HomeMy WebLinkAboutDrainage Reports - 12/19/2013)UDRE RIVER DOWNTOWN PROJECT
kLITATIVE GEOMORPHIC ASSESSMENT
OF THE CACHE LA POUDRE RIVER,
IIELDS STREET TO MULBERRY STREET
ANdERSON CONSULTING ENGINEERS, INC
Civil • Water Resources • Environmental
POUDRE RIVER DOWNTOWN PROJECT
QUALITATIVE GEOMORPHIC ASSESSMENT
OF THE CACHE LA POUDRE RIVER,
SHIELDS STREET TO MULBERRY STREET
Prepared For:
City of Fort Collins
Natural Areas Department
215 N. Mason Street
Park Planning and Development
215 N. Mason Street
Utilities, Stormwater Department
700 Wood Street
Fort Collins, Colorado 80521
Prepared By:
Anderson Consulting Engineers, Inc.
375 E. Horsetooth Road, Building 5
Fort Collins, Colorado 80525
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December 19, 2013
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TABLE OF CONTENTS
BACKGROUND..................................................................................................................................1
11. OVERVIEW........................................................................................................................................3
III. QUALITATIVE BED AND BANK MATERIAL CHARACTERIZATION.......................................................4
IV. QUALITATIVE GEOMORPHIC ASSESSMENT......................................................................................6
V. GEOMORPHIC -BASED REACH RECOMMENDATIONS.....................................................................16
LIST OF FIGURES
Figure 1.1
Cache la Poudre River Downstream of Shields Street.........................................................2
Figure 1.2
Cache la Poudre River Upstream of Mulberry Street..........................................................2
Figure 2.1
Poudre River Downtown Project Study Reach, with Geomorphic Subreaches ..................4
Figure 3.1
Typical Cobble Bed Material................................................................................................5
Figure 3.2
Heavy Cobble Bank Deposit near McMurry Natural Area...................................................5
Figure 4.1
Enlarged Cobble Bar Opposite the Eastern McMurry Pond................................................6
Figure 4.2
Mature Forest on Right Bank in Lee Martinez Park, Across from Salyer Natural Area
....... 7
Figure 4.3
Pool Upstream of the Lake Canal Diversion .......................................... :.............................
8
Figure 4.4
Pool Upstream of the Coy Ditch Diversion..........................................................................9
Figure 4.5
Incised Channel Reach Upstream of Lincoln Ave ............................. :................................
10
Figure 4.6
Looking Downstream at Riffle in the EPA Removal Action Reach, Below
theBNSFRR........................................................................................................................11
Figure 4.7
Heavy Sand Deposit Downstream of a Cobble Bar Adjacent to the Udall Natural Area
... 12
Figure 4.8
Main River Channel at the Head End of the Island Adjacent to the WWTP .....................13
Figure 4.9
Stable Left Bank Just Below Confluence Downstream of the WWTP Island.....................14
Figure 5.1
Concrete Rubble and Erosion of Left Bank along McMurry Natural Area ........................16
Figure 5.2
Concrete Wall along Right Bank near the Coy Diversion Structure..................................17
Figure 5.3
Concrete Rubble along Right Bank at the Pickle Plant Site...............................................18
Figure 5.4
Concrete Slab along Toe of Left Bank along the Woodward/Link-n-Greens Site .............19
LIST OF APPENDICES
Appendix A: Observed Poudre River Features, Shields Street to Mulberry Street
Appendix B: Photographic Documentation
' COFC18_PRDP_Geomorph.docx i ANdERSON CONSUITINC{ ENGINEERS, INC.
BACKGROUND
This qualitative geomorphic assessment was undertaken to support the planning process
associated with the Poudre River Downtown Project for the river reach from Shields Street to Mulberry
Street. This assessment was conducted to identify river characteristics and behavior on a system -wide
basis, with the goal of developing recommendations regarding planning -level direction for the Poudre
River Master Plan with respect to geomorphic processes and natural river function. While this study was
not intended to produce a detailed geomorphic evaluation, detailed geomorphic analyses may be
required in the future to support the formulation and design of specific projects identified in the Poudre
River Master Plan.
The flood of September 13, 2013 appears to have sent a peak flow of 8,120 cfs through the City
of Fort Collins along the Cache la Poudre River (provisional data from the USGS at the Lincoln Avenue
gage); with a sustained flow exceeding 7,000 cfs for a period of about 14 hours. The peak discharge for
this flood is slightly larger than a 25-year flood event on the Poudre River in Fort Collins, and is the
largest discharge ever recorded at the Lincoln gage where stream flows have been measured since 1975.
At the Canyon Mouth, approximately 11 river miles upstream of the Lincoln Gage in Fort Collins, where
stream flows have been measured since 1882, a peak flow of 10,400 cfs is reported by City staff for the
September 2013 Flood. This is the third highest discharge ever recorded at the Canyon Mouth which
corresponds to a flow between a 25-year and 50-year event at that location. The difference between
the discharges at the Canyon Mouth and the Lincoln gage is due to the interception and diversion of
flows by intervening irrigation canals, as well as flood peak attenuation along the reach, particularly
through the numerous remnant gravel pits.
As a result of this major flood flow, the geomorphic site evaluation conducted in October 2013
provides a unique opportunity for garnering insight into the current and potential future behavior of the
' river for the reach between Shields Street and Mulberry Street during large flow events.
The aerial photography used as base mapping during the field reconnaissance effort, and shown
on the site features mapping, was exposed on October 30-31, 200 w�Ten the discharge recorded at the
' Lincoln stream gage was between 100 cfs and 110 cfs. The western portion of the geomorphic site
evaluation, from Shields Street to just below the Lake Canal Diversion, was conducted on the afternoon
of October 24, 2013 when the Lincoln gage was measuring a flow of about 110 cfs. The eastern portion
of the current field reconnaissance effort, from the Lake Canal Diversion to the eastern end of the Udall
Property, took place on the afternoon of October 25, 2013 when the Lincoln gage was reporting a flow
t of nearly 150 cfs. The far eastern section of the field reconnaissance work, from the Udall Property to
Mulberry Street, was completed on the morning of October 26, 2013 with the Lincoln gage reporting a
flow of just over 200 cfs.
' Field observations made of channel features and behavior, including identification of which
reaches are considered drops, riffles, runs or glides, and pools can be highly influenced by flow levels at
' the time of observation. Consequently, variability between studies which identify pools, riffles, bar
dimensions, etc. can be expected for streams such as the Poudre River through Fort Collins with highly
variable flows. Observational differences imply neither inconsistencies nor inaccuracies between
' COFC18_POP_Geomorph.doa 1 ANd ERSON CONSUhiNG ENGINEERS, INC.
studies; rather these are simply a result of varying water levels associated with changing flow
conditions.
Conclusions provided below which indicate changes that appear to have occurred during the
September 2013 Flood were made based on evidence identified during the October 2013 geomorphic
site evaluation and comparisons to the October 2012 aerial photography. Between exposure of the
October 2012 aerial photography and initiation of the September 2013 Flood, the maximum mean daily
flow at the Lincoln gage was less than 1,300 cfs, indicating a relatively low spring snowmelt runoff peak
along the Poudre River which would not likely have caused significant erosion or other changes to
features in the river channel. Consequently, it is likely that changes to river features between October
2012 and October 2013 can be attributed
almost exclusively to the flood of
September 2013.
Recommendations are provided
for each reach that reflect suggested
river management practices based
primarily on river health and function,
with considerations made for existing
land use, infrastructure, and property
ownership. It is understood that
alternate management approaches may
need to be adopted in specific areas to
accommodate future land use and
infrastructure needs. It is noted that the
recommendations provided herein do
not represent the entire list of
improvements which may be identified as
part of the Poudre River Downtown
Project.
As with all photographs provided
in this report, Figures 1.1 and 1.2 are
post-2013 Flood photographs of the
Poudre River through Fort Collins.
Figures 1.1 and 1.2 illustrate a
representative comparison of the river
character at the upstream and
downstream ends of the current study
reach. Other figures in this report are not
specifically mentioned in the report text,
but all are intended to provide examples
of the river conditions or characteristics
described in the accompanying text.
Figure 1.1 Cache La Poudre River Downstream of Shields Street.
Figure 1.2 Cache La Poudre River Upstream of Mulberry Street.
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II. OVERVIEW
The geomorphic field reconnaissance was conducted on October 24 through 26, 2013; this work
included the 2.9-mile reach from Shields Street to Mulberry Street, along with the 0.1-mile split flow
reach adjacent to the City's Waste Water Treatment Plant. The field reconnaissance effort revealed that
the study reach can be generally subdivided into the following four distinctive subreaches:
1. Shields Street to 400 feet upstream of the Hickory Pedestrian Bridge (4,000 feet);
2. Upstream of the Hickory Bridge to the Boat Chute, below the Coy Diversion (3,200 feet) ;
3. Boat Chute to the west end of the WWTP property (6,100 feet); and
4. West end of the Mulberry Wastewater Treatment Plant (WWTP) to Mulberry Street (1,900 feet).
The location and extent of these four reaches are shown in Figure 2.1.
Reach No. 1 — from Shields Street to upstream of the Hickory Bridge — generally exhibits natural
channel behavior and function; this natural function is somewhat limited due to the presence of a
number of manmade lateral controls in the form of the Shields Street Bridge, the McMurry Bridge, and
channel bank stabilization measures.
With the exception of a 500-foot reach downstream of the Lake Canal Diversion, Reach
No. 2 — from upstream of the Hickory Bridge to the Boat Chute, the rock structure located downstream
of the Coy Diversion — is subject to pooling and backwater caused by the Boat Chute, the Coy Diversion
and the Lake Canal Diversion. Virtually no natural geomorphic function was observed in this reach due
to these vertical channel bed controls, as well as the lateral constraints (riprap bank protection, concrete
walls, and abutments for a pedestrian bridge, the UPRR Bridge and the College Avenue Bridge) that have
been imposed.
Reach No. 3 — from the Boat Chute to the west end of the WWTP property — exhibits limited
natural geomorphic function due to the presence of numerous manmade lateral controls, including
three bridges (BNSFRR, Linden Street, and Lincoln Avenue), an abandoned diversion facility, and
extensive channel bank protection measures. At least partially due to these anthropogenic influences,
the river channel has incised down to bedrock over an approximately 1,100-foot reach stretching
upstream and downstream of Lincoln Avenue. The river is also constrained against a naturally -occurring
(but artificially armored) high right bank between Linden Street and Lincoln Avenue, and again at the
downstream end of this reach adjacent to the Pickle Plant Site.
Natural geomorphic function is present with some limitations through Reach No. 4 - from the
west end of the WWTP property to Mulberry Street — where a wider riparian corridor, including the split
flow path adjacent to the WWTP, has been preserved relative to the narrow river corridor which is
present upstream (through Reach Nos. 2 and 3). The channel bed in this reach is controlled by the at -
grade concrete encasement of two utility crossings located directly upstream of Mulberry Street, while
lateral constraints are provided by isolated bank stabilization measures at a few locations, as well as by
the Mulberry Street Bridge.
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III. QUALITATIVE BED AND BANK MATERIAL CHARACTERIZATION
Bed and bank material samples were not collected as part of this field reconnaissance effort; as
a result, textural analyses of the bed and bank materials were not conducted. Consequently, the
following brief characterization of bed and bank materials is provided based on visual observations
made during the detailed field investigation.
Through the entire study reach, the river bed material generally consists of cobble interspersed
in some locations with gravel. Two
TT•,
notable exceptions are upstream of both `• xm ,,
the Lake Canal Diversion and Coy Ditch
Diversion where the bed material is
primarily sandy silt. Two additional
exceptions are noted in the vicinity of
Lincoln Avenue and near the Udall
Natural Area where the channel has
incised down to bedrock. In a limited
reach upstream and downstream of
Lincoln Avenue, bedrock appears to be
intermittent, indicating that the alluvial
bed material observed may only
represent a veneer of isolated cobble
and gravel deposits.
Figure 3.1 Typical Cobble Bed Material.
Bank material through the study reach, is largely sandy silt particularly in the upper stratum. In
the lower bank horizon, this sandy silt material is interlaced with gravel and cobbles, with some areas in
the upper portion of the study reach (specifically upstream of Lee Martinez Park) containing heavy
cobble deposits.
Throughout the study reach,
recent heavy deposits of sand were
noted covering selected low banks and
terraces. Upstream of College Avenue,
these sand deposits tend to be relatively
isolated. Between College Avenue and
Lincoln Avenue, these sand deposits are
generally not present, primarily due to
the incised nature of the channel
through this area. Downstream of
Lincoln Avenue, sand deposition along
low banks and terraces was observed to
be frequent and extensive.
Figure 3.2 Heavy Cobble Bank Deposit
near McMurry Natural Area.
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I' IV. QUALITATIVE GEOMORPHIC ASSESSMENT
I' Detailed site observations from the field reconnaissance work are identified on the observed
river features sheets attached as Appendix A. Due to the extensive channel bed activity through the
' western portion of the study reach, the stable channel banks are generally not noted on the river
features observation sheets in this area. Through the more constrained reaches through downtown,
both erosive and non -erosive channel banks are generally identified. Corresponding photographic
' documentation is included in Appendix B. The following discussion summarizes the detailed information
provided on the observed river features sheets and in the photographic documentation.
Reach No. 1
Reach No. 1 consists of a series of riffles and pools, as well as alluvial channel features (both
active and stable bars and islands), and vertical and cantilevered banks at the low water line, that
indicate healthy river function and natural aquatic habitat. Riffles vary in length from about 50 feet to
more than 200 feet, while the pools are much longer, typically exceeding 300 feet in length. Several
sections of the river through this reach can be characterized as runs, where flow depths are generally
consistent but not as shallow as flow depths across the riffles, and flow velocities are moderate with
considerably more stream power than observed through the pools.
Most bars through this reach enlarged considerably during the 2013 Flood, with increased bar
heights estimated to be as much as two feet or more. Most bars show evidence of elongation through
this reach, often exhibiting considerably longer tails (relative to pre -flood conditions) which consist
largely of sand. The tail end of one right side terrace, approximately 300 feet west of Wood Street,
exhibits sand deposits of up to more than three feet. Many bars also enlarged laterally, with one new,
low (and poorly organized) cobble bar having developed primarily in response to erosion of an adjacent
cobble bank along the McMurry Natural Area.
The sharp right hand bend in the river at the downstream end of the McMurry Ponds became
even more acute as the opposing cobble
and gravel point bar expanded riverward
(to the north) by what appears to be as
much as 20 feet; while the alternate side
channel south of the island is now largely
obstructed by cobble deposits. Smaller
bars typically consist of medium to large
cobble. Head ends of the larger bars are
generally comprised of medium to large
cobble overlaying smaller cobble, gravel
and sand; while the tail ends of the larger
bars appear to consist primarily of sand,
in some cases including a gravel
component.
Figure 4.1 Enlarged Cobble Bar Opposite
the Eastern McMurry Pond.
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Bank vegetation on river right is
generally mature and continuous,
' consisting of trees, grasses and willows.
One exception to this is the exposed rock
riprap present on the right bank at the
left hand bend in the river across from
' McMurry Ponds; this riprap was installed
in response to bank erosion and loss of
the Poudre River Trail at that location
' during the 1999 Flood. The right bank
through this reach is generally stable,
' except at the left hand bend adjacent to
Salyer Natural Area where instability of
the right bank appears to be a response
to the significant lateral growth of the
opposing point bar.
Figure 4.2 Mature Forest on Right Bank in Lee Martinez Park,
Across from Salyer Natural Area (on left).
Along the left bank, installed channel bank stabilization measures consist of stable rock riprap,
as well as both intermittent and continuous concrete rubble and concrete slabs. The concrete materials
' are providing sporadic stability for the left bank, but exhibit signs of failure in some locations.
Vegetation along the left bank is inconsistent, leaving many areas with little to no coherent vegetative
protection. Consequently, a number of areas of significant bank erosion are present along the left bank,
generally corresponds to areas of limited vegetation.
Both the McMurry and Salyer Natural Areas border the north side of the river through this
reach, while the forested portion of Lee Martinez Park abuts the south side of the river through the
eastern one-third of Reach No. 1. Land use on the south side of the river west of Lee Martinez Park is a
combination of pasture and corrals associated with large private properties, and a property that is slated
for a housing development that is currently planning to preserve a 300-foot buffer to the river bank.
Overbank flows were present during the 2013 Flood through both the McMurry and Salyer
Natural Areas. Flood flows which traveled through the McMurry Ponds returned to river, at least in
part, at the southeast corner of the eastern pond, with the overtopping flows exacerbating local bank
erosion at that location. There is evidence that flood flows entered the west side of the Salyer Natural
Area and returned to the river approximately 500 feet downstream, scarring the overbank with a
number of lengthy rills cut into silty topsoil.
Although there was considerable alluvial channel feature activity through Reach No. 1 during the
2013 Flood, it appears that the bed level through this reach experienced neither general raising nor
lowering as result of this extended high flow. This qualitative observation has not yet been confirmed
by field survey.
Considering the river's behavior during the 2013 Flood, as well as previous flood events, in
Reach No. 1 the river appears to be trying to lengthen its path by moving into the McMurry Natural Area
' C0FC18_PRDP_Geomorph.docx 7 ANd ERSON %ONSUITINq ENGINEERS, INC.
at two right hand river bends (which put erosional pressure on the left bank), one each at the east and
west ends of the property. The river is constrained from moving south at the one left hand bend
opposite of the McMurry Natural Area by rock riprap placed after the 1999 Flood to protect a sanitary
sewer line and the concrete Poudre Trail which are both located in close proximity to the south channel
bank. All of this being said, bank erosion through this reach is generally intermittent and localized as a
result of the 2013 Flood. The one exception to this observation is an approximately 700-foot reach of
the left bank along the upper portion of the McMurry Natural Area where bank erosion is not severe but
fairly pervasive.
Reach No. 2
Reach No. 2 is characterized primarily by the presence of two extensive pools which are formed
by the vertical obstructions caused by the Lake Canal Diversion Structure and the Coy Ditch Diversion
Structure. There is also a short (less than 100-foot long) pool located between the Coy Ditch Diversion
and the rock -lined Boat Chute. There are three abrupt drops in the channel bed at the Lake Canal
Diversion, the Coy Ditch Diversion, and the Boat Chute which either mostly or completely obstruct fish
passage. The Lake Canal Diversion Structure in particular is virtually non -navigable by most boaters and
floaters.
The Lake Canal Diversion, a large concrete structure, creates a pool that is approximately %-mile
long, extending nearly 500 feet upstream of the Hickory Pedestrian Bridge. No bars or other alluvial
channel features were observed in this
X-mile reach, along with no identifiable
natural geomorphic function. The south
bank through this reach is vegetated
t with large trees and is generally stable
where grass and shrubs are present.
Isolated areas of erosion and
' degradation of riparian habitat were
observed along the north bank where
' heavy recreational use is evident. Most
of the north bank between the Lake
' Canal Diversion and the Hickory Bridge is
stabilized with riprap that is partially
overgrown with grass, willows and other
shrubs.
Figure 4.3 Pool Upstream of the Lake Canal Diversion.
The first 500 feet downstream of the Lake Canal Diversion exhibits a relatively steep bed slope
as the channel transitions from the diversion structure to the downstream pool formed by the Coy Ditch
Diversion Structure. This short reach exhibits riffles, short pools, and active bars consistent with
perturbed but generally natural geomorphic function. No alluvial bed features are present throughout
the remainder of Reach No. 2, with the exception of a few small bars in the vicinity of the College
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Avenue Bridge which appear to have formed in response to the presence of the bridge piers. Channel
banks downstream of the Lake Canal Diversion are generally fairly well to well -vegetated with a mixture
of grasses, willows, shrubs and trees.
Consequently, the channel banks in this
are generally stable with the following
exceptions: (a) at the west training wall
of the Lake Canal Diversion; (b) a 100-
foot section of the right bank a short
distance downstream of the Lake Canal
I' Diversion; (c) several isolated locations
along the right bank at and upstream of
' the UPRR Bridge; and (d) along the upper
right bank through the Boat Chute.
It does not appear that the 2013
Flood significantly impacted Reach No. 2,
except for the growth of the head end of Figure 4.4 Pool Upstream of the Coy Ditch Diversion.
the island (cobble deposition) just
downstream of the Lake Canal Diversion and two cobble bars in this same area, the transport and
clearing of post -High Park Fire silty deposits previously present upstream of the Coy Ditch Diversion, and
exacerbation of upper bank erosion and possible destabilization of a portion of the riprap along the right
bank at the Boat Chute.
The Salyer Natural Area, Legacy Park, and River's Edge Natural Area border the north side of the
river, while south bank of the river abuts Lee Martinez Park, west of College Avenue. East of College
Avenue, land use north of the river consists of private property and the un-rehabilitated western portion
of the Gustav Swanson Natural Area, while the CSU Engines and Energy Conversion Laboratory is located
south of the river. The paved Poudre River Trail is located along the south bank of the river between
College Avenue and the BNSFRR, tucked between the river and the Engines Lab.
Overbank flows were present during the 2013 Flood through both Salyer and River's Edge
Natural Areas, as well as Legacy and Lee Martinez Parks. Flood flows encroached on College Avenue
north of the river due to flows which became trapped in the far left overbank which may have been
exacerbated by the collection of large amounts of woody debris on the UPRR Bridge. Flood flows also
inundated the north overbank between College Avenue and the BNSFRR, including several private
properties.
In Reach No. 2, the river is constrained from moving laterally by three bridges, riprap bank
protection and a concrete wall. The river is also held vertically by two irrigation diversion structures and
a rock drop structure. These features preclude virtually any possibility of natural geomorphic function in
this reach.
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Reach No. 3
Reach No. 3 consists of several riffles and a number of lengthy pools, but with very few channel
features, indicating minimal healthy river function and natural aquatic habitat. Riffles are typically
about 200 feet long but vary in length from about 100 feet to more than 300 feet, while the pools are
much longer, typically exceeding 300 feet in length and extending up to 700 feet. River runs are
prevalent through this reach, often located between pools, in some instances making differentiation
between pools and runs being difficult. As shown on the observed river features sheets, runs in this
reach range up to 400 feet or more in length, indicating a relatively uniform bed slope over considerable
portions of this reach. Indeed, one of the longer runs corresponds to the lengthy section of
intermittently exposed bedrock the channel bed upstream of Lincoln Avenue.
Alluvial channel features present within this reach are limited to an island at Linden Street, a
mid -channel bar/small island located 400 feet downstream of Linden, a mid-channel/point bar
combination east of Lincoln Avenue, and sand bar adjacent to the Udall Natural Area. The first four of
these five bars/islands generally added height during the 2013 Flood, consisting primarily of cobble and
gravel at their head ends and sand over their tails. A substantial sand deposit (in terms of both length
and depth) is evident along the lower right bank terrace adjacent to the Udall Natural Area, as well as
along the lower left bank in the upper portion of the Woodward/Link-n-Greens Site.
With Reach No. 3 exhibiting only a relatively small number of active alluvial features, it appears
that the supply of cobble and gravel -sized sediments is out of balance with the transport capacity of
these materials; with sediment transport
capacity exceeding the available cobble
and gravel supply. It appears that this
reach is over -straightened and confined,
which has lead to focused stream power
and channel incision. Indeed, bedrock is
present in the channel bed, at least
sporadically, from about 500 feet
downstream of Lincoln Avenue to nearly
600 feet upstream of Lincoln Avenue.
The alluvium that is present through this
nearly %-mile reach spanning Lincoln
Avenue may represent only a relatively
thin veneer or pockets of gravel and
cobble.
Figure 4.5 Incised Channel Reach Upstream of Lincoln Ave.
Another short (50-foot) length of bedrock is exposed in the channel bed near the downstream
' end of the Udall Natural Area, across from the upper portion of the Woodward/Link-n-Greens Site. This
portion of the channel also shows evidence of historic incision, but not nearly to the degree that the
reach has incised upstream near Lincoln Avenue.
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One would normally expect these incised conditions to be commensurate with extensive bank
erosion and retreat. However, bank erosion is controlled through this reach largely by the presence of
concrete rubble, concrete slabs, and concrete slag (waste) on banks along outside bends extensively on
the right bank, and to a lesser degree along the left bank. Largely on the inside of bend, vegetation has
' established on banks in the form of trees, shrubs, willows and grasses. These banks are generally stable
with intermittent, local erosion but no significant areas of bank retreat. Over a 500-foot reach
' downstream of Linden Street, a relatively heavy stand of large trees has grown up around the concrete
slabs and concrete slag placed along the right bank.
The result is a supply limited reach with respect to cobble and gravel materials caused by both a
' minimal local supply of gravel and cobble from the channel bed and banks within Reach No. 3 and the
extensive pools in Reach No. 2 which limit the upstream supply of these larger bed sediments. The lack
' of sediment supply, combined with a straightened and laterally confined channel, result in a tendency
toward channel bed incision and a lack of natural geomorphic function. This is particularly evident in the
reach upstream of Lincoln Avenue where the channel bed has eroded down to bedrock.
' Between the BNSFRR and Linden Street, the Gustav Swanson Natural Area borders the left side
of the river, while the right side of the river is bounded by Heritage Park, a commercial building, and a
new apartment building. In 2005, most of this reach was subjected to channel bed and right bank
reconstruction and stabilization as part of an EPA Removal Action in response to contamination of
bedrock underlying the channel bed and right bank by a non -aqueous phase liquid plume and
concentrations of organic compounds
which exceeded water quality criteria.
'
Consequently, further improvements
and enhancements of the channel bed
and right bank of the reach from the
t
BNSFRR to nearly Linden Street are
essentially prohibited.
'
From Linden Street to Lincoln
Avenue, the FEMA-certified Oxbow
Levee is setback from the left bank.
'
The right bank is a high bank supporting
commercial use within the currently
'
developing Block One Development
and industrial use by Ranch -Way Feeds
on the immediate right overbank.
Figure 4.6 Looking Downstream at Riffle in the EPA Removal
Action Reach, Below the BNSFRR.
(Note heavy vegetation on right bank.)
Downstream of Lincoln Avenue along the
right bank, the river is bounded first by the Udall Natural Area, which includes several water quality
ponds, followed by the high bank along the abandoned Pickle Plant Site. Downstream of Lincoln Avenue
along the left bank, the Poudre River Trail is located both adjacent to and set back from the bank,
separating the river from both industrial and commercial land uses. Farther downstream, left bank land
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use transitions to the Woodward/Link-n-Greens Site whose river frontage is being donated to the City
Natural Areas Program and is in the process of being improved to enhance the riparian corridor. The
' near bank portion of this area is being lowered to encourage floodplain connectivity and overbank flood
flows on a more frequent basis. Riprap toe and bank protection will be installed along the relatively
sharp bend near the upstream end of the site (near the downstream end of Reach No. 3) to protect a
nearby sanitary sewer line and the Poudre Trail.
II
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Primary impacts of the 2013 Flood on Reach No. 3 include: (a) transporting and clearing of
sandy sediment from the channel bed along the left bank adjacent to Gustav Swanson Natural Area;
(b) erosion and removal of a small, mid -channel island between Linden Street and Lincoln Avenue;
(c) extensive sand deposits along both banks downstream of Lincoln Avenue; and (d) increase in the
height of the few bars/small islands present within the reach.
With the exception of a portion of the Udall Natural Area, overbank flows did not occur along
the right bank through Reach No. 3 during the 2013 Flood. Near overbank flows were present along the
left bank between Linden and Lincoln
during the flood; however, these
overbank flows were relatively minor
and only spread a short distance
from the channel bank. The same is
true for the left overbank flows
downstream of Lincoln through the
industrial/commercial area. This reflects
the incised condition of the channel
through a significant portion of Reach
' No. 3, its resulting increased capacity to
carry flood flows, and a lack of floodplain
connectivity. Extensive left overbank
' flows were experienced during the 2013
Flood through the Woodward/Link-n-
Figure 4.7 Heavy Sand Deposit Downstream of a Cobble Bar
Adjacent to the Udall Natural Area.
' Greens Site.
In Reach No. 3, the river is constrained from moving laterally by three bridges, concrete
remnants from a failed diversion facility, and extensive channel bank protection measures. In addition,
' the channel has incised down to bedrock over nearly 20 percent of the middle portion of this reach,
resulting in a significant vertical control with the channel bed having reached a base level in this middle
' section. Coupled with the lack of both local and upstream supply of gravel and cobble -sized sediment,
these features preclude most natural geomorphic function in this reach.
' Reach No. 4
Reach No. 4 was observed on a morning when the river flow was just over 200 cfs, making
' accurate assessment of the extent and character of riffles, pools and runs somewhat more difficult than
' COFC18_PRDP_Geomorph.doa 12 ANd ERSON CONSUITiNq ENGINEERS, INC.
on the two previous days when the remainder of the study reach was examined. This relatively short
reach is predominately characterized by a large island with mature vegetation which bifurcates river
flows adjacent to the middle portion of the Mulberry Wastewater Treatment Plant (WWTP).
The main river channel, which runs along the left side of the island, is narrow with flows running
relatively fast and deep. Depending on flow levels, the main river reach along the island can be
described as a riffle/run with no alluvial features. Upstream of the island is a pool/run which extends
approximately 700 feet west up to what appears to be an abandoned concrete diversion structure.
The only alluvial feature observed in this upper portion of the reach is a narrow sand bar which has
formed in the now shadow of the old
concrete structure along the left bank.
Downstream of the island, is a pool/run
with the grade of the channel bed held
by concrete encasement protecting two
utility crossings at the downstream end
of the reach, just upstream of the
Mulberry Street Bridge. One large bar is
present in this lower portion of the
reach, located just upstream of
Mulberry Street along the right side
of the channel. This bar consists
primarily of cobble and gravel overlain
by sand, and has a small side channel
running along the landward side of most
of the bar.
Figure 4.8 Main River Channel at the Head End of the Island
Adjacent to the WWTP.
The secondary channel which runs along the right side of the island provides the outlet for
WWTP effluent. This channel exhibited significant alluvial activity during the 2013 Flood, beginning at
the head end of the channel where a cobble deposit now precludes low flows from entering the
channel. At the time of the field reconnaissance work, river flows were not entering the secondary
channel at a river discharge of slightly more than 200 cfs. Two days later, with river flows between
400 and 500 cfs, roughly 50 cfs was entering the secondary channel. This channel experienced
significant deposition during the flood with the enlargement of three large cobble bars.
The island itself was also subject to considerable changes as a result of the 2013 Flood. Cobble
deposits are evident over the upstream portion of the island, with heavy cobble deposits and de -
vegetation concentrated at the head end of the island, covering roughly''/< acre. Heavy sand deposits
are present of the lower portion of the island, with the vegetation having suffered some damage but still
largely intact.
Reach No. 4 is generally situated on a long, sweeping right hand bend of the channel, which
tends to put erosional pressure on the left bank. Even with this channel geometry, the left bank is
predominately stable where continuous tree cover exists. Stability of the left bank is supported by the
ICOFC18_PRDP_Geomorph.docx 13 ANd ERSON CONSUITINC{ ENGINEERS, INC.
II
II
II
presence of large boulder toe protection in one isolated location, along with concrete slab toe
protection over a more than a 100-foot section; elsewhere a vertical toe is present. In many areas
without tree cover, the upper bank shows evidence of recent erosion but in no case is the bank erosion
severe in this reach. The right bank, which is situated on the inside of the long, mild bend, is generally
well -vegetated through this reach with little evidence of bank erosion.
Throughout Reach No. 4, the
Woodward/Link-n-Greens Site borders
the left side of the river, while the right
side of the river is bounded by the
' Mulberry WWTP. The river frontage
along the Woodward/Link-n-Greens Site
' is being donated to the City Natural
Areas Program and is in the process of
being improved to enhance the riparian
' corridor. Through this reach, the near
bank portion of the left overbank is
i' being lowered to encourage floodplain
connectivity and overbank flood flows
on a more frequent basis. In addition,
targeted removal of non-native trees has
Figure 4.9 Stable Left Bank Just Below Confluence
Downstream of the WWTP Island.
occurred in this reach. As work continues on this site, existing concrete slab toe protection along the
left bank will be removed. Through the lower portion of this reach, set -back riprap protection will be
placed up to 70 feet behind the existing bank to protect against future bank retreat beyond this
installation, while allowing the river to adjust its alignment and promote at least limited natural river
behavior.
Primary impacts of the 2013 Flood on Reach No. 4 include: (a) deposition of cobble at the
entrance to the secondary channel near the WWTP which prevent low flows from entering that channel;
(b) significant growth of the cobble bars along the secondary channel; and (c) avulsion (to the west) of
the small side channel that runs along the landward side of the large bar located just upstream of
Mulberry Street. It is notable that despite the high sustained flows associated with the 2013 Flood and
the general lack of installed bank erosion protection measures, left bank erosion was minimal through
this reach.
With the exception of the extreme downstream portion of the reach directly upstream of
Mulberry Street, adjacent to the WWTP, overbank flows did not occur along the right bank through
Reach No. 4 during the 2013 Flood. Extensive left overbank flows were experienced during the 2013
Flood through the Woodward/Link-n-Greens Site.
In Reach No. 4, the river is constrained from moving laterally by the Mulberry Street Bridge, as
well as boulder and concrete slab toe protection at two locations along the left bank. In addition, the
heavy concentration of mature trees along the lower and mid -bank through the downstream portion of
' COFC18_PRDP_Geomorph.docx 14 ANdERSON CONSUITINg ENgiNEERS, INC.
this reach effectively controls bank erosion and retreat. In addition, the channel is constrained vertically
at the downstream end of the reach by the two transverse concrete encasements which provide
protection for two utility crossings and are currently located at bed level. Due to only limited
anthropomorphic features influencing this reach, along with the generally wider riparian corridor
(relative to Reach Nos. 2 and 3), Reach No. 4 exhibits improved (albeit limited) natural geomorphic
function compared to the two upstream reaches.
' COFC18_MP_Geomorph.doa 15 ANd ERSON CONSUITINC{ ENgiNEERS, INC.
I
' V. GEOMORPHIC -BASED REACH RECOMMENDATIONS
Recommendations provided below reflect suggested river management practices and specific
action items based primarily on river health and function, with considerations made for existing land
' use, infrastructure, and property ownership. It is understood that alternate management approaches
may need to be adopted in specific areas to accommodate future land use and infrastructure needs. It
is noted that the recommendations provided below do not represent the entire list of improvements
which may be identified as part of the Poudre River Downtown Project.
' Reach No. 1
Based on the presence of open space and publicly -owned natural areas along this reach of the
river, and also considering the river's response to the recent flood, the following actions are
recommended for Reach No. 1:
(a) remove the concrete rubble and slab material from the channel banks;
(b) contour the newly exposed banks underlying the removed concrete materials, as well as all
currently unvegetated, eroding banks, and revegetate with native grasses, willows and trees;
(c) install biostabilization measures at the toe of erosion -prone banks — these features may be
sacrificial during high flow events, but would be intended to buy time for new vegetation to
establish;
(d) avoid or at least minimize the installation of rock riprap and, where necessary, use buried rock toe
protection ;
(e) dress the exposed right bank riprap with a native gravel/sand mix, cover with top soil, and
vegetate with native grasses, willows and shrubs;
1
1
(f)
remove the McMurry Pedestrian Bridge and, recognizing the need for a pedestrian crossing at this
location, replace with a longer span
bridge set above the 100-year
water surface elevation; and
(g) lower a broad swath of the
overbank through Salyer Natural
Area to support the establishment
of riparian vegetation, perhaps
including a cottonwood forest, and
promote floodplain connectivity by
activating conveyance of flood
flows through the left overbank at a
lower level than is currently
supported —this will take pressure
off the eroding right bank in Lee
Martinez Park and substantially
widen the riparian corridor in this
area.
Figure 5.1 Concrete Rubble and Erosion of Left Bank along
McMurry Natural Area.
' COFC18_PRDP_Geomorph.docx 16 ANd ERSON CONSUITINq ENGINEERS, INC.
Adopting the recommendations identified above will maximize the river's ability to behave
naturally through Reach No. 1, but will require periodic maintenance to remove fallen trees that may
create hazards, realign/repair soft trails that may be damaged by retreating banks, and perhaps repair
retreating banks that impinge on soft trails that can otherwise not be relocated farther from the river
bank.
Reach No. 2
Recommendations for Reach No. 2 consider the presence of publicly -owned parks and natural
areas along the river west of College Avenue, the proximity of private property east of College Avenue
(including a natural gas pump station operated by Xcel Energy), and the presence of a railroad and major
arterial roadway/highway. Considering these features, along with probable limitations associated with
removing or making significant modifications to the Lake Canal Diversion Structure, the following
recommendations are offered for Reach No. 2:
(a) continue the Salyer Natural Area improvements identified for Reach No. 1, including vegetative
enhancements to the north river bank primarily in the form of shrubs, willows and native grasses;
(b) lower the north bank along Legacy Park and relocate vehicle parking away from the river;
(c) rehabilitate the north bank along Legacy park by either removing the riprap bank protection and
replacing with alternate toe erosion protection or burying the existing riprap, in either case
revegetate the bank with grasses and shrubs along with trees planted on the upper bank;
(d) lower the area of high ground in the open field of the northern portion of Lee Martinez Park (the
'tree dump' area) to support the conveyance of flood flows during 5-year to 10-year flow events;
(e) install low level cobble/gravel bars in the river channel upstream of the Lake Diversion to diversify
channel bed habitat in this area;
1 (f)
II
II
II
II
create fish and boating passage at the Lake Canal Diversion by modifying a portion of the existing
structure to allow passage of
native fish species and
boating/tubing users while
reducing, to the extent possible,
the extent of ponding upstream of
this structure (this would be
preferable to a bypass channel at
this location, which is a viable
option, but one that would
require local dry -up of the river to
support the bypass channel
function);
(g) remove both the Coy Diversion
Structure and the rock Boat
Chute, including all associated
riprap bed and bank protection,
and replace with sloping rock
structures and pools that allow
Figure 5.2 Concrete Wall along Right Bank
near the Coy Diversion Structure.
' COFC18_PRDP_Geomorph.docx 17 ANdERSON CONSUITINq ENGINEERS, INC.
passage of native fish species and boaters/floaters while reducing, to the extent possible,
upstream ponding; and
(h) remove the concrete wall on the south bank adjacent to the Coy Diversion and implement
streambank habitat improvements along both banks by creating low and mid -level terraces,
thereby narrowing the low flow channel, and revegetate with grasses, shrubs and trees.
Given existing infrastructure, property ownership, land use and topographic constraints within
Reach No. 2 there is limited potential for re-establishing natural geomorphic function within this reach.
The recommendations identified above are intended to minimize the adverse effects of the recognized
constraints on riparian habitat and river function.
Reach No. 3
Recommendations for Reach No. 3 consider the EPA Removal Action project and its consequent
constraints, the presence of natural areas along portions of the river, the Oxbow Levee, the proximity of
private properties at a number of locations, and the presence of a railroad and two roadway crossings.
Considering all of these features, the following recommendations are provided for Reach No. 3:
(a) remove the concrete slag, rubble and slab material from the channel banks throughout the reach;
(b) contour the newly exposed banks underlying the removed concrete materials, as well as all
currently unvegetated, eroding banks, and revegetate with native grasses, willows and trees;
(c) remove the exposed, permanent turf reinforcement mat (TRM) from the right bank upstream of
the BNSFRR, and install cohesive riprap toe and buried bank protection in this area;
(d) remove the exposed TRM from the left bank in the Gustav Swanson Natural Area, along with the
rock slabs along the bank in the Gustav Swanson Natural Area that were previously installed to
provide a shady overhang/refuge for fish (half of these slabs have failed), and replace with willow
plantings;
(e)
lower the left overbank between Linden and Lincoln, following the Poudre River Enhancement
Plan (PREP), in order to promote
floodplain connectivity by
activating the conveyance of flood
flows through the left overbank at
approximately a 5-year flood level;
(f) implement right bank
improvements between Linden
and Lincoln pursuant to the PREP,
with enhanced habitat restoration
measures to the extent possible;
(g) along the right bank along the
west end of the Udall Natural
' Area, remove the concrete rubble
bank protection, lower and re -
contour the bank, to the extent
' possible, and stabilize as indicated
in Item j (below);
Figure 5.3 Concrete Rubble along Right Bank at the
Pickle Plant Site.
' COFC18_MP_Geomorph.docx 18 ANdERSON CONSUITiNci ENGINEERS, INC.
(h) terrace the high bank along the Pickle Plant Site to create low and mid -level terraces that would
convey flood flows during frequently -occurring and moderate flood events, respectively, lay back
the upper bank, and stabilize as indicated in Item j (below);
(i) remove all other concrete rubble bank protection within this reach, and stabilize as indicated in
Item j (below);
(j) pursuant to Items g, h and i (above) install toe rock/boulders and biostabilization measures along
erosion -prone and all newly -graded banks, and revegetate with a combination of grasses,
shrubs/willows and trees, as site appropriate;
(k) remove all old concrete members from the channel bed, including the failed diversion structure
remnants located at the downstream end of the reach;
(1) remove and replace, as necessary, all failing and/or compromised erosion protection measures at
bridge abutments; and
(m) continue with the on -going improvements at the Woodward/Link-n-Greens Site to lower a broad
swath of the overbank to support the establishment of riparian vegetation, including a
cottonwood forest, and activate conveyance of flood flows through the left overbank at a lower
level than is currently supported.
Adopting the recommendations identified above will minimize the potential for erosion along
the river to adversely impact existing infrastructure and both public and private property, while also
providing opportunities for enhancing riparian habitat, including vegetative cover, to the extent possible
through Reach No. 3.
Reach No. 4
Considering the on -going riparian modifications within the Woodward/Link-n-Greens Site, the
following recommendations are provided for Reach No. 4:
(a) remove the concrete slab material from the left channel bank;
(b) commensurate with the
Woodward/Link-n-Greens Site
Plan, it is recommended that as
many left bank trees as possible
are allowed to remain to continue
providing both stream edge habitat
and canopy cover, as well as bank
erosion protection;
(c) allow the secondary channel to
make natural adjustments to the
extent possible, performing only
the minimum required
maintenance to sustain the WWTP
outfall; and
(d) continue with the on -going
improvements at the
Woodward/Link-n-Greens Site to
Figure 5.4 Concrete Slab along Toe of Left Bank along the
Woodward/Link-n-Greens Site.
' COFC18_MP_Geomorph.docx 19 ANdERSON CONSUMNq ENGINEERS, INC.
lower a broad swath of the overbank to support the establishment of riparian vegetation,
including a cottonwood forest, and activate conveyance of flood flows through the left overbank
at a lower level than is currently supported.
Adopting the recommendations identified above will maximize the river's ability to behave
naturally through Reach No. 4, but will require periodic maintenance to remove fallen trees that may
create hazards.
COFC18_PRDP_Geomorph.doa 20 ANdERSON CONSUhINq ENGINEERS, INC.
i�
.0
13
m
3
G.
APPENDIX A
OBSERVED POUDRE RIVER FEATURES,
SHIELDS STREET TO MULBERRY STREET
REACH NO. 1
r�
McMURRY NATURAL AREA
MEDIUM TO LARGE CONCRETE RUBBLE WITH
BE
LOW COBBLE BAR COBBLE BED MATERIAL INTERMITTENT BANK SLOUGHING EXTREMELY LARGE BAR-
DMAX 12'+) INTERMITTENT WITH MINIMAL GRAVEL MEDIUM -SMALL COBBLE SURFACE
=
7NDERLAIN WITH SAND, TALLER '
CONCRETE RUBBLE �y3 -LARGE SLAB THAN PRE -FLOOD HEIGHT AS
_ CONCRETE RUBBLE -OWER PORTIONS OF SAPLINGS '� y
ARE BURIED (-2'+)/ Q4�`
CONCRETE RUBBLE SLOUGHED
CONCRETE RUBBLE INTO CHANNEL 'i r
S� ERODED BANK. ERODING BANK, NEAR
lryaj 1 "yo `,1 POOL SLOUGHED VERTICAL UPPER BANK 1 j
RIPRAP i i 2 (SAND, SILT (SAND, SILT AND GRAVEL)
AND GRAVEL) SLOUGHED COBBLE BANK +'
LOWER 2 3 OF BANK i r
RkFF ( ) LOW BATR EROSION; .� OP
1 ti5 ��� 7�9ti� R14Rpp 1736 73 DE RFAILEIS CAUGHTONWOODY
ROOTS �11 a DROP
POOL Q �' ( RUN /1rI737 OF STAN)ING TREE �I
1 i j �b9
-�' PHOTO ID, LOCATION SAND DEPOSITION �,a )�3_�RLFFLE
ON BANK
AND BEARING (TYP.)
M RIPRAP GOW COBB�
SAND BEACH - _ _ ' 1743 (MEDru BAR
COBBLE RIFFLE INTERMITTENT RIPRAP / COBBLE
vi J " f ' LE 'E
UNDERCUT BAVK WITH
S EXPOSED ROOTS POOL
FROM TREE STUMPS
STABLE LOW BANK
o (WILLOWS AND GRASSES) '+r'I I j f r I
/ STABLE RIPRAP
W
I ,
CANTILEVER BLOCK FAILURE,
i WITH 10" WILLOW TREE FALLING AICTIVE CHANNEL
LFROM
INTO CHANNEL
2 FT SAND DEPTH LOCAL DRAINAGE OUTFALL
Q
w
w - AT LOCAL DRAINAGE OUTFALL RIPRAP ON UPPER BANK,
w LANDWARD OF SIDE CHANNEL
SAND DEPOSITION
' (- 4' DEPTH ON RIGHT BAHK
sAT DOWNSTREAM END OF TCRRACE)
O
D
w
O
Q 1
:J
Q
AERIAL PHOTOGRAPHY DATED OCTOBER 30-31, 2012.
POUDRE RIVER DISCHARGE RECORDED AT THE LINCOLN
! AVENUE GAGE WAS 100-110 CFS.
i
REvt cords rnw POUDRE RIVER DOWNTOWN PROJECT
REV2 o eo' Loa �„s, �,,,,,,�: OBSERVED RIVER FEATURES
REVS OEOM EArup ANdEmN CONSUMIN EN INEERS, INCREVA RIVER FEATURES GJK/JDD 4 9 SHIELDS ST TO MULBERRY ST THURSDAY AFTERNOON OCT 24, 201311
1 ' 100' Ch/l - Wmer Rasoumv EnvlranmenW
REVS wn:*m a: me e. n�.umnxa,4 �e,e. rm �nm.w win FORT COLLINS, COLORADO 0 = 111 CFS (LINCOLN GAGE)
REV6 f 0/29/20/3 GJK
REACH NO. 1
McMURRY NATURAL AREA
BANK RETREAT, NEAR
BANK RETREAT, VERTICAL BANK (•6' HT),
SLOUGHING OF SILT AND SAND ('PITH
GRAVEL AND COBBLE SOME GRAVEL AN)
BANK MATERIAL COBBLE INTERMIXED)
(PARTIALLY DUE TO FA'.LED TREE LAYING
OVERTOPPING FLOW ACROSS CHANNEL
FROM POND) AND 2ND TREE
AL)NG BANK SMALL COBBLE BAR
IN SHADOW OF
DOWNED TREE
MINOR BANK EROSION
RV 1766 17 7�
1771 1774�
o RIF~F E POOL---, lr
772 r
�n6 �4/F
SAND DEPOSITION ON 77
MID -LEVEL BANK �/ �,1779 SMALL AREA OF
p p�4 SAND DEPOSITS CANTILEVERED BANK
,GRAVEL'DEF
ON ISLAND AT BASE OF MULTI -TRUNK
PHOTO ID, LOCATION ti62 17��� COTTONWOOD
AND BEARING (TYP.)�`,17 P �l
—_ — ►<1yj7 ` 004 McMURRY /
MINOR UNDERCUTTING PEDESTRIAN
Q6 - OF ISLAND, LOW BANK;
CL4 STABILIZED BY WILLOW BACKWATER IN BRIDGE r
SIDE CHANNEL ROOT MASS SIDE CHANNEL =/I
Pool- LARGELY OBSTRUCTED oTJ
BY COBBLE DEPOSITS Jo
,- LARGE COBBLE BAR OOV JJ
\ (^3' HT) SMALL -MEDIUM '.SAND BAR UPSTREAM
COBBLE (WITH SOM _ OF WINGWALL 9 17g1j/ /
t758 LARGE COBBLE)
1758
COBBLE BAR WITH INTERMITTENT WOODY
INTERMITTENT/PARTIAL DEBRIS DAMS
7�1755 ` -2' DROP SAND SURFACE
1 \ 6a
LOCAL PEE '
. ` (UNDERLAIN WITH COBBLE) \\� 7 5
/ IB• L1 CANTILEVERED CALVING`
175 DROP „2' DROP BANK BEHIND BAR 175
MID -LEVEL COBBLE BAR;
'_; _ - .h.1+s,F - J},r-• - MEDIUM -SMALL COBBLE
(WITH GRAVEL INTERMIXED)
I I SAND DEPOSITS AT
DOWNSTREAM END
a y
AERIAL PHOTOGRAPHY DATED OCTOBER 30-31, 2012.
f"-' POUDRE RIVER DISCHARGE RECORDED AT THE LINCOLN
2
'+le AVENUE GAGE WAS 100-110 CFS.
p[VISIBNS: MNOJLR MVNRp: DRAWN B�:
REV1 CGFCIa 7AVY sNm
REV2 U SO wo' rM p� POUDRE RIVER DOWNTOWN PROJECT OBSERVED RIVER FEATURES
REVS CEOMORPN—
RIVER FEATURES GJK/JOD AndE N COl UlliNG EngiNEEn, INC SHIELDS ST TO MULBERRY ST THURSDAY AFTERNOON OCT 24, 2013 Q REVS y.100' Clwl - WwR'Resources • E.'4m nmml
REVS B.R: LimG JK TBN.IIo,,,1,N wd.N.Bd„p11,N�,WNW. MROM FORT COLLINS, COLORADO Q = 111 CFS (LINCOLN GAGE)
REVS /O/29/2013
REACH NO. 1
REACH N0. 2
0
U
`McMURRY /
PEDESTRIAN
/ BRIDGE
o4 f
°0.
oc ,
11�
i
ez
�Ri�
e
CANTILEVERED
CALVING BANK
{ BEHIND BAR
17e4
ERODING BANK (-6'-B' HT),
SLOUGHING OF PRIMARILY
COBBLE MATERIAL; VERTICAL
SILT/SAND UPPER BANK
SALYER NATURAL AREA
rPHOTO ID, LOCATION
AND BEARING (TYP.)
MID -LEVEL COBBLE BAR;
MEDIUM -SMALL COBBLE '!/5� f i1 gg OLF.
(WITH GRAVEL &
INTERMIXED) N'f
SAND DEPOSITS AT'i ,e
DOWNSTREAM END Ages 1(o,�
q
ti
LARGE TREE FAILED
AND MOVED FROM
LEFT BANK, CAUGHT
ON BED MID -CHANNEL
Igo'
NEAR HEAD OF RIFFLE
�F
LARGE (3'-4' HT) COBBLE
BAR, MEDIUM -SMALL COBBLE,
TRANSITIONS TO MOSTLY
GRAVEL WITH SAND NEAR
TOP OF BAR
� �g5
s� RON
ERODING BANK LOWER 2/3
SLOUGHING COBBLE WITH
VERTICAL AND CANTILEVERED
UPPER BANK (SILT); SEVERE
FAILING TREES
LOW (_2' HT) BAR; MEDIUM
COBBLE AT HEAD END
LR
Ja 1601
*TOSAND
. �04—_—_�{��
ERODED BANK, CANTILEVERED,
HELD BY TREE ROOT MATTING
BANK 'CUT BEHIND LARGE
WILLOW. WITH LARGE SNARL
OF WOODY DEBRIS
LEE MARTINEZ PARK
mjw xWq[Ih apYM m
coatis TAW
H 0 ST 100' — — oowxm m
C
GEOM AndEa o uly1 ER iwm, IRO
RIVER FEATURES GJK�JOD G
1'=10a mm cx[cnm n: CA71 -Wa[n R..m. • EnWmmmtal
1012912013 GJK mn.x�mou,xm,x iemxxf, P.nconx�roeonf
LEGACY PARK
HICKORY
PEDESTRIAN
BRIDGE
�MINOF BANK EROSION AND
EXPO"ED RIPRAP AT ABUTMENT
POUDRE RIVER DOWNTOWN PROJECT
SHIELDS ST TO MULBERRY ST
FORT COLLINS, COLORADO
STABLE RIPRAP BANK
WITH WILLOWS/SHRUBS
AND SAPLING GROWTH
POOL
LOW STABLE BANK
WITH TREES, GRASS
AND SOME SHRUBS
AERIAL PHOTOGRAPHY DATED OCTOBER 30-31, 2012.
POUDRE RIVER DISCHARGE RECORDED AT THE LINCOLN
AVENUE GAGE WAS 100-110 CFS.
OBSERVED RIVER FEATURES
THURSDAY AFTERNOON OCT 24. 2013 3
Q = 111 CFS (LINCOLN GAGE)
REACH NO. 2
1
1
1
1
d
I
RIVER'S EDGE
NATURAL AREA
STABLE RIPRAP BANK
WITH WILLOWS/SHRUBS
AND SAPLING GROWTH
LOW STABLE BANK
WITH TREES, GRASS
AND SOME SHRUBS
WOODLAWN
DRIVE
MEDIUM COBBLE BAR
(-2'-3' HT)
SMALL —LARGE COBBLE
IV
y�J
COBBLE BAR (-4'-5' HT)
MEDIUM COBBLE TO GRAVEL
GREW IN HEIGHT BY 2'-3'
AT HEAD END DURING FLOOD
P
DRo
4' HT COBBLE BAR GREW BY
�1X2-2' HT DURING FLOOD
MEDIUM —SMALL COBBLE
(UNDERLAIN WITH GRAVEL)
SEVERE BANK EROSION
AROUND DIVERSION STRUCTURE
GUIDE WALL
ERODED BANK OF
LAKE CANAL DUE TOL
OVERTOPPING FLOW
FROM RIVERL
�h
^0,
1c MINOR BANK EROSION
LOCAL SANK EROSION
��---FAILING (SPARSE) RIPRAP
AND COUBLE/SAND/SILT BANK
1B�-- RC
.� rLOW COBBLE BA
I
BANK EROSION
VERTICAL BANK
HELD BY TREE
LEE MARTINEZ PARK
RIVER'S EDGE
NATURAL AREA
Gy7O
~lp
Aq
Ix
Z'poy
0
(-2'-3' HT)
GRASSED LOW BANK,
GENERALLY STABLE
WITH LOW VERTICAL
BANK AT WATERLINE
SAND DEPOSITS ON
STABLE LOW BANK (-•2' HT) UPPER BATIK
\ SAND DEPOSITS
BARE SOIL, MILDVERTICALBE CUT ON UP TO
OUTSIDE OF MILD BEND
(STABIUZED BY TREE ROOTS) 140WES STREET OUTFALL ` (—I' THICK)
(36'7 RCP AND 30'1 HERCP ) �\
0
AERIAL PHOTOGRAPHY DATED OCTOBER 30-31, 2012.
POUDRE RIVER DISCHARGE RECORDED AT THE LINCOLN
AVENUE GAGE WAS 100-110 CFS.
RIEV!"= "`� ��° " OBSERVED RIVER FEATURES '"m
REvt cor-cla raw POUDRE RIVER DOWNTOWN PROJECT
REV2 _ _ Q� o so. 100' aeo n:[: owo�m n: THURSDAY AFTERNOON OCT 24, 2013
REVS I ANdERSON COMUtTIN EN INEERS, INC
REV4 RIVER FEATURES CJK/JOO 4 4 SHIELDS ST TO MULBERRY ST O = 111 CFS (LINCOLN OAGD 4
REVS P�100' ytt: cx[c«ro rt: Crop - WawResn.r ' - EnW/m mm[d FORT COLLINS, COLORADO FRIDAY AFTERNOON OCT 25, 2013
115 a xo�.mwn xw0. nmw�ny vmCon::.. wb
REVS 10/29/2013 GJK _ O = 147 CFS (LINCOLN GAGE)
REACH NO. 2
REACH NO. 3
oR��6
,4A4
O
FAILED, DEAD COTTONWOOD LAYING IN CHANNEL; LOCAL
G'S BANK EROSION AROUND
FALLEN TREE (MINOR)
Y
y F LOW (1'-2' HT) BANK
100
VERTICAL, BARE SOIL HELD
00 BY ROOT MATRIX (GRASSES)
v0 GRASSED BANK (^-3' HT)
MID CHANNEL APPEARS STABLE, MAY HAVE
COBBLE/GRAVEL BAR NEW SAND LOW UNDERCUTTING BUT
DEPOSITS GENERALLY STABLE
GUSTAV SWANSON
NATURAL AREA (WEST) xCEL GAS
(PUMP STATION
COY DITCH
DI VERSION
-LARGE GROUTED ROCK
RIPRAP ALONG TOE OF
DIVERSION AND
WINGWALLS
GROUTED ROCK
TRAINING WALLS
_L--� AND SILL
(-1'-1.5' HT) LARGE SAND LENS
COBBLE TO GRAVEL ON BAR ON BAR
GRASS BANK, APPEARS SMALL ' (D
TO BE STABLE, GRAVEL---i pn
MAY BE MINOR -A�
VERTICAL UNDERCUT BAR Na ccgy4a' TRAINING
{-2'-3' HT) �2i6p6)• BOULDERS
GRASSED LOW BANK,
GENERALLY STABLE LARGE
WITH LOW VERTICAL BANK SAND BAR T �04g
AT WATERLINE (3'-4' HT) T 1a49
�g4?
\ LOWJ
P00( aUN COBBLE BAR
ELONGATED
�g";g3g BAR; SAND
PHOTO ID, LOCATION
�g°P SAND AND BEARING (TYP.)
> DEPOSIT
J aye
'?C&
BOULDERS
J gy,
PLAIN RIPRAP
eyo BANK PROTECTION
SAND BAR (1'-2' HT)
-BOAT CHUTE STEEP, STABLE SILT BANK WITH
SOMEWHAT SCATTERED, BUT GRASS AND TREE VEGETATION;
FAIRLY CONSISTENT SLOPING LOW VERTICAL BANK
LARGE RIPRAP BED PROTECTION
RECENT EROSION OF LIMITED EROSION OF A0i I
`\ 6' HT BANK; SILTiY UPPER BANK �
(FROM 7-10' HT);
TOTAL HEIGHT -14'4 _'
i 1
` �� POOL ` ga--j1. Na>,ga`" —
EXPOSED UPPER BANK,
RECENT EROSION (6'-8' HT),
APPEARS LARGE RIPRAP BANK
HAS SLOUGHED
LRIPRAP BANK
PROTECTION CONCRETE RUBBLE AND
SLAB BANK PROTECTION;
EROSION/CALVING OF
HIGHLY SCATTERED UPPER BANK
AND INCONSISTENT
SLOPING/STEPPED LARGE
RIPRAP BED PROTECTION
C.SU ENGINES AND
" Ef4ERGY CONVERSION
LABORATORY
LOW TO MID HEIGHT BANK
LOCAL BANK SCOUR, (^-1'-3' HT) GRASS & BARE
VORTICES AROUND SOIL, STABLE
STANDING TREE GRASSED BANK
(-S' HT) EROSION ALONG BIKE TRAIL,
NEAR VERTICAL, UNDERCUT CONCRETE TRAIL
CANTILEVER 1' VERTICAL AND 1' HORIZONTAL
BLOCK FAILURE
STABLE LOW BANK (^-2' HT) SEVERE BANK EROSION
BARE SOIL. VERTICAL CUT ON (-4' HT) BEHIND AND UPSTREAM
OUTSIDE OF MILD BEND AND DOWNSTREAM OF PIER
(STABILIZED BY TREE ROOTS) (COBBLY/GRAVELY SILT)
aNQJECI NY.tlCP'.
CO ORP
D 50 100, T. nEE:
_
GEOMOATUR � RIVER FEATURES
1' = 100' wTE:
10/29/2013
TAW
DNED m:
GJK/JDD ANIEUSON CONSUMING ENC,INEERS, In
DNED tlr: Civil xo,.wan- Water Resources • Environmmiat
ne D. No.y vwiewaxe, von con�n.. co weu
GJK
EXPOSED TRM PLACED ON ROCK
AND RUBBLE; UPPER BANK
EROSION/RETREAT (6'-8'HT); SEOERAL
TRAIL FENCE POSTS HAVE FAILED OR
ARE IN DANGER OF FAILING
POUDRE RIVER DOWNTOWN PROJECT
SHIELDS ST TO MULBERRY ST
FORT COLLINS, COLORADO
UPPER BANK FAILURE
EXPOSED COBBLY/GRAVELY
SILT (-12' HT)
IN PIPE
Aaay
ea
STORM DRAIN
EXPOSED MANHOLE RISER
FAILED UTILITY PIPE,
ACTIVELY FLOWING
(STORM DRAIN?)
SLAB REFUGE ROCKS
ON LOW BANK WITH
LARGE ANCHOR BOULDERS
AT U/S AND D/S ENDS.
HALF OF SLABS (4 OF 8)
HAVE TILTED DOWN AND REST
ON CHANNEL BED; EXPOSED
TRIM ABOVE ENTIRE
LENGTH OF SLABS
8
g6
l �
RIPRAP TOE PROTECTION
WITH WILLOW GROWTH
Ng'I
AERIAL PHOTOGRAPHY DATED OCTOBER 30-31, 2012.
POUDRE RIVER DISCHARGE RECORDED AT THE LINCOLN
AVENUE GAGE WAS 100-110 CFS.
NLET
OBSERVED RIVER FEATURES
FRIDAY AFTERNOON OCT 25, 2013rj
0 = 147 CFS (LINCOLN GAGE)
REACH NO. 3
P
t
Ey.
SEVERE BANK
EROSION/RETREAT
" AROUND TREE/ROOTS
(-5'-E' HT)
OXBOW LEVEE
RIPRAP AND INTERSPERSED
G U S TA V S WA N S O N
PHOTO ID, LOCATION CONCRETE RUBBLE BANK
NATURAL AREA AND BEARING (TYP.) PROTECTION; MINOR RIPRAP BANK LOW COBBLE BAR;
UNDERCUTTING AT WATERLINE PROTECTION (^'1'-2' HT) ILL -FORMED
STABILIZED BY LINE OF WILLOWS AT UPS?REAM END
n� FAILED SAPLINGS CONCRETE SLAB ON BANK;
; MI R LOW (-2' HT) VERTICAL BUT
UPPER BANK EROSION STABLE LOW GRASS BANK 7� ALONG LOW BANK; MINOR STABLE; UPPER BANK IS
STEEPLY SLOPING WITH INTERMITTENT MINOR r EROSION OF GRASSY BANK SHOWING SIGNS OF INSTABILITY,
SANDY BEACH WITH (^"4' HT) SANDY SILT UNDERCUTTING ~—
ERODING AROUND CONCRETE.
ANCHOR BOULDERS _, �_� o1Be1 !
AT UPSTREAM AND SAND DEPOSIT -_��_ tw�,i` THIS BANK IS BADLY IN NEED
DOWNSTREAM ENDS ON LOWER BANKIRIFFLE OF CLEANUP AND REPAIR.
I`
RIPRAP TOE a /-/r ��� iggg lgga
RUN \ I r SLOPING DROP
SAND DEPOSIT a, n °E' 1 B' HT
PROTECTION w h e0 i/ i r r l �T. �"—�-- POOL (� )
ON RIPRAP 1 � � �� r • _ n
i---
J87z -.��h �_ /� - .,fie 190 f9O� 1 pp
--'�+RIFFLE `STABLE .LOW TEMPORARY COFFER DAM FOR eop \
�8 n� a`•r,� --► GRASS BANK, BLOCK 1 CONSTRUCTION
II, WITH MINOR
UNDERCUTTING (COBBLE/GRAVEL PUSHED UP J \ BLOCK 1 BANK \A
SAND DEPOSIT \\ FROM BAR ,ALONG SECONDARY BARE, ERODING CONSTRUCTION R -- ON RIPRAP I `-GROUTED ROCK CHANNEL) LOW BANK
STORM DRAIN (-3' HT) SILT TAIL OF BAR STILL COBBLE BAR ADDED HEIGHT
RIPRAP TOE PROTECTION RUNDOWN WELL -VEGETATED WITH DURING FLOOD AND MINIMAL
WITH WILLOW GROWTH COBBLE/GRAVEL BAR »4' HT WILLOWS AND SMALL TREES WIDTH. MATERIAL WAS
AT UPSTREAM END SECONDARY RE -ARRANGED WITH SOME
CHANNEL DEPOSITS OF COBBLE -SAND
OVER ENTIRE BAR; VEGETATION
RIPRAP BANK PROTECTION; KNOCK OVER AND REMOVED
LARGE PORTION ERODED AND
SLOUGHED INTO CHANNEL
/ I f UNDER BRIDGE STEEP EARTHEN BANK
•� WITH INTERMITTENT CONCRETE
/ a SLAG; GENERALLY STABLE, HELD--",
MOSTLY BY PERVASIVE -TREE
' l ROOTS ONLY. LIMITED CONCRETE
CLEANOUT COULD BE DONE ON
THE BANK AS MUOF THE
CONCRETE IS EMBE DED IN BANK
HERITAGE PARK AND INTERLOCKED WITH TREE ROOTS
t
AERIAL PHOTOGRAPHY DATED OCTOBER 30-31, 2012.
POUDRE RIVER DISCHARGE RECORDED AT THE LINCOLN
AVENUE GAGE WAS 100-110 CFS.
xLVI510x5: VHOICR xYMB[P'. Wx tli. LI[[I
RE v1 COFC18 raw POUDRE RIVER DOWNTOWN PROJECT OBSERVED RIVER FEATURES
REV2 _ _ 0 50' too' .e.o rne: oesiox� FRIDAY MORNING OCT 25, 2013 6
REV3 GEO MORPH— ANdER50N (",ONSUIiIN EN INFERS, INC
RIVER FEATURES cJK JOG �+ G SHIELDS ST TO MULBERRY ST
REV4 1"=100' CMI - Wale Reoa es • Environmental FORT OLORADO 0 = 147 CFS (LINCOLN GAGE)
REVS once: excenw er: lnnxnxelomxwy exndmaas, exn cxnnx.roaons COLLINS,,
REVS 1012912013 GJK ct
REACH NO. 3
I
I I
I
1
CONCRETE SLAB ON BANK;
LOW (�21 HT) VERTICAL BUT
STABLE; UPPER BANK IS
SHOWING SIGNS OF INSTABILITY,
SLOPING DROP ERODING AROUND CONCRETE.
(-18„ HT)� THIS BANK IS BADLY IN NEED
OF CLEANUP AND REPAIR.
SEE NOTE ON
PREVIOUS SHEET
UNDERCUT TREES
LOW BANK (-18- HT)
OXBOW LEVEE
CONCRETE RUBBLE
-BANK EROSION UP TO 5'-6' HT, ON UPPER BANK
(TOTAL BANK HT 9'-10');
EXPOSED TREE ROOTS, GRAVEL
AND SOME COBBLE INTERMITTENT CONCRETE
RUBBLE AND RIPRAP
ON BANK (NOT PROVIDING
'OPEN' CONCRETE
RETAINING WALL WITH
CONCRETE SLAG STR
ON BANK ABOVE
AND BELOW WALL
A1920 � `�h
MID -CHANNEL LOW (<7' HT) MUCH, IF ANY,
COBBLE/GRAVEL BAR MID -CHANNEL PROTECTION) Y/ L
COBBLE/GRAVEL BAR m` POOL
r9rs
r�
0 N
1
RUN
-----------
COBBLE PORTION OF BAR
ADDED HEIGHT DURING
---FL60D BUT MINIMAL WIDTH.
i
MATERIAL WAS RE —ARRANGED
WITH SOME DEPOSITS OF
COBBLE —SAND OVER ENTIRE BAR;
VEGETATION KNOCKED OVER AND -
REMOVED; VEGETATION ON -TOE
OF BAR REMAINS t
CONCRETE SLAG
BANK ARMORING
_.. 4
THIS BAR IS NO ROCK DROP
LONGER PRESENT (-l' µT) CONCRETE RUBBLI
BANK PROTECTION
1 � _
SEVERE BANK EROSION l
EAM GAGE AND -20' OF BANK -
RETREAT BEHIND 'OPEN' COBBLE/
RETAINING WALL
BANK EROSION
BEHIND PIER
(UP TO TRAIL)
a CONCRETE RUBBLE
BANK PROTECTION
by BEHIND PIER
PHOTO ID, LOCATION
_ CONCRETE SLAB AND BEARING (TYP.)
�ON BANKS CONCRETE SLAB AND
�� 1926 `10„g RUBBLE BANK PROTECTION
PjFR_, 0-
OLD STREAM STREAM GAGE
192—J
LARGE BOULDERS OR POOL .°jW9 1 1930932
\ CONCRETE SLAG UNDER WATER,
\MID -CHANNEL CREATING A
SMALL DROP (<1' HT)
CONCRETE SLAB TERRACE (�3'-4' SANDY MID -LEVEL HT) CONCRETE F
ABUTMENT PROTECTION BANK
NOTE: INTERMITTENT BEDROCK IN
CHANNEL BED FROM APPROXIMATELY
500 FEET DOWNSTREAM OF LINCOLN
TO APPROXIMATELY 600 FEET
UPSTREAM OF LINCOLN.
UDALL NATURAL
AREA
AERIAL PHOTOGRAPHY DATED OCTOBER 30-31, 2012.
POUDRE RIVER DISCHARGE RECORDED AT THE LINCOLN
AVENUE GAGE WAS 100-110 CFS.
REVS — COFC18 TAW POUDRE RIVER DOWNTOWN PROJECT
REvz 0 s0 100• µ'.V.m oow„.,,: OBSERVED RIVER FEATURES
REVS GEOm GRPH— ANdEAiOn CANSUIIIN EN INFERS, INC
REV6 RIVER FEATURES GJK/JOD 4 4 SHIELDS ST TO MULBERRY ST FRIDAY MORNING OCT 25, 2013
*=10a' Cfvif Waterllrsmucer EnvWnmenm/ FORT COLLINS, COLORADO O = 147 CFS (LINCOLN GAGE)
REVS nrt� cxccrzm o: sn e.xa...�xxo.a, nu,m,xn. va, un,e,,roxoss
REV6 70/29/2013 GJK
GRASSY BANK (-3'-5' HT)
CANTILEVERED SLIGHTLY,
LIMITED EROSION, HELD
BY WILLOWS AND GRASSES
SMALL
COBBLE -GRAVEL
BAR
M
BANK (^•3' HT)
UNDERCUT
BUT RELATIVELY
STABLE
COBBLE -GRAVEL
BAR
(^-I' HT)
VEGETATION
KNOCKED DOWN
COBBLE -SAND
REARRANGED;
SAND DEPOSIT
(-3' HT)
COBBLE/GRAVEL
BAR
^i
VERTICAL BANK
(-4' HT), GRASS
SURFACE ON TOP
EXPOSED COBBLE/GRAVEL
FLOOD WASHED OVER AREA
EXPOSING COBBLE AND
DEPOSITING SAND
ACTIVE COBBLE BAR
(-2'-4' HT); ENLARGED WIDTH
AND INCISED HEIGHT DURING
FLOOD; MOSTLY COBBLE WITH
SAND DEPOSITS AND TAILSAND
MID -CHANNEL COBBLE BAR
(-l'-2' HT); DISORGANIZED
AT UPSTREAM END
RIPRAP BANK/POND
OUTLET PROTECTION
(-4' HT)
CONCRETE RUBBLE/SLAB
BANK PROTECTION
CONCRETE SLAB/RUBBLE
BANK PROTECTION
I_
REACH NO. 3
WOODWARD/LINK—N—GREENS SITE
5�
INTERMITTENT BANK EROSION;
SLOUGHED, VEGETATED BANKS;
GRASS ABOVE
UDALL NATURAL AREA
WOODWARD BANK
CONSTRUCTION;
TREES REMOVED
PHOTO ID, LOCATION
AND BEARING (TYP.)
f
�yAr�
SAND BAR
(-3'-4' HT)
A �s
796
SHALE BEDROCK
EXPOSED IN BED
n�re� rP
c n��
GA V G` V
O p
P�
�J
SELECTED TREE
REMOVAL BY
WOODWARD
CONSTRUCTION
CONCRETE RUBBLE
BANK PROTECTION
SILTY, GENTLY SLOPING BANK;
GRASS WITH LIMITED RECENT SAND
DEPOSITS (-5'-7' TOTAL BANK HT)
HEAVY SAND DEPOSITS
ON MID LEVEL TERRACE;
STABLE SLOPING GRASSY BANK
(-4'-5' HT OF TERRACE)
463
CAR BODY ONJ CONCRETE SLABS
LOWER BANK (OLD) AND BLOCK
BANK PROTECTION
ON STEEP,
BANK (50' HT);
FAIRLY HEAVY
TREE COVER
AERIAL
i
PHOTOGRAPHYDATED OROI O
pRI�
o
DSCHARGERECORDEDATTHELINCOLN
AVENUE
a
GAGE WAS 100-110 CFS.
RIVER5I�E
0 60• too•
1•-100•
, coFcre
rnw
oowxm x.:
GJK/JDD
ANdaww CONSUITINf ENGINEERS, INC
chil W.WR..w • RnNmnmertlal
mnxu.omnxrgnww��s, voxmni�mmess
POUDRE RIVER DOWNTOWN PROJECT
SHIELDS ST TO MULBERRY ST
FORT COLLINS, COLORADO
OBSERVED RIVER FEATURES
FRIDAY AFTERNOON OCT 25, 2013
Q = 147 CFS (LINCOLN GAGE)
SA0 = 204 MORNING OCT 28, FE)
Q = 204 CFS (LINCOLN GAGE)
8
REVI
R
REV2
�cxo mu _
RIVER FEAivNEs
REVS
REV4
REVS
wn:
1 O/29/2013
nxttxm m:
GJK
REV6
"c
REACH NO. 3 I lk.
CH NO. 4
I
1
1
1
I 1
II
1
1
SELECTED TREE REMOVAL
ALONG THE NORTH BANK BY
WOODARD CONSTRUCTION
(ENTIRE SHEET)
LOCAL BANK EROSION
AND RETREAT (•-4' HT)
INTO COBBLY, GRAVELLY, SILT
BANK HEAVILY VEGETATED WITH
GRASSES AND WILLOWS
HEAVY SAND DEPOSITS
ON MID LEVEL TERRACE;
STABLE SLOPING GRASS BANK
(-4'-5' HT OF TERRACE)
STABLE SLOPING. SILTY
GRASSED BANK WITH RECENT
SAND DEPOSITS;
(-6'-9' TOTAL BANK HT)
WOODWARD/LINK-N-GREENS SITE
SCOURED BACKWATER
AREA BEHIND CONCRETE
STRUCTURE
LOCAL BANK EROSION;
SILTY GRASS BANK
ABANDONED (-4' HT) SLOUGHED
DIVERSION (T) I
STRUCTURE
\ 75 974
1 )P� 7975
1972
\ � 7 1976
o(19
'
1971
POOL Y
RUN-�j
1970A� �]
SHORT RIFFLE
APPEARS TO BE
VERY LARGE
FORMED BY PIECES
CONCRETE
OF FAILED CONCRETE
BLOCKS
STRUCTURE UNDER
CONCRETE SLAG
WATER IN BED
.00AL UNDERCUTTING
INCLUDED WITH OTHER
OF CONCRETE SLABS
CONCRETE MATERIALS
ON BANK
CONCRETE SLAB AND BLOCK BANK
PROTECTION ON STEEP, 50' HT
BANK; FAIRLY HEAVY TREE COVER
PICKLE PLANT SITE
F
NARROW SAND BAR
(-i'-2' HT); SEPARATED
FROM BANK BY 10'-15'
SLOPING SILTY, GRASS
BANK (-3'-5' HT) STABLE
WITH MINOR VERTICAL EDGE
•(1977
MINOR UPPER BANK EROSION
HT); POSSIBLY DUE TO
RETURN FLOW TO RIVER;
GRAVEL TO SMALL COBBLE
WITH SILT UPPER BANK
4 1979
STEEP BARE TO GRASS
BANK (-6' HT) WITH SCOUR
HOLES/SCALLOP EROSION
PATTERN AROUND LARGE TREES
- 1980
PHOTO ID, LOCATION)
AND BEARING (1YP.)
GENTLY SLOPING
GRASSED AND BARE
BANK, HEAVILY TREED
f'..
AND STABLE
Of
rlrz *N �S
%,
C✓1=� 1
4
FORT COLLINS
:s WWTP
SEMI -STABLE TO FAILED LARGE
BOULDER TOE PROTECTION
(INTERMITTENT), UPPER BANK
EROSION, SLOUGHING AND
STEEP GRASS BANK WITH LIMITED BANK RETREAT
VERTICAL LOWER EDGE (-7-8' HT)
AND MINOR SLOUGHING
ALONG U?PER BANK
(-8'-10' HT)
BANK EROSION (-B' HT)
VERTICAL TOE AND SLOUGHED
UPPER BANK (SILT TO LARGE
COBBLE IN BANK)
It 19B3
�— RIFFLE ----�
ZUUb ,
a
004 i
i
THIS PORTION OF LOW—
COBBLE/GRAVEL BAR (-1'-2'HT) IS
OBSTRUCTING SPLIT LOW CHANNEL
(NO FLOWS ENTERING CHANNEL
AT -200 CFS, WOULD LIKELY
REQUIRE -400 CFS TO ACTIVATE
SPLIT FLOW CHANNEL)
COBBLE/GRAVEL BAR
WWTP OUTLET /
ERODING 6ANK,(-6' HT) —
SLOUGHING OF GRAVEL/COBBLE
FROM LOWER 4' OF BANK
VERTICAL SILT' UPPER BANK
'1984
LARGE SCOUR
HOLE BEHIND
TREE
COBBLE DEPtS
N
HEAVY SAND
< 'f DEPOSITS
12 COBBLE/GRAVEL ACROSS
,t 2ox0 BAR WITH SAND LOWER PORTION OF
r �. (�4-5 HT) ISLAND
N
s
� 72a1e
p00<;
RIPRAP BANK -
PROTECTION RIFFLE
(STABLE)
LARGE COBBLE BAR WITH
SAND DEPOSITS (••-3'-4' HT)
AERIAL PHOTOGRAPHY DATED OCTOBER 30-31, 2012.
POUDRE RIVER DISCHARGE RECORDED AT THE LINCOLN
AVENUE GAGE WAS 100-110 CFS.
REV! OOFCIH TAW
REV2 _ 0 Stl 100' .tin nu: pnwwm n: POUDRE RIVER DOWNTOWN PROJECT OBSERVED RIVER FEATURES
REVS � RIVER FEATURES GJK JDD AN U - Wa CONSUImI ENGINEERS, INC (�
REV` — 1'=100. / CIv4 •Water Racourcev Envlronmenfd SHIELDS ST TO MULBERRY ST SATURDAY MORNING OCT 26, 2o1s
REVS - "" eNmem "' mun xa.4 mmwwn. P,�m.�wJv FORT COLLINS, COLORADO 0 = 2D4 CFS (LINCOLN GAGE)
REVS 10/29/2013 GJK
REACH NO. 4
WOODWARD/LINK—N—GREENS SITE
LOCAL SCALLOP
PATTERN BANK EROSION
BETWEEN TREES;
CONCRETE SLAB TOE PROTECTION VERTICAL LOWER BANK BUT
(LAID IN NEATLY) WITH RIPRAP BANK GENERALLY STABLE
PROTECTION ABOVE CONCRETE
(-8' HT) WITH ERODING UPPER BANK
GENTLY SLOPING BARE
BANK EROSION (-8' HT) EARTH AND ROOT
VERTICAL TOE AND SLOUGHED LOWER BANK STABLE
UPPER BANK (SILT TO LARGE
COBBLE IN BANK) 4 m
200,
RUN
RffFLE-� 00 0 �\
rvo S
IARGE SCOUR 1 SLOPING `
HOLE BEHIND
TREE GRASS/WILLOW
BANK WITH
PHOTO ID, LOCATION
AND BEARING (TYP.)
MODERATELY SLOPING
BARE EARTH AND ROOT
LOWER BANK WITH
OCCASIONAL VERTICAL EDGE,
w GENERALLY STABLE
a
A
CANTILEVER
BANK FAILURE
�991^ j
POOL
5PNR055 SAND DEPOSITS; S STABLE. i
O�fA� p,C N\ON _ GENTLY SLOPING GRASS
pOSF.R pO „ilh / BANK WITH SAND DEPOSITS
(LOCALLY HEAVY); STABLE
I �
TRANSVERSE GRAVEL/SMALL COBBLE
BAR; LOW FLOWS COVERING BAR
BLE/GRAVEL m GENTLY SLOPING GRASSY
`1 N BANK WITH SAND DEPOSITS
WITH SAND .� L��!, (LOCALLY HEAVY); STABLE
-5' HT)
o '
—} " s' AN
`RIPRAP BANK
ERODING BANK (-•6' HT)
SLOUGHING OF GRAVEL/COBBLE
FROM
VERTI
_ BAR
HT)
LARGE COBBLE BAR WITH
SAND DEPOSITS (-3'-4' HT)
COBBLE/SAND BAR
(-3' HT)
NEW SPLIT CHA
FLOOD FILLED OLD SPLIT
CHANNEL WITH COBBLE,
GRAVEL AND SAND AND
CUT NEW PATH TO WEST
(AS SHOWN)
CUT BANK, NEAR VERTICAL
(-4'-5' HT) WITH EXPOSED
SMALL COBBLE AND GRAVEL IN
SANDY/SILTY BANK
MEDIUM TO SMALL COBBLE BAR
WITH FEW LARGE COBBLES
(-1 '-1.5' HT); POORLY FORMED
ALONG RIVER'S EDGE
CONCRETE CAP FOR UTILITY
LINE ACROSS BED (-6' WIDTH)
SANDY BANK ALONG PIER
WITH CONSIDERABLE EROSION
q`FNUF „
FORT COLLINS
a
WWTP
, ...
,,;• 1
AERIAL PHOTOGRAPHY DATED OCTOBER 30-31, 2012.
POUDRE RIVER DISCHARGE RECORDED AT THE LINCOLN
r
AVENUE GAGE WAS 100-110 CFS.
LLY1901O: -
m(c: eJMuI
oP.wx B1:
sxa
REV1
0 60
1 W
COFCiH
7AW
POUDRE RIVER DOWNTOWN PROJECT
OBSERVED RIVER FEATURES
REV2
xuo me
REVS
GEOMORPM—
RIVER FEAiVRES
oopxm m:
GJK�JDD
ANdl - WaComum - vimnm, MC
G 4
C1Wl • WorerResourcer EnWi nwwld
���"rl°^^ " uwNmx xf, non c.m�mwm
SHIELDS ST TO MULBERRY ST
FORT COLLINS, COLORADO
SATURDAY MORNING OCT 26, 2013
q = 204 CFS (LINCOLN GAGE)
10
REV6
REVS
Dort:
1012912013
cxe�ao m,
GJK
REV6
1
' APPENDIX 8
' PHOTOGRAPHIC DOCUMENTATION
r
Poudre River Downtown Project
Photographic Documentation — Geomorphic Evaluation Fieldwork
October 24-26, 2013
u
F
c
0
w
v
N
Ul
0
O
l0
C
d
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