.55 Avg. Vel. (ft/s) 2.03 4.61 1.69
Max Chl Dpth (ft) 0.67 Hydr. Depth (ft) 0.33 0.67 0.33
Conv. Total (cfs) 11137.8 Conv. (cfs) 65.4 11029.9 42.5
Length Wtd. (ft) 40.15 Wetted Per. (ft) 13.71 509.00 10.71
Min Ch El (ft) 4872.00 Shear (lb/sq ft) 0.42 0.84 0.42
Alpha 1.02 Stream Power (lb/ft s) 825.00 0.00 0.00
Frctn Loss (ft) 0.07 Cum Volume (acre-ft) 0.50 1.93 0.32
C & E Loss (ft) 0.08 Cum SA (acres) 0.43 0.78 0.18
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: 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: McClellands Cree
REACH: Reach 1 RS: 397
INPUT
Description:
Station Elevation Data num= 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4874 42 4872 57 4870 91 4868 147 4868
163 4866 188 4864 383 4864 450 4866 468 4868
485 4870 554 4872 590 4874
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .06 188 .04 383 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
188 383 120 132 123 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4867.45 Element Left OB Channel Right OB
INPUT
Description:
Station Elevation Data num= 9
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4870 52 4868 100 4866 338 4866 343 4864
431 4864 439 4866 487 4868 503 4870
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .06 338 .04 439 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
338 439 0 0 0 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4867.30 Element Left OB Channel Right OB
Vel Head (ft) 0.20 Wt. n-Val. 0.060 0.040 0.060
W.S. Elev (ft) 4867.10 Reach Len. (ft)
Crit W.S. (ft) 4866.39 Flow Area (sq ft) 276.35 300.11 14.52
E.G. Slope (ft/ft) 0.002745 Area (sq ft) 276.35 300.11 14.52
Q Total (cfs) 1584.00 Flow (cfs) 369.23 1202.13 12.64
Top Width (ft) 391.80 Top Width (ft) 264.40 101.00 26.40
Vel Total (ft/s) 2.68 Avg. Vel. (ft/s) 1.34 4.01 0.87
Max Chl Dpth (ft) 3.10 Hydr. Depth (ft) 1.05 2.97 0.55
Conv. Total (cfs) 30235.8 Conv. (cfs) 7048.0 22946.5 241.3
Length Wtd. (ft) Wetted Per. (ft) 264.43 101.63 26.43
Min Ch El (ft) 4864.00 Shear (lb/sq ft) 0.18 0.51 0.09
Alpha 1.75 Stream Power (lb/ft s) 503.00 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:McClellands Cree
Reach River Sta. n1 n2 n3 n4 n5 n6 n7 n8
Reach 1 6809 .035 .045 .035
Reach 1 6758 .04 .04 .04
Reach 1 6726 .04 .04 .055 .04 .055 .04
Reach 1 6306 .04 .04 .04
Reach 1 6268 .04 .013 .04
Reach 1 6158 .04 .04 .04
Reach 1 6075 .04 .013 .04
Reach 1 5953 .04 .07 .04 .055 .04 .013 .04
Reach 1 5608 .04 .013 .04 .04 .013 .04
Reach 1 5525 .04 .013 .04 .07 .04 .013 .04
Reach 1 5218 .04 .055 .04 .013 .04
Reach 1 5155 .04 .055 .04 .016 .04
Reach 1 4888 .04 .055 .04 .055 .04 .013 .04
Reach 1 4786 .04 .02 .04
Reach 1 4750 Bridge
Reach 1 4702 .04 .02 .04
Reach 1 4653 .04 .04 .04
Reach 1 4545 .04 .04 .04
Reach 1 4445 .05 .02 .05
Reach 1 4350 Bridge
Reach 1 4310 .05 .02 .05
Reach 1 4188 .04 .04 .07
Reach 1 4000 .07 .04 .07 .04 .04
Reach 1 3788 .04 .013 .04 .04 .04
Reach 1 3768 .013 .4 .04 .04
Reach 1 3700 .04 .13 .04 .07 .04 .013 .4
Reach 1 3580 .07 .013 .04 .04 .04
Reach 1 3566 .04 .013 .04 .04 .04
Reach 1 3558.5 Bridge
Reach 1 3551 .04 .013 .04 .013 .04
Reach 1 5953 318 345 317
Reach 1 5608 83 83 83
Reach 1 5525 255 307 233
Reach 1 5218 63 63 63
Reach 1 5155 242 267 238
Reach 1 4888 68 102 102
Reach 1 4786 84 84 84
Reach 1 4750 Bridge
Reach 1 4702 56 49 25
Reach 1 4653 103 108 88
Reach 1 4545 105 100 55
Reach 1 4445 135 135 135
Reach 1 4350 Bridge
Reach 1 4310 71 122 200
Reach 1 4188 184 188 185
Reach 1 4000 212 212 209
Reach 1 3788 22 20 18
Reach 1 3768 63 68 70.5
Reach 1 3700 109 120 115
Reach 1 3580 58 60 58
Reach 1 3566 14 15 14
Reach 1 3558.5 Bridge
Reach 1 3551 30 31 30
Reach 1 3520 60 70 70
Reach 1 3450 194 200 195
Reach 1 3250 287 330 281
Reach 1 2920 158 170 167
Reach 1 2750 95 200 90
Reach 1 2550 50 40 40
Reach 1 2510 35 120 125
Reach 1 2390 40 40 40
Reach 1 2350 300 350 318
Reach 1 2000 297 300 284
Reach 1 1700 329 350 324
Reach 1 1350 328 350 327
Reach 1 1000 330 400 460
Reach 1 600 89 162 187
Reach 1 438 30 41 30
Reach 1 397 120 132 123
Reach 1 265 0 0 0
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: McClellands Cree
Reach River Sta. Contr. Expan.
Reach 1 6809 .1 .3
Reach 1 6758 .1 .3
Reach 1 6726 .1 .3
Reach 1 6306 .1 .3
Reach 1 6268 .1 .3
Reach 1 6158 .1 .3
Reach 1 6075 .1 .3
Reach 1 5953 .1 .3
Reach 1 5608 .1 .3
Reach 1 5525 .1 .3
Reach 1 5218 .1 .3
Reach 1 5155 .1 .3
Reach 1 4888 .1 .3
Reach 1 4786 .3 .5
Reach 1 4750 Bridge
Reach 1 4702 .3 .5
Reach 1 4653 .1 .3
0 1000 2000 3000 4000 5000 6000 7000
4860
4870
4880
4890
4900
4910
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
Main Channel Distance (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
McClellands Cree Reach 1
0 100 200 300 400 500 600
4864
4865
4866
4867
4868
4869
4870
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 265
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Bank Sta
.06 .04 .06
0 100 200 300 400 500 600
4896
4898
4900
4902
4904
4906
4908
4910
4912
4914
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6809
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.035 .045 .035
0 100 200 300 400 500 600 700
4895
4900
4905
4910
4915
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6758
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Bank Sta
.04 .04 .04
0 100 200 300 400 500 600 700
4895
4900
0 100 200 300 400 500
4890
4895
4900
4905
4910
4915
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6306
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.04 .04 .04
0 100 200 300 400 500 600
4890
4895
4900
4905
4910
4915
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6268
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.04 .
0
1
3
.04
0 50 100 150 200 250 300 350 400
4892
4894
4896
4898
4900
4902
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6158
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.04 .04 .04
0 100 200 300 400
4890
4892
4894
4896
0 50 100 150 200 250 300 350 400
4888
4890
4892
4894
4896
4898
4900
4902
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 5953
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.04 .
0
7
.
0
4
.
0
5
5
.04 .
0
1
3
.04
0 100 200 300 400 500 600
4888
4890
4892
4894
4896
4898
4900
4902
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 5608
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.04 .
0
1
3
.04 .
0
4
.
0
0 100 200 300 400 500
4886
4888
4890
4892
4894
4896
4898
4900
4902
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 5155
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.04 .
0
5
5
.04 .
0
1
6
.04
0 50 100 150 200 250
4884
4886
4888
4890
4892
4894
4896
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4888
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.04 .
0
5
5
.
0
4
.055 .04 .
0
1
3
.
0
4
0 100 200 300 400 500
0 100 200 300 400 500
4882
4884
4886
4888
4890
4892
4894
4896
4898
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4750 BR
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Ineff
Bank Sta
.04 .02 .04
0 100 200 300 400 500
4882
4884
4886
4888
4890
4892
4894
4896
4898
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4702
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Ineff
Bank Sta
.04 .02 .04
0 50 100 150 200 250
4882
4884
4886
4888
4890
4892
4894
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4653
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
0 100 200 300 400
4882
4884
4886
4888
4890
4892
4894
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4445
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Ineff
Bank Sta
.05 .02 .05
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
COVER SHEET
01/15/16
N/A
N/A
SB
RA
1165-012-026
1 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
vicinity map
Scale: NTS
OWNER
City of Fort Collins
Park Planning and Development
215 Mason Street
Fort Collins, Colorado 80524
Ph. 970.221.6367
Contact: Craig Kisling
SURVEYOR
City of Fort Collins
Surveying Department
281 N. College Ave
Fort Collins, Colorado 80524
Ph. 970.221.6565
Contact: John Von Nieda
PROPOSED STORM SEWER & MANHOLE
EXISTING SANITARY SEWER MAIN
PROPOSED TELEPHONE LINE
EXISTING GAS
EXISTING STORM SEWER
EXISTING WATER MAIN
EXISTING MANHOLE
PROPOSED STORM INLET
LEGEND
PROPOSED CONCRETE
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
EXISTING UTILITY POLE
EXISTING GUY WIRE
PROPOSED GAS
EXISTING ELECTRIC LINE PROPOSED ELECTRIC LINE
EXISTING TELEPHONE LINE
EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT
EXISTING WATER VALVE
PROPOSED SANITARY SEWER
PROPOSED WATER LINE & VALVE
52+60 52+40 52+20 52+00 51+80 51+60 51+40 51+20 51+00 50+80 50+60 50+40 50+20 50+00 49+80 49+60 49+40 49+20 49+00 48+80 48+60 48+40 48+20 48+00 47+80 47+60
4886
4888
4890
4892
4882
4884
4882
4884
4886
4888
4890
4892
4894
LEGEND
EXISTING ORDINARY HIGH WATER MARK
PROPOSED RIPRAP
PROPOSED RIFFLE DROP
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
PROPOSED TOE PROTECTION
EXISTING CHANNEL FLOWLINE
PROPOSED CHANNEL FLOWLINE
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
STA 47+60 TO 52+50
CHANNEL PLAN & PROFILE
01/15/16
1"=20'
1"=2'
SB
RA
1165-012-026
2 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
0
SCALE: 1" = 20'
20 10 20 40 PRELIMINARY
NOT FOR CONSTRUCTION
MATCH LINE STA 52+50
MATCH LINE STA 52+50
KEY MAP
scale: 1"=500'
6
3
4
2
5
57+60 57+40 57+20 57+00 56+80 56+60 56+40 56+20 56+00 55+80 55+60 55+40 55+20 55+00 54+80 54+60 54+40 54+20 54+00 53+80 53+60 53+40 53+20 53+00 52+80 52+60 52+40
4884
4886
4888
4890
4892
4894
4896
4884
4892
4894
4896
LEGEND
EXISTING ORDINARY HIGH WATER MARK
PROPOSED RIPRAP
PROPOSED RIFFLE DROP
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
PROPOSED TOE PROTECTION
EXISTING CHANNEL FLOWLINE
PROPOSED CHANNEL FLOWLINE
0
SCALE: 1" = 20'
20 10 20 40 PRELIMINARY
NOT FOR CONSTRUCTION
MATCH LINE STA 57+50
MATCH LINE STA 57+50
MATCH LINE STA 52+50
MATCH LINE STA 52+50
KEY MAP
scale: 1"=500'
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
STA 52+50 TO 57+50
CHANNEL PLAN & PROFILE
01/15/16
1"=20'
1"=2'
SB
RA
1165-012-026
3 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
6
3
4
2
5
62+00 61+80 61+60 61+40 61+20 61+00 60+80 60+60 60+40 60+20 60+00 59+80 59+60 59+40 59+20 59+00 58+80 58+60 58+40 58+20 58+00 57+80 57+60 57+40
4884
4886
4888
4890
4892
4894
4896
4884
4886
4888
4890
4892
4894
4896
LEGEND
EXISTING ORDINARY HIGH WATER MARK
PROPOSED RIPRAP
PROPOSED RIFFLE DROP
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
PROPOSED TOE PROTECTION
EXISTING CHANNEL FLOWLINE
PROPOSED CHANNEL FLOWLINE
0
SCALE: 1" = 20'
20 10 20 40
PRELIMINARY
NOT FOR CONSTRUCTION
MATCH LINE STA 62+00
MATCH LINE STA 62+00
MATCH LINE STA 57+50
MATCH LINE STA 57+50
KEY MAP
scale: 1"=500'
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
STA 57+50 TO 62+00
CHANNEL PLAN & PROFILE
01/15/16
1"=20'
1"=2'
SB
RA
1165-012-026
4 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
6
66+60 66+40 66+20 66+00 65+80 65+60 65+40 65+20 65+00 64+80 64+60 64+40 64+20 64+00 63+80 63+60 63+40 63+20 63+00 62+80 62+60 62+40 62+20 62+00
4888
4890
4892
4894
4888
4890
4892
4894
4896
4898
4900
4898
4900
LEGEND
EXISTING ORDINARY HIGH WATER MARK
PROPOSED RIPRAP
PROPOSED RIFFLE DROP
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
PROPOSED TOE PROTECTION
EXISTING CHANNEL FLOWLINE
PROPOSED CHANNEL FLOWLINE
0
SCALE: 1" = 20'
20 10 20 40
PRELIMINARY
NOT FOR CONSTRUCTION
MATCH LINE STA 62+00
MATCH LINE STA 66+50
MATCH LINE STA 66+50
MATCH LINE STA 62+00
KEY MAP
scale: 1"=500'
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
STA 62+00 TO 66+50
CHANNEL PLAN & PROFILE
01/15/16
1"=20'
1"=2'
SB
RA
1165-012-026
5 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
6
3
4890
4892
4894
4896
4898
4900
4902
70+40 70+20 70+00 69+80 69+60 69+40 69+20 69+00 68+80 68+60 68+40 68+20 68+00 67+80 67+60 67+40 67+20 67+00 66+80 66+60 66+40
4890
4892
4894
4896
4898
4900
4902
LEGEND
EXISTING ORDINARY HIGH WATER MARK
PROPOSED RIPRAP
PROPOSED RIFFLE DROP
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
PROPOSED TOE PROTECTION
EXISTING CHANNEL FLOWLINE
PROPOSED CHANNEL FLOWLINE
0
SCALE: 1" = 20'
20 10 20 40
PRELIMINARY
NOT FOR CONSTRUCTION
KEY MAP
scale: 1"=500'
MATCH LINE STA 66+50 MATCH LINE STA 66+50
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
STA 66+50 TO 70+40
CHANNEL PLAN & PROFILE
01/15/16
1"=20'
1"=2'
SB
RA
1165-012-026
6 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
6
3
4
2
48+00.00 (72)
STATION: 48+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
48+50.00 (73)
STATION: 48+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
49+00.00 (74)
STATION: 49+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
49+50.00 (75)
STATION: 49+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
50+00.00 (76)
STATION: 50+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
50+50.00 (77)
STATION: 50+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
51+00.00 (78)
STATION: 51+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
51+50.00 (79)
STATION: 51+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
52+00.00 (80)
STATION: 52+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
52+50.00 (81)
STATION: 52+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
53+00.00 (82)
STATION: 53+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
53+50.00 (83)
STATION: 53+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
54+00.00 (84)
STATION: 54+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
54+50.00 (85)
STATION: 54+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
55+00.00 (86)
STATION: 55+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
57+00.00 (90)
STATION: 57+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
57+50.00 (91)
STATION: 57+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
58+00.00 (92)
STATION: 58+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
58+50.00 (93)
STATION: 58+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
59+00.00 (94)
STATION: 59+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
59+50.00 (95)
STATION: 59+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
60+00.00 (96)
STATION: 60+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
60+50.00 (97)
STATION: 60+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
61+00.00 (98)
STATION: 61+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
61+50.00 (99)
STATION: 61+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
62+00.00 (100)
STATION: 62+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
62+50.00 (101)
STATION: 62+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
63+00.00 (102)
STATION: 63+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
63+50.00 (103)
STATION: 63+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
64+00.00 (104)
STATION: 64+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
66+00.00 (108)
STATION: 66+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
66+50.00 (109)
STATION: 66+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
67+00.00 (110)
STATION: 67+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
67+50.00 (111)
STATION: 67+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
68+00.00 (112)
STATION: 68+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
68+50.00 (113)
STATION: 68+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
69+00.00 (114)
STATION: 69+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
69+50.00 (115)
STATION: 69+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
70+00.00 (116)
STATION: 70+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
CHANNEL CROSS SECTIONS
01/15/16
1"=20'
1"=2'
SB
RA
1165-012-026
9 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
PRELIMINARY
NOT FOR CONSTRUCTION
0
PEDESTRIAN
BRIDGE
PT
END
Scale: 1" = 10'
0 5 10 20
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
CREEK PLAY AREA ENLARGEMENT
1165-012-026
10 of 23
215 NORTH MASON STREET
FORT COLLINS, CO 80524
PHONE: 970.221.6360
PRIMARY CHANNEL ISLAND SECONDARY CHANNEL BEACH
CRUSHED STONE PLAZA PRIMARY CHANNEL SANDSTONE STEPS
SANDSTONE EDGE
TERRACED SANDSTONE EDGE
SINGLE WALL
MASONVILLE BUFF
SANDSTONE EDGE
SINGLE STONE DEPTH
MASONVILLE BUFF
SANDSTONE EDGE
SINGLE STONE DEPTH
CRUSHED STONE
WALK
CRUSHED STONE
WALK
CRUSHED STONE
WALK
CRUSHED STONE
WALK
NATURAL LOG AND
STONE CROSSING
BEACH
4892.25 4892.25
4892.25 4892.25
4893.25
4895.00
4890.07 BOTTOM OF
CHANNEL
4890.15 BOTTOM OF
CHANNEL
SCALE:
CREEK PLAY - PLAN
A 1:10
SCALE:
CREEK PLAY - SECTION
B 1:5
SCALE:
CREEK PLAY - SECTION
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
DETAILS
CREEK PLAY AREA ENLARGEMENT
#######
1165-012-026
11 of 23
215 NORTH MASON STREET
FORT COLLINS, CO 80524
PHONE: 970.221.6360
SCALE:
SAND BEACH
2 1 1/2"=1'-0"
SAND
PEA GRAVEL
COMPACTED
SUBGRADE
SLOPE
RE: GRADING
PLAN
4.4
4.4
VARIES, RE:PLAN
SCALE:
CRUSHED STONE PAVING
1 3/4"=1'-0"
SCALE:
STEPPING BOULDER
3 1/4" = 1'-0" SCALE:
STONE WALL @ CREEK PLAY
SCALE: 5 3/4"=1'-0"
LOG
4 1/4" = 1'-0"
CRUSHED STONE
3" DEEP SWALE ON UPHILL SIDE OF
PATH. RE: GRADING PLANS.
EDGE CONDITION VARIES, RE: PLANS
COMPACTED SUBGRADE
WEED BARRIER FABRIC
COMPACTED 4" CRUSHED STONE.
CONTRACTOR TO SUBMIT SAMPLE TO
LANDSCAPE ARCHITECT AND RECEIVE
APPROVAL PRIOR TO BULK DELIVERY
MAX. 2% SLOPE, RE: PLAN
VARIES- RE: PLANS
EDGE CONDITION VARIES, RE: PLANS
COMPACT EDGES WITH
STABILIZER
30° 30°
FABRIC, TURN DOWN AT
EDGES
VARIES
Scale: 1" = 10'
0 5 10 20
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
AT GRADE CREEK CROSSING ENLARGEMENT
1165-012-026
12 of 23
215 NORTH MASON STREET
FORT COLLINS, CO 80524
PHONE: 970.221.6360
CRUSHED STONE
WALK
CRUSHED STONE
WALK
CRUSHED STONE
WALK
CONCRETE EDGE AND CRUSHED STONE LANDING MASONVILLE BUFF SANDSTONE STEP STONES
CONCRETE EDGE &
CRUSHED STONE LANDING
4895.70
4895.07 4895.10
4897.35
4898.00
12-15" MIN, TYP
SCALE:
AT GRADE CROSSING - PLAN
A 1:10
SCALE:
CREEK PLAY - SECTION
B 1:5
11
1
11
3
11
1
12
C
CL OF CHANNEL
CL OF CHANNEL
11
1
12
C
B
10
TOE OF SLOPE REINFORCEMENT,
RE: CIVIL
TOE OF SLOPE REINFORCEMENT,
RE: CIVIL
TS, RE: GRADING
PLAN, TYP
LEGEND
EXISTING ORDINARY HIGH WATER MARK
EXISTING WETLAND TO REMAIN
EXISTING WETLAND TO BE REMOVED
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
PROPOSED WETLAND
EXISTING CHANNEL FLOWLINE
PROPOSED CHANNEL FLOWLINE
PROPOSED RIPRAP
PROPOSED RIFFLE DROP
PROPOSED TOE PROTECTION
0
SCALE: 1" = 20'
20 10 20 40
PRELIMINARY
NOT FOR CONSTRUCTION
MATCH LINE STA 52+50
KEY MAP
scale: 1"=500'
5
2
3
1
4
MATCH LINE STA 57+50
MATCH LINE STA 52+50
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
STA 47+60 TO 57+50
WETLAND PLANS
01/15/16
1"=20'
N/A
SB
RA
1165-012-026
13 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
SF
SF
SF
SF
SF
EXISTING WETLANDS
EXISTING WETLANDS TO BE REMOVED
EXISTING WETLANDS TO REMAIN
PROPOSED WETLANDS
LEGEND
EXISTING ORDINARY HIGH WATER MARK
EXISTING WETLAND TO REMAIN
EXISTING WETLAND TO BE REMOVED
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
PROPOSED WETLAND
EXISTING CHANNEL FLOWLINE
PROPOSED CHANNEL FLOWLINE
PROPOSED RIPRAP
PROPOSED RIFFLE DROP
PROPOSED TOE PROTECTION
0
SCALE: 1" = 20'
20 10 20 40
PRELIMINARY
NOT FOR CONSTRUCTION
MATCH LINE STA 62+00
MATCH LINE STA 57+50
KEY MAP
scale: 1"=500'
5
2
3
1
4
MATCH LINE STA 62+00
MATCH LINE STA 66+50
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
STA 57+50 TO 66+50
WETLAND PLANS
01/15/16
1"=20'
N/A
SB
RA
1165-012-026
14 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
LEGEND
EXISTING ORDINARY HIGH WATER MARK
EXISTING WETLAND TO REMAIN
EXISTING WETLAND TO BE REMOVED
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
PROPOSED WETLAND
EXISTING CHANNEL FLOWLINE
PROPOSED CHANNEL FLOWLINE
PROPOSED RIPRAP
PROPOSED RIFFLE DROP
PROPOSED TOE PROTECTION
0
SCALE: 1" = 20'
20 10 20 40
PRELIMINARY
NOT FOR CONSTRUCTION
MATCH LINE STA 66+50
KEY MAP
scale: 1"=500'
5
2
3
1
4
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
STA 66+50 TO 70+40
WETLAND PLANS
01/15/16
1"=20'
N/A
SB
RA
1165-012-026
15 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
EROSION CONTROL PLAN
01/15/16
1"=80'
NA
SB
MO
1165-012-026
16 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
0
SCALE: 1" = 80'
80 40 80 160 PRELIMINARY
NOT FOR CONSTRUCTION
NOTES:
1. EROSION CONTROL PRACTICES, SITE PROTECTION, AND REVEGETATION
METHODS SHALL FOLLOW CITY OF FORT COLLINS REGULATIONS.
2. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND STAYING IN CONTINUAL
CONFORMANCE WITH THE STATE OF COLORADO STORMWATER DISCHARGE
PERMIT. CONTRACTOR IS ALSO RESPONSIBLE FOR ESTABLISHING A STORMWATER
MANAGEMENT PLAN IN ACCORDANCE WITH THE COLORADO DEPARTMENT OF
PUBLIC HEALTH AND ENVIRONMENT.
3. PERIMETER EROSION CONTROL SHALL BE ESTABLISHED ALONG THE LIMITS OF
CONSTRUCTION WITH AN APPROVED BMP. PERIMETER EROSION CONTROL SHALL
LIMIT ANY SEDIMENT ASSOCIATED WITH THE PARK CONSTRUCTION FROM ENTERING
THE CHANNEL. APPROVED BMPs INCLUDES WATTLES, SILT FENCE, AND EARTHEN
BERM.
LEGEND
LIMITS OF WORK / PERIMETER
PROTECTION (SEE NOTE 3)
INLET PROTECTION
CONSTRUCTION ENTRANCE
W/ VEHICLE TRACKING CONTROL
ROCK CHECK DAM
4. THIS EROSION CONTROL PLAN IS A SNAPSHOT IN TIME. THE CONTRACTOR WILL
BE RESPONSIBLE FOR PROVIDING THE NECESSARY BMPs TO CONTROL SEDIMENT
AND RUNOFF FROM MIGRATING DOWNSTREAM OF THE PROJECT THROUGHOUT THE
CONSTRUCTION PROCESS. IT IS ANTICIPATED THAT THE CHANNEL IMPROVEMENTS
WILL BE SEQUENCED FROM DOWNSTREAM TO UPSTREAM. DIVERSION OF THE
CHANNEL FLOW MAY OCCUR IN MULTIPLE LOCATIONS OR PHASES THROUGHOUT
CONSTRUCTION.
5. REFER TO THE APPROVED "UTILITY PLANS FOR SOUTHEAST COMMUNITY PARK"
FOR ADDITIONAL EROSION CONTROL MEASURES ASSOCIATED WITH THE PARK
CONSTRUCTION.
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
CONSTRUCTION DETAILS
01/15/16
N/A
N/A
SB
RA
1165-012-026
17 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
(SECTION - A) THROUGH POOL
NTS
(SECTION - B) THROUGH DOWNSTREAM BOULDER SILL
NTS
PLAN
NTS
(SECTION - C) TYPICAL RIFFLE DROP
NTS
TOE PROTECTION TYPICAL DETAIL
NTS
C
A B
RIFFLE DROP TYPICAL DETAIL
NTS
EXISTING DROP STABILIZATION DETAIL
NTS
PRELIMINARY
NOT FOR CONSTRUCTION
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
CONSTRUCTION DETAILS
01/15/16
N/A
N/A
SB
RA
1165-012-026
18 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
PRELIMINARY
NOT FOR CONSTRUCTION
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
EXISTING CONDITIONS - TREE REMOVAL PLAN
#######
1165-012-026
19 of 23
215 NORTH MASON STREET
FORT COLLINS, CO 80524
PHONE: 970.221.6360
TREE INVENTORY AND MITIGATION REQUIREMENTS
# TYPE SIZE CONDITION REQUIRED MITIGATION TREES
1 SPRUCE 8" POOR (R) 1
2 COTTONWOOD 15" FAIR (R) 1
3 COTTONWOOD 7" FAIR (R) 1
4 COTTONWOOD 9" FAIR (R) 1
5 COTTONWOOD 8" FAIR (R) 1
6 COTTONWOOD 7" FAIR (R) 1
7 COTTONWOOD 6" POOR (R) 0
8 COTTONWOOD 16" POOR+ (R) 1
9 MULTI STEM COTTONWOOD 26" POOR (R) 2.5
10 2 STEM CRACK WILLOW 30" POOR (R) 3
11 6 STEM CRACK WILLOW 30" POOR (R) 1.5
12 6 STEM CRACK WILLOW 24" FAIR (R) 3.5
13 COTTONWOOD - POOR/DEAD (R) 1
14 5 STEM CRACK WILLOW 36" POOR (R) 5
15 PLAINS COTTONWWOD 24" FAIR (P) 2.5
16 PLAINS COTTONWWOD 38" POOR (R) 1.5
17 PLAINS COTTONWWOD 32" POOR (R) 2.5
18 MULTI STEM CRACK WILLOW 37" FAIR (R) 3
19 PLAINS COTTONWWOD 21" POOR (R) 1
20 CRACK WILLOW 40" POOR (R) 2
21 CRACK WILLOW 36" POOR (R) 2
22 2 STEM CRACK WILLOW 15" POOR (R) 1.5
23 4 STEM CRACK WILLOW 29" FAIR (P) 2
24 CRACK WILLOW 18" POOR (R) 2
25 MULTI STEM COTTONWOOD 48" FAIR (P) 2
26 CRACK WILLOW 47" FAIR (R) 3.5
27 MULTI STEM CRACKWILLOW 12" FAIR (P) 2
28 CRACK WILLOW 14" FAIR (P)1
29 MULTI STEM CRACKWILLOW 12" FAIR (P)1
TREE MITIGATION SUMMARY
TYPE COUNT REQUIRED MITIGATION TREES
(P) = TREES BEING PRESERVED 6 10.5
(R) = TREES BEING REMOVED 23 41.5
TOTAL 27 52
TREE INVENTORY AND MITIGATION REQUIREMENTS
# TYPE SIZE CONDITION REQUIRED MITIGATION TREES
Kechter Rd.
Ziegler Rd.
Saber Cat Dr. (private)
Saber Cat Dr. (private)
Lady Moon Dr.
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
LANDSCAPE PLAN
#######
1165-012-026
20 of 23
215 NORTH MASON STREET
FORT COLLINS, CO 80524
PHONE: 970.221.6360
KEY MAP
MATCHLINE STA 52+50
SCALE:
LANDSCAPE PLAN STA 48+00 - 52+50
A 1" = 20'-0"
SCALE:
LANDSCAPE PLAN STA 52+50 -57+50
B 1" = 20'-0"
MATCHLINE STA 52+50
MATCHLINE STA 57+50
DECIDUOUS TREES
SYMBOL KEY BOTANICAL NAME
AIT Alnus incana tenuifolia
ATT Acer tataricum 'Gar Ann'
CAS Catalpa speciosa
COS Celtis occidentalis
GLT
Gleditsia triacanthos inermis
Skyline
GYD
Gymnocladus dioicus
'Espresso'
MSH
Malus sylvestris 'Honeycrisp'
Semi-Dwarf
MSM
Malus sylvestris 'McIntosh'
Semi-Dwarf
MSS Malus 'Spring Snow'
MST Malus 'Thunderchild'
PAC Populus x acuminata*
PDT
Populus deltoides ssp.
monilifera*
PSU Pyrus ussuriensis
QGI Quercus gambelli
QMC
Quercus macrocarpa
(bullet gall resistant)
QMI Quercus muehlenbergii
QSI Quercus shummardi
QWI Quercus x warei 'Regal Prince'
SAS Salix amygdaloides
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
LANDSCAPE PLAN
#######
1165-012-026
21 of 23
215 NORTH MASON STREET
FORT COLLINS, CO 80524
PHONE: 970.221.6360
MATCHLINE STA 57+50
SCALE:
LANDSCAPE PLAN STA 57+50 - 62+00
C 1" = 20'-0"
SCALE:
LANDSCAPE PLAN STA 62+00 - 66+50
D 1" = 20'-0"
MATCHLINE STA 66+50
MATCHLINE STA 62+00
MATCHLINE STA 62+00
DECIDUOUS TREES
SYMBOL KEY BOTANICAL NAME
AIT Alnus incana tenuifolia
ATT Acer tataricum 'Gar Ann'
CAS Catalpa speciosa
COS Celtis occidentalis
GLT
Gleditsia triacanthos inermis
Skyline
GYD
Gymnocladus dioicus
'Espresso'
MSH
Malus sylvestris 'Honeycrisp'
Semi-Dwarf
MSM
Malus sylvestris 'McIntosh'
Semi-Dwarf
MSS Malus 'Spring Snow'
MST Malus 'Thunderchild'
PAC Populus x acuminata*
PDT
Populus deltoides ssp.
monilifera*
PSU Pyrus ussuriensis
QGI Quercus gambelli
QMC
Quercus macrocarpa
(bullet gall resistant)
QMI Quercus muehlenbergii
QSI Quercus shummardi
QWI Quercus x warei 'Regal Prince'
SAS Salix amygdaloides
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
LANDSCAPE PLAN
#######
1165-012-026
22 of 23
215 NORTH MASON STREET
FORT COLLINS, CO 80524
PHONE: 970.221.6360
SCALE:
LANDSCAPE PLAN STA 66+60 - LIMIT OF WORK
E 1" = 20'-0"
MATCHLINE STA 66+50
DECIDUOUS TREES
SYMBOL KEY BOTANICAL NAME
AIT Alnus incana tenuifolia
ATT Acer tataricum 'Gar Ann'
CAS Catalpa speciosa
COS Celtis occidentalis
GLT
Gleditsia triacanthos inermis
Skyline
GYD
Gymnocladus dioicus
'Espresso'
MSH
Malus sylvestris 'Honeycrisp'
Semi-Dwarf
MSM
Malus sylvestris 'McIntosh'
Semi-Dwarf
MSS Malus 'Spring Snow'
MST Malus 'Thunderchild'
PAC Populus x acuminata*
PDT
Populus deltoides ssp.
monilifera*
PSU Pyrus ussuriensis
QGI Quercus gambelli
QMC
Quercus macrocarpa
(bullet gall resistant)
QMI Quercus muehlenbergii
QSI Quercus shummardi
QWI Quercus x warei 'Regal Prince'
SAS Salix amygdaloides
SAT Salix alba 'Tristan'
TLC Tilia Cordata
UAC Ulmus Accolade
M
M
SHRUBS
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
LANDSCAPE PLAN
#######
1165-012-026
23 of 23
215 NORTH MASON STREET
FORT COLLINS, CO 80524
PHONE: 970.221.6360
KEY MAP
DECIDUOUS TREES
SYMBOL KEY BOTANICAL NAME COMMON NAME SIZE SPACING QTY %
AIT Alnus incana tenuifolia Thinleaf Alder 8-10' B & B, MS AS SHOWN B & B 16 2.5
ATT Acer tataricum 'Gar Ann'
'Hot Wings' Tataricum
Maple
6-8' B & B, MS AS SHOWN B & B 12 1.9
CAS Catalpa speciosa Catalpa Tree 2.5" cal AS SHOWN B & B 21 3.4
COS Celtis occidentalis Northern Hackberry 2.5" cal AS SHOWN B & B 27 4.3
GLT
Gleditsia triacanthos inermis
Skyline
Skyline Honey Locust 2.5" cal AS SHOWN B & B 57 9.1
GYD
Gymnocladus dioicus
'Espresso'
Kentucky Coffee Tree,
Seedless
2.5" cal AS SHOWN B & B 11 1.8
MSH
Malus sylvestris 'Honeycrisp'
Semi-Dwarf
Honeycrisp Apple 2.5" cal AS SHOWN B & B 24 3.8
MSM
Malus sylvestris 'McIntosh'
Semi-Dwarf
McIntosh Apple 2.5" cal AS SHOWN B & B 21 3.4
MSS Malus 'Spring Snow' Spring Snow Crabapple 2.5" cal AS SHOWN B & B 23 3.7
MST Malus 'Thunderchild' Crabapple, Thunderchild 2.5" cal AS SHOWN B & B 19 7.3
PAC Populus x acuminata* Lanceleaf Cottonwood 3" cal AS SHOWN B & B 43 6.8
PDT
Populus deltoides ssp.
monilifera*
Plains Cottonwood 3" cal AS SHOWN B & B 18 2.9
PSU Pyrus ussuriensis Ussurian pear 2.5" cal AS SHOWN B & B 12 1.9
QGI Quercus gambelli Gamble Oak 2.5" cal AS SHOWN B & B 16 2.5
QMC
Quercus macrocarpa
(bullet gall resistant) Bur Oak 2.5" cal AS SHOWN
B & B 16 2.5
QMI Quercus muehlenbergii Chinkapin Oak 2.5" cal AS SHOWN B & B 26 4.1
QSI Quercus shummardi Shummard Oak 2.5" cal AS SHOWN B & B 31 4.9
QWI Quercus x warei 'Regal Prince' Regal Prince Oak 2.5" cal AS SHOWN B & B 21 3.3
SAS Salix amygdaloides Peach Leaf Willow 2.5" cal AS SHOWN B & B 12 1.9
SAT Salix alba 'Tristan' Golden Weeping Willow 2.5" cal AS SHOWN B & B 3
TLC Tilia Cordata
Little Leaf Linden 'Green
spire' 2.5" cal AS SHOWN B & B 6 .1
UAC Ulmus Accolade Accolade Elm 2.5" cal AS SHOWN B & B 55 8.8
M
M
SHRUBS
SYMBOL KEY SCIENTIFIC NAME COMMON NAME SIZE SPACING HEIGHT WIDTH
AMA Amelanchier alnifolia Saskatoon Serviceberry 15 gal AS SHOWN 6 - 20' 6 - 12'
BFS Betula fontinalis Native River Birch 15 gal AS SHOWN
CAW Cornus sericea 'Arctic Fire' Arctic Fire Dogwood 5 gal AS SHOWN 3 - 4' 3 - 4'
EAC Euonymus alatus 'Compactus' Dwarf Burning Bush 5 gal AS SHOWN 6 - 8' 6 - 8'
PVM Prunus virginiana melanocarpa Native Chokecherry 5 gal AS SHOWN 8 - 20' 8 - 12'
SXG Salix exigua Coyote Willow 5 gal AS SHOWN 6 - 12' 4 - 8'
SMP Syringa meyeri 'Palibin' Dwarf Korean Lilac 5 gal AS SHOWN 4 - 6' 4 - 6'
SMK Syringa patula 'Miss Kim' Miss Kim Dwarf Lilac 5 gal AS SHOWN 3 - 5' 3 - 5'
SAH Syringa vulgaris 'Albert Holden' Albert Holden Lilac 5 gal AS SHOWN 5 - 7' 6 - 8'
RAM Ribes alpinum Alpine Currant 5 gal AS SHOWN 5 - 6' 5 - 6'
RGL Rhus aromatic 'Gro-low' Gro-low Sumac 5 gal AS SHOWN 3' 4 - 5'
RTB Rhus trilobata Three-Leaf Sumac 5 gal AS SHOWN 3 - 6' 3 - 6'
RTL Rhus typhina 'Laciniata' Cutleaf Staghorn Sumac 5 gal AS SHOWN 6 - 8' 6 - 8'
SEEDED GRASSES
Tall Cool Season Grass Mix
(drill seed directionally) (MIX D)
Slender Wheatgrass, Thickspike Wheatgrass, Streambank Wheatgrass
PRAIRIE WETLAND MIX
(Pawnee Buttes Seed Inc.) (MIX E)
Alkali Bulrush, Prairie Cordgrass, Indian Grass, Big Bluestem, Three Square Bulrush, Soft Stem Bulrush,
Olney's Threesquare Bulrush, Meadow Sedge, Baltic Rush, Popcorn Sedge, Wedgeleaf Duck Potato,
Lens Sedge, Woolly Sedge
SYMBOL KEY SCIENTIFIC NAME
AMA Amelanchier alnifolia
BFS Betula fontinalis
CAW Cornus sericea 'Arctic Fire'
EAC Euonymus alatus 'Compactus'
PVM Prunus virginiana melanocarpa
SXG Salix exigua
SMP Syringa meyeri 'Palibin'
SMK Syringa patula 'Miss Kim'
SAH Syringa vulgaris 'Albert Holden'
RAM Ribes alpinum
RGL Rhus aromatic 'Gro-low'
RTB Rhus trilobata
RTL Rhus typhina 'Laciniata'
PAC (MITIGATION), TYP.
EXISTING WETLAND TO REMAIN AIT PDT (MITIGATION), TYP. ATT
AMA
SXG
PROPOSED WETLAND
KEY MAP
A
B
C
E D
01/15/16
SAT Salix alba 'Tristan'
TLC Tilia Cordata
UAC Ulmus Accolade
M
M
SHRUBS
SYMBOL KEY SCIENTIFIC NAME
AMA Amelanchier alnifolia
BFS Betula fontinalis
CAW Cornus sericea 'Arctic Fire'
EAC Euonymus alatus 'Compactus'
PVM Prunus virginiana melanocarpa
SXG Salix exigua
SMP Syringa meyeri 'Palibin'
SMK Syringa patula 'Miss Kim'
SAH Syringa vulgaris 'Albert Holden'
RAM Ribes alpinum
RGL Rhus aromatic 'Gro-low'
RTB Rhus trilobata
RTL Rhus typhina 'Laciniata'
PAC (MITIGATION), TYP.
SAS
AIT PROPOSED WETLAND ATT
BFS
SXG
PVM
PAC (MITIGATION), TYP.
PDT (MITIGATION), TYP.
SXG
PVM
GLT
ATT
AIT
SAS
PROPOSED WETLAND
KEY MAP
A
B
C
E D
01/15/16
SAT Salix alba 'Tristan'
TLC Tilia Cordata
UAC Ulmus Accolade
M
M
SHRUBS
SYMBOL KEY SCIENTIFIC NAME
AMA Amelanchier alnifolia
BFS Betula fontinalis
CAW Cornus sericea 'Arctic Fire'
EAC Euonymus alatus 'Compactus'
PVM Prunus virginiana melanocarpa
SXG Salix exigua
SMP Syringa meyeri 'Palibin'
SMK Syringa patula 'Miss Kim'
SAH Syringa vulgaris 'Albert Holden'
RAM Ribes alpinum
RGL Rhus aromatic 'Gro-low'
RTB Rhus trilobata
RTL Rhus typhina 'Laciniata'
AIT
EXISTING WETLAND TO REMAIN
PAC (MITIGATION), TYP SXG
SAS
QMI
AMA
PVM
PROPOSED WETLAND
PDT (MITIGATION), TYP
BFS
PAC (MITIGATION), TYP.
SXG
PVM
SAS
AIT
AMA
BFSWETLAND EXISTING
ATT
RTB
QSI
PROPOSED WETLAND
QGI
A
B
C
E D
01/15/16
#
1
#2
#3
#4
#5
#6
#7
#8
#9
#10
#11
#12
#13
#14
#17
#18
#19
#20/21
#22
#23
#24
#25
#27 #26
#28
#29
PROPERTY LINE
#15
#16
01/15/16
TOTAL WETLANDS AREA
WETLANDS SUMMARY
20,526
14,536
5,990
14,536
20,526
COMPACTED
SUBGRADE
CONC STAIR WALL
BEYOND
FG, RE: GRADING PLAN
3'-6" 4'-0"
1.5
#4 BARS VERT @ 12" OC
CIP CONC, TYP
(3) #4 BARS CONT
SCALE:
PLAN
1 1/2"=1'-0"
SCALE:
SECTION
2 3/4"=1'-0"
6" 3'-0" 6" 3'-0" 6"
1.2
UPPER STAIR WALL
LOWER STAIR WALL
B
-
SCALE:
CONCRETE EDGE AND CRUSHED STONE LANDING
C
01/15/16
MASONVILLE BUFF SANDSTONE
BLOCK SLAB, SIZE VARIES
COMPACTED SUBGRADE
TYPE VL RIPRAP MIXED WITH
SOIL. I/3 SOIL TO 2/3 ROCK
12" MIN - 24" MAX
FG OF CREEK BED, RE: GRADING
VARIES
MASONVILLE BUFF SANDSTONE
BLOCK SLAB, SIZE VARIES
COMPACTED SUBGRADE
TYPE VL RIPRAP MIXED WITH
SOIL. I/3 SOIL TO 2/3 ROCK
12" MIN -24" MAX
FG OF CREEK BED, RE: GRADING
VARIES
12" MIN -24" MAX
1/2" JOINT
FILL CRUSHER FINES
COLOR BUFF
SCALE:
SINGLE WALL
A
SCALE:
DOUBLE WALL
B
ENSURE BOULDER IS SECURE IN STREAM BED.
CONTRACTOR SHALL ONLY SET BOULDER WITH LANDSCAPE ARCHITECT
PRESENT.
MASONVILLE BUFF NATURAL
BOULDER WITH FLAT TOP SELECTED
BY LANDSCAPE ARCHITECT FROM
LOCAL SOURCE. SIZES VARY.
RE:LAYOUT.
APPROXIMATE WATER LEVEL
STREAM BED
PLANED BOTTOM LOG
COMPACTED SUBGRADE
SURFACE CONDITION VARIES
RE: PLAN
SAND @ BEACH SURFACE CONDITION
AT CREEK
GALV. #5 BAR SPIKE
SCALE:
STONE STEPS
6 1/4" = 1'-0" SCALE:
LOG BENCH
7 1/4" = 1'-0"
VARIES
MASONVILLE BUFF SANDSTONE
BLOCK SLAB, SIZE VARIES
COMPACTED SUBGRADE
TYPE VL RIPRAP MIXED WITH
SOIL. I/3 SOIL TO 2/3 ROCK
16" MIN -24" MAX
FG, RE: GRADING
VARIES
16" MIN -24" MAX
1/2" JOINT
FILL CRUSHER FINES
COLOR BUFF
LOG LENGTHS VARY 7' MIN - 8' MAX
(3) STACKED COTTONWOOD PLANKS
SALVAGED FROM SITE
REMOVE BRANCHES AND BARK
SMOOTH AN FINISH.
(2) 1/2" GALVANIZED ANCHOR J-BOLT
2" DIA. CONCRETE FOOTING
FINISHED GRADE
CRUSHED STONE PAVING
BURY BOTTOM LOG 4" BELOW
FINISHED GRADE
12"-18"
CROSS SECTION SECTION/ELEVATION
CREATE 3" TO 6" OVERLAP WITH LOGS
01/15/16
C 1:5
11
6
11
1
11
4
N=103321.79
E=211585.04
N=103316.42
E=211628.52
END
END
PT
N=103353.68
END E=211559.97
END
B
10 C
10
END
11
3
11
4
11
7
11
5B
892.25 TW
891.25BW
N=103340.51
E=211552.78
N=103321.06
E=211631.59
N=103323.80
E=211614.43 PT
N=103325.72
E=211589.60 PT
N=103331.59
PT E=211573.83
N=103333.45
E=211631.05
N=103343.59
E=211619.68
N=103358.72
E=211598.93
N=103352.79
E=211615.17 PT
N=103358.15
PT E=211582.54
892.25 TW
891.00BW
892.25 TW
891.00BW
892.25 TW
891.50BW
892.00 TW
891.00BW
892.25 TW
891.50BW
CL OF CHANNEL
TOE OF SLOPE REINFORCEMENT,
RE: CIVIL
CL OF CHANNEL
11
6
11
3
11
1
11
5A
11
5A
01/15/16
HORIZONTAL
SCALE: 1" =
VERTICAL
SCALE: 1" =
20'
10'
20 10 20 40
64+50.00 (105)
STATION: 64+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
65+00.00 (106)
STATION: 65+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
65+50.00 (107)
STATION: 65+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
CHANNEL CROSS SECTIONS
01/15/16
1"=20'
1"=2'
SB
RA
1165-012-026
8 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
PRELIMINARY
NOT FOR CONSTRUCTION
0
HORIZONTAL
SCALE: 1" =
VERTICAL
SCALE: 1" =
20'
10'
20 10 20 40
55+50.00 (87)
STATION: 55+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
56+00.00 (88)
STATION: 56+00.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
56+50.00 (89)
STATION: 56+50.00
HORZ. SCALE: 1"=20''
VERT. SCALE: 1"=10'
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
MCCLELLANDS CREEK
STREAM REHABILITATION
CHANNEL CROSS SECTIONS
01/15/16
1"=20'
1"=2'
SB
RA
1165-012-026
7 of 23
215 NORTH MASON STREET
FORT COLLLINS, CO, 80524
PHONE: 970.221.6360
PRELIMINARY
NOT FOR CONSTRUCTION
0
HORIZONTAL
SCALE: 1" =
VERTICAL
SCALE: 1" =
20'
10'
20 10 20 40
5
4
2
5
3
4
2
5
EA
LF
LF
LF
LF
SF
SF
LF
LF
EXISTING DROP PROTECTION
TOE PROTECTION
BOULDER WALL
CREEK PLAY AREA
RIFFLE DROP STRUCTURE
EXISTING STREAM BED AREA
REMAINING STREAM BED AREA
EXISTING STREAM BED LENGTH
REMAINING STREAM BED LENGTH
SUMMARY OF CHANNEL MODIFICATIONS
4
266
81
92
120
15,586
14,560
2,679
2,231
EXISTING CONCRETE
EXISTING FLOWLINE, CURB & GUTTER PROPOSED FLOWLINE, CURB & GUTTER
PROPOSED FENCE
EXISTING OVERHEAD UTILITY
EXISTING STORM SEWER INLET
PROPOSED STADIUM LIGHT
EXISTING STREET LIGHT
EXISTING FIBER OPTIC LINE
EXISTING OVERHEAD ELECTRIC LINE
EXISTING OVERHEAD TELEPHONE LINE
PROPOSED OVERHEAD ELECTRIC LINE
PROPOSED FIBER OPTIC LINE
PROPOSED OVERHEAD TELEPHONE LINE
EXISTING FENCE
PROPOSED OVERHEAD UTILITY
EXISTING CABLE TV PROPOSED CABLE TV
EXISTING TREE
EXISTING PROPERTY LINE
CIVIL
interwest consulting group
1218 W Ash St Suite A
Windsor, Colorado 80524
Ph. 970.460.1091
Contact: Skylar Brower
PROJECT MANAGER /
LANDSCAPE ARCHITECT
CIVITAS
1200 Bannock St
Denver, Colorado 80204
Ph. 303.571.0053 x133
SITE Contact: Robin Rooney Norcross
CHANNEL PLANS FOR:
MCCLELLANDS CREEK STREAM REHABILITATION
FROM ZIEGLER ROAD TO LADY MOON DRIVE
Located In The Southwest Quarter of Section 4, T-6-N, R-68-W Of The 6th PM
City Of Fort Collins, Larimer County, Colorado
JANUARY 2016
PROJECT DATUM: NGVD29 UNADJUSTED (OLD CITY OF FORT COLLINS DATUM)
CITY OF FORT COLLINS BENCHMARK #2-03
SOUTH SIDE OF KECHTER ROAD APPROXIMATELY 0.6 MILES WEST OF STRAUSS CABIN ROAD (C.R. 7) ON
THE EAST END OF THE SOUTH PARAPET WALL OF A BRIDGE OVER THE DIXON CANYON LATERAL.
ELEV=4994.95
CITY OF FORT COLLINS BENCHMARK # 3-02
NORTHEAST CORNER OF THE INTERSECTION OF KECHTER ROAD AND ZIEGLER ROAD ON THE
NORTHWEST CORNER OF A CONTROL GATE TO AN IRRIGATION STRUCTURE.
ELEV=4915.41
NOTE: IF NAVD88 DATUM IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE
USED: NAVD88=NGVD29 UNADJUSTED + 3.19'
PROPOSED HANDICAP RAMP
PROPOSED SANITARY SEWER SERVICE
W/ CLEANOUT
PRELIMINARY
NOT FOR CONSTRUCTION
COVER SHEET
CHANNEL PLAN & PROFILES
CHANNEL CROSS SECTIONS
CREEK PLAY AREA ENLARGEMENT
AT GRADE CHANNEL CROSSING ENLARGEMENT
WETLAND PLANS
EROSION CONTROL PLAN
CONSTRUCTION DETAILS
EXISTING CONDITIONS - TREE REMOVAL PLAN
LANDSCAPE PLAN
1
2 - 6
7 - 9
10 - 11
12
13 -15
16
17 - 18
19
20 - 23
...........................................
...........................................
...........................................
...........................................
...........................................
...........................................
...........................................
...........................................
...........................................
...........................................
Sheet No. Description of Sheets
INDEX OF SHEETS
AD ALGEBRAIC DIFFERENCE
AE ACCESS EASEMENT
ARV AIR RELEASE VALVE
BOV BLOW OFF VALVE
BW BOTTOM OF WALL
CL CENTERLINE
CMP CORRUGATED METAL PIPE
CO CLEAN OUT
DE DRAINAGE EASEMENT
E ELECTRIC
EAE EMERGENCY ACCESS EASEMENT
EG EXISTING GROUND
EL ELEVATION
EOA EDGE OF ASPHALT
EX EXISTING
ESMT EASEMENT
F FIRE LINE
FES FLARED END SECTION
FF FINISHED FLOOR
FG FINISHED GRADE
FH FIRE HYDRANT
FL FLOWLINE
FO FIBER OPTIC
G GAS
GB GRADE BREAK
GD GROUND
GV GATE VALVE
HDPE HIGH DENSITY POLYETHYLENE
HP HIGH POINT
IE IRRIGATION EASEMENT
INV INVERT
IRR IRRIGATION
LF LINEAR FEET
LP LOW POINT
LT LEFT
MH MANHOLE
OHE OVERHEAD ELECTRIC
OHT OVERHEAD TELEPHONE
OHU OVERHEAD UTILITY
PE PEDESTRIAN EASEMENT
PC POINT OF CURVATURE
PCC POINT OF COMPOUND CURVATURE
PCR POINT OF CURB RETURN
PI POINT OF INTERSECTION
PT POINT OF TANGENCY
PVC POLYVINYL CHLORIDE
RCP REINFORCED CONCRETE PIPE
RD ROOF DRAIN
ROW RIGHT-OF-WAY
RT RIGHT
S SANITARY SEWER
STA STATION
SD STORM DRAIN PIPE
SDMH STORM DRAIN MANHOLE
SMH SANITARY SEWER MANHOLE
T TELEPHONE
TB THRUST BLOCK
TBC TOP BACK OF CURB
TCE TEMPORARY CONSTRUCTION EASEMENT
TOC TOP OF CONCRETE
TF TOP OF FOUNDATION
TW TOP OF WALL
TYP TYPICAL
UE UTILITY EASEMENT
VB VALVE BOX
VCP VITRIFIED CLAY PIPE
VPC VERTICAL POINT OF CURVATURE
VPI VERTICAL POINT OF INTERSECTION
VPT VERTICAL POINT OF TANGENCY
W WATERLINE
ABBREVIATION LIST
Bank Sta
.04 .04 .04
0 20 40 60 80 100 120
4882
4884
4886
4888
4890
4892
4894
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4545
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.04 .04 .04
4882
4884
4886
4888
4890
4892
4894
4896
4898
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4786
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Ineff
Bank Sta
.04 .02 .04
0 100 200 300 400 500
4882
4884
4886
4888
4890
4892
4894
4896
4898
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4750 BR
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Ineff
Bank Sta
.04 .02 .04
1
3
.04
0 100 200 300 400 500 600
4886
4888
4890
4892
4894
4896
4898
4900
4902
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 5525
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Ineff
Bank Sta
.04 .
0
1
3
.04 .
0
7
.
0
4
.
0
1
3
.04
0 100 200 300 400 500
4886
4888
4890
4892
4894
4896
4898
4900
4902
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 5218
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Bank Sta
.04 .
0
5
5
.04 .
0
1
3
.04
4898
4900
4902
4904
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6075
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Ineff
Bank Sta
.04 .013 .04
4905
4910
4915
McClellands MP - Swift Pond to CR 9 - PR Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6726
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Bank Sta
.04 .04 .
0
5
5
.
0
4
.
0
5
5
.04
Reach 1 4545 .1 .3
Reach 1 4445 .3 .5
Reach 1 4350 Bridge
Reach 1 4310 .3 .5
Reach 1 4188 .1 .3
Reach 1 4000 .1 .3
Reach 1 3788 .1 .3
Reach 1 3768 .1 .3
Reach 1 3700 .1 .3
Reach 1 3580 .1 .3
Reach 1 3566 .1 .3
Reach 1 3558.5 Bridge
Reach 1 3551 .1 .3
Reach 1 3520 .1 .3
Reach 1 3450 .1 .3
Reach 1 3250 .1 .3
Reach 1 2920 .1 .3
Reach 1 2750 .1 .3
Reach 1 2550 .1 .3
Reach 1 2510 .1 .3
Reach 1 2390 .1 .3
Reach 1 2350 .1 .3
Reach 1 2000 .1 .3
Reach 1 1700 .1 .3
Reach 1 1350 .1 .3
Reach 1 1000 .1 .3
Reach 1 600 .1 .3
Reach 1 438 .1 .3
Reach 1 397 .1 .3
Reach 1 265 .1 .3
Reach 1 3520 .013 .04 .013 .04
Reach 1 3450 .04 .013 .04 .04 .013 .04 .013 .04
Reach 1 3250 .04 .013 .04 .07 .04 .013 .04
Reach 1 2920 .04 .013 .04 .013 .04 .013 .04
Reach 1 2750 .04 .04 .04
Reach 1 2550 .04 .04 .04
Reach 1 2510 .04 .013 .04
Reach 1 2390 .04 .04 .04
Reach 1 2350 .06 .04 .045
Reach 1 2000 .04 .08 .04 .08 .04 .08
Reach 1 1700 .04 .08 .04
Reach 1 1350 .05 .04 .06
Reach 1 1000 .05 .035 .06
Reach 1 600 .05 .035 .06
Reach 1 438 .05 .035 .06
Reach 1 397 .06 .04 .06
Reach 1 265 .06 .04 .06
SUMMARY OF REACH LENGTHS
River: McClellands Cree
Reach River Sta. Left Channel Right
Reach 1 6809 85 83 119
Reach 1 6758 32 32 32
Reach 1 6726 415 420 390
Reach 1 6306 38 38 38
Reach 1 6268 93 110 98
Reach 1 6158 83 83 83
Reach 1 6075 111 122 116
Vel Head (ft) 0.06 Wt. n-Val. 0.060 0.040 0.060
W.S. Elev (ft) 4867.40 Reach Len. (ft) 120.00 132.00 123.00
Crit W.S. (ft) Flow Area (sq ft) 67.68 662.12 169.26
E.G. Slope (ft/ft) 0.000593 Area (sq ft) 67.68 662.12 169.26
Q Total (cfs) 1584.00 Flow (cfs) 61.81 1353.45 168.74
Top Width (ft) 310.72 Top Width (ft) 36.16 195.00 79.56
Vel Total (ft/s) 1.76 Avg. Vel. (ft/s) 0.91 2.04 1.00
Max Chl Dpth (ft) 3.40 Hydr. Depth (ft) 1.87 3.40 2.13
Conv. Total (cfs) 65031.5 Conv. (cfs) 2537.5 55566.2 6927.8
Length Wtd. (ft) 129.85 Wetted Per. (ft) 36.33 195.00 79.67
Min Ch El (ft) 4864.00 Shear (lb/sq ft) 0.07 0.13 0.08
Alpha 1.19 Stream Power (lb/ft s) 590.00 0.00 0.00
Frctn Loss (ft) 0.14 Cum Volume (acre-ft) 0.47 1.46 0.26
C & E Loss (ft) 0.01 Cum SA (acres) 0.41 0.45 0.15
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 265
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4876 119 4874 199 4872 283 4870 340 4868
667 4868 689 4870 720 4872 745 4874 760 4874
775 4876
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 340 .035 667 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
340 667 89 162 187 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4873.05 Element Left OB Channel Right OB
Vel Head (ft) 0.01 Wt. n-Val. 0.050 0.035 0.060
W.S. Elev (ft) 4873.04 Reach Len. (ft) 89.00 162.00 187.00
Crit W.S. (ft) Flow Area (sq ft) 424.08 1649.53 159.17
E.G. Slope (ft/ft) 0.000045 Area (sq ft) 424.08 1649.53 159.17
Q Total (cfs) 1584.00 Flow (cfs) 148.76 1387.61 47.64
Top Width (ft) 575.83 Top Width (ft) 182.78 327.00 66.06
Vel Total (ft/s) 0.71 Avg. Vel. (ft/s) 0.35 0.84 0.30
Max Chl Dpth (ft) 5.04 Hydr. Depth (ft) 2.32 5.04 2.41
Conv. Total (cfs) 235135.4 Conv. (cfs) 22082.4 205981.8 7071.2
Length Wtd. (ft) 158.78 Wetted Per. (ft) 182.85 327.00 66.25
Min Ch El (ft) 4868.00 Shear (lb/sq ft) 0.01 0.01 0.01
Alpha 1.26 Stream Power (lb/ft s) 775.00 0.00 0.00
for the water surface and continued on with the calculations.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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: 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: McClellands Cree
REACH: Reach 1 RS: 1350
INPUT
Description:
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4880 107 4878 162 4876 215 4874 270 4872
317 4870 386 4868 391 4868 466 4870 502 4872
532 4874 557 4876 567 4878 578 4878 589 4876
594 4876 627 4878 656 4880
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 317 .04 466 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
Min Ch El (ft) 4875.54 Shear (lb/sq ft) 1.59 1.66
Alpha 1.14 Stream Power (lb/ft s) 442.00 0.00 0.00
Frctn Loss (ft) 1.32 Cum Volume (acre-ft) 5.33 31.88 4.19
C & E Loss (ft) 0.09 Cum SA (acres) 3.27 8.62 2.04
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: 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: McClellands Cree
REACH: Reach 1 RS: 2000
INPUT
Description: New Topo from King Surveyors 7-19-13
Station Elevation Data num= 22
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4886.84 236 4877.8 272 4877.73 285 4876.25 291 4874.48
294 4872.02 297 4871 299 4872.58 306 4873.93 337 4874.12
347 4873.12 372 4871.91 394 4872.98 415 4874.86 430 4875.12
445 4876.7 455 4878.92 462 4878.81 464 4877.04 469 4877.05
472 4878.53 486 4878.57
Manning's n Values num= 6
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 236 .08 272 .04 306 .08 337 .04
Min Ch El (ft) 4879.56 Shear (lb/sq ft) 0.19 0.30 0.56
Alpha 1.74 Stream Power (lb/ft s) 497.00 0.00 0.00
Frctn Loss (ft) 0.86 Cum Volume (acre-ft) 5.47 32.37 4.41
C & E Loss (ft) 0.02 Cum SA (acres) 3.39 8.99 2.15
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 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: 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: McClellands Cree
REACH: Reach 1 RS: 2390
INPUT
Description: New Cross-section (07-19-13) based on King Survey 7-19-13
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4883 119 4880 128 4879 137 4878 146.5 4877
155.5 4876 170 4881 186 4881.3 194 4881 269 4880
278 4879 305 4877.87 330 4876 388 4878 394 4879
169 253 95 200 90 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4882.86 Element Left OB Channel Right OB
Vel Head (ft) 0.26 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4882.60 Reach Len. (ft) 95.00 200.00 90.00
Crit W.S. (ft) Flow Area (sq ft) 154.42 175.87 60.97
E.G. Slope (ft/ft) 0.004344 Area (sq ft) 154.42 175.87 60.97
Q Total (cfs) 1536.00 Flow (cfs) 692.98 701.53 141.49
Top Width (ft) 211.46 Top Width (ft) 61.42 84.00 66.05
Vel Total (ft/s) 3.93 Avg. Vel. (ft/s) 4.49 3.99 2.32
Max Chl Dpth (ft) 4.39 Hydr. Depth (ft) 2.51 2.09 0.92
Conv. Total (cfs) 23306.1 Conv. (cfs) 10514.8 10644.5 2146.8
Length Wtd. (ft) 137.59 Wetted Per. (ft) 62.23 84.56 66.07
Min Ch El (ft) 4878.78 Shear (lb/sq ft) 0.67 0.56 0.25
Alpha 1.09 Stream Power (lb/ft s) 344.00 0.00 0.00
Frctn Loss (ft) 0.77 Cum Volume (acre-ft) 6.06 33.18 4.54
C & E Loss (ft) 0.00 Cum SA (acres) 3.77 9.44 2.27
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 2550
INPUT
80.5 175 287 330 281 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4885.58 Element Left OB Channel Right OB
Vel Head (ft) 0.17 Wt. n-Val. 0.027 0.043 0.027
W.S. Elev (ft) 4885.41 Reach Len. (ft) 287.00 330.00 281.00
Crit W.S. (ft) Flow Area (sq ft) 36.13 325.38 93.95
E.G. Slope (ft/ft) 0.001992 Area (sq ft) 36.13 325.38 93.95
Q Total (cfs) 1489.00 Flow (cfs) 98.38 1143.31 247.30
Top Width (ft) 218.29 Top Width (ft) 30.50 94.50 93.29
Vel Total (ft/s) 3.27 Avg. Vel. (ft/s) 2.72 3.51 2.63
Max Chl Dpth (ft) 5.88 Hydr. Depth (ft) 1.18 3.44 1.01
Conv. Total (cfs) 33365.5 Conv. (cfs) 2204.6 25619.3 5541.6
Length Wtd. (ft) 324.49 Wetted Per. (ft) 30.67 95.52 93.32
Min Ch El (ft) 4879.53 Shear (lb/sq ft) 0.15 0.42 0.13
Alpha 1.04 Stream Power (lb/ft s) 397.50 0.00 0.00
Frctn Loss (ft) 1.21 Cum Volume (acre-ft) 6.46 36.00 4.97
C & E Loss (ft) 0.06 Cum SA (acres) 3.98 10.82 2.74
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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: 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.
Note: Manning's n values were composited to a single value in the main channel.
165 4881.32 199 4882.65 222 4884.66 223 4885.51 234 4886.5
295 4886.8 312 4887.11
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
0 .013 96 .04 234 .013 295 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
115 222 60 70 70 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 96 4886.61 F
223 312 4886.61 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.06 Element Left OB Channel Right OB
Vel Head (ft) 0.25 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4885.80 Reach Len. (ft) 60.00 70.00 70.00
Crit W.S. (ft) 4884.07 Flow Area (sq ft) 6.62 367.83 0.72
E.G. Slope (ft/ft) 0.002301 Area (sq ft) 6.62 367.83 1.20
Q Total (cfs) 1489.00 Flow (cfs) 6.26 1481.88 0.86
Top Width (ft) 128.37 Top Width (ft) 17.10 107.00 4.27
Vel Total (ft/s) 3.97 Avg. Vel. (ft/s) 0.95 4.03 1.19
Max Chl Dpth (ft) 6.26 Hydr. Depth (ft) 0.39 3.44 0.72
Conv. Total (cfs) 31043.2 Conv. (cfs) 130.6 30894.7 17.9
Length Wtd. (ft) 69.98 Wetted Per. (ft) 17.12 108.19 1.31
Min Ch El (ft) 4879.54 Shear (lb/sq ft) 0.06 0.49 0.08
Alpha 1.03 Stream Power (lb/ft s) 312.00 0.00 0.00
202 279 4886.61 F
Upstream Embankment side slope = 0 horiz. to 1.0 vertical
Downstream Embankment side slope = 0 horiz. to 1.0 vertical
Maximum allowable submergence for weir flow = .95
Elevation at which weir flow begins = 4886.61
Energy head used in spillway design =
Spillway height used in design =
Weir crest shape = Broad Crested
Number of Bridge Coefficient Sets = 1
Low Flow Methods and Data
Energy
Selected Low Flow Methods = Highest Energy Answer
High Flow Method
Energy Only
Additional Bridge Parameters
Add Friction component to Momentum
Do not add Weight component to Momentum
Class B flow critical depth computations use critical depth
inside the bridge at the upstream end
Criteria to check for pressure flow = Upstream energy grade line
BRIDGE OUTPUT Profile #100-YR E
E.G. US. (ft) 4886.26 Element Inside BR US Inside BR DS
W.S. US. (ft) 4885.84 E.G. Elev (ft) 4886.25 4886.22
Q Total (cfs) 1489.00 W.S. Elev (ft) 4885.84 4885.76
Q Bridge (cfs) 1489.00 Crit W.S. (ft) 4884.24 4884.30
REACH: Reach 1 RS: 3566
INPUT
Description: us bridge Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4890.24 47 4887.68 81 4886 89 4885.88 124 4886.94
129.6 4886.17 130.6 4883.26 155 4881.46 168 4879.6 171.5 4881.47
196.5 4882.58 203.3 4883.16 204.3 4886.4 209 4886.94 234 4886.97
250 4887.09 280 4886.74 306 4887.29
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 81 .013 89 .04 129.6 .04 204.3 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
129.6 204.3 14 15 14 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 130.6 4886.61 F
203.3 306 4886.61 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.26 Element Left OB Channel Right OB
Vel Head (ft) 0.41 Wt. n-Val. 0.040
Top Width (ft) 131.62 Top Width (ft) 25.23 75.00 31.39
Vel Total (ft/s) 3.89 Avg. Vel. (ft/s) 0.23 4.56 2.22
Max Chl Dpth (ft) 5.95 Hydr. Depth (ft) 1.41 4.05 1.37
Conv. Total (cfs) 30705.3 Conv. (cfs) 166.3 28572.7 1966.3
Length Wtd. (ft) 67.95 Wetted Per. (ft) 25.36 75.41 31.51
Min Ch El (ft) 4880.55 Shear (lb/sq ft) 0.21 0.59 0.20
Alpha 1.30 Stream Power (lb/ft s) 218.00 0.00 0.00
Frctn Loss (ft) 0.15 Cum Volume (acre-ft) 6.85 40.69 5.48
C & E Loss (ft) 0.03 Cum SA (acres) 4.38 12.05 3.21
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3700
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 23
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4889.98 23 4888.19 46 4886.54 62 4885.91 70 4885.85
91.5 4884.05 96.5 4882.7 103 4882.06 104 4881.87 110.5 4881.44
113 4880.05 117 4880.11 118.5 4880.89 121 4881.73 138.5 4882.31
149 4882.6 153.5 4882.77 175.5 4883.74 200.5 4885.46 207.5 4886.21
218 4888.36 227 4888.64 233.5 4888.05
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4893.62 26 4889.06 374887.312 45 4886.04 494885.854
63 4885.2 88 4883.31 97.5 4882.81 103 4882.81 106 4881.4
111.5 4881.43 113.5 4883.23 121 4884.35 128 4885.2 1504887.212
190 4890.87
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .07 63 .04 106 .07 113.5 .04 128 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
63 128 212 212 209 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4887.65 Element Left OB Channel Right OB
Vel Head (ft) 0.51 Wt. n-Val. 0.070 0.044 0.040
W.S. Elev (ft) 4887.14 Reach Len. (ft) 212.00 212.00 209.00
Crit W.S. (ft) Flow Area (sq ft) 31.25 232.82 20.65
E.G. Slope (ft/ft) 0.005769 Area (sq ft) 31.25 232.82 20.65
Q Total (cfs) 1489.00 Flow (cfs) 58.38 1373.62 57.00
Top Width (ft) 111.19 Top Width (ft) 24.94 65.00 21.25
Vel Total (ft/s) 5.23 Avg. Vel. (ft/s) 1.87 5.90 2.76
Max Chl Dpth (ft) 5.74 Hydr. Depth (ft) 1.25 3.58 0.97
Conv. Total (cfs) 19604.1 Conv. (cfs) 768.6 18085.0 750.5
Length Wtd. (ft) 211.86 Wetted Per. (ft) 25.05 66.22 21.34
BR Open Vel (ft/s) 7.72 C & E Loss (ft)
Coef of Q Shear Total (lb/sq ft) 0.57 0.56
Br Sel Method Press Only Power Total (lb/ft s) 0.00 0.00
Note: Yarnell answer is not valid if the water surface is above the low chord or if there is weir flow. The Yarnell answer has
been disregarded.
Note: Momentum answer is not valid if the water surface is above the low chord or if there is weir flow. The momentum
answer has been disregarded.
Note: The downstream water surface is above the minimum elevation required for orifice flow. The orifice flow equation was
used for pressure flow.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4310
INPUT
Description: Downstream CR 36 Bridge - Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4893 38 4892.39 43 4893.7 44 4886.62 55 4885.96
62 4884.73 66 4883.9 85 4882.1 134 4883.27 143.4 4883.32
143.8 4891.62 145 4889.17 152 4890.62 169 4892.04 185 4892.71
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 43 .02 143.8 .05
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
43 143.8 71 122 200 .3 .5
Ineffective Flow num= 2
0 221 4893 F
263 392 4893 F
Downstream Deck/Roadway Coordinates
num= 6
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
0 4893 65 4893 65 4893 4887.83
107 4893 4887.83 107 4893 184 4893
Downstream Bridge Cross Section Data
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4893 38 4892.39 43 4893.7 44 4886.62 55 4885.96
62 4884.73 66 4883.9 85 4882.1 134 4883.27 143.4 4883.32
143.8 4891.62 145 4889.17 152 4890.62 169 4892.04 185 4892.71
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 43 .02 143.8 .05
Bank Sta: Left Right Coeff Contr. Expan.
43 143.8 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 65 4893 F
107 185 4893 F
Upstream Embankment side slope = 0 horiz. to 1.0 vertical
Downstream Embankment side slope = 0 horiz. to 1.0 vertical
Maximum allowable submergence for weir flow = .95
Elevation at which weir flow begins = 4893
E.G. Elev (ft) 4890.38 Element Left OB Channel Right OB
Vel Head (ft) 0.61 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4889.76 Reach Len. (ft) 105.00 100.00 55.00
Crit W.S. (ft) Flow Area (sq ft) 37.94 190.67 30.87
E.G. Slope (ft/ft) 0.003511 Area (sq ft) 37.94 190.67 30.87
Q Total (cfs) 1489.00 Flow (cfs) 115.66 1271.52 101.81
Top Width (ft) 74.85 Top Width (ft) 22.95 35.50 16.40
Vel Total (ft/s) 5.74 Avg. Vel. (ft/s) 3.05 6.67 3.30
Max Chl Dpth (ft) 7.00 Hydr. Depth (ft) 1.65 5.37 1.88
Conv. Total (cfs) 25130.1 Conv. (cfs) 1952.1 21459.7 1718.3
Length Wtd. (ft) 98.66 Wetted Per. (ft) 23.28 36.15 16.83
Min Ch El (ft) 4882.76 Shear (lb/sq ft) 0.36 1.16 0.40
Alpha 1.20 Stream Power (lb/ft s) 101.00 0.00 0.00
Frctn Loss (ft) 0.13 Cum Volume (acre-ft) 7.25 45.28 5.87
C & E Loss (ft) 0.03 Cum SA (acres) 4.66 12.95 3.54
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4445
Description: D/S Cambridge Road Bridge
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4898 100 4896 136 4894 226 4894 227 4893
227 4884.55 234 4884.55 234 4883.55 236 4883.55 236 4884.55
243 4884.55 260 4884.55 280 4885 280 4893 320 4894
408 4895
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 227 .02 280 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
227 280 56 49 25 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 227 4894 F
260 408 4894 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4891.06 Element Left OB Channel Right OB
Vel Head (ft) 1.03 Wt. n-Val. 0.020
W.S. Elev (ft) 4890.04 Reach Len. (ft) 56.00 49.00 25.00
Crit W.S. (ft) 4888.48 Flow Area (sq ft) 183.03
E.G. Slope (ft/ft) 0.001604 Area (sq ft) 288.25
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 53.00 Top Width (ft) 53.00
Vel Total (ft/s) 8.14 Avg. Vel. (ft/s) 8.14
Max Chl Dpth (ft) 6.49 Hydr. Depth (ft) 5.55
136 320 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 226 4894 F
260 408 4895 F
Downstream Deck/Roadway Coordinates
num= 12
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
0 4898 100 4896 136 4894
226 4894 227 4894 227 4896.5 4889.55
260 4896.5 4889.55 260 4896.5 4884.55 280 4896.5
280 4894 320 4894 408 4895
Downstream Bridge Cross Section Data
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4898 100 4896 136 4894 226 4894 227 4893
227 4884.55 234 4884.55 234 4883.55 236 4883.55 236 4884.55
243 4884.55 260 4884.55 280 4885 280 4893 320 4894
408 4895
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 227 .02 280 .04
Bank Sta: Left Right Coeff Contr. Expan.
227 280 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 227 4894 F
260 408 4894 F
Crit W.S. (ft) Flow Area (sq ft) 380.61
E.G. Slope (ft/ft) 0.002594 Area (sq ft) 380.61
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 100.45 Top Width (ft) 100.45
Vel Total (ft/s) 3.91 Avg. Vel. (ft/s) 3.91
Max Chl Dpth (ft) 7.52 Hydr. Depth (ft) 3.79
Conv. Total (cfs) 29233.5 Conv. (cfs) 29233.5
Length Wtd. (ft) 102.00 Wetted Per. (ft) 101.94
Min Ch El (ft) 4884.37 Shear (lb/sq ft) 0.60
Alpha 1.00 Stream Power (lb/ft s) 233.91 0.00 0.00
Frctn Loss (ft) 0.16 Cum Volume (acre-ft) 7.88 47.29 5.95
C & E Loss (ft) 0.06 Cum SA (acres) 4.89 13.28 3.58
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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.
Note: Manning's n values were composited to a single value in the main channel.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4786
INPUT
Description: U/S Cambridge Road Bridge
Station Elevation Data num= 16
0 .04 224.65 .055 230.83 .04 299.89 .013 309.09 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
187.19 245.3 63 63 63 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4894.42 Element Left OB Channel Right OB
Vel Head (ft) 1.29 Wt. n-Val. 0.040 0.042 0.040
W.S. Elev (ft) 4893.13 Reach Len. (ft) 63.00 63.00 63.00
Crit W.S. (ft) 4893.13 Flow Area (sq ft) 0.27 148.57 0.22
E.G. Slope (ft/ft) 0.019944 Area (sq ft) 0.27 148.57 0.22
Q Total (cfs) 1355.00 Flow (cfs) 0.23 1354.59 0.19
Top Width (ft) 65.50 Top Width (ft) 4.06 58.11 3.34
Vel Total (ft/s) 9.09 Avg. Vel. (ft/s) 0.85 9.12 0.85
Max Chl Dpth (ft) 6.63 Hydr. Depth (ft) 0.07 2.56 0.07
Conv. Total (cfs) 9594.8 Conv. (cfs) 1.6 9591.9 1.3
Length Wtd. (ft) 63.00 Wetted Per. (ft) 4.06 60.46 3.34
Min Ch El (ft) 4886.50 Shear (lb/sq ft) 0.08 3.06 0.08
Alpha 1.01 Stream Power (lb/ft s) 481.77 0.00 0.00
Frctn Loss (ft) 0.46 Cum Volume (acre-ft) 7.88 49.72 5.95
C & E Loss (ft) 0.30 Cum SA (acres) 4.89 14.03 3.59
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 velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
149.24 4898 155.7 4897 158.324896.163 180.72 4889 183.58 4888.3
187.49 4889 193.76 4891 200.55 4892 214.41 4893 226.27 4895
240.77 4896 251.1 4896.67 259.44 4896.82 275.48 4897 308.54 4899
536.96 4901.7
Manning's n Values num= 6
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 139.66 .013 147.67 .04 240.77 .04 251.1 .013
259.44 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
158.32 240.77 83 83 83 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4895.85 Element Left OB Channel Right OB
Vel Head (ft) 0.60 Wt. n-Val. 0.040
W.S. Elev (ft) 4895.25 Reach Len. (ft) 83.00 83.00 83.00
Crit W.S. (ft) Flow Area (sq ft) 217.73
E.G. Slope (ft/ft) 0.006239 Area (sq ft) 217.73
Q Total (cfs) 1355.00 Flow (cfs) 1355.00
Top Width (ft) 68.77 Top Width (ft) 68.77
Vel Total (ft/s) 6.22 Avg. Vel. (ft/s) 6.22
Max Chl Dpth (ft) 6.95 Hydr. Depth (ft) 3.17
Conv. Total (cfs) 17155.1 Conv. (cfs) 17155.1
Length Wtd. (ft) 83.00 Wetted Per. (ft) 70.49
Min Ch El (ft) 4888.30 Shear (lb/sq ft) 1.20
Alpha 1.00 Stream Power (lb/ft s) 536.96 0.00 0.00
Frctn Loss (ft) 0.21 Cum Volume (acre-ft) 7.88 52.19 5.96
RIVER: McClellands Cree
REACH: Reach 1 RS: 6075
INPUT
Description: 2-10-16, proposed breakaway bridge
Station Elevation Data num= 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4900 41.45 4898 90.57 4897 92.04 4896 92.04 4895
95.04 4894 120.92 4891 128.59 4890.3 133.8 4891 154.85 4896
154.85 4898 256.87 4900 383.32 4902.2
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 154.85 .013 256.87 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
90.57 154.85 111 122 116 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 92.04 4898.07 F
154.85 383.32 4898.07 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4897.93 Element Left OB Channel Right OB
Vel Head (ft) 0.28 Wt. n-Val. 0.040
Vel Head (ft) 0.14 Wt. n-Val. 0.040
W.S. Elev (ft) 4898.97 Reach Len. (ft) 38.00 38.00 38.00
Crit W.S. (ft) Flow Area (sq ft) 443.42
E.G. Slope (ft/ft) 0.002459 Area (sq ft) 443.42
Q Total (cfs) 1355.00 Flow (cfs) 1355.00
Top Width (ft) 206.98 Top Width (ft) 206.98
Vel Total (ft/s) 3.06 Avg. Vel. (ft/s) 3.06
Max Chl Dpth (ft) 5.97 Hydr. Depth (ft) 2.14
Conv. Total (cfs) 27325.5 Conv. (cfs) 27325.5
Length Wtd. (ft) 38.00 Wetted Per. (ft) 207.53
Min Ch El (ft) 4893.00 Shear (lb/sq ft) 0.33
Alpha 1.00 Stream Power (lb/ft s) 458.46 0.00 0.00
Frctn Loss (ft) 0.18 Cum Volume (acre-ft) 8.05 56.47 5.98
C & E Loss (ft) 0.04 Cum SA (acres) 5.22 16.06 3.64
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 6268
INPUT
Description: 6-2-14, proposed
Station Elevation Data num= 14
Sta n Val Sta n Val Sta n Val
0 .04 306.96 .04 491 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
306.96 491 32 32 32 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4903.09 Element Left OB Channel Right OB
Vel Head (ft) 0.71 Wt. n-Val. 0.040
W.S. Elev (ft) 4902.37 Reach Len. (ft) 32.00 32.00 32.00
Crit W.S. (ft) 4902.35 Flow Area (sq ft) 199.86
E.G. Slope (ft/ft) 0.021183 Area (sq ft) 199.86
Q Total (cfs) 1355.00 Flow (cfs) 1355.00
Top Width (ft) 140.57 Top Width (ft) 140.57
Vel Total (ft/s) 6.78 Avg. Vel. (ft/s) 6.78
Max Chl Dpth (ft) 6.46 Hydr. Depth (ft) 1.42
Conv. Total (cfs) 9309.8 Conv. (cfs) 9309.8
Length Wtd. (ft) 32.00 Wetted Per. (ft) 142.34
Min Ch El (ft) 4895.91 Shear (lb/sq ft) 1.86
Alpha 1.00 Stream Power (lb/ft s) 609.17 0.00 0.00
Frctn Loss (ft) 0.71 Cum Volume (acre-ft) 8.05 59.68 5.98
C & E Loss (ft) 0.01 Cum SA (acres) 5.22 17.77 3.64
1410
McClellands CreeReach 1 1700 169 266 285 479 401 684 1007
1477
River Reach RS 100-YR E 100-YR D
McClellands CreeReach 1 6809 1355 1730
McClellands CreeReach 1 6268 1355 1777
McClellands CreeReach 1 4888 1489 1943
McClellands CreeReach 1 2750 1536 1996
McClellands CreeReach 1 1700 1584 2059
Boundary Conditions
River Reach Profile Upstream Downstream
McClellands CreeReach 1 2-YR E Critical Known WS = 4867.1
Bank Sta
.04 .04 .04
0 20 40 60 80 100 120
4882
4884
4886
4888
4890
4892
4894
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4545
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.04 .04 .04
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Ineff
Bank Sta
.04 .02 .04
0 100 200 300 400 500
4882
4884
4886
4888
4890
4892
4894
4896
4898
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 4750 BR
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Ineff
Bank Sta
.04 .02 .04
4896
4898
4900
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 5572
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.05 .
0
4
.
0
5
5
.04
0 100 200 300 400 500
4886
4888
4890
4892
4894
4896
4898
4900
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 5200
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Bank Sta
.05 .04 .
0
5
5
.
0
4
.
0
5
5
.04
4894
4896
4898
4900
4902
4904
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6224
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Ground
Bank Sta
.04 .
0
5
5
.04
Crit 100-YR E
Ground
Bank Sta
.04 .04 .04
0 100 200 300 400 500 600 700
4895
4900
4905
4910
4915
McClellands MP - Swift Pond to CR 9 - CE Plan: McClellands Creek - Interwest 12-4-13 2/9/2016
RS = 6900
Station (ft)
Elevation (ft)
Legend
EG 100-YR E
WS 100-YR E
Crit 100-YR E
Ground
Bank Sta
.04 .04 .
0
5
5
.04
Reach 1 4653 .1 .3
Reach 1 4545 .1 .3
Reach 1 4445 .3 .5
Reach 1 4350 Bridge
Reach 1 4310 .3 .5
Reach 1 4188 .1 .3
Reach 1 4000 .1 .3
Reach 1 3788 .1 .3
Reach 1 3768 .1 .3
Reach 1 3700 .1 .3
Reach 1 3580 .1 .3
Reach 1 3566 .1 .3
Reach 1 3558.5 Bridge
Reach 1 3551 .1 .3
Reach 1 3520 .1 .3
Reach 1 3450 .1 .3
Reach 1 3250 .1 .3
Reach 1 2920 .1 .3
Reach 1 2750 .1 .3
Reach 1 2550 .1 .3
Reach 1 2510 .1 .3
Reach 1 2390 .1 .3
Reach 1 2350 .1 .3
Reach 1 2000 .1 .3
Reach 1 1700 .1 .3
Reach 1 1350 .1 .3
Reach 1 1000 .1 .3
Reach 1 600 .1 .3
Reach 1 438 .1 .3
Reach 1 397 .1 .3
Reach 1 265 .1 .3
Reach 1 3520 .013 .04 .013 .04
Reach 1 3450 .04 .013 .04 .04 .013 .04 .013 .04
Reach 1 3250 .04 .013 .04 .07 .04 .013 .04
Reach 1 2920 .04 .013 .04 .013 .04 .013 .04
Reach 1 2750 .04 .04 .04
Reach 1 2550 .04 .04 .04
Reach 1 2510 .04 .013 .04
Reach 1 2390 .04 .04 .04
Reach 1 2350 .06 .04 .045
Reach 1 2000 .04 .08 .04 .08 .04 .08
Reach 1 1700 .04 .08 .04
Reach 1 1350 .05 .04 .06
Reach 1 1000 .05 .035 .06
Reach 1 600 .05 .035 .06
Reach 1 438 .05 .035 .06
Reach 1 397 .06 .04 .06
Reach 1 265 .06 .04 .06
SUMMARY OF REACH LENGTHS
River: McClellands Cree
Reach River Sta. Left Channel Right
Reach 1 6981 48 48 48
Reach 1 6933 33 33 33
Reach 1 6900 414 410 399
Reach 1 6490 40 40 40
Reach 1 6450 90 110 96
Reach 1 6340 116 116 116
E.G. Elev (ft) 4867.45 Element Left OB Channel Right OB
Vel Head (ft) 0.06 Wt. n-Val. 0.060 0.040 0.060
W.S. Elev (ft) 4867.40 Reach Len. (ft) 120.00 132.00 123.00
Crit W.S. (ft) Flow Area (sq ft) 67.70 662.22 169.30
E.G. Slope (ft/ft) 0.000593 Area (sq ft) 67.70 662.22 169.30
Q Total (cfs) 1584.00 Flow (cfs) 61.81 1353.43 168.76
Top Width (ft) 310.73 Top Width (ft) 36.17 195.00 79.56
Vel Total (ft/s) 1.76 Avg. Vel. (ft/s) 0.91 2.04 1.00
Max Chl Dpth (ft) 3.40 Hydr. Depth (ft) 1.87 3.40 2.13
Conv. Total (cfs) 65048.1 Conv. (cfs) 2538.4 55579.6 6930.2
Length Wtd. (ft) 129.85 Wetted Per. (ft) 36.33 195.00 79.67
Min Ch El (ft) 4864.00 Shear (lb/sq ft) 0.07 0.13 0.08
Alpha 1.19 Stream Power (lb/ft s) 590.00 0.00 0.00
Frctn Loss (ft) 0.14 Cum Volume (acre-ft) 0.47 1.46 0.26
C & E Loss (ft) 0.01 Cum SA (acres) 0.41 0.45 0.15
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.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 265
Station Elevation Data num= 11
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4876 119 4874 199 4872 283 4870 340 4868
667 4868 689 4870 720 4872 745 4874 760 4874
775 4876
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 340 .035 667 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
340 667 89 162 187 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4873.05 Element Left OB Channel Right OB
Vel Head (ft) 0.01 Wt. n-Val. 0.050 0.035 0.060
W.S. Elev (ft) 4873.04 Reach Len. (ft) 89.00 162.00 187.00
Crit W.S. (ft) Flow Area (sq ft) 424.08 1649.53 159.17
E.G. Slope (ft/ft) 0.000045 Area (sq ft) 424.08 1649.53 159.17
Q Total (cfs) 1584.00 Flow (cfs) 148.76 1387.61 47.64
Top Width (ft) 575.83 Top Width (ft) 182.78 327.00 66.06
Vel Total (ft/s) 0.71 Avg. Vel. (ft/s) 0.35 0.84 0.30
Max Chl Dpth (ft) 5.04 Hydr. Depth (ft) 2.32 5.04 2.41
Conv. Total (cfs) 235135.4 Conv. (cfs) 22082.4 205981.8 7071.2
Length Wtd. (ft) 158.78 Wetted Per. (ft) 182.85 327.00 66.25
Min Ch El (ft) 4868.00 Shear (lb/sq ft) 0.01 0.01 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 velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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: 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: McClellands Cree
REACH: Reach 1 RS: 1350
INPUT
Description:
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4880 107 4878 162 4876 215 4874 270 4872
317 4870 386 4868 391 4868 466 4870 502 4872
532 4874 557 4876 567 4878 578 4878 589 4876
594 4876 627 4878 656 4880
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 317 .04 466 .06
Length Wtd. (ft) 338.00 Wetted Per. (ft) 120.82 87.56
Min Ch El (ft) 4875.54 Shear (lb/sq ft) 1.59 1.66
Alpha 1.14 Stream Power (lb/ft s) 442.00 0.00 0.00
Frctn Loss (ft) 1.32 Cum Volume (acre-ft) 5.33 31.88 4.19
C & E Loss (ft) 0.09 Cum SA (acres) 3.27 8.62 2.04
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: 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: McClellands Cree
REACH: Reach 1 RS: 2000
INPUT
Description: New Topo from King Surveyors 7-19-13
Station Elevation Data num= 22
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4886.84 236 4877.8 272 4877.73 285 4876.25 291 4874.48
294 4872.02 297 4871 299 4872.58 306 4873.93 337 4874.12
347 4873.12 372 4871.91 394 4872.98 415 4874.86 430 4875.12
445 4876.7 455 4878.92 462 4878.81 464 4877.04 469 4877.05
472 4878.53 486 4878.57
Manning's n Values num= 6
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
Length Wtd. (ft) 109.69 Wetted Per. (ft) 83.54 97.35 46.80
Min Ch El (ft) 4879.56 Shear (lb/sq ft) 0.19 0.30 0.56
Alpha 1.74 Stream Power (lb/ft s) 497.00 0.00 0.00
Frctn Loss (ft) 0.86 Cum Volume (acre-ft) 5.47 32.37 4.41
C & E Loss (ft) 0.02 Cum SA (acres) 3.39 8.99 2.15
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 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: 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: McClellands Cree
REACH: Reach 1 RS: 2390
INPUT
Description: New Cross-section (07-19-13) based on King Survey 7-19-13
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4883 119 4880 128 4879 137 4878 146.5 4877
155.5 4876 170 4881 186 4881.3 194 4881 269 4880
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
169 253 95 200 90 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4882.86 Element Left OB Channel Right OB
Vel Head (ft) 0.26 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4882.60 Reach Len. (ft) 95.00 200.00 90.00
Crit W.S. (ft) Flow Area (sq ft) 154.42 175.87 60.97
E.G. Slope (ft/ft) 0.004344 Area (sq ft) 154.42 175.87 60.97
Q Total (cfs) 1536.00 Flow (cfs) 692.98 701.53 141.49
Top Width (ft) 211.46 Top Width (ft) 61.42 84.00 66.05
Vel Total (ft/s) 3.93 Avg. Vel. (ft/s) 4.49 3.99 2.32
Max Chl Dpth (ft) 4.39 Hydr. Depth (ft) 2.51 2.09 0.92
Conv. Total (cfs) 23306.1 Conv. (cfs) 10514.8 10644.5 2146.8
Length Wtd. (ft) 137.59 Wetted Per. (ft) 62.23 84.56 66.07
Min Ch El (ft) 4878.78 Shear (lb/sq ft) 0.67 0.56 0.25
Alpha 1.09 Stream Power (lb/ft s) 344.00 0.00 0.00
Frctn Loss (ft) 0.77 Cum Volume (acre-ft) 6.06 33.18 4.54
C & E Loss (ft) 0.00 Cum SA (acres) 3.77 9.44 2.27
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 2550
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
80.5 175 287 330 281 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4885.58 Element Left OB Channel Right OB
Vel Head (ft) 0.17 Wt. n-Val. 0.027 0.043 0.027
W.S. Elev (ft) 4885.41 Reach Len. (ft) 287.00 330.00 281.00
Crit W.S. (ft) Flow Area (sq ft) 36.13 325.38 93.95
E.G. Slope (ft/ft) 0.001992 Area (sq ft) 36.13 325.38 93.95
Q Total (cfs) 1489.00 Flow (cfs) 98.38 1143.31 247.30
Top Width (ft) 218.29 Top Width (ft) 30.50 94.50 93.29
Vel Total (ft/s) 3.27 Avg. Vel. (ft/s) 2.72 3.51 2.63
Max Chl Dpth (ft) 5.88 Hydr. Depth (ft) 1.18 3.44 1.01
Conv. Total (cfs) 33365.5 Conv. (cfs) 2204.6 25619.3 5541.6
Length Wtd. (ft) 324.49 Wetted Per. (ft) 30.67 95.52 93.32
Min Ch El (ft) 4879.53 Shear (lb/sq ft) 0.15 0.42 0.13
Alpha 1.04 Stream Power (lb/ft s) 397.50 0.00 0.00
Frctn Loss (ft) 1.21 Cum Volume (acre-ft) 6.46 36.00 4.97
C & E Loss (ft) 0.06 Cum SA (acres) 3.98 10.82 2.74
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
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: 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.
115 4885.03 133 4882.38 143 4881.27 156.5 4880.88 163 4879.54
165 4881.32 199 4882.65 222 4884.66 223 4885.51 234 4886.5
295 4886.8 312 4887.11
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
0 .013 96 .04 234 .013 295 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
115 222 60 70 70 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 96 4886.61 F
223 312 4886.61 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.06 Element Left OB Channel Right OB
Vel Head (ft) 0.25 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4885.80 Reach Len. (ft) 60.00 70.00 70.00
Crit W.S. (ft) 4884.07 Flow Area (sq ft) 6.62 367.83 0.72
E.G. Slope (ft/ft) 0.002301 Area (sq ft) 6.62 367.83 1.20
Q Total (cfs) 1489.00 Flow (cfs) 6.26 1481.88 0.86
Top Width (ft) 128.37 Top Width (ft) 17.10 107.00 4.27
Vel Total (ft/s) 3.97 Avg. Vel. (ft/s) 0.95 4.03 1.19
Max Chl Dpth (ft) 6.26 Hydr. Depth (ft) 0.39 3.44 0.72
Conv. Total (cfs) 31043.2 Conv. (cfs) 130.6 30894.7 17.9
Length Wtd. (ft) 69.98 Wetted Per. (ft) 17.12 108.19 1.31
Min Ch El (ft) 4879.54 Shear (lb/sq ft) 0.06 0.49 0.08
0 130.5 4886.61 F
202 279 4886.61 F
Upstream Embankment side slope = 0 horiz. to 1.0 vertical
Downstream Embankment side slope = 0 horiz. to 1.0 vertical
Maximum allowable submergence for weir flow = .95
Elevation at which weir flow begins = 4886.61
Energy head used in spillway design =
Spillway height used in design =
Weir crest shape = Broad Crested
Number of Bridge Coefficient Sets = 1
Low Flow Methods and Data
Energy
Selected Low Flow Methods = Highest Energy Answer
High Flow Method
Energy Only
Additional Bridge Parameters
Add Friction component to Momentum
Do not add Weight component to Momentum
Class B flow critical depth computations use critical depth
inside the bridge at the upstream end
Criteria to check for pressure flow = Upstream energy grade line
BRIDGE OUTPUT Profile #100-YR E
E.G. US. (ft) 4886.26 Element Inside BR US Inside BR DS
W.S. US. (ft) 4885.84 E.G. Elev (ft) 4886.25 4886.22
Q Total (cfs) 1489.00 W.S. Elev (ft) 4885.84 4885.76
RIVER: McClellands Cree
REACH: Reach 1 RS: 3566
INPUT
Description: us bridge Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4890.24 47 4887.68 81 4886 89 4885.88 124 4886.94
129.6 4886.17 130.6 4883.26 155 4881.46 168 4879.6 171.5 4881.47
196.5 4882.58 203.3 4883.16 204.3 4886.4 209 4886.94 234 4886.97
250 4887.09 280 4886.74 306 4887.29
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .04 81 .013 89 .04 129.6 .04 204.3 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
129.6 204.3 14 15 14 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 130.6 4886.61 F
203.3 306 4886.61 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4886.26 Element Left OB Channel Right OB
Q Total (cfs) 1489.00 Flow (cfs) 8.06 1385.59 95.35
Top Width (ft) 131.62 Top Width (ft) 25.23 75.00 31.39
Vel Total (ft/s) 3.89 Avg. Vel. (ft/s) 0.23 4.56 2.22
Max Chl Dpth (ft) 5.95 Hydr. Depth (ft) 1.41 4.05 1.37
Conv. Total (cfs) 30705.3 Conv. (cfs) 166.3 28572.7 1966.3
Length Wtd. (ft) 67.95 Wetted Per. (ft) 25.36 75.41 31.51
Min Ch El (ft) 4880.55 Shear (lb/sq ft) 0.21 0.59 0.20
Alpha 1.30 Stream Power (lb/ft s) 218.00 0.00 0.00
Frctn Loss (ft) 0.15 Cum Volume (acre-ft) 6.85 40.69 5.48
C & E Loss (ft) 0.03 Cum SA (acres) 4.38 12.05 3.21
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 3700
INPUT
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 23
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4889.98 23 4888.19 46 4886.54 62 4885.91 70 4885.85
91.5 4884.05 96.5 4882.7 103 4882.06 104 4881.87 110.5 4881.44
113 4880.05 117 4880.11 118.5 4880.89 121 4881.73 138.5 4882.31
149 4882.6 153.5 4882.77 175.5 4883.74 200.5 4885.46 207.5 4886.21
Description: Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4893.62 26 4889.06 374887.312 45 4886.04 494885.854
63 4885.2 88 4883.31 97.5 4882.81 103 4882.81 106 4881.4
111.5 4881.43 113.5 4883.23 121 4884.35 128 4885.2 1504887.212
190 4890.87
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .07 63 .04 106 .07 113.5 .04 128 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
63 128 212 212 209 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4887.65 Element Left OB Channel Right OB
Vel Head (ft) 0.51 Wt. n-Val. 0.070 0.044 0.040
W.S. Elev (ft) 4887.14 Reach Len. (ft) 212.00 212.00 209.00
Crit W.S. (ft) Flow Area (sq ft) 31.25 232.82 20.65
E.G. Slope (ft/ft) 0.005769 Area (sq ft) 31.25 232.82 20.65
Q Total (cfs) 1489.00 Flow (cfs) 58.38 1373.62 57.00
Top Width (ft) 111.19 Top Width (ft) 24.94 65.00 21.25
Vel Total (ft/s) 5.23 Avg. Vel. (ft/s) 1.87 5.90 2.76
Max Chl Dpth (ft) 5.74 Hydr. Depth (ft) 1.25 3.58 0.97
Conv. Total (cfs) 19604.1 Conv. (cfs) 768.6 18085.0 750.5
BR Open Area (sq ft) 193.00 Frctn Loss (ft)
BR Open Vel (ft/s) 7.72 C & E Loss (ft)
Coef of Q Shear Total (lb/sq ft) 0.57 0.56
Br Sel Method Press Only Power Total (lb/ft s) 0.00 0.00
Note: Yarnell answer is not valid if the water surface is above the low chord or if there is weir flow. The Yarnell answer has
been disregarded.
Note: Momentum answer is not valid if the water surface is above the low chord or if there is weir flow. The momentum
answer has been disregarded.
Note: The downstream water surface is above the minimum elevation required for orifice flow. The orifice flow equation was
used for pressure flow.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4310
INPUT
Description: Downstream CR 36 Bridge - Asbuilt Topo from King Surveyors 7-19-13
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4893 38 4892.39 43 4893.7 44 4886.62 55 4885.96
62 4884.73 66 4883.9 85 4882.1 134 4883.27 143.4 4883.32
143.8 4891.62 145 4889.17 152 4890.62 169 4892.04 185 4892.71
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 43 .02 143.8 .05
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
43 143.8 71 122 200 .3 .5
Sta L Sta R Elev Permanent
0 221 4893 F
263 392 4893 F
Downstream Deck/Roadway Coordinates
num= 6
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
0 4893 65 4893 65 4893 4887.83
107 4893 4887.83 107 4893 184 4893
Downstream Bridge Cross Section Data
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4893 38 4892.39 43 4893.7 44 4886.62 55 4885.96
62 4884.73 66 4883.9 85 4882.1 134 4883.27 143.4 4883.32
143.8 4891.62 145 4889.17 152 4890.62 169 4892.04 185 4892.71
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .05 43 .02 143.8 .05
Bank Sta: Left Right Coeff Contr. Expan.
43 143.8 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 65 4893 F
107 185 4893 F
Upstream Embankment side slope = 0 horiz. to 1.0 vertical
Downstream Embankment side slope = 0 horiz. to 1.0 vertical
Maximum allowable submergence for weir flow = .95
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4890.38 Element Left OB Channel Right OB
Vel Head (ft) 0.61 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4889.76 Reach Len. (ft) 106.00 100.00 48.00
Crit W.S. (ft) Flow Area (sq ft) 37.94 190.67 30.87
E.G. Slope (ft/ft) 0.003511 Area (sq ft) 37.94 190.67 30.87
Q Total (cfs) 1489.00 Flow (cfs) 115.66 1271.52 101.81
Top Width (ft) 74.85 Top Width (ft) 22.95 35.50 16.40
Vel Total (ft/s) 5.74 Avg. Vel. (ft/s) 3.05 6.67 3.30
Max Chl Dpth (ft) 7.00 Hydr. Depth (ft) 1.65 5.37 1.88
Conv. Total (cfs) 25130.1 Conv. (cfs) 1952.1 21459.7 1718.3
Length Wtd. (ft) 98.46 Wetted Per. (ft) 23.28 36.15 16.83
Min Ch El (ft) 4882.76 Shear (lb/sq ft) 0.36 1.16 0.40
Alpha 1.20 Stream Power (lb/ft s) 101.00 0.00 0.00
Frctn Loss (ft) 0.13 Cum Volume (acre-ft) 7.25 45.28 5.86
C & E Loss (ft) 0.03 Cum SA (acres) 4.66 12.95 3.54
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.
CROSS SECTION
RIVER: McClellands Cree
INPUT
Description: D/S Cambridge Road Bridge
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4898 100 4896 136 4894 226 4894 227 4893
227 4884.55 234 4884.55 234 4883.55 236 4883.55 236 4884.55
243 4884.55 260 4884.55 280 4885 280 4893 320 4894
408 4895
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 227 .02 280 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
227 280 56 49 25 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 227 4894 F
260 408 4894 F
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4891.06 Element Left OB Channel Right OB
Vel Head (ft) 1.03 Wt. n-Val. 0.020
W.S. Elev (ft) 4890.03 Reach Len. (ft) 56.00 49.00 25.00
Crit W.S. (ft) 4888.48 Flow Area (sq ft) 182.97
E.G. Slope (ft/ft) 0.001606 Area (sq ft) 288.14
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 53.00 Top Width (ft) 53.00
Vel Total (ft/s) 8.14 Avg. Vel. (ft/s) 8.14
226 320 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 212 4893.53 F
278 408 4894.23 F
Downstream Deck/Roadway Coordinates
num= 12
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
0 4898 100 4896 136 4894
226 4894 227 4894 227 4896.5 4889.55
260 4896.5 4889.55 260 4896.5 4884.55 280 4896.5
280 4894 320 4894 408 4895
Downstream Bridge Cross Section Data
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4898 100 4896 136 4894 226 4894 227 4893
227 4884.55 234 4884.55 234 4883.55 236 4883.55 236 4884.55
243 4884.55 260 4884.55 280 4885 280 4893 320 4894
408 4895
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 227 .02 280 .04
Bank Sta: Left Right Coeff Contr. Expan.
227 280 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
0 227 4894 F
260 408 4894 F
E.G. Slope (ft/ft) 0.005989 Area (sq ft) 246.09
Q Total (cfs) 1489.00 Flow (cfs) 1489.00
Top Width (ft) 65.07 Top Width (ft) 65.07
Vel Total (ft/s) 6.05 Avg. Vel. (ft/s) 6.05
Max Chl Dpth (ft) 7.37 Hydr. Depth (ft) 3.78
Conv. Total (cfs) 19241.2 Conv. (cfs) 19241.2
Length Wtd. (ft) 89.01 Wetted Per. (ft) 67.29
Min Ch El (ft) 4884.28 Shear (lb/sq ft) 1.37
Alpha 1.00 Stream Power (lb/ft s) 233.50 0.00 0.00
Frctn Loss (ft) 0.07 Cum Volume (acre-ft) 7.85 47.09 5.96
C & E Loss (ft) 0.09 Cum SA (acres) 4.88 13.22 3.58
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.
Note: Manning's n values were composited to a single value in the main channel.
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 4786
INPUT
Description: U/S Cambridge Road Bridge
Station Elevation Data num= 16
269.5 4894 311.5 4895 345 4896 392 4897 448 4898
495 4899
Manning's n Values num= 6
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .05 154.5 .04 218.5 .055 223 .04 227.5 .055
231 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
154.5 240.5 55 55 55 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4894.22 Element Left OB Channel Right OB
Vel Head (ft) 0.95 Wt. n-Val. 0.050 0.042 0.040
W.S. Elev (ft) 4893.27 Reach Len. (ft) 55.00 55.00 55.00
Crit W.S. (ft) 4893.24 Flow Area (sq ft) 1.12 173.09 1.06
E.G. Slope (ft/ft) 0.019682 Area (sq ft) 1.12 173.09 1.06
Q Total (cfs) 1355.00 Flow (cfs) 1.23 1352.32 1.46
Top Width (ft) 102.10 Top Width (ft) 8.25 86.00 7.84
Vel Total (ft/s) 7.73 Avg. Vel. (ft/s) 1.10 7.81 1.37
Max Chl Dpth (ft) 6.97 Hydr. Depth (ft) 0.14 2.01 0.14
Conv. Total (cfs) 9658.4 Conv. (cfs) 8.7 9639.3 10.4
Length Wtd. (ft) 55.00 Wetted Per. (ft) 8.25 88.66 7.85
Min Ch El (ft) 4886.30 Shear (lb/sq ft) 0.17 2.40 0.17
Alpha 1.02 Stream Power (lb/ft s) 495.00 0.00 0.00
Frctn Loss (ft) 0.46 Cum Volume (acre-ft) 8.07 48.67 5.96
C & E Loss (ft) 0.13 Cum SA (acres) 4.99 13.66 3.61
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 5650
INPUT
Description: 12-04-13, CE based on City of Fort Collins Survey (2013)
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4900 21 4899 66 4898 95 4897 132.5 4896
161 4895 163.5 4894 166 4893 169 4892 171 4891
173.5 4890 175 4889 181 4888 188.5 4889 189 4890
190 4891 191 4892 191.5 4893 193 4894 232 4895
287.5 4896 361.5 4897 417 4898 480 4899 537 4900
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
0 .05 132.5 .04 171 .055 181 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
132.5 287.5 66 78 75 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4896.84 Element Left OB Channel Right OB
Vel Head (ft) 0.20 Wt. n-Val. 0.050 0.041 0.040
W.S. Elev (ft) 4896.64 Reach Len. (ft) 66.00 78.00 75.00
Crit W.S. (ft) Flow Area (sq ft) 7.71 372.87 15.21
Top Width (ft) 96.62 Top Width (ft) 1.90 88.57 6.15
Vel Total (ft/s) 4.15 Avg. Vel. (ft/s) 0.23 4.15 0.23
Max Chl Dpth (ft) 6.79 Hydr. Depth (ft) 0.05 3.68 0.05
Conv. Total (cfs) 28617.2 Conv. (cfs) 0.4 28615.4 1.4
Length Wtd. (ft) 116.00 Wetted Per. (ft) 1.90 89.93 6.15
Min Ch El (ft) 4892.30 Shear (lb/sq ft) 0.01 0.51 0.01
Alpha 1.00 Stream Power (lb/ft s) 372.83 0.00 0.00
Frctn Loss (ft) 0.23 Cum Volume (acre-ft) 8.53 55.69 6.44
C & E Loss (ft) 0.01 Cum SA (acres) 5.58 16.05 4.43
CROSS SECTION
RIVER: McClellands Cree
REACH: Reach 1 RS: 6224
INPUT
Description: 2-8-16, added CE based on City of Fort Collins Survey
(Bridge)
2-8-16, added CE based on City of Fort Collins Survey
(Bridge)
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4904 2.21 4903 12.27 4902 85.6 4899 95.24897.095
110.79 4894 127.46 4893 130.27 4891 132.16 4890.2 137.34 4891
152.67 4897 383.32 4902
0 .04 208.35 .055 224.85 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
194.79 247.32 40 40 40 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4900.40 Element Left OB Channel Right OB
Vel Head (ft) 0.42 Wt. n-Val. 0.040 0.045 0.040
W.S. Elev (ft) 4899.98 Reach Len. (ft) 40.00 40.00 40.00
Crit W.S. (ft) Flow Area (sq ft) 8.16 243.54 33.66
E.G. Slope (ft/ft) 0.003548 Area (sq ft) 8.16 243.54 33.66
Q Total (cfs) 1355.00 Flow (cfs) 11.19 1297.58 46.23
Top Width (ft) 138.05 Top Width (ft) 16.69 52.53 68.83
Vel Total (ft/s) 4.75 Avg. Vel. (ft/s) 1.37 5.33 1.37
Max Chl Dpth (ft) 7.02 Hydr. Depth (ft) 0.49 4.64 0.49
Conv. Total (cfs) 22748.7 Conv. (cfs) 187.9 21784.7 776.1
Length Wtd. (ft) 40.00 Wetted Per. (ft) 16.71 55.05 68.84
Min Ch El (ft) 4892.96 Shear (lb/sq ft) 0.11 0.98 0.11
Alpha 1.21 Stream Power (lb/ft s) 458.46 0.00 0.00
Frctn Loss (ft) 0.27 Cum Volume (acre-ft) 8.54 56.52 6.46
C & E Loss (ft) 0.05 Cum SA (acres) 5.59 16.34 4.47
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.
Note: Manning's n values were composited to a single value in the main channel.
0 4913 26.39 4907 112.14 4905 231.47 4905 236.11 4906
240.71 4906 244.71 4905 249.58 4906 253.81 4905 258.04 4904
337.5 4903 367.92 4902 385.38 4899 390.58 4895.91 398.29 4899
414.65 4902 438.26 4903 652.96 4906
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .04 367.92 .04 414.65 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
367.92 414.65 33 33 33 .1 .3
CROSS SECTION OUTPUT Profile #100-YR E
E.G. Elev (ft) 4904.01 Element Left OB Channel Right OB
Vel Head (ft) 1.15 Wt. n-Val. 0.040 0.040 0.040
W.S. Elev (ft) 4902.86 Reach Len. (ft) 33.00 33.00 33.00
Crit W.S. (ft) 4902.86 Flow Area (sq ft) 11.26 149.61 8.74
E.G. Slope (ft/ft) 0.012402 Area (sq ft) 11.26 149.61 8.74
Q Total (cfs) 1355.00 Flow (cfs) 26.53 1307.88 20.59
Top Width (ft) 93.21 Top Width (ft) 26.17 46.73 20.31
Vel Total (ft/s) 7.99 Avg. Vel. (ft/s) 2.36 8.74 2.36
Max Chl Dpth (ft) 6.95 Hydr. Depth (ft) 0.43 3.20 0.43
Conv. Total (cfs) 12167.4 Conv. (cfs) 238.2 11744.3 184.9
Length Wtd. (ft) 33.00 Wetted Per. (ft) 26.19 48.70 20.33
Min Ch El (ft) 4895.91 Shear (lb/sq ft) 0.33 2.38 0.33
1410
McClellands CreeReach 1 1700 169 266 285 479 401 684 1007
1477
River Reach RS 100-YR E 100-YR D
McClellands CreeReach 1 6981 1355 1730
McClellands CreeReach 1 6450 1355 1777
McClellands CreeReach 1 4875 1489 1943
McClellands CreeReach 1 2750 1536 1996
McClellands CreeReach 1 1700 1584 2059
Boundary Conditions
River Reach Profile Upstream Downstream
McClellands CreeReach 1 2-YR E Critical Known WS = 4867.1