HomeMy WebLinkAboutAppendix D Haystack Channel Technical Memorandum Haystack Stormwater Channel Rehab ProjectIC1��lio
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REDLANDS I TEMECULA I PALM DESERT
TECHNICAL MEMORANDUM
TO: Ryan Gayler, City of Palm Desert
FROM: Matt Brudin, P.E., Engineering Resources of Southern California, Inc
Moe Ahmadi, P.E., Engineering Resources of Southern California, Inc.
DATE: December 28, 2022
Revised January 6, 2023
Revised January 20, 2023 (Final)
SUBJECT: Haystack Channel Improvements —Project No. 509-22
The following Technical Memorandum is related to the analysis and design for the rehabilitation
of the Haystack Channel. This documents represents research and analysis completed to -date.
Major topics covered herein include the project setting, research, hydrologic analysis, HEC-RAS
modeling of the existing condition along the Haystack Channel, and alternative development,
analysis and recommendation.
Prepared under the Supervision of:
✓ - 41
041r, 6
John M. Biudi , P.E.
RCE41836
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PROJECT SETTING
Aligned north of Haystack Road, the Haystack Channel provides an outlet for a drainage area
defined by Highway 74, as far south as Indian Hills Way, Andreas Canyon Drive, Carriage Trail,
and Irontree Drive and as far east as Portola Road. Haystack Channel is a combination of
improved and unimproved channel reaches that begins at Highway 74 and flows east to Portola
Avenue and beyond. Three distinct reaches define the channel, including.
1. Highway 74 to Alamo Drive: This reach of channel is characterized by a shallow swale
located within a green belt. Two small diameter culverts cross under Alamo Drive at the
low end of the reach.
2. Alamo Drive to Heliotrope Drive: The middle reach of the project area, this length of
channel is improved, and grass lined. Storm drain outlets are located on both sides of this
channel reach that vary in size and geometry. A minimally functional subsurface
nuisance water drain composed of 24-inch grated inlets, sporadic clean outs, and an 8-
inch diameter pipeline runs the length of this channel reach. Four 48-inch diameter
culverts cross under Heliotrope Drive at the downstream end of the reach.
3. Heliotrope Drive to Portola Avenue: The final reach of the Haystack Channel is
generally unimproved. There is historic evidence of a prismatic channel that has
succumbed to bank erosion. There is also evidence of decreased capacity related to long-
term maintenance activities. Two existing (visible) storm drain inlets are located along
the south side of this reach. Each inlet includes minimal improvements. The downstream
end of this reach of the channel is Portola Avenue. Surface and subsurface improvements
at Portola Avenue indicate the roadway floods during larger return frequency storms.
The low-level crossing here is a multiple cell reinforced concrete box culvert that is
currently operating at greatly diminished capacity due to sedimentation.
Runoff tributary to the Haystack Channel is generated primarily in residential areas located south
of Haystack Road. Minimal runoff is introduced to the channel from Calliandra Street via inlets
located on Alamo Drove north of the channel. Review of aerial photography and field
reconnaissance indicate four potential drainage areas in a larger tributary area south of Haystack
Road. These drainage areas are tributary to the Haystack Channel at Alamo Road, Chia Road,
downstream of the intersection of Silver Spur Trail and Sun Coral Trail, and Portola Avenue.
Objectives and Project Scope
The Haystack Channel Rehabilitation project will consider numerous issues including non-
operational nuisance water drains, hydraulic capacity, impact of flood waters on existing utilities,
erosion and sedimentation, and protection of existing storm drain outlets. More specifically, the
project requires the analysis and recommended mitigation measures for the following facilities.
➢ A nuisance water drain located between Alamo Drive and Heliotrope Drive.
➢ The hydraulic capacity of culverts crossing Alamo Drive, Heliotrope Drive and Portola
Avenue.
➢ Existing SCE facilities crossing the channel.
➢ Remediation of sedimentation and diminished channel capacity east of Heliotrope Drive.
➢ Protection of storm drain outlets east of Heliotrope Drive.
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In general, the Haystack Channel Rehabilitation project will require the development of a
preliminary design report detailing the hydrology and hydraulics of the channel, analysis of
culvert crossings, analysis of scour and sedimentation, remediation of certain storm drain outlets,
and presentation, analysis and recommendation of proposed improvements. Once the
preliminary design report is complete and accepted, special studies and other documents will be
prepared in compliance with the California Environmental Quality Act. The final outcome of the
Haystack Chanel Rehabilitation project will be plans, specifications and estimates for
construction, as wells as, regulatory permits issued by the U.S. Army Corps of Engineers,
California Department of Fish and Wildlife, and the Regional Water Quality Control Board
associated with the recommended improvements.
BASELINE CONDITIONS
Documents summarized below were reviewed, analyzed and compared to data gathered during
site investigations to form a basis for establishing baseline conditions for the Haystack Channel.
Based on field conditions and record drawings, project hydrology and an existing conditions
hydraulic model have been developed for use during the evaluation of alternative measures to
remediate the existing nuisance water drain and mitigate continued erosion along the unimproved
reach of the channel.
Data Summary
Data used to form opinions related to possible mitigation of concerns along the Haystack
Channel were received from the City of Palm Desert. Documents that form the basis for the
development of the baseline condition and potential methods of mitigation are summarized
below.
Table I — Record DrawinffS
Project
Plan Type
Design Engineer
File No.
Dated
TM 11636
Street Improvement
Morse Consulting
Group
E-358
04.79
PM 23798
Storm Drain Imp.
Kicak & Associates
E-614
04.90
Bike Path "Oasis"
Landscape
Ron Gregory & Assoc.
L-141
Haystack Rd. Drainage
Swale
Landscape
Ron Gregory & Assoc.
L-167
06.97
Haystack Bikeway
Bike Trail
ASL Consulting
CIP 1124
02.87
Portola/Haystack
Widening
Street Improvement
ASL Consulting
CIP 1139
06.91
Haystack Road
Street Improvements
City of Palm Desert
CIP 1161
07.94
Haystack Drainage
Charnel imp.
Storm Drain
City of Palm Desert
CIP 1196
11.97
Homestead Rd./Alamo Dr.
Storm Drain
Storm Drain
ASL Consulting
CIP 1047
10.85
Portola/Haystack
Sidewalk Imp.
Sidewalk
NAI Consulting
CIP 1240
03.02
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Each of these documents and plan sets have been reviewed as part of establishing the baseline
condition for the Haystack Channel.
All runoff generated north or south of the Haystack Channel enters the channel via an existing
storm drain. Facilities identified from the record drawings tabulated above are summarized in the
following table.
Table 2 — Storm Drain Inlet Geometry and Location
Location/Tributary
Size/Type
File No.
575' upstream of Portola Avenue/Street Flow
45-inch CMP
CIP-1124
835' upstream of Portola Avenue/Area "C"
Parallel 36-inc RCP
E-614
2,445' upstream of Portola Avenue/South Storm Drain
18-inch RCP
CIP-1139
190' upstream Heliotrope Drive/Area C-4
Parallel 18-inch RCP
E-358
1,135' upstream of Heliotrope Drive/Area "B"
30-inch RCP
E-358
340' upstream of Chia Drive/North Storm Drain
36-inch RCP
E-358
Immediately downstream of Alamo Road/Area "A"
2' b 6 ` RCB
CIP-1047
Immediately downstream of Alamo Road/Street Flow
42-Inch RCP
E-358
Hydrology and Design Methods
Design criteria for the hydrology of the watershed tributary to the Haystack Channel and the
hydraulic analysis of the alternatives and final design are based on the Riverside County Flood
Control and Water Conservation District Hydrology Manual dated April 1978 and the Los
Angeles County Flood Control District Hydraulic Design Manual. Rational Method calculations
for the tributary watersheds were developed using CIVIL CADD/CIVIL DESIGN software and
the existing conditions and final design hydraulic models were developed using GEO HEC-RAS
by the U.S. Army Corps of Engineers Hydraulic Engineering Center.
Watershed Boundaries
Watershed boundaries and the limits of the subareas within the watershed were delineated based
on readily available aerial imagery. The overall watershed is loosely bound by Haystack Road,
State Route 74 (SR 74), Carriage Trail and Irontree Drive and Portola Avenue. To facilitate the
rational method analysis, the overall watershed is divided into "A" through "E" and the North
Storm Drain subareas.
The subareas of the overall watershed are described below and depicted on the Hydrology
Exhibit; Haystack Channel provided in Appendix A.
• Subarea "A" — This area is bounded by Haystack Road, SR-74, Mesa View Drive, and
Alamo Road. Subarea "A" covers 138.2 acres.
• Subarea "B" — This area is bounded by Haystack Road, Alamo Road, Mesa View Drive,
and Chia Drive and SR-74, hrdian Hills Way and Carriage Trail, and the western
boundary of the Ironwood County Club. Subarea "B" covers 150 acres.
• Subarea "C" — This area is bounded by Haystack Road, Chia Drive and Silver Spur Trail.
Subarea "C" covers 140.1 acres.
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• Subarea "D" —This area is bounded by Haystack Road, Silver Spur Trail and Portola
Avenue. Subarea "D" covers 36.9 acres.
• Subarea ` E" — This area is bounded by the western boundary of the Ironwood Country
Club, Carriage Trail, Irontree Drive, portion of the Ironwood Country Club, the southern
boundary of the Living Desert, Portola Avenue, and Buckboard Trail. Subarea "E" covers
283.2 acres.
Watershed Hydrology
Hydrologic models were developed for each watershed noted above and two small watersheds
not included in the list above. These watersheds included the North Storm Drain and the South
Storm Drain located along Calliandra Street west of Calico Cactus Lane and on Haystack Road
east of Heliotrope Drive.
Rational Method calculations for each watershed for the 100-year return frequency are tabulated
below.
Table 3 — Runoff Quantity by Watershed
Watershed M nation
Area —Acres
Runoff - efs
Watershed "A"
138.2
321.5
Watershed "B"
150.0
194.2
Watershed "C"
114.1
278.6
Watershed "D"
36.9
104.9
Watershed "E"
283.2
660.8
North Storm Drain
Calliandra St.
27.0
South Storm Drain
Haystack Road
4.5
All watersheds tabulated above are tributary to the Haystack Channel except Watershed "E."
Watershed "E" outlets to the east near Reserve Drive.
Channel Hydraulics
Modeling of the baseline condition for the Haystack Channel utilizes the U.S. Army Corps of
Engineers River Analysis System or HEC-RAS. Model development was completed using a
version of HEC-RAS available through a third party identified as GEO HEC-RAS. GEO HEC-
RAS utilizes vectorized topography of the project area along with cross section locations
developed in AutoCAD to derive cross sections within the limits of the study area. Using steady
state hydraulic calculations, the program balances energy between downstream and upstream
cross sections to determine the water surface profile, the associated depth of flow and flow
velocity.
Tabulated results from the HEC-RAS model and the associated work map for the baseline
condition are available in Appendix B.
The baseline condition model along the Haystack Channel begins well downstream of Portola
Avenue to ensure the model has stabilized prior to reaching the study area. In the reach
downstream of Portola Avenue the flow regime is "critical" and model results indicated flow
depths of 2.0 feet to 3.7 feet with associated velocities in the range of 7.5 to 9.5 feet per second.
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Field observation of the crossing at Portola Avenue leads to the conclusion the roadway is
designed to overtop during significant storms. A conclusion that is supported by available record
drawings. The design storm is unknown, however, the multiple cell reinforced box culvert will
provide conveyance of smaller return frequency storms. In the baseline condition, Portola
Avenue overtops and runoff crossing the roadway is contained within highpoints located north
and south of the culvert. The depth of flow immediately upstream of the roadway is 4.53 feet and
across the roadway the flow depth is approximately 1.0-foot.
Upstream of Portola Avenue, the channel has the appearance of an unimproved watercourse.
However, it is general consensus that at one time, the channel was graded to a prismatic section.
It is further concluded the section has been altered over time through erosion and subsequent
maintenance activities. Immediately upstream of Portola Avenue, the section appears to be in
transition from a uniform section to the width of the multiple cell reinforced box culvert
crossing. This reach of channel is approximately 500 feet long and exhibits flow depths between
three and four feet and channel velocities up to 10.0 feet per second.
Upstream of this reach, the channel cross section becomes more uniform but continues to show
the effects of erosion mainly along the channel banks. There are three storm drain inlets in this
channel reach all located on the south bank. Specific details related to these inlets are available in
Tables 2 and 3 and Appendix A. Flow velocity in this reach is fairly uniform and ranges between
6.5 and 8.5 feet per second and the depth of flow is uniform and slightly deeper that two feet.
Near Heliotrope Drive, the channel changes significantly in the vertical direction, invert
elevations increase in an upstream direction approximately 7.5 feet due to a scour hole that has
developed at the end of the grass lined section downstream of Heliotrope Drive. At Heliotrope
Drive, storm flows are conveyed under the roadway via 4 - 48-inch reinforced concrete pipe
culverts. At this location, the hydraulic model indicates that storm flows are contained within the
channel. The depth of flow and velocity at the culvert outlet are 3.7 feet and 7.8 feet per second.
Upstream of Heliotrope Drive the channel section changes significantly from unlined and
exhibiting characteristics of an unimproved channel to a uniform, prismatic, and grass -lined
section. At four locations along this reach of channel, three on the south bank and one on the
north, storm drains enter that channel. These inlets are characterized by concrete headwalls,
concrete invert (apron), and concrete slope protection. Specific details related to these inlets are
available in Tables 2 and 3 and in Appendix A. Flow velocity is this reach is uniform and ranges
between 6.7 and 7.6 feet per second. Associated flow depths are typically on the order of 2.5
feet.
This channel reach terminates at Alamo Road. The crossing at Alamo Road consists of two 30-
inch reinforced concrete pipes. The hydraulic model indicates the existing culverts have the
capacity to safely convey the anticipated storm flow under the roadway. Upstream of Alamo
Road, the study area becomes a greenbelt with a low flow swale rather than a well-defined
channel. Depth of flow and velocity are minimal.
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ALTERNATIVE DEVELOPMENT
Development of the alternatives considered for the rehabilitation of the Haystack Channel is
dependent on several factors. Factors affecting the potential alternatives include, but are not
limited to, nuisance water, existing drainage facilities, materials, construction methods, and the
regulatory environment.
The primary concerns related to the development of alternatives for the rehabilitation of the
Haystack Channel include:
✓ Controlling nuisance water from storm drain inlets between Alamo Road and Heliotrope
Drive.
✓ Developing a system to control nuisance water that will function long-term between
Alamo Road and Heliotrope Drive.
✓ Controlling the production of sediment in the channel reach downstream of Heliotrope
Drive.
✓ Developing proposed improvements downstream of Heliotrope Drive that work within
the regulatory framework of the U.S. Army Corps of Engineers and the Department of
Fish and Wildlife.
Rehabilitation of the Haystack Channel includes two distinct elements.
1. Rehabilitation or reconstruction of the nuisance water drain between Alamo Road and
Heliotrope Drive.
2. Resolution of uncontrolled bank erosion and scour in the channel reach downstream of
Heliotrope Drive.
Alternatives for the resolution of the various concerns along the Haystack Channel are discussed
below.
Design Criteria
In general, design criteria will conform to the policies and procedures of the Riverside County
Flood Control and Water Conservation District. These criteria will be augmented by criteria from
the Coachella Valley Water District, and procedures stated in Section C Open Channels and
Section F Miscellaneous, Levee Criteria of the Los County Flood Control District Hydraulic
Design Manual. Design of rock slope protection will also give consideration to methods and
procedures outlined in the Hydraulic Design of Flood Control Channels published by the U.S.
Army Corps of Engineers.
Alternative Descriptions
Two specific categories of improvements require consideration as part of the rehabilitation of the
Haystack Channel, including nuisance water drains and sections of open channel. Specific
concerns related to each location are described above as part of the discussion of the Scope of
Work. The following discussion is related to possible methods of resolving the issues affecting
each location, including capacity, functionality, long-term maintenance, and erosion.
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Alamo Road
As described on the City's request for proposals, the project includes the area upstream of Alamo
Road that extends to Highway 74. ERSC's analysis of the area finds runoff generation to be
localized and flow velocities that are typically below 3.0 feet per second or non -erosive. Further,
the existing condition hydraulic model indicates the existing 30-inch (2 ea.) culverts at Alamo
Road have the capacity to safely convey localized flows under the roadway. Therefore, no
improvements are anticipated at this location.
Alamo Road to Heliotrope Drive
The channel reach between Alamo Road and Heliotrope Drive is characterized as grass lined.
Mature trees and other landscaping occupy the upslope areas. However, the flowline of the
channel is unobstructed. Storm drain inlets of varying diameter enter the channel on the north
and south sides downstream of Alamo Road, upstream and downstream of Chia Drive, and
upstream of Heliotrope Drive.
Each storm drain inlet includes a grated inlet near the end of the structure that is connected to an
"Infiltrator Equalizer 36 Chamber" serving as a nuisance water drain. The nuisance water drain
extends along the channel invert from Alamo Road to Heliotrope Drive and is constructed using
the infiltrator chambers and 12-inch square grated inlets spaced uniformly across the alignment.
See the record drawings for CIP-1196 for specific detail.
Field observations along the alignment of the nuisance water drain do not indicate the presence
of regularly spaced grated inlets. At certain locations, near storm drain outlets, open PVC pipes
have been observed near the ground surface. In each location, these open pipes are discharging
nuisance water to the surface. These observations lead to the conclusion that the nuisance water
drain has failed. Likely causes of failure are saturation of the subsurface soils and/or blinding of
the rock underlayment by organic matter.
Alternative No. 1— Remove and replace the existing nuisance water drain system as envisioned
on plans identified as the City of Palm Desert, Channel Improvements, Project No. 50OB-97
(CIP 1196). This system includes Infiltrator Equalizer 36 Chambers over rock coupled with
grated inlets spaced uniformly along the channel alignment. New drop inlets and connections to
the nuisance drain will be reconstructed at each storm drain inlet.
Alternative No.2 — Remove the existing nuisance water drain and replace the system with
underground infiltration chambers located at each of the four storm drain outlets. This proposal
includes reconstruction of existing drop inlets associated with each storm drain outlet and
connection of the new inlet to the proposed infiltration chambers. Each infiltration chamber will
include a manhole at each with grates .
Alternative No. 3 — Remove the existing nuisance water drain and replace the system with a
concrete invert from downstream of Alamo Road to upstream Heliotrope Drive. Replace the
existing nuisance water drain system with a concrete invert placed between the downstream side
of Alamo Road and the upstream side of Heliotrope. The baseline conditions hydraulic indicates
the sections within the grass lined reach are rather uniform and can be retrofit with a concrete
invert that will not disrupt regular landscape maintenance.
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Heliotrope Drive
The existing crossing at Heliotrope Drive includes four 48-inch reinforced concrete pipe (RCP)
culverts crossing the roadway from west to east. The culverts outlet onto a concrete apron that
discharges to a grass lined section. Immediately downstream of the concrete apron, a scour hole
has formed and extends approximately 70' downstream to the end of the grass lined section.
Downstream of this point of the channel is unlined.
The existing conditions hydraulic model indicates that the culverts crossing Heliotrope Drive
have the capacity to safely convey a 100-year rainfall event under the roadway.
Additional improvements are proposed roughly 70 feet downstream of Heliotrope Drive to
mitigate an expanding scour hole. A rock drop structure is proposed at this location to mitigate
further damage to the grass channel lining, as well as provide for the change in grade necessary
to maintain a stable bed slope downstream. These improvements will be incorporated into plans
for the mitigation of erosion in the channel reach extending downstream to Portola Avenue.
Heliotrope Drive to Portola Avenue
Downstream of Heliotrope Drive the Haystack Channel is unlined and takes on the appearance of
an unimproved channel. It is likely the channel, at one time, was graded to a prismatic section,
however, this cannot be verified from public record. Today, the channel shows evidence of past
erosion and the city's efforts to slow the erosion. Even though the channel is described as
unimproved, the alignment and section are consistent until a bend located approximately 500 feet
upstream of Portola Avenue. Downstream of this point, the channel becomes less prismatic
likely due to on -going sediment removal.
Field observations along this channel reach indicated braided, intermittent flow. Two storm drain
inlets have been identified that are associated with runoff from Haystack Road and drainage
areas lying south of Haystack Road. Plans for the widening of Haystack Road (CIP-1139) also
show a storm drain outlet just downstream of Heliotrope Drive. While the catch basin is visible
on the north side of the roadway, no outlet has been visually identified at this time.
Prior to developing the potential alternatives for upgrades to this reach of channel, ERSC has
engaged the staff at Terra Nova Planning and Research, Inc to discuss the current regulatory
environment related to the improvement of open channels. Given the outcome of this
conversation, the options are limited to soft -bottom construction. Therefore, the options will
include a series of soft -bottom channels with distinct types of slope protection as described
below.
Alternative No. 1 -- A soft bottom channel with rock slope protection design per Section C Open
Channels and Section F Miscellaneous, Levee Criteria of the Los Angeles County Flood Control
District Hydraulic Design Manual. Storm drain inlets located along the south side of the channel
will be upgraded with appropriate junction structures and/or headwalls.
Alternative No. 2 -- A soft bottom channel with Armor flex revetment systems. Channel design
and cut-off depth will be per Section C Open Channels and Section F Miscellaneous, Levee
Criteria of the Los Angeles County Flood Control District Hydraulic Design Manual. Storm
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drain inlets located along the south side of the channel will be upgraded with appropriate
junction structures and/or headwalls.
AlternatNe No. 3 -- A soft bottom channel with turf reinforced mats. Channel design will be per
Section C Open Channels of the Los Angeles County Flood Control District Hydraulic Design
Manual. Storm drain inlets located along the south side of the channel will be upgraded
appropriate junction structures and/or headwalls.
Each alternative described above will include a new apron upstream of the Portola Avenue
crossing, a drop structure downstream of Heliotrope Drive and invert erosion protection at storm
drain outlets. Further, existing SCE infrastructure (overhead power) downstream of Heliotrope
Drive, within the limits of scour hole to be mitigated by the proposed drop structure, are in
danger of collapsing and will be relocated as part of the channel rehabilitation project. Finally,
reconstruction of the channel reach between Heliotrope Drive and Portola Avenue will take into
account the existing vegetation and trees. Every effort will be made to preserve and reuse healthy
specimens taken from the limits of channel construction.
Alternative Analysis
Analysis of multiple alternatives is typically based on a set of criteria that are applied to each
alternative under consideration. As a result, a ranking of the alternatives can be established that
leads to the determination of the most applicable solution under the given criteria.
Rehabilitation of the Haystack Channel requires analysis of various issues at specific locations
along the channel alignment including conveyance of nuisance water, and erosion and
sedimentation. These categories apply to the Haystack Channel along the reach between Alamo
Road and Heliotrope Drive, and the channel reach between Heliotrope Drive and Portola
Avenue, respectively.
Criteria applied to the alternatives under consideration for rehabilitation of the Haystack Channel
are summarized below by channel reach.
Alamo Road to Heliotrope Drive
1. Ability to easily maintain nuisance water drain and channel.
2. Minimal disruption of aesthetics.
3. Useful life.
4. Constuctability.
Heliotrope Drive to Portola Avenue
1. Minimize erosion and sedimentation.
2. Minimal maintenance requirements.
3. Minimal concerns relative to regulatory compliance.
4. Ability to maintain aesthetics of the area.
These criteria will be applied to the alternatives under consideration to determine the appropriate
recommendation for each improvement category.
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Comparison
Alternative selection is typically based on common factors, such as those outlined above.
Previous sections of this document have focused on the many issues affecting the Haystack
Channel and possible resolution of these issues. Considering the alternatives presented for each
reach and the stated criteria, an evaluation matrix has been prepared for each channel reach to
complete the analysis of the various alternatives under consideration.
Within each matrix, the criteria established above are treated as a "yes" or "no" question. A
"yes" answer receives one point, while a "no" answer receives zero points. Points for each
alternative will be totaled and considered as part of the final recommendation.
Alamo Road to Heliotrope Drive
Criteria
Alt. No. 1
Alt. No. 2
Alt.
Ability to easily maintain nuisance water drain,
appurtenant facilities, and channel.
0
1
0
Minimal Disruption to aesthetics.
1
1
0
Useful life.
1
1
1
Constructability.
1
1
1
Total
3
4
2
Heliotrope Drive to Portola Avenue
Criteria
Alt. No. 1
I Alt. No. 2
1 Alt. No. 3
Minimize erosion and sedimentation.
1
1
1
Minimal maintenance requirements.
1
0
0
Minimal concerns relative to regulatory
compliance.
1
1
0
Ability to maintain aesthetics of the area.
1
0
0
Total
4
2
1
Analysis
Each alternative under consideration for improvement of the two reaches included in the
Haystack Channel Rehabilitation have been subjected to a set of decision criteria that has
resulted in the ranking of each project in each reach.
Comparison of the Alternatives to the stated criteria through the matrices presented above has
resulted in the following ranking.
Alamo Road to Heliotrope Drive
1. Alternative No. 2
2. Alternative No. 1
3. Alternative No. 3
Alternative No. 2 — Alternative No. 2 provides a closed system that terminates at an underground
infiltration chamber located near each storm drain outlet. A catch basin located in the apron of
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each storm drain outlet will convey nuisance water to the underground chambers via a short
reach of HDPE pipe. In general, the catch basins and piping can be maintained with readily
available equipment. While the underground chambers are slightly more difficult to maintain,
certain design elements can be introduced to the system that limit the introduction of debris and,
therefore, limit the overall maintenance requirements. The predominantly underground system
will not disrupt the aesthetic appearance of the channel, except during construction, and the
useful life (25-years) is comparable to the system being replaced. Finally, the project is
constructable using standard construction techniques and readily available equipment.
Alternative No. l — Alternative No 1 is direct replacement of the existing system constructed in
1997 as CIP-1196. With the exception of the catch basins and laterals, the system cannot be
maintained and will be subject to failure. Once constructed, the system will not disrupt the
aesthetics of the channel and the useful life (25-years) has been determined based on the life of
CIP-1196. Constructability is not a concern and can be accomplished through standard
construction techniques using readily available equipment.
Alternative No. 3 — Alternative No.3 is the simplest option considered for this channel reach.
Unfortunately, this Alternative while maintenance free itself, has the potential to disrupt the
overall maintenance of the channel and definitely impacts the aesthetics of the channel.
Alternative No. 3 does meet the useful life criteria and, while slightly more involved, is
constructable using standard construction techniques using readily available equipment.
Heliotrope Drive to Portola Avenue
1. Alternative No. 1
2. Alternative No. 2
3. Alternative No. 3
Alternative No. I — Alternative No. I involves the reconstruction of the channel side slopes and
the construction of rock slope protection with toe protection extended to the general scour depth.
This option will eliminate bank erosion and minimize overall maintenance by confining these
activities, if necessary, to the channel invert. The soft -bottom channel coupled with rock slope
protection works well within today's regulatory framework and is equally compatible with the
surrounding desert environment.
Tabulated results from the HEC-RAS model and the associated work map for Alternative No. 1
are available in Appendix B.
Alternative No. 2 — Alternative No. 2, Armor flex slope protection, will help minimize erosion
and sedimentation and also work within the regulatory framework similar to rock slope
protection. However, this material is typically buried after construction and therefore presents a
maintenance concern. In addition, if not properly maintained, this product takes on a very
institutional appearance and will not blend well with the surrounding enviromnent.
Alternative No. 3 — Alternative No. 3, reinforced turf mat slope protection, will help minimize
erosion sedimentation but is not compliant with any other selection criteria. It will not likely fit
within the regulatory framework as the materials may be considered non-native and will require
1861 W. Redlands Blvd., Redlands, CA 92373 Page 112
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access to the channel for regular maintenance. Finally, the appearance of the material will
disrupt the natural desert environment surrounding the project area.
Recommended Alternatives
Multiple alternatives have been developed for two distinct reaches of the Haystack Channel:
Alamo Road to Heliotrope Drive and Heliotrope Drive to Portola Avenue. In the upstream reach,
the primary concern is related to collecting and adequately mitigating nuisance water tributary to
the channel generated as a result of irrigation runoff from adjacent residential areas. In the
downstream reach, channel improvements are necessary to eliminate a scour hole directly
downstream of Heliotrope Drive, control and mitigate erosion and sedimentation along the entire
reach and provide upgraded storm drain connections along the south side of the channel.
"Three alternatives were developed for each reach being studied. As part of the Alternative
Analysis, each alternative, for each reach, was subject to comparison with the others through a
matrix analysis each yielding a score based on points assigned to various criteria. This
comparison has yielded to following recommendations.
✓ Alamo Road to Heliotrope Drive: Alternative No. 2.
✓ Heliotrope Drive to Portola Avenue: Alternative No. 1.
The subsequent analysis of each alternative provided discussion relative to the specific selection
criteria applied to the alternatives through the matrix analysis. Additional discussion is provided
below that focuses on specific concerns related to each alternative.
Alamo Road to Heliotrope Drive: A Technical Memorandum focused on Alternative
Development was issued to the city in draft form on November 11, 2022. At that time,
Alternative No. 2 included the removal of the existing nuisance water drain system and its
replacement with a new system constructed of 12-inch, HDPE pipe, regularly spaced inlets along
the drain line, and an outlet downstream of Heliotrope Drive.
After reviewing the description for Alternative No. 2, the city voiced concerns related to the
location of the outlet and the potential of long-term maintenance related to a continually wet
environment. To avoid the potential maintenance concerns, city staff recommended the use of
underground infiltration chambers as the terminus of the nuisance water drain.
On December 29, 2022, a draft of the Final Technical Memorandum was submitted to the city
for review. As a result of their review, city staff recommended a further refinement of
Alternative No. 2. The suggested revision splits the previously proposed underground chamber
near Heliotrope Drive and provides four similarly sized underground chambers at each storm
drain outlet within this reach of the channel.
The design of these facilities requires the development of design criteria that results in a
reasonable outcome. Potential design criteria for the proposed underground chambers were
discussed with city staff and the following options were identified.
1861 W. Redlands Blvd., Redlands, CA 92373 Page 113
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I. 2-year, 24-hour rainfall event over the watershed tributary to the culvert crossing at
Heliotrope Drive (Areas A, B ,and C)
2. 2-year, 24-hour rainfall event over the channel right-of-way between Highway 74 and
Heliotrope Drive.
3. The capacity of the existing equalizer chambers and rock bed per the plans for CIP-1196.
The required storage volumes associated with each criterion are 323,890 cubic feet, 10,349 cubic
feet and 7,000 cubic feet, respectively. Considering these design criteria, an underground
chamber system has been designed using the volume associated with the existing equalizer
chambers and rock bed (7,000 cubic feet). The resulting system requires the installation of 100
feet of 48-inch diameter underground stormwater chamber at each storm drain outlet. This design
is based on storing 100 percent of the storm volume, without consideration of infiltration. As the
project progresses, the chamber design will be finalized using an appropriate infiltration rate for
the area.
Heliotrope Drive to Portola Avenue: Sections of the Technical Memorandum dedicated to the
channel reach between Heliotrope Drive and Portola Avenue provided options for slope
protection in a soft -bottom channel. The options for slope protection included rock, armor flex,
and turf reinforced mat (TRM). Comments by city staff showed concern for aesthetics (Armor
Flex) and aesthetics and maintenance (TRM) related to Alternatives 2 and 3, respectively.
Given city staff's concerns with Alternatives 2 and 3, it would be reasonable to discount these
options in favor of Alternative No. 1. However, to a provide thorough analysis of the project
through the California Enviromnental Quality Act, Alternatives 2 and 3 were included in the
analysis and comparison sections of this memorandum.
30 percent complete plans are available in Appendix C - Preliminary Plans and Cost Estimate.
Preliminary Construction Cost: A preliminary estimate of the probable cost of construction for
the recommended Alternatives, Alternative No. 2 and Alternative No. 1, has been prepared and is
presented in Appendix C - Preliminary Plans and Cost Estimate. Overall construction cost for
Alternative No. 2, Alamo Road to Heliotrope Drive, and Alternative No. 1, Heliotrope Drive to
Portola Avenue, has been established as $3,189,385. It is important to note, this estimate
includes mobilization, labor, materials and equipment, contingencies, contract administration,
construction inspection and staking, and soils and materials testing.
1861 W. Redlands Blvd., Redlands, CA 92373 Page 114
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Appendix A
Hydrology Exhibit — Haystack Channel
1861 W. Redlands Blvd., Redlands, CA 92373 Page 115
T: (909) 890-1255 1 F: (909) 890-0995 1 erscinc.com
T. 'l r.. ; .. `, ♦.. �.. nJ,.1 .:n +�' ,�♦ y j. 1 �r,r{'!'! �5r ]•, •� 41' '�°j' Y ;!,AM
—
��Z: ter'_ ` I {�,1` • A ` G A STORM BRAiI`~4 •+,1R AREA D S�114..,.
ORAi11
§y 321.5 CF8 NORM STORM DRAIN - CLS 1
L•Iy AREA C4 STORM DM91 1�1 AFFA C STORM DRANS
' � 26.9' crs ai'_ r• s2 as crs ' �r• zzfi.z CFS ' — � �y1►
f^
IL
. •• r• - 7RD
NHAYST.• I'. ey• f souiNIMM
sioR5.' �ASJ`^•� 'p'r. :. ►.. ��—► r u ' .. F„' —"'`Ji ♦1, a or , •r �Iby. foci CFS
,w-. 1 J -1 d' .+/A !.� '.,DIY•' rl 5� . .. .a
•ir �, �•. :} I�z I t 1y r` yrr + r'•r y`— ,;..� �r ���y ;�5�1 `�` �' BOO I , , �',• �' F
CIA
4.,'1 �' �, er.�l ,I. 7'1
rl-
'l'IO '•P Ip� c¢ ¢ar. ,r..r t-;rl r7-�(1. i.�i "�-;� f r 'aPM
ETA �:• ,I� r'..' -11!�
71
AI 1 r / � •fit '
ro'y •(' -'• ..,1 ,� _' i Gj�. 'yam{ �'�,. ,� : ; w•:� sy; °}"•.• �.
_\ �_ r � ,•, ,��\ � E2 - Gig 1^• r : Y;� '� , � .fl ti :• , •
- 1 -"•� r�. I I • 1 � 1/r J n _JS it ` ,C I � i, i��[ •. �+ +�'. '.'t� •f�,
pORTo -A AVE I- } AREEfSE11ti DWU OI HA IACN) r u L •. • , �: `�'';
MESA VIEW DR.
{ r'` a 11� 1 EI I r t' �p I r -! E�� r •i'• •: � r�
.14
jL
i— 1 ir•
BI ,
DRAINAGE AREA A
DRAINAGE AREA 8
DRANAGE AREA c
CIATERCOURSE
r 1 jl�l
LEGEND
DRNNAGC AREA D _
DRAINA;E AREA E _
STORM DRAINS
SUB -AREA
ACRES
ELEVATION 100
HYDROLOGY DATA
AREA 0
(106 R)
A
321.5 CES
B
194.2 CFS
C
2811 CFS
D
104.6 CIS
E
6CG 8 CFs
NORTH SO
2696 CFS
SOUTH SO
4.5 CFS
AA IL61 1, C.
12
ttnalv,,• ta9Jb.J
`: On') 890-1355
(909) 690-0395
ven
1 "-300' 6nlinee'mg Resources of Southern CNffo'Nia
a
1
CITY OF PALM DESERT
HYDROLOGY EXHIBIT
HAYSTACK CHANNEL
Appendix B
HEGRAS Models
1861 W. Redlands Blvd., Redlands, CA 92373 Page 116
T: (909) 890-1255 1 F: (909) 890-0995 1 erscinc.com
HEC-RAS Plan: Default Scenario River: Haystack Channel Reach: HC Profile: Q100
Reach
River Ste
Profile
Q Total Min Ch El
W.S. Elev
Crit W.S.
E.G. Elev
E.G. Slope
Vel Chnl
Flow Area
.:Top Width
Froude Chl
� ) ift)
(ft)
(ft)
(ft)
(fuft)
(fus)
(s9 ft)
ift)
HC
1002
Q100
10.00' 510.231
510,64
510.64
510.76
0.014051
2.79,
3.59
14.371
0.98
HC
11001
0100
10.001 497.451
497.88
497.88
498.02
0.014444
2.96
3.37
12.57
1.01
HC
!1000
Q100
10.001 479.591
480.03
480.03
480.15
0,015134
2.77j
3.61
15.42
1.01
HC
999
Q100
10.001 473.761
475.13
474.251
475.14
0.000082
0.471
21,17
25.43
0.09
HC
998.56
Culvert]
HC
998
Q100
1moi 471.89
472.50
472.501
472.68
0.014303
3.411
2.93
8.29
1.01
HC
997
Q100
321.50i 465.35
467.88
467.881
468.68
0.008174
7.19
44.73
2Z96
1.00
IHC
996 --
0100
321.50 461.43
463.731
463.73'
464.40
0.008357
6.59
48.79
36.20
1.00
IHC
995 (
Q100
321.50 456.64
458.63
458.63,
459.31
0.008409
6.57
48.93
36.64
1.00
IHC
IHC
994 >Q100
321.50 453.61
455.49
455.49
456.15
0.008519
6.52
49.30
37.74
1.01
993
!woo
321.50 450.49
452.80
452.80
453.51
0.008226
6.72
47.85
34.01
1.00
'HC
992
'Q100
348,46 448.10
450.22
450.22
450.91
0.008220
6.67
52.28
37.68
1.00
HC
991 -
0100
348.46 445.53
447.58
44Z58
448.26
0.008168
6.65
52.44
37.78
0.99
HC
990
Q100
542,68 442.52
445.15
445.15
445.94
0.007803
7.13
76.14
47,81
1.00
HC
989 ':.
Q100
542.66 437.96
440.72
440.72
441.56
0.007727
7.34
73.91
43.94
1.00
HC
988 _..jQ100
542,66 432.95
435.74
435.74
436.61
0.007639
7.48
72.55
41.51
1.00
HC
987
IQ100
542.661 427.30
430.16
430.16
431.051
0.007694
7.57
71.72
40.50
1.00
HC
986
Q100
595.06 423.97
426.55
426.55
427.46,
0.007533
7.66
77.72
42.46
1.001
HC
985
1Q100
595.06 419.73
426.73
422.32
426.801
0.000161
2.02
294.34
64.70
0.17
HC
984.53
!
Culvert
HC
984
2100
595.06 41854
420.90
420.90
421.86!
0.007599
7.84
75.88'I
39.89
1.00,
HC
983 -.
Q100
595,06 417.74
420.18
420.18
421.051
0.007690
7.48
79.551
45.83,
1.001
HC
982
IQIOO
595.06 413.10
416.80
416.80
417.781
0.007600
7.93
75.051
38.28
1.001
HC
981
10100
595.06 410.92
414.89
414.89
416.01
j 0.014666
8.49
70.071
31.12
1.00!
HC
980 -
Q100
599.56 407.93
410.34
410.34
411.29
0.014819
7.81
76.75
j 40.42
1.00'1
HC
979
Q100
599.56 404.62
406.561
406.56
407.33
0.015728
7.02
85.40!
55.69
1.00''i
HC -
978 -
Q100
1 599.56 400.23
402.00
402.00
402.701
0.0161931
6.69
89.681
64.61.
100
HC
1977
Q100
599.56 395.06
396.83I
396.83
397.50
0,016583
6.54
91.72
69.76I
1.00
HC -
I976
Q100
599.56 388.97
390.701
390.70
391.33
0.0164351
6.39
93.891
73.43
100
HC _
975
Q100
599.56 382.301
384.00;
384.00
384.64
0.0165451
6.43
93.261
72.42
1.00
HC
974
Q100
599.56 375.19I
377.201
377.20
377.88
0.016529I
6.58
91.061
67.981
1.00
HC
973 ',
Q100 -
599.56 368.85!
370.871
370.87
371.66
0,0156201
7.10
84.47
53.88
1.00
HC -
972
Q100
599.56 359.50;
364.98
362.91
365.24
0.0017541
4.07
147.37
40.14
0,37'
HC
971
1100
825.76j 358.71,
362,72
362.72
364.22
0.013897
9.82
84.08
28.24'
1.00
HC _:
970
Q100
825.76 355.401
358.43
358.431
359.52
0.014110
8.39
98.43
44.79
1.00
HC -
969.5
Q100
825.M 352,381
355.20
355.201
356.20
0.014374
8.04
102.75
51.04
1.00
HC -
969
Q100
930.361 349A61
353.69
351.531
353.78
0.000869
2.421
385.77
157.32
0.26
HC
968.52
Culvert!
i
HEC-RAS Plan: Default Scenario River: Haystack Channel Reach: HC Profile: Q100 (Continued)
Reach
River Ste
Profile
Q Total
Min Ch El
W,S. Elev
Crit W.S.
E.G. Elev
E.G. Slope
Vel Chnl
Flow Area
Top Width
Froude # Chl
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(fus)
(sq ft)
(ft)
HC
1968
Q100
930.36
348.55
350.67
350.67
351.51
0.0153381
7.36
126.33
75.78i
1.011
HC
1967
Q100
930.36
343.84
347.191
347.11
348.151
0.012882
7.87
118.201
55.75
0.95
HC
966
Q100
930.36
341.09
344.81,
344.55
345.87
0.010218
829
112.271
40.24
0.87
HC -
965
IQ100
930.36
338.36
342.09'
342.09
343.511
0.013428
9.56
97.36 i
34A7
1.00,
HC
964
IQ100
930.36
335.83
338.38
338.38
339.291
0.014543
7.68
121.09!
65.42
1.001:
HC
963
IQI00
930.36
332.47
334.60
334.60
335.471
0.015024
7.46
124.77'
72.16
1.001
HC ,
962
Q100 -
930.36
328.56
330.61
330.61
331.46
0.015052
7.40
125.65
73.44
1.00i
HC
1961
Q100
930.36
324.47
326.53
326.53
327.42-
0.015173
7.54
123.421
70.10
1.00:
sffy�+F+r<p,
• r'. WSE=347.19' - WSE=334.60' 1
C WSE=350.67' a
� .2 j ' 7• I 1 i � . , f. , , ..' S ,' ., 1 _ I ! I I , ` } 1 ti I „ " • PROPERN LINE V=7.38 WSE=342.09' .
V� j ' + w'•"i 9' WSE 426.73' WSE=420.90' , _ 12
4f � `J 'l � • l • •_�� y i\ V=7.84 1 WSE=355.20' { ,
V 2.02
p ' aT - 4 4R• `e ,.A►�9 .a- ' _ . 1 '1y 1 I +'� n t WSE=420.18' WSE=362.72' WSE=353.89' _ -
WSE-475.13'
V=2.42
-
+WSE=487.88' V 6.72 - - WSE=370.8T
WSE 48003 `'� + + �►"
A - 1 V-7.19 r' WSE=45862' WSE=406.56' V=7.10 9 8' 965 �
V=277 _ ,WSE=440.72' WSE-384.00' 9 9 p
e ' �• f �.' a V=6.57 V E= 47.58" V=7.34 .. • V=7.02 V=8.43 �' 98
WSE-510.64' WSE=497.88
4 ) V 2 79 V 2.96 3
„.\ . • i 9 9 8 997
! r 1000 _ i 99 �. •.1993
1002
,_ 'b r' .992, .-990 - 986 r WSE=344.81, ,. �; V=7.4o
_ ..e•Ar 3a� a ,sJ ,rvt :r+s7 ,:• 998.56 ? 8 980 978r,5d DJS 976 11974) V-8.29
^• �,
t 1 ' 996 994 r t �' 986 ' -� ' i'
1' Mill WSE-338.38'
�._..... - ` 3 96((.52
WSE-463.73 +
WSE=455.49' WSE=44515 WSE 42655' ,•�
J - `t ,: d V-6.58 , ` ^ l ♦ WSE 410.34' WSE=39070
+ V=6.52 [ V=713a V 7661r V 639 • WSE-364.98' 7 I +
kh t k"",,'y :.V\1r, !: I,i=� .Y S l_ l+l• - st V-4.07 WSE-358.43
1 WSE-45022 , 4 WSE 416.80 )�
,• a.. -IJB 1 WSE 43574 WSE-402.00' WSE 377.20' - ', V-8.39 !
' 7A• F• m - V 6 67 V 7 48 • V=7.93 V=6.68 V=6.58
7�." t,'::i�• �.� ;' y f �, OVA 1 t EI a° { ).
All
vy
f 1 I r '� ` r o . r„/ � � �• •_ f' 1. ,.� .
.�,�,
By. 1. �.' + M1'+. - I. �t. ��'�.ti 1-i�r. F� 41,. ♦, 1. A { i� J„9yA \ ( �``l�e � F .Y% � 1�. lip °��p�-
-4' •. + , I' \. 6.{{ (1- A s 11i.. �.r , '-TQ I a i♦ • �,.. *l ,t `'�` w )r ,p{yY>r
J .,I, ,. �';:+ ��`, ' , L 1 '� �''"" I ' 4 1? I'.� .,. f'J^ I cLL ) T• • i i 1.' up"' i.,; Y-
yr It,
�` ' e � i � � "''�...i.l^ ' Il � � , } 1 . 41�,`"': •i p �'f' Iv ,:i $$ ., 1 ;�• • l•� : i ! ±v� r+Y � �� 1 �y,* ` _
m, 11 �]{' y I 4 '1 2 1 i. 1 F�'? • ,t +.;J., t 4' • ` _ : • �.� •'.1F8
•ir i,� t � 1 ' � ; �. �2 /?L, 4 t�1't•I �.' f'��i� - ?. f~ �1,, 2 � I 7 i�1' �I � It' + /'.? i � �� �i Iv �i• �� \ �I '�� .�al�' � fF
ANALYSIS RESULTS
STA
0103(CFS)
ME
VELOCl2Y
TOPOFIV M
IW2
10
610b1
2,7p
510.73
1W1
10
49TM
zw
497.95
VW
10
483.W
2.n
410.m
999
ID
475.43
0A7
476.70
m
ID
4N!m
34I
47429
997
321M
a?"
7.19
472.W
939
mtm
46173
BW
46aW
9W
321m
45BA3
BA7
459A4
991
321.50
455A9
6,52
4WA2
W3
321.50
452m
4.72
45634
ANALYSIS RESULTS
STA
O1W(CFS)
WSE
V610CRY
TOPMBM (
992
31 46
45032
B.Bi
451M
W,
m6A6
447M
B.W
44567
690
512.W
M5.15
7.13
415.m
9m
WLW
"012
7.14
MIm
9m
642.66
4M74
7.45
43230
m7
W2.W
4m.I8
7.57
02.66
9W
BMW
416M
im
42B.61
6W
69506
428.73
z02
427M
W4
5MW
4m.W
7m
424m
W3
BMW
4m.16
7,48
423M
ANALYSIS RESULTS
STA
OIW(CFS)
WSE
VELD
TOPDFBA2W
W2
BMW
4%W
7A3
420.55
Wt
BMW
414.59
8,19
419.97
950
599.55
410.94
7.81
117m
979
599.55
06.m
7.02
411.0
we
SW.W
402.W
AM
4WW
977
599.66
3W83
am
09,82
978
699.65
39D70
039
39IM
975
SAW
Mm
6.43
337.W
974
599.55
377"
0.W
MIA8
W3
B99m
3NUM
7.10
375.42
ANALYSIS RESULTS
STA
OIW(CFS)
WE
VELD
TOPOFONM
972
BMW
3M.W
4.07
M..W
WI
Ba.76
m312
9A2
SWM
970
am"
3M43
an
3W.74
W9.6
Balm
355Y0
B.01
3W56
W9
Bm.m
MG9
2.42
m1.32
9W
Bala
350.67
7M
351.W
07
"A9
347.19
7.87
WA9
W6
9mm
3MAI
6A
U528
965
9m.m
M2.0
9.66
M6.W
W4
0]O.m
3Mm
7.0
MILES
ANALYSIS RESULTS
WA
O1W(CFS)
WINE
VELOCITY
TW OFBNW
BID
03 m
3M W
7.0
33)SS
952
9mm
330A1
7m
32Sm
WI
9mA8
320.53
7.54
=a
AAA I W+ W 9Mmfs 6AE. 4N3 m
C � � � Ra.Lnef. Ca 923A
r (9D9) em-12ss
P (9D3) 490-G995
Engineering Resources al Southern California
LEGEND
1000
STAM4 NUMBER
CR05s SECIBON
e e
BANK STATIONS
POWER POLE
f�
WATERCOURSE
-
ROOD EnEMS
CITY OF PALM DESERT
BASELINE CONDITION
HAYSTACK CHANNEL
pv y ow"tv--- -
t sir,^ ` ' 68 / f
M.4 crA- .�` - -- 31
I 1
v a 9 4 • ]: .q - • ,fin r 1 •.
T r , .' y _ , , _ . WSE=V=7.36 1
sit ' IF r tti t ti •', PROPERTY LINE V=7.36 WSE-342.09'
P_ � 1 I 1
WSE=425.05' WSE=420.90'
' • m�S V=7.84 r WSE=355.20'
•' , -, _ 1 �`r. i {' WSE=420.18'
WSE=382.72' WSE=353.69'
WSE=475.13' ' i !!- o' V=7A8 V=9.82 V=2.42
WSE=472.5V , q . • r -f r. _ 1 ,p • . .
1 ,, V-0.47 V=3.41 * o 96
• WSE-430.16' WSE=414.89' WSE=396.83'
WSE=452.80' N +
' 1V=7.57 _ V=8.49 V=6.54
WSE=467.88 b I V-6.72 _Au"I. WSE=370.8T
WSE 480.03' E +.
V=7.19 WSE=45862' '•WSE=406.56' V-7.10 965
V=2.77 - WSE-440.72' WSE-384.00 9 9 9 6 �•13 -
.li-.WSE=447.58' 1 , • V=7.02 , • ., ��''''''�j�.�
".. f.. •'.. _r , V=6.57 �' V 6.65 V=7.34 7. V=6.43 1 „''yL
A S WSE-510.84
♦ .�- V=2.79 V 2.96 119 9 9 8 �- 1--' 1 ~ 'I -f •'•! I I' •r t11 4 3 8 • �tr '/� o.
' 97 r 99 31 , T , � , 991 .. .. - 989 , '.98 ... r 979 9�7 I ' 975 � 973 9 +', ° V 0 1 �.' 964 � 967 P
f' 1002 - • �_ ' 1001 ta, ,; -� -_ >> 1' -- - _ -- - "a'
_ ! - Ha stack harm I HC - - 7 WSE-330.61'
,�; ., .- _ __ ..r➢il D S DJ
1 4 t r 1 .•...�_.'�': 9',.'r '.{i, '�a,��.. pA`!L]f11;_i'( [L..�Yi . ~1v• 'r.; 1 Yt '�' q 1 0'qqW %'.1 va� '1N-..-'3++_"f, 9!7•9-6,V �W-t-6''S' .5E2-45�22 -,.r9(.� 1 I ♦• sI•.. :. `I4,1i/2�.dr :i 'V-� .p n.�tt('s 9« 86i i> . I . 1 1V . 66"9.. 1'W'S1�E o=39070- is��r =,1 6` .58 ,Y,y.?' \�. + .,W,S�E,=-> •3V6�-
44.r.9087' • W'�S- E 358.c�43'- ' ' r•v1� t
�K•r'�^i-^T41�115♦
f
��,��1r!�•9 f . •. y{�i•,,.• ' !a.
' ..
=7.40
V=8.2WSE
99994 972 14 ssWSE=iL
WSE=463.73WSE 655rV768WSE=455.49WSE-44515
V-6.59 V 713 V 766 6.39 14
1V
4 WSE=416.60WSE WSE-377.V0667 V-7.93 7
i'�"/`j9 u' j." �. M Vr 1 ] .��' \ i. t ` oc,� r � ,,, ,�t� •� •1
r
1.. •Y n •♦ �' � � � I a,.rfi fl Y i .. dP�.%. � .Z , j`, 4• i. A \ Y.,I � �j r r��� I.E..
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A 1• 1 _Y 't T f
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r' 1 -,iT 1 ]. :'.. of Sl' II, • . j ♦ • I 'I Ji}I- '�� •,I4,
ANALYSIS RESULTS
STA
OIW(CFS)
ME
VELOCITY
TOPOFBNM
1002
10
61068
2)9
510.73
1001
10
497A8
296
AW65
1000
10
40.O
2.77
43039
an
10
47513
OAT
47610
an
10
422W
TAT
414"
W7
321.60
ARM
7.19
472.02
an
az1.W
403.n
am
A65.W
996
33160
4W 6]
657
45964
SAM
331.W
155A9
am
456M
W3
321.W
A53W
672
45424
ANALYSIS RESULTS
STA
OI00(CF8)
ME
VE 0CITY
TOPOFBN1(
BYL
344A8
4"
66,
651.88
991
348,18
"T."
8.65
4,1657
990
S42.0
445.15
7.13
"a"
9W
612.W
44012
7.34
441.33
B88
69266
435.74
]M
07"
907
59266
43116
TAT
43228
m
W5,06
42655
TOO
42661
985
mm
42505
3A5
427M
Mat
Raw
Ann
761
424M
9W
695.06
420.18
]AIT
133.01
ANALYSIS RESULTS
STA
OIW (CFS)
ME
VELOCITY
TOPOFBAM(
B02
59568
ATOM
7.0
420.%
WI
595.06
414.89
649
419.97
960
599.55
ATOM
7.61
417M
979
Mom
40636
7.02
411.66
9]a
Mao
AO].00
ON
40SM
9]]
599W
396M
664
MR
W6
an"
390.70
6W
393"0
97
SWW
381.W
AIR
387.04
974
59954
31120
668
381.16
973
SW36
3]OA]
7.10
3TSA2
ANALYSIS RESULTS
IRA
O100(CFS)
ME
VELOCITY
TWOFBNM
972
59355
364.98
AN
36904
971
Ran
36212
9.02
was
970
MS.NI
359.43
639
360.74
969s
625.76
35520
0a
MOM
069
93038
353A9
2.42
351,12
960
soon
MAT
Tw
wim
W7
mw
341.19
TIM
350A9
9W
93020
WAI
an
man
WE
9W26
342.09
60
NBAB
SAM
Rom
mm
T.6a
34216
ANALYSIS RESULTS
STA
O1W(CFS)
ME
VELOCRY
TCPOFBNM
963
930.36
"Too
TAG
"Too
OR
mm
MET
7.40
mm
OR
Soon
MR
Tat
ISM
LEGEND
1000 STAG M NUMBER
CROSS SEC➢ON
• • BANK STATIONS
.. POWER MLE
WATERCOURSE
- 11000 EXTENTS
[ITV AF PALM 1'fF4FRT
AAA ate;"Te°s;,,•,.E'+'a ALTERNATIVE DEVELOPMENT
0oo) 095 HAYSTACK CHANNEL
Engineering Resources of Southern Wiforni0
HEC-RAS Plan: Default Scenario River: Haystack Channel Reach HC Prnfile of nn
Reach
River Ste
Profile
Q Total
Min Ch El
W.S. Elev
Crit W.S.
E.G. Elev
E.G. Slope
Vel Chnl
Flow Area
Top Width
! Froude # Chl
(cfs)
(ft)
(ft)
(ft)
(it)
(ft/ft)
(fus)
(s9 ft)
(ft)
HC
1002
6100
10.00
510.23
510.64
510.64
510.76,
0.014051
2.791
3.59
14.37
0.98
HC
100Y
Q100
10.00
497.45
497.88
497.88
498.02
0.014444
2.96,
3.37
12.57i
1.01
HC
1000
Q100
10.00
479.59
480.03
480.03
480.15
0.015134
2.77
3.61
15.421
1.01
HC
999
0100
10.00
473.76
475.13
474.25
475.14
0,000082,
0471
21.17
25.431
0.09
HC
998.56
Culvert
j
HC
998
Q100
10.00
471.89
472.50
472.50
472.68
0.014303
3.41;
2.93
8.29
1.01
HC
997
Q100
321.50
465.35
467.88
467.88
468.68
0.008174
7.19
44.73
27.96
1.00
HC
996
0100
321.50
461.43
463.73
463.73
464.40
0,008357
6.59
48.79
36.20'.
1.00
HC
995
0100
321.50
456.64
458.63
458.63
459.31
0.008409
6.57
48.93
36.641
1.00
HC
994
Q100
321.50
453.61
455.49
455.49
456.15
0.008519
6.52
49.30
37.74I
1.01
HC
993
Q100
321.50
450.49
452.80
452.80
453.51
0.008226
6.72
47.85
34.01
1.00
HC
992
Q100
348.46
448.10
450.22
450.22
450,91
0,008220
6.67
52.28
37.68
1.00
HC
991
Q100
348.46
445.53
447.58
447.58
448.26
0.008168
6.65
52.44
37.78
0.99
HC
990
Q100
642.66
442.52
445.15
445.15
445.94
0.007803
7.13
76.14
47.81
1.00
HC
989
Q100
542.66
437.96
440.72
440.72
441.56
0.007727
7.34
73.91
43.94,
1.00
HC
988
Q100
542.66
432.95
435.74
435.74
436.61
0.007639
7.48
72.55
41.51
1.00
HC
987
Q100
542.66
427.30
430.16
430.16
431.05
0.007694
7.57
71.72
40.50
1.00
HC
986
0100
595.06
423.97
426.55
426.55
427.46
0.007533
7.66I
77.72
42.461
1.00
HC
985
0100
595.06
419.73
425.05
422.32
425.19
0,000487
3.05
195.361
53.23'i
0.28
HC
984.53
Culvert
HC
984
Q100
595.06
418.54
420.90
420.90
421.86
0.007599
7.84
75.88
39.89
1.00
FiC
983
Q100
595.06
417.74
420.18
420.18
421.05
0.007690
7.48
79.55
45.83
1.00
!HC
982
Q100
595.06
413.10
416.80
416.80
417.78
0.007600
7.93
75.05
38.28
1.00
HC
981
IQ100
595.06
410.92
414. 16
414.89
416.01
0.014666
8.49
70.07
31.12
1.00
i HC
980
0100
599.56
407.93
410.341
410.34
411.29
0.014819
7.81
76.75
40.42
1.00
:HC
979
10100
599.56
404.62
406.561
406.56
407.33
0,015728
7.02
85.40
55.69
1.00
,HC
978
Q100
599.56
400.23
402.00,
402.00
402.70
0.016193
6.69
89.68
64.61
1.00
'.. HC
977
iQ100
599.56
395.06,
396.83j
396.83
397.50
0.016583
6.541
91.721
69.76
1.00
I,HC
976
Q100
599.56
388.97
390.701
390.70
391.33
0.016435
6.39
93.89
73.43
1.00
HC
975
Q100
599.56
382.30.
384.00
384.00
384.64
0.016545
6.43
93.26
72.42
1.00
'HC
974
Q100
599.56
375.191
377.201
377.20
377.88
0.016529
6.58
91.061
67.98
1.00
HC
973
IQ100
599.56
368.851
370.87!
370.87
371.66
0.015620
7.10
84.47!
53.88
1.00
HC
972
Q100
599.56
359.50
364.98
362.91
365.24
0.001754
4.07
147,37.
40.14
0.37
HC
971
Q100
1 825.76
358.71
362.72
362.721
364.22
0.013897
9.82
84.08
28.24
1.00'..
HC
970
Q100
1 825.76
355.40I
358.43
358.43
359.52
0.014110
8.39
98.43i,
44.79
1.00''
HC
969.5
Q100
825.76
352.38
355.20
355.20I
356.20!
0.014374I
8.04
102.75',
51.04
1.00'
HC
959
Q100
930.36'
349.16
353.69
351.53'�1
353.78
0.000869
2.42
385.77
157.32
0.26.
HC
968.52
Culvert;
Appendix C
Preliminary Plans and Cost Estimate
1861 W. Redlands Blvd., Redlands, CA 92373 Page 117
T: (909) 890-1255 1 F: (909) 890-0995 1 erscinc.com
City of Palm Desert -- Haystack Channel Rehabilitation — Preliminary Construction Cost
Item
Description
Unit
Quantity
Unit Price
Line Total
1
Mobilization (2.5%of Total)
LS
1
$62,000
Alamo Rd. to Heliotrope Drive —Alternative No.2
2
Remove and Dispose of Improvements per CIP 1196
LS
1
$75,000
$75,000
3
Furnish and Install 12-inch HDPE Pipe
LF
200
$100
$20,000
4
Remove/Replace Catch Basin at Storm Drain Outlet (Basin, Piping & Conc.)
EA
4
$10,000
$40,000
5
Furnish and Install Contech Underground Chamber System
EA
4
$100,000
$400,000
6
Remove/Replace Landscape and Irrigation
SF
18,000
$7.50
$135,000
Subtotal
$670,000
Heliotrope Drive to Portola Avenue —Alternative No. 1
7
Clear and Grub
LS
1
$30,000
$30,000
8
Earthwork — Excavation and Backfill
CY
19,240
$25.00
$481,025
9
Construct Rock Slope Protection
CY
12,400
$80.00
$992,000
10
Construct Drop Structure (1/4-ton stone)
CY
200
$80.00
$16,000
11
Construct Junction Structure no. 6 per RCFC&WD Std. JS231
EA
3
$10,000
$30,000
12
Construct Access Road (north side only) per RCFC&WCD Std. CH323
LF
2,726
$50.00
$163,000
13
Underground Existing Overhead Electric
LS
1
$100,000
$100,000
Subtotal
$1,812,025
Total
$2,482,025
Project Contingencies (15% of Total)
$372,300
Contract Administration (1% of Total)
$24,820
Construction Inspection (5% of Total)
$124,100
Construction Staking (3% of Total)
$74,500
Soils Testing (1% of Total)
$24,820
Material Testing (1% of Total)
$24,820
Total — Construction, Contingencies, & Project Administration
$3,189,385
Revised 01.08.2023
AL
A
M
O
D
R
CALLIANDRA ST
HAYSTACK RD
CALLIANDRA ST
HAYSTACK RD
MA
T
C
H
L
I
N
E
SE
E
P
A
G
E
3
MA
T
C
H
L
I
N
E
SE
E
B
E
L
O
W
MA
T
C
H
L
I
N
E
SE
E
A
B
O
V
E
CONSTRUCTION NOTES
N
HYDROLOGY DATA
CALLIANDRA ST
HAYSTACK RD
CALLIANDRA ST
HAYSTACK RD
MA
T
C
H
L
I
N
E
SE
E
P
A
G
E
4
MA
T
C
H
L
I
N
E
SE
E
B
E
L
O
W
MA
T
C
H
L
I
N
E
SE
E
A
B
O
V
E
MA
T
C
H
L
I
N
E
SE
E
P
A
G
E
2
CONSTRUCTION NOTES
N
CALLIANDRA ST
HAYSTACK RD
HE
L
I
O
T
R
O
P
E
D
R
MA
T
C
H
L
I
N
E
SE
E
B
E
L
O
W
MA
T
C
H
L
I
N
E
SE
E
P
A
G
E
3
MA
T
C
H
L
I
N
E
SE
E
A
B
O
V
E
N
MA
T
C
H
L
I
N
E
SE
E
P
A
G
E
5
HAYSTACK RD
CONSTRUCTION NOTES
MA
T
C
H
L
I
N
E
SE
E
P
A
G
E
6
MA
T
C
H
L
I
N
E
SE
E
B
E
L
O
W
MA
T
C
H
L
I
N
E
SE
E
A
B
O
V
E
MA
T
C
H
L
I
N
E
SE
E
P
A
G
E
4
HAYSTACK RD
HAYSTACK RD
CONSTRUCTION NOTES
N
MA
T
C
H
L
I
N
E
SE
E
B
E
L
O
W
MA
T
C
H
L
I
N
E
SE
E
P
A
G
E
5
MA
T
C
H
L
I
N
E
SE
E
A
B
O
V
E
MA
T
C
H
L
I
N
E
SE
E
A
B
O
V
E
ACCESS ROAD
MATCH LINE
SEE PAGE 7
HAYSTACK RD
PO
R
T
O
L
A
A
V
E
CONSTRUCTION NOTES
N
PO
R
T
O
L
A
A
V
E
CONSTRUCTION NOTES
ACCESS ROAD
MATCH LINE
SEE PAGE 6
N
TYPICAL CROSS SECTION B-B
STATION 33+50-30+00
N.T.S.
TYPICAL CROSS SECTION C-C
STATION 30+00-21+00
N.T.S.
TYPICAL CROSS SECTION D-D
STATION 21+00-13+50
N.T.S.
TYPICAL CROSS SECTION E-E
STATION013+50-13+00
N.T.S.
TYPICAL CROSS SECTION F-F
STATION 13+00-11+50
N.T.S.
TYPICAL CROSS SECTION A-A
STATION 36+00-33+50
N.T.S.
TYPICAL CROSS SECTION D-D
(CURVED REACH)
STATION 15+00-14+00 ONLY
N.T.S.
TYPICAL CROSS SECTION G-G
STATION 11+50-10+00
N.T.S.