2011-05 Dune Palms Bridge - Resident Engineers File, Roadway Information
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Memorandum
To: Bryan McKinney, City of La Quinta
Construction Management Staff
Nick Nickerson, NAI Consulting
From: Brad Donais, Heptagon Seven Consulting
Date: 11/13/2020
Re: DRAFT - Dune Palms Road Bridge; Fed Pr. #BRNBIL(537), City Proj. #2011-05,
Resident Engineers File, Roadway Information
The following contains specific project information and shall be made part of the Resident Engineer’s file
along with the plans and bid document for the Dune Palms Road Bridge Improvement Project, Fed Proj.
#BRNBIL(537), City Proj. #2011-05. This memo contains information on the following topics:
• Project Limits
• Survey Information
• Right of Way
• Mobile Home Park
• Utility Information
• Regulatory Permits
• Environmental Issues
• Encroachment Permit
• Opinion of Probable Costs
• Funding Sources
• Site Access and Staging
• Miscellaneous Items
In addition, the following items associated with the bridge design and channel analysis are attached:
• Foundation Report, dated 01/04/2021 (Appendix N)
• Reinforcement Hand Calculations (Appendix O)
• Spreadsheet of Reinforcement Calculations (Appendix P)
• Channel Hydrology and Hydraulic Study, dated 09/27/2020 (Appendix Q)
• Bridge Design Calculations (Appendix R)
• 4-Scale Deck Contours (Appendix S)
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PROJECT LIMITS:
This project has two project limits; 1) the Federal Participating, Street Sta. 15+75 to 27+00 and 2) Non-
Federal Participating, Street Sta. 11+00 to 15+75 and 27+00 to 36+00. In addition, the section of the CV
Link trail construction along the southern channel bank (trail section only) will be considered Non-
Participating.
SURVEY INFORMATION:
The Benchmark used for the vertical control of the project is as follows:
Benchmark Name: NGS AS9136; Datum: NAVD88; Elevation: 81.620’
Description: Survey Disk Stamped “931+48.33”, set in top of concrete monument in the median at
the intersection of La Quinta Center Drive and Highway 111.
The Basis of Bearing is a follows:
The Bearing is based on the line between Stations “TMAP” and “PSAP” (positions per National
Geodetic Survey, NAD83, EPOCH 2009.00) as shown on the National Geodetic Survey published
data sheets, being North 57ο23’28.38” West.
Control Points utilized for this project can be found in Appendix A.
RIGHT OF WAY:
For this project, right of way was acquired predominately along the east side of Dune Palms, except for the
slope easement at the southwest corner of the bridge. Because of regulatory complications, and the
environmental permitting process associated with obtaining access school property, no TCE’s were obtained
from the High School. Therefore, construction activities shall avoid all encroachments into the high
school property. The street right of way width varies, but in general north of the channel the overall width
is 98 feet and south of the channel the overall width is 94 feet. Note: The centerline of the street is NOT in
the middle of the right of way, due to the built out condition along the west side of the street and additional
widening pushed to the east side of the street to accommodate the City’s street section. Additionally, the
center of the bridge is offset from the street centerline by 3.83 feet to the east.
The project acquired right of way from three property owners located at the northeast, southwest and
southeast corners of the bridge. Since CVWD is the underlaying owner of the Coachella Valley Storm
Water Channel area, the City obtained a construction encroachment from the District for work within the
channel (see Agreements section herein). The City does have prior or senior rights for the existing street
corridor within the southern 100 feet of the channel.
See Appendix B for an exhibit noting the following property locations and geometry of the right of way
limits, also depicted within the project improvement plans.
• Northeast, Mobile Home Park: The City has both a permanent street easement (right of way) along
with a variable width temporary construction easement (TCE) on this property. The owner of the
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property is the Housing Authority of the City of La Quinta. See the following section, Mobile Home
Park, for additional information on the site.
• Southwest, J Paul Building: The City has a TCE from the existing right of way to the edge of the
existing parking lot. The owner of the property is James and Sharon Paul.
• Southeast, Vacant Commercial Property: The City has a permanent street easement, a variable width
slope easement and a variable width TCE. The owner of this property is DWGC1, LLC.
MOBILE HOME PARK: As noted above, the Housing Authority of the City of La Quinta is the owner of the
mobile home park. The park manager is Michael Moss, 760-391-2841. Michael has a working knowledge
of the general location of utilities and site features. The single-family home located at the southwest corner
of the park site is also part of the park and served as the managers unit. Water, sewer, natural gas and
electrical services within the park are considered private facilities. The following notes all impacts to the site
utilities and required coordination efforts.
Domestic water services are located at street station 27+10 right, and consist of three water services, meters
and backflows, which behind the backflow preventors, are combined into one main line. Per the plans, these
meters will be impacted by the widening, and thus will need to be relocated to behind the new curb. CVWD
will extend and relocate the water meters, and the project Contractor will need to place a new manifold
behind the relocated backflows and connect to both the existing and relocated water services. This water
relocation work will require coordination with the park as these lines provide water for the full park site.
IID overhead electrical service lines feed two trans closure units which then provide electrical service to each
of the units including the single-family house and amenities within the park site. Coordination with both IID
as well as the park will be required during all cut overs and planned outages.
Per the project plans, the Project Contractor will need to remove and properly dispose of two mobile home
units and the single-family home. See Appendix K for copies of the Asbestos and Lead reports for all three
structures. In addition to the structure removal, the Project Contractor will be responsible for disconnecting
the water, sewer and electrical services from the structures and removing the service lines to within two (2)
feet of the asphalt interior street or lot line whichever is applicable. The City has already worked with the
Gas Company on removal of the gas meter and service line from the lot.
Located within the driveway of the single-family house is a storm drain grate, which is the outlet location for
a local storm drain system. Along the channel edge of the park, there are two catch basins with sump pumps
that direct water into a pipe along the fence line to a catch basin located in the cul-de-sac located to the east
of the house. From the cul-de-sac catch basin, storm runoff gravity flows behind the house to the noted
outlet in the driveway. The electrical service for the two sump pumps is connected house’s electrical panel.
The Project Contractor shall intercept the storm drainpipe and connect it to the street catch basin at Station
24+78. In addition, the Project Contractor shall intercept the electrical run and connect the sump pumps to
the vacant meter pedestal located immediately to the east of the house.
UTILITY INFORMATION: Within the project corridor, the following is a description of the existing utilities,
their general location and primary utility contact, along with a description of both the Project Contractor and
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utility required relocation activities, required notifications and anticipated utility preformed relocation
timelines. At the start of bidding, the final relocation letters shall be sent out to each impacted utility, noting
the anticipated timing of start of construction and timing of each required utility relocation activities. Special
attention should be paid to the northwest corner of the bridge and the concentration of existing utility and
storm drain lines within the area along with the required relocations and installation of the retaining wall. As
noted above under the Right of Way section, no TCE’s were obtained from the High School property,
therefore, construction activities shall avoid all encroachments into the high school property. It should
also be noted that some of these utilities cross one-another and that a retaining wall footing will be built
above the existing and relocated facilities. It is important for the Project Contractor to consider the access to
build the proposed improvements and the staging for construction because of the limited access.
Imperial Irrigation District (IID), electrical distribution: IID has both overhead (full east side) and
underground (northwest [vacant conduit immediately north of the channel], northeast [active system which
project will connect with at the north roadway reconstruction limits], southwest [active system which the
Project will connect to with a new conduit line from the north] and southeast [active system at the
intersection of Highway 111]). Contact: Carlos Puente, 760.398.5837.
Due to the limitations within the IID overhead system and anticipated timing of construction, IID will require
an interim electrical shoo fly while the western half of the bridge is constructed. Prior to the cutover for the
shoo fly, IID will require placement of one (1) six-inch conduit from the existing pole at station ~27+00 to
the proposed shoo fly pole per the IID plan. Before the completion of the western bridge, the Project
Contractor shall coordinate with IID to place electrical cable within the conduit placed per the project plans.
Once the new underground electrical circuit has been energized, IID will proceed with removal of the shoo
fly overhead lines and poles.
The relocation of the IID overhead lines into an underground conduit system, will be accomplished through a
partnership with the City. IID crews will be responsible for the placement of the shoo fly, all electrical
cabling, cut overs and energizing of the relocated system. Additionally, IID is responsible for the removal of
all overhead facilities including shoo fly, when appropriate. This noted electrical system relocation work is
not eligible for Federal funding reimbursement, therefore local funds will be used for this relocation through
the project. See Appendix C for the City / IID agreement on the undergrounding relocations.
Frontier Communications, communications: Frontier has vacant underground facilities including two
manhole vaults along the west side of Dune Palms for the full length of the project. Contact: Larry Moore,
760.864.1580.
Frontier will adjust their existing manhole/vault located at Sta. 17+06, and place conduit from said manhole
and connect to the bridge conduit immediately south of the bridge. The manhole on the north side of the
channel at Sta. 24+75 will be removed by the Project Contractor. The Project Contactor shall coordinate with
Frontier for scheduling of their manhole lowering and raise to grade. Frontier does not have any plans for
their proposed relocation activities.
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Spectrum, communications & cable TV: Spectrum has active facilities along the east side of Dune Palms
ending north of the channel bank and at the southwest corner of the project, which is outside of the
construction limits. Contact: Roman Hernandez, 760.904.5448.
Spectrum will relocate their system into the new parkway area along the east side of Dune Palms north of the
channel. Spectrum will place their conduit into the trench provided for the IID undergrounding work and
will connect to the bridge conduit with a pull box immediately north of the bridge abutment, per the plans.
The Project Contactor shall coordinate with Spectrum on the placement of their conduit in the joint utility
trench. Spectrum does not have any plans for their proposed relocation activities.
Gas Company, natural gas line: The Gas Company has an active main along the eastern half of the existing
pavement section coming from the north, ending at approximately Sta. 24+75.00. In addition, the Gas
Company has facilities located in the southwest corner of the project, which are outside of the construction
limits. Contact: Sal Gutierrez, 909.335.7985.
The gas main is active within the project limits; however, the project will not impact the facility.
Furthermore, the Gas Company will not be extending or providing any improvements associated with the
project.
CVWD, domestic water: CVWD has an existing 18” DIP watermain along the full length of the project.
The location in the roadway is east of the street centerline and switches to the west of the street center within
the channel. Contact: Tyler Hull, 760.398.2651.
The relocation on the CVWD domestic water system are noted in the plans, with the Project Contractor
providing all the relocation and adjustment activities, except for those items listed under the Alternate Bid
items in the Bid Schedule. Due to the conflicts with the bridge abutment, this relocation will need to be
completed as one of the first activities prior to the start of the bypass road and north abutment construction
activities. The City has an agreement with CVWD for the relocations, see Appendix D.
CVWD, sanitary sewer: CVWD has three existing sewer mains within the project limits, two north and one
south of the channel. The southern main has a manhole at the intersection of Dune Palms and the channel,
with the southern branch consisting of an 8” VCP and 12” VCP for the eastern branch. North of the channel
and west of Dune Palms, there are two sewer mains heading eastward, a 12” and 18” VCP main, with both
lines located north of the channel bank. The 18” sewer facility at the intersection with Dune Palms continues
to the east within the top of the channel embankment and the 12” sewer turns north and is located west of the
street centerline. Contact: Tyler Hull, 760.398.2651.
Relocation and adjustment efforts for the CVWD sewer system are noted in the plans, with the Project
Contractor providing all the relocation and adjustment activities, except for those items listed under the
Alternate Bid items in the Bid Schedule. Due to the conflicts with the bridge abutment, this relocation will
need to be completed as one of the first activities prior to the start of the bypass road and north abutment
activities. The City has an agreement with CVWD for the relocations, see Appendix E.
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CVWD, reclaimed water: CVWD has a 54” steel pipeline within the northern third of the storm water
channel bottom and a 36” steel lateral pipeline providing a service main to the High School property.
Contact: Tyler Hull, 760.398.2651.
The 54” pipeline within the channel will be protected in place. Potholing was performed during design
activities to identify the location of the pipeline. However, prior to initiating pier drilling operations, the
Project Contractor shall verify the location of the pipeline to confirm no conflicts with the proposed
construction operations.
The 36” pipeline will be intercepted during the construction of the slope protection. The Project Contractor
shall pay special attention to this pipeline, as it is an active line without a valve to shut the line down.
REGULATORY PERMITS & REQUIREMENTS: Through the environmental approval process, the City has
obtained the following permits.
• Corps of Engineer’s Section 404, Permit Expiration Date 3/18/2022 (Appendix F);
• Regional Water Quality Control Board Section 401, Permit Active until Notice of Completion Letter
has been issued by the City (Appendix G); and
• California Department of Fish and Wildlife 1602 Agreement, Permit Expiration Date 1/22/2024
(Appendix H).
In addition to the above noted Permits, the project has an Environmental Commitments Record (ECR), see
Appendix I. A copy of the ECR has been included in the Bid Documents. Within the ECR there are several
actions and activities which the Construction Manager / Resident Engineer will be responsible.
Along with the above noted permits, the project has obtained an Underground Classification permit from
CaOSHA for both the drywell along with the bridge drilled pier shafts. See Appendix J.
ENVIRONMENTAL ISSUES: Through the environmental approval process the City discovered an
Environmentally Sensitive Area in the southeast quadrant of the project area. Per the plans, the Contractor
shall install a highly visible fence along the outside edge of the temporary construction easement and
southern right of way of the channel. The Contractor shall not enter any portion of the DWCG1, LLC site
other then those areas marked as street right of way, slope easement and TCE. In addition, during all
excavation operations from the top of the southern channel bank to the south along the east side of Dune
Palms (all undeveloped lands), a tribal monitor will need to be present.
The City has obtained both an Asbestos and Lead reports for all three housing structures which will be
removed as a part of the project. See Appendix K for information.
ENCROACHMENT PERMIT: The City has obtained a draft Construction Encroachment Permit and an
executed Permanent Encroachment Permit through CVWD for all improvements within the Coachella
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Valley Storm Water Channel right of way. The Project Contractor will ultimately be the Permittee on the
Construction Permit. Both permits have been made a part of the Bid Documents and are included in
Appendix L.
OPINION OF PROBABLE COSTS: Roadway quantities were derived through CAD functions and
measurements except for the slope protection removal and replacement improvements. Appendix M
contains the final overall Opinion of Probable Construction Costs for the project.
FUNDING SOURCES: Final construction funding for this project will be provided through several agencies
and sources. Due to project delays during the pre-construction activities, the City will be proceeding with
construction under the Caltrans Advanced Construction Funding protocol, with City’s Federal
reimbursement provided at a future date. Nonetheless, the project will still proceed as a Federally funded
project in the processing through the Construction Phase.
For the project elements which are eligible for Federal reimbursement, 88.53% will be eligible for Federal
Funds and the remaining 11.47% will be the Local responsibility, which is split with CVAG on a 75%
(CVAG), 25% (City) split. For the remaining roadway and electrical undergrounding elements, the Local
75% (CVAG), 25% (City) split will govern. On any of the CV Link elements noted in the bid schedule,
these improvements will be 100% CVAG responsible. Last of all, for those items listed in Alternate B & C
(CVWD Adjustments), CVWD will be 100% responsible for those activities. Of note, for the CVWD items,
following the bid opening, the City will need to provide the bid information on both Alternate B & C to
CVWD for concurrence to proceed with the City’s contractor on the work.
SITE ACCESS & STAGING: Access into the channel and project site shall be confined to the noted TCE and
right of way limits. As noted herein, special attention will need to be paid to the vacant commercial property
south of the channel on the east side of Dune Palms Road, as this area is considered an environmentally
sensitive area. The plans note a highly visible fence along the TCE and channel right of way limits along the
edge of the vacant property within the project construction limits. In addition, the CVWD Construction
Encroachment Permit contains conditions for use of the channel area during construction operations.
Through the environmental clearance process, the City cleared a potential construction laydown / staging
area along Dune Palms Road south of Westward Ho Drive, as depicted in the plans. The Project Contractor
will be permitted to use the area depicted on the plans following a submittal of an encroachment permit by
the Project Contractor to the City. The City also has an active project located at the corner of Dune Palms
Road and Westward Ho Drive to construct a combination skate / BMX park. Depending on the timing of
either bridge or park improvements, this staging area shall be coordinated with the proposed XPark
construction and/or operations.
MISCELLANEOUS ITEMS:
Water Meter Relocations. The plans note the relocation of three (3) water meters at ~Sta. 27+23 right, that
have been pre-coordinated with CVWD for relocation. Relocation work, performed by CVWD staff, is to be
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done once the Contractor has mobilized for the bridge project, with the relocation timing coordinated by the
Contractor. The City has paid for this relocation work.
Mobile Home Utility Disconnects. The City has arranged for the service disconnects and removal of service
for the natural gas services on all three structure removals. Since the water, sewer and electrical services are
all private services, the City’s Contractor will need to disconnect and remove the services up to asphalt
surfacing for the mobile home units and to the eastern fence line for the single-family house.
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APPENDIX
Appendix A Survey Monument Data Sheets
Appendix B Right of Way Exhibit
Appendix C City / IID Agreement
Appendix D City / CVWD Water Agreement
Appendix E City / CVWD Sewer Agreement
Appendix F COE Section 404 Permit
Appendix G Regional Water Quality Control Board Section 401
Appendix H California Department of Fish and Wildlife 1602 Agreement
Appendix I Environmental Commitments Report (ECR)
Appendix J CaOSHA Mining Permit
Appendix K Asbestos and Lead Reports, 4 reports
Appendix L CVWD Construction Encroachment Permit & Permanent Encroachment Permit
Appendix M Opinion of Probable Construction Costs
Appendix N Foundation Report
Appendix O Reinforcement Hand Calculations
Appendix P Reinforcement Spreadsheet Calculations
Appendix Q Project Channel Hydrology and Hydraulics Study
Appendix R Bridge Design Calculations
Appendix S 4-Scale Deck Contours
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APPENDIX A SURVEY MONUMENT DATA SHEETS
Monument Data Sheet
Project number: 37-100130
Date & Time: 06/26/2014 14:10:25 GMT-07:00
GNSS Location (see attached map):
Latitude (degrees): 33.710246
Longitude (degrees): -116.289569
Altitude (meters): -10.2 meters
Accuracy (meters): 4.0 meters
Photos:
Calc number: 0
Measured number: 501
Description: CA DIV HIGHWAYS BRASS DISK
Stamp: See picture
Depth: Flush
Notes: BM from RBF SURVEY - IN MEDIAN AT LA QUINTA CENTER AND HWY 111. NGS AH9136
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Monument Data Sheet
Project number: 37-100130
Date & Time: 06/26/2014 13:46:29 GMT-07:00
GNSS Location (see attached map):
Latitude (degrees): 33.707256
Longitude (degrees): -116.277555
Altitude (meters): -3.6 meters
Accuracy (meters): 5.0 meters
Photos:
Calc number: 1001
Measured number: 101
Description: 1"IP PP REMAINS
Stamp: ILLEGIBLE
Depth: 0.1'
Notes: Dune Palms and hwy 111
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Monument Data Sheet
Project number: 37-100130
Date & Time: 06/26/2014 13:27:40 GMT-07:00
GNSS Location (see attached map):
Latitude (degrees): 33.707538
Longitude (degrees): -116.268867
Altitude (meters): -27.200001 meters
Accuracy (meters): 5.0 meters
Photos:
Calc number: 1002
Measured number: 102
Description: 2" BRASS DISK
Stamp: CA DIV HIGHWAYS (SEE PICTURE)
Depth: DN 0.1'
Notes: Hwy 111 and Jefferson
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Monument Data Sheet
Project number: 37-100130
Date & Time: 06/26/2014 13:15:06 GMT-07:00
GNSS Location (see attached map):
Latitude (degrees): 33.714657
Longitude (degrees): -116.268759
Altitude (meters): -10.4 meters
Accuracy (meters): 4.0 meters
Photos:
Calc number: 1006
Measured number: 106
Description: 1" IP W PP (red)
Stamp: RIV CO TRANS
Depth: FLUSH
Notes: CL Intersection Westward Ho and Jefferson
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Monument Data Sheet
Project number: 37-100130
Date & Time: 06/26/2014 13:05:14 GMT-07:00
GNSS Location (see attached map):
Latitude (degrees): 33.714583
Longitude (degrees): -116.277539
Altitude (meters): -18.200001 meters
Accuracy (meters): 7.0 meters
Photos:
Calc number: 1005
Measured number: 105
Description: COPPERWELD
Stamp: RCE 25658
Depth: FLUSH
Notes: CL Intersection Westward Ho and Dune Palms
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Monument Data Sheet
Project number: 37-100130
Date & Time: 06/26/2014 12:52:50 GMT-07:00
GNSS Location (see attached map):
Latitude (degrees): 33.714683
Longitude (degrees): -116.286241
Altitude (meters): 1.7 meters
Accuracy (meters): 3.0 meters
Photos:
Calc number: 1004
Measured number: 104
Description: COPPERWELD
Stamp: RCE 26401
Depth: FLUSH
Notes: CL Intersection Adams and Blackhawk
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APPENDIX B RIGHT OF WAY EXHIBIT
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APPENDIX C CITY / IID AGREEMENT
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APPENDIX D CITY / CVWD WATER AGREEMENT
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APPENDIX E CITY / CVWD SEWER AGREEMENT
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APPENDIX F COE SECTION 404 PERMIT
DEPARTMENT OF THE ARMY
LOS ANGELES DISTRICT, U.S. ARMY CORPS OF ENGINEERS
915 WILSHIRE BOULEVARD, SUITE 930
LOS ANGELES, CALIFORNIA 90017
November 7, 2018
Bryan McKinney, Senior Environmental Planner
City of La Quinta
862 E Hospitality Ln
San Bernardino, California 92408
DEPARTMENT OF THE ARMY NATIONWIDE PERMIT VERIFICATION
Dear Mr. McKinney:
I am responding to your request (Corps File No. SPL-2018-00491-LOB) for a Department of
the Army permit for the La Quinta/Dune Palms Road Bridge Replacement of Low Water
Crossing Project located along Dune Palms Road over the Coachella Valley Storm Water
Channel (CVSC) north of Highway 11 and south of Blackhawk Way/Westward Ho Drive in the
City of La Quinta within Riverside County, California (Latitude 33.710833°, Longitude -
116.277777°). (Figures 1-2)
Because implementation of this project would result in a discharge of dredged and/or fill
material into waters of the United States, a Department of the Army permit is required pursuant
to section 404 of the Clean Water Act (33 U.S.C. 1344; 33 C.F.R. parts 323 and 330). I have
determined your proposed project, if constructed as described in your application, would comply
with Nationwide Permit (NWP) 14 – Linear Transportation Projects and NWP 33- Temporary
Construction, Access, and Dewatering. Specifically, you are authorized (as shown on the
enclosed figures) to conduct the following regulated activities:
1. Discharge permanent fill material into approximately 0.02 acre (20 linear feet) of non-
wetland waters of the U.S., including the discharge of 300 cubic yards of concrete for
the installation of 4 bridge columns within the CVSC;
2. Temporarily discharge dredged or fill material into approximately 0.72 acre of non-
wetland waters of the U.S. for:
a.A bypass road of approximately 0.35 acre that would be removed once the
bridge is finalized; and
b. Dredge approximately 0.24 acre for construction access, grading, and
excavation.
3. Temporary impact 0.01 acre of wetland waters of the U.S. to remove a storm drain
outlet.
For this NWP verification letter to be valid, you must comply with all of the terms and
conditions in Enclosure 1. Furthermore, you must comply with the non-discretionary Special
Conditions listed below:
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Special Conditions:
1. This NWP verification is contingent upon the issuance of a section 401 Water Quality
Certification (WQC) from the Regional Water Quality Control Board (RWQCB). The
Permittee shall abide by the terms and conditions of the section 401 WQC. The Permittee
shall submit the section 401 WQC to the Corps Regulatory Division (preferably via email)
within two weeks of receipt from the issuing state agency. The Permittee shall not proceed
with work within waters of the United States until receiving an e-mail or other written
notification from Corps Regulatory Division acknowledging the section 401 WQC has been
received, reviewed, and determined to be acceptable. If the RWQCB fails to act on a valid
request for certification within two months after receipt of a complete application, please
notify the Corps Regulatory Division so we may consider whether a waiver of water quality
certification has been obtained.
2. Within 45 calendar days of completion of authorized work in waters of the U.S., the
Permittee shall submit to the Corps Regulatory Division a post-project implementation
memorandum including the following information:
a.Date(s) work within waters of the U.S. was initiated and completed;
b.Summary of compliance status with each special condition of this permit (including
any noncompliance that previously occurred or is currently occurring and corrective
actions taken or proposed to achieve compliance);
c.Color photographs (including map of photo points) taken at the project site before and
after construction for those aspects directly associated with permanent impacts to
waters of the U.S. such that the extent of authorized fills can be verified;
d. One copy of "as built" drawings for the entire project. Electronic submittal (Adobe
PDF format) is preferred. All sheets must be signed, dated, and to-scale. If
submitting paper copies, sheets must be no larger than 11 x 17 inches; and
e.Signed Certification of Compliance (attached as part of this permit package).
3. Pursuant to 36 C.F.R. section 800.13, in the event of any discoveries during construction of
either human remains, archeological deposits, or any other type of historic property, the
Permittee shall notify the Corps' Archaeology staff (Danielle Storey at 213-452-3845 OR
Meg McDonald at 213-452-3849) and Corps Regulatory Division (Luis O. Betancourt-
Massanet at 213-452-3375 or Stephanie Hall at 213-452-3410) within 24 hours. The
Permittee shall immediately suspend all work in any area(s) within 100 feet of where
potential cultural resources are discovered. The Permittee shall not resume construction in
the area surrounding the potential cultural resources until the Corps Regulatory Division re-
authorizes project construction, per 36 C.F.R. section 800.13.
4. The Permittee shall place orange safety fencing during construction to restrict entry to the
parcel where site P-33-16950 (CA-RIV-8835) is located. Additionally, ground disturbing
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activities in the Area of Direct Impact in the site vicinity shall be observed by archaeological
and Native American monitors
5. The Permittee shall discharge only clean construction materials in and along waters of the
U.S. The Permittee shall ensure no debris, soil, silt, sand, sawdust, rubbish, cement or
concrete washings thereof, oil or petroleum products, from construction shall be allowed to
enter into or placed where it may be washed by rainfall or runoff into waters of the United
States. Upon completion of the project authorized herein, any and all excess material or
debris shall be completely removed from the work area and disposed of in an appropriate
upland site.
6. No later than one month following completion of authorized work in waters of the U.S., the
Permittee shall ensure all sites within waters of the U.S. subject to authorized, temporary
impacts are restored to pre-project alignments, elevation contours, and conditions to the
maximum extent practicable to ensure expeditious resumption of aquatic resource functions.
In addition, within 4 months of initial occurrence of project impacts to waters of the U.S., the
Permittee shall hydroseed, where possible, the disturbed portions of the earthen stream banks
and bottom and floodplain, as appropriate, with native, non-invasive species, as appropriate
to the affected areas, to reduce the potential for erosion. The Permittee shall submit the
proposed native planting palette for review and approval by the Corps Regulatory Division at
least 30 days prior to initiation of construction. The Permittee shall ensure the affected areas
(disturbed stream channel bottoms and banks and hydroseeded/replanted areas) are
maintained and monitored annually for a period of three years after completing the native
seeding activities, such that less than 10 percent (absolute cover) of the drainages disturbed
by the project are vegetated by non-native and invasive plant species. For each project
drainage feature, the Permittee shall submit to the Corps Regulatory Division a memorandum
by December 31th after completion of the minimum three-year maintenance and monitoring
period. The memo shall indicate for each project crossing/aquatic impact area, when
temporary construction areas were re-contoured to pre-construction conditions, when native
seeding was completed, the species and percent cover (absolute) of invasive and/or non-
invasive plant species that occur onsite each year prior to treatment, and when and how
many/the extent of invasive and/or non-invasive plant species that were removed each year.
This verification is valid through March 18, 2022. If on March 18, 2022, you have
commenced or are under contract to commence the permitted activity, you will have an
additional twelve (12) months to complete the activity under the present NWP terms and
conditions. However, if I discover noncompliance or unauthorized activities associated with the
permitted activity, I may request the use of discretionary authority in accordance with procedures
in 33 C.F.R. § 330.4(e) and 33 C.F.R. §§ 330.5(c) or (d) to modify, suspend, or revoke this
specific verification at an earlier date. Additionally, at the national level, the Chief of Engineers,
any time prior to March 18, 2022, may choose to modify, suspend, or revoke the nationwide use
- 4 -
of a NWP after following procedures set forth in 33 CFR § 330.5. It is incumbent upon you to
comply with all of the terms and conditions of this NWP verification and to remain informed of
any change to the NWPs.
A NWP does not grant any property rights or exclusive privileges. Additionally, it does not
authorize any injury to the property, rights of others, nor does it authorize interference with any
existing or proposed Federal project. Furthermore, it does not obviate the need to obtain other
Federal, state, or local authorizations required by law.
Thank you for participating in the regulatory program. If you have any questions, please
contact Luis Betancourt-Massanet at 213-452-3845 or via e-mail at
Luis.O.BetancourtMassanet@usace.army.mil. Please help me to evaluate and improve the
regulatory experience for others by completing the customer survey form at
http://corpsmapu.usace.army.mil/cm_apex/f?p=regulatory_survey.
Sincerely,
Gerardo Salas
Senior Project Manager
Orange and Riverside Counties Section
South Coast Branch
Regulatory Division
Enclosures
LOS ANGELES DISTRICT
U.S. ARMY CORPS OF ENGINEERS
CERTIFICATE OF COMPLIANCE WITH
DEPARTMENT OF THE ARMY NATIONWIDE PERMIT
Permit Number: SPL-2018-00491-LOB
Name of Permittee: City of La Quinta (POC: Bryan McKinney)
Date of Issuance: November 7, 2018
Upon completion of the activity authorized by this permit and the mitigation required by this
permit, sign this certificate, and return it by ONE of the following methods;
1) Email a digital scan of the signed certificate to
Luis.O.BetancourtMassanet@usace.army.mil
OR
2) Mail the signed certificate to
U.S. Army Corps of Engineers
ATTN: Regulatory Division (SPL-2018-00491-LOB)
915 Wilshire Boulevard, Suite 930
Los Angeles, California 90017
I hereby certify that the authorized work and any required compensatory mitigation has been
completed in accordance with the NWP authorization, including all general, regional, or activity-
specific conditions. Furthermore, if credits from a mitigation bank or in-lieu fee program were
used to satisfy compensatory mitigation requirements I have attached the documentation required
by 33 C.F.R. § 332.3(l)(3) to confirm that the appropriate number and resource type of credits
have been secured.
___________________________________ ________________________________
Signature of Permittee Date
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Enclosure 1: NATIONWIDE PERMIT NUMBER(S) NWP 14 Linear Transportation Projects and NWP
33 Temporary Construction, Access, and Dewatering
1. Nationwide Permit(s) NWP 14 Linear Transportation Projects and NWP 33 Temporary
Construction, Access, and Dewatering Terms:
14. Linear Transportation Projects. Activities required for crossings of waters of the United States associated
with the construction, expansion, modification, or improvement of linear transportation projects (e.g., roads,
highways, railways, trails, airport runways, and taxiways) in waters of the United States. For linear
transportation projects in non-tidal waters, the discharge cannot cause the loss of greater than 1/2-acre of waters
of the United States. For linear transportation projects in tidal waters, the discharge cannot cause the loss of
greater than 1/3-acre of waters of the United States. Any stream channel modification, including bank
stabilization, is limited to the minimum necessary to construct or protect the linear transportation project; such
modifications must be in the immediate vicinity of the project. This NWP also authorizes temporary structures,
fills, and work, including the use of temporary mats, necessary to construct the linear transportation project.
Appropriate measures must be taken to maintain normal downstream flows and minimize flooding to the
maximum extent practicable, when temporary structures, work, and discharges, including cofferdams, are
necessary for construction activities, access fills, or dewatering of construction sites. Temporary fills must
consist of materials, and be placed in a manner, that will not be eroded by expected high flows. Temporary fills
must be removed in their entirety and the affected areas returned to pre-construction elevations. The areas
affected by temporary fills must be revegetated, as appropriate. This NWP cannot be used to authorize non-
linear features commonly associated with transportation projects, such as vehicle maintenance or storage
buildings, parking lots, train stations, or aircraft hangars. Notification: The permittee must submit a pre-
construction notification to the district engineer prior to commencing the activity if: (1) the loss of waters of the
United States exceeds 1/10-acre; or (2) there is a discharge in a special aquatic site, including wetlands. (See
general condition 32.) (Authorities: Sections 10 and 404) Note 1: For linear transportation projects crossing a
single waterbody more than one time at separate and distant locations, or multiple waterbodies at separate and
distant locations, each crossing is considered a single and complete project for purposes of NWP authorization.
Linear transportation projects must comply with 33 CFR 330.6(d). Note 2: Some discharges for the
construction of farm roads or forest roads, or temporary roads for moving mining equipment, may qualify for an
exemption under section 404(f) of the Clean Water Act (see 33 CFR 323.4). Note 3: For NWP 14 activities that
require pre-construction notification, the PCN must include any other NWP(s), regional general permit(s), or
individual permit(s) used or intended to be used to authorize any part of the proposed project or any related
activity, including other separate and distant crossings that require Department of the Army authorization but do
not require pre-construction notification (see paragraph (b) of general condition 32). The district engineer will
evaluate the PCN in accordance with Section D, ¿District Engineer¿s Decision.¿ The district engineer may
require mitigation to ensure that the authorized activity results in no more than minimal individual and
cumulative adverse environmental effects (see general condition 23).
33. Temporary Construction, Access, and Dewatering. Temporary structures, work, and discharges, including
cofferdams, necessary for construction activities or access fills or dewatering of construction sites, provided that
the associated primary activity is authorized by the Corps of Engineers or the U.S. Coast Guard. This NWP also
authorizes temporary structures, work, and discharges, including cofferdams, necessary for construction
activities not otherwise subject to the Corps or U.S. Coast Guard permit requirements. Appropriate measures
must be taken to maintain near normal downstream flows and to minimize flooding. Fill must consist of
materials, and be placed in a manner, that will not be eroded by expected high flows. The use of dredged
material may be allowed if the district engineer determines that it will not cause more than minimal adverse
environmental effects. Following completion of construction, temporary fill must be entirely removed to an area
that has no waters of the United States, dredged material must be returned to its original location, and the
affected areas must be restored to preconstruction elevations. The affected areas must also be revegetated, as
appropriate. This permit does not authorize the use of cofferdams to dewater wetlands or other aquatic areas to
change their use. Structures left in place after construction is completed require a separate section 10 permit if
located in navigable waters of the United States. (See 33 CFR part 322.) Notification: The permittee must
submit a pre-construction notification to the district engineer prior to commencing the activity if the activity is
conducted in navigable waters of the United States (i.e., section 10 waters) (see general condition 32). The
preconstruction notification must include a restoration plan showing how all temporary fills and structures will
be removed and the area restored to pre-project conditions. (Authorities: Sections 10 and 404)
2. General Conditions: The following general conditions must be followed in order for any authorization by
an NWP to be valid:
1. Navigation. (a) No activity may cause more than a minimal adverse effect on navigation.
(b) Any safety lights and signals prescribed by the U.S. Coast Guard, through regulations or otherwise,
must be installed and maintained at the permittee's expense on authorized facilities in navigable waters of the
United States.
(c) The permittee understands and agrees that, if future operations by the United States require the
removal, relocation, or other alteration, of the structure or work herein authorized, or if, in the opinion of the
Secretary of the Army or his authorized representative, said structure or work shall cause unreasonable
obstruction to the free navigation of the navigable waters, the permittee will be required, upon due notice from
the Corps of Engineers, to remove, relocate, or alter the structural work or obstructions caused thereb y, without
expense to the United States. No claim shall be made against the United States on account of any such removal
or alteration.
2. Aquatic Life Movements. No activity may substantially disrupt the necessary life cycle movements of
those species of aquatic life indigenous to the waterbody, including those species that normally migrate through
the area, unless the activity's primary purpose is to impound water. All permanent and temporary crossings of
waterbodies shall be suitably culverted, bridged, or otherwise designed and constructed to maintain low flows to
sustain the movement of those aquatic species. If a bottomless culvert cannot be used, then the crossing should
be designed and constructed to minimize adverse effects to aquatic life movements.
3. Spawning Areas. Activities in spawning areas during spawning seasons must be avoided to the
maximum extent practicable. Activities that result in the physical destruction (e.g., through excavation, fill, or
downstream smothering by substantial turbidity) of an important spawning area are not authorized.
4. Migratory Bird Breeding Areas. Activities in waters of the United States that serve as breeding areas
for migratory birds must be avoided to the maximum extent practicable.
5. Shellfish Beds. No activity may occur in areas of concentrated shellfish populations, unless the
activity is directly related to a shellfish harvesting activity authorized by NWPs 4 and 48, or is a shellfish
seeding or habitat restoration activity authorized by NWP 27.
6. Suitable Material. No activity may use unsuitable material (e.g., trash, debris, car bodies, asphalt,
etc.). Material used for construction or discharged must be free from toxic pollutants in toxic amounts (see
section 307 of the Clean Water Act).
7. Water Supply Intakes. No activity may occur in the proximity of a public water supply intake, except
where the activity is for the repair or improvement of public water supply intake structures or adjacent bank
stabilization.
8. Adverse Effects From Impoundments. If the activity creates an impoundment of water, adverse
effects to the aquatic system due to accelerating the passage of water, and/or restricting its flow must be
minimized to the maximum extent practicable.
9. Management of Water Flows. To the maximum extent practicable, the pre-construction course,
condition, capacity, and location of open waters must be maintained for each activity, including stream
channelization, storm water management activities, and temporary and permanent road crossings, except as
provided below. The activity must be constructed to withstand expected high flows. The activity must not
restrict or impede the passage of normal or high flows, unless the primary purpose of the activity is to impound
water or manage high flows. The activity may alter the pre-construction course, condition, capacity, and
location of open waters if it benefits the aquatic environment (e.g., stream restoration or relocation activities).
10. Fills Within 100-Year Floodplains. The activity must comply with applicable FEMA-approved state
or local floodplain management requirements.
11. Equipment. Heavy equipment working in wetlands or mudflats must be placed on mats, or other
measures must be taken to minimize soil disturbance.
12. Soil Erosion and Sediment Controls. Appropriate soil erosion and sediment controls must be used
and maintained in effective operating condition during construction, and all exposed soil and other fills, as well
as any work below the ordinary high water mark or high tide line, must be permanently stabilized at the earliest
practicable date. Permittees are encouraged to perform work within waters of the United States during periods
of low-flow or no-flow, or during low tides.
13. Removal of Temporary Fills. Temporary fills must be removed in their entirety and the affected
areas returned to pre-construction elevations. The affected areas must be revegetated, as appropriate.
14. Proper Maintenance. Any authorized structure or fill shall be properly maintained, including
maintenance to ensure public safety and compliance with applicable NWP general conditions, as well as any
activity-specific conditions added by the district engineer to an NWP authorization.
15. Single and Complete Project. The activity must be a single and complete project. The same NWP
cannot be used more than once for the same single and complete project.
16. Wild and Scenic Rivers. (a) No NWP activity may occur in a component of the National Wild and
Scenic River System, or in a river officially designated by Congress as a “study river” for possible inclusion in
the system while the river is in an official study status, unless the appropriate Federal agency with direct
management responsibility for such river, has determined in writing that the proposed activity will not adversely
affect the Wild and Scenic River designation or study status.
(b) If a proposed NWP activity will occur in a component of the National Wild and Scenic River
System, or in a river officially designated by Congress as a “study river” for possible inclusion in the system
while the river is in an official study status, the permittee must submit a pre-construction notification (see
general condition 32). The district engineer will coordinate the PCN with the Federal agency with direct
management responsibility for that river. The permittee shall not begin the NWP activity until notified by the
district engineer that the Federal agency with direct management responsibility for that river has determined in
writing that the proposed NWP activity will not adversely affect the Wild and Scenic River designation or study
status.
(c) Information on Wild and Scenic Rivers may be obtained from the appropriate Federal land
management agency responsible for the designated Wild and Scenic River or study river (e.g., National Park
Service, U.S. Forest Service, Bureau of Land Management, U.S. Fish and Wildlife Service). Information on
these rivers is also available at: http://www.rivers.gov/.
17. Tribal Rights. No NWP activity may cause more than minimal adverse effects on tribal rights
(including treaty rights), protected tribal resources, or tribal lands.
18. Endangered Species. (a) No activity is authorized under any NWP which is likely to directly or
indirectly jeopardize the continued existence of a threatened or endangered species or a species proposed for
such designation, as identified under the Federal Endangered Species Act (ESA), or which will directly or
indirectly destroy or adversely modify the critical habitat of such species. No activity is authorized under any
NWP which “may affect” a listed species or critical habitat, unless ESA section 7 consultation addressing the
effects of the proposed activity has been completed. Direct effects are the immediate effects on listed species
and critical habitat caused by the NWP activity. Indirect effects are those effects on listed species and critical
habitat that are caused by the NWP activity and are later in time, but still are reasonably certain to occur.
(b) Federal agencies should follow their own procedures for complying with the requirements of the
ESA. If pre-construction notification is required for the proposed activity, the Federal permittee must provide
the district engineer with the appropriate documentation to demonstrate compliance with those requirements.
The district engineer will verify that the appropriate documentation has been submitted. If the appropriate
documentation has not been submitted, additional ESA section 7 consultation may be necessary for the activity
and the respective federal agency would be responsible for fulfilling its obligation under section 7 of the ESA.
(c) Non-federal permittees must submit a pre-construction notification to the district engineer if any
listed species or designated critical habitat might be affected or is in the vicinity of the activity, or if the activity
is located in designated critical habitat, and shall not begin work on the activity until notified by the district
engineer that the requirements of the ESA have been satisfied and that the activity is authorized. For activities
that might affect Federally-listed endangered or threatened species or designated critical habitat, the pre-
construction notification must include the name(s) of the endangered or threatened species that might be
affected by the proposed activity or that utilize the designated critical habitat that might be affected by the
proposed activity. The district engineer will determine whether the proposed activity “may affect” or will have
“no effect” to listed species and designated critical habitat and will notify the non-Federal applicant of the
Corps’ determination within 45 days of receipt of a complete pre-construction notification. In cases where the
non-Federal applicant has identified listed species or critical habitat that might be affected or is in the vicinity of
the activity, and has so notified the Corps, the applicant shall not begin work until the Corps has provided
notification that the proposed activity will have “no effect” on listed species or critical habitat, or until ESA
section 7 consultation has been completed. If the non-Federal applicant has not heard back from the Corps
within 45 days, the applicant must still wait for notification from the Corps.
(d) As a result of formal or informal consultation with the FWS or NMFS the district engineer may add
species-specific permit conditions to the NWPs.
(e) Authorization of an activity by an NWP does not authorize the “take” of a threatened or endangered
species as defined under the ESA. In the absence of separate authorization (e.g., an ESA Section 10 Permit, a
Biological Opinion with “incidental take” provisions, etc.) from the FWS or the NMFS, the Endangered Species
Act prohibits any person subject to the jurisdiction of the United States to take a listed species, where "take"
means to harass, harm, pursue, hunt, shoot, wound, kill, trap, capture, or collect, or to attempt to engage in any
such conduct. The word “harm” in the definition of “take'' means an act which actually kills or injures wildlife.
Such an act may include significant habitat modification or degradation where it actually kills or injures wildlife
by significantly impairing essential behavioral patterns, including breeding, feeding or sheltering.
(f) If the non-federal permittee has a valid ESA section 10(a)(1)(B) incidental take permit with an
approved Habitat Conservation Plan for a project or a group of projects that includes the proposed NWP
activity, the non-federal applicant should provide a copy of that ESA section 10(a)(1)(B) permit with the PCN
required by paragraph (c) of this general condition. The district engineer will coordinate with the agency that
issued the ESA section 10(a)(1)(B) permit to determine whether the proposed NWP activity and the associated
incidental take were considered in the internal ESA section 7 consultation conducted for the ESA section
10(a)(1)(B) permit. If that coordination results in concurrence from the agency that the proposed NWP activity
and the associated incidental take were considered in the internal ESA section 7 consultation for the ESA
section 10(a)(1)(B) permit, the district engineer does not need to conduct a separate ESA section 7 consultation
for the proposed NWP activity. The district engineer will notify the non-federal applicant within 45 days of
receipt of a complete pre-construction notification whether the ESA section 10(a)(1)(B) permit covers the
proposed NWP activity or whether additional ESA section 7 consultation is required.
(g) Information on the location of threatened and endangered species and their critical habitat can be
obtained directly from the offices of the FWS and NMFS or their world wide web pages at http://www.fws.gov/
or http://www.fws.gov/ipac and http://www.nmfs.noaa.gov/pr/species/esa/ respectively.
19. Migratory Birds and Bald and Golden Eagles. The permittee is responsible for ensuring their action
complies with the Migratory Bird Treaty Act and the Bald and Golden Eagle Protection Act. The permittee is
responsible for contacting appropriate local office of the U.S. Fish and Wildlife Service to determine applicable
measures to reduce impacts to migratory birds or eagles, including whether “incidental take” permits are
necessary and available under the Migratory Bird Treaty Act or Bald and Golden Eagle Protection Act for a
particular activity.
20. Historic Properties. (a) In cases where the district engineer determines that the activity may have the
potential to cause effects to properties listed, or eligible for listing, in the National Register of Historic Places,
the activity is not authorized, until the requirements of Section 106 of the National Historic Preservation Act
(NHPA) have been satisfied.
(b) Federal permittees should follow their own procedures for complying with the requirements of
section 106 of the National Historic Preservation Act. If pre-construction notification is required for the
proposed NWP activity, the Federal permittee must provide the district engineer with the appropriate
documentation to demonstrate compliance with those requirements. The district engineer will verify that the
appropriate documentation has been submitted. If the appropriate documentation is not submitted, then
additional consultation under section 106 may be necessary. The respective federal agency is responsible for
fulfilling its obligation to comply with section 106.
(c) Non-federal permittees must submit a pre-construction notification to the district engineer if the
NWP activity might have the potential to cause effects to any historic properties listed on, determined to be
eligible for listing on, or potentially eligible for listing on the National Register of Historic Places, including
previously unidentified properties. For such activities, the pre-construction notification must state which
historic properties might have the potential to be affected by the proposed NWP activity or include a vicinity
map indicating the location of the historic properties or the potential for the presence of historic properties.
Assistance regarding information on the location of, or potential for, the presence of historic properties can be
sought from the State Historic Preservation Officer, Tribal Historic Preservation Officer, or designated tribal
representative, as appropriate, and the National Register of Historic Places (see 33 CFR 330.4(g)). When
reviewing pre-construction notifications, district engineers will comply with the current procedures for
addressing the requirements of section 106 of the National Historic Preservation Act. The district engineer shall
make a reasonable and good faith effort to carry out appropriate identification efforts, which may include
background research, consultation, oral history interviews, sample field investigation, and field survey. Based
on the information submitted in the PCN and these identification efforts, the district engineer shall determine
whether the proposed NWP activity has the potential to cause effects on the historic properties. Section 106
consultation is not required when the district engineer determines that the activity does not have the potential to
cause effects on historic properties (see 36 CFR 800.3(a)). Section 106 consultation is required when the
district engineer determines that the activity has the potential to cause effects on historic properties. The district
engineer will conduct consultation with consulting parties identified under 36 CFR 800.2(c) when he or she
makes any of the following effect determinations for the purposes of section 106 of the NHPA: no historic
properties affected, no adverse effect, or adverse effect. Where the non-Federal applicant has identified historic
properties on which the activity might have the potential to cause effects and so notified the Corps, the non-
Federal applicant shall not begin the activity until notified by the district engineer either that the activity has no
potential to cause effects to historic properties or that NHPA section 106 consultation has been completed.
(d) For non-federal permittees, the district engineer will notify the prospective permittee within 45 days
of receipt of a complete pre-construction notification whether NHPA section 106 consultation is required. If
NHPA section 106 consultation is required, the district engineer will notify the non-Federal applicant that he or
she cannot begin the activity until section 106 consultation is completed. If the non-Federal applicant has not
heard back from the Corps within 45 days, the applicant must still wait for notification from the Corps.
(e) Prospective permittees should be aware that section 110k of the NHPA (54 U.S.C. 306113) prevents
the Corps from granting a permit or other assistance to an applicant who, with intent to avoid the requirements
of section 106 of the NHPA, has intentionally significantly adversely affected a historic property to which the
permit would relate, or having legal power to prevent it, allowed such significant adverse effect to occur, unless
the Corps, after consultation with the Advisory Council on Historic Preservation (ACHP), determines that
circumstances justify granting such assistance despite the adverse effect created or permitted by the applicant.
If circumstances justify granting the assistance, the Corps is required to notify the ACHP and provide
documentation specifying the circumstances, the degree of damage to the integrity of any historic properties
affected, and proposed mitigation. This documentation must include any views obtained from the applicant,
SHPO/THPO, appropriate Indian tribes if the undertaking occurs on or affects historic properties on tribal lands
or affects properties of interest to those tribes, and other parties known to have a legitimate interest in the
impacts to the permitted activity on historic properties.
21. Discovery of Previously Unknown Remains and Artifacts. If you discover any previously unknown
historic, cultural or archeological remains and artifacts while accomplishing the activity authorized by this
permit, you must immediately notify the district engineer of what you have found, and to the maximum extent
practicable, avoid construction activities that may affect the remains and artifacts until the required coordination
has been completed. The district engineer will initiate the Federal, Tribal, and state coordination required to
determine if the items or remains warrant a recovery effort or if the site is eligible for listing in the National
Register of Historic Places.
22. Designated Critical Resource Waters. Critical resource waters include, NOAA-managed marine
sanctuaries and marine monuments, and National Estuarine Research Reserves. The district engineer may
designate, after notice and opportunity for public comment, additional waters officially designated by a state as
having particular environmental or ecological significance, such as outstanding national resource waters or state
natural heritage sites. The district engineer may also designate additional critical resource waters after notice
and opportunity for public comment.
(a) Discharges of dredged or fill material into waters of the United States are not authorized by NWPs 7,
12, 14, 16, 17, 21, 29, 31, 35, 39, 40, 42, 43, 44, 49, 50, 51, and 52 for any activity within, or directly affecting,
critical resource waters, including wetlands adjacent to such waters.
(b) For NWPs 3, 8, 10, 13, 15, 18, 19, 22, 23, 25, 27, 28, 30, 33, 34, 36, 37, 38, and 54, notification is
required in accordance with general condition 32, for any activity proposed in the designated critical resource
waters including wetlands adjacent to those waters. The district engineer may authorize activities under these
NWPs only after it is determined that the impacts to the critical resource waters will be no more than minimal.
23. Mitigation. The district engineer will consider the following factors when determining appropriate
and practicable mitigation necessary to ensure that the individual and cumulative adverse environmental effects
are no more than minimal:
(a) The activity must be designed and constructed to avoid and minimize adverse effects, both temporary
and permanent, to waters of the United States to the maximum extent practicable at the project site (i.e., on site).
(b) Mitigation in all its forms (avoiding, minimizing, rectifying, reducing, or compensating for resource
losses) will be required to the extent necessary to ensure that the individual and cumulative adverse
environmental effects are no more than minimal.
(c) Compensatory mitigation at a minimum one-for-one ratio will be required for all wetland losses that
exceed 1/10-acre and require pre-construction notification, unless the district engineer determines in writing that
either some other form of mitigation would be more environmentally appropriate or the adverse environmental
effects of the proposed activity are no more than minimal, and provides an activity-specific waiver of this
requirement. For wetland losses of 1/10-acre or less that require pre-construction notification, the district
engineer may determine on a case-by-case basis that compensatory mitigation is required to ensure that the
activity results in only minimal adverse environmental effects.
(d) For losses of streams or other open waters that require pre-construction notification, the district
engineer may require compensatory mitigation to ensure that the activity results in no more than minimal
adverse environmental effects. Compensatory mitigation for losses of streams should be provided, if
practicable, through stream rehabilitation, enhancement, or preservation, since streams are difficult-to-replace
resources (see 33 CFR 332.3(e)(3)).
(e) Compensatory mitigation plans for NWP activities in or near streams or other open waters will
normally include a requirement for the restoration or enhancement, maintenance, and legal protection (e.g.,
conservation easements) of riparian areas next to open waters. In some cases, the restoration or
maintenance/protection of riparian areas may be the only compensatory mitigation required. Restored riparian
areas should consist of native species. The width of the required riparian area will address documented water
quality or aquatic habitat loss concerns. Normally, the riparian area will be 25 to 50 feet wide on each side of
the stream, but the district engineer may require slightly wider riparian areas to address documented water
quality or habitat loss concerns. If it is not possible to restore or maintain/protect a riparian area on both sides of
a stream, or if the waterbody is a lake or coastal waters, then restoring or maintaining/protecting a riparian area
along a single bank or shoreline may be sufficient. Where both wetlands and open waters exist on the project
site, the district engineer will determine the appropriate compensatory mitigation (e.g., riparian ar eas and/or
wetlands compensation) based on what is best for the aquatic environment on a watershed basis. In cases where
riparian areas are determined to be the most appropriate form of minimization or compensatory mitigation, the
district engineer may waive or reduce the requirement to provide wetland compensatory mitigation for wetland
losses.
(f) Compensatory mitigation projects provided to offset losses of aquatic resources must comply with
the applicable provisions of 33 CFR part 332.
(1) The prospective permittee is responsible for proposing an appropriate compensatory mitigation
option if compensatory mitigation is necessary to ensure that the activity results in no more than minimal
adverse environmental effects. For the NWPs, the preferred mechanism for providing compensatory mitigation
is mitigation bank credits or in-lieu fee program credits (see 33 CFR 332.3(b)(2) and (3)). However, if an
appropriate number and type of mitigation bank or in-lieu credits are not available at the time the PCN is
submitted to the district engineer, the district engineer may approve the use of permittee-responsible mitigation.
(2) The amount of compensatory mitigation required by the district engineer must be sufficient to ensure
that the authorized activity results in no more than minimal individual and cumulative adverse environmental
effects (see 33 CFR 330.1(e)(3)). (See also 33 CFR 332.3(f)).
(3) Since the likelihood of success is greater and the impacts to potentially valuable uplands are reduced,
aquatic resource restoration should be the first compensatory mitigation option considered for permittee-
responsible mitigation.
(4) If permittee-responsible mitigation is the proposed option, the prospective permittee is responsible
for submitting a mitigation plan. A conceptual or detailed mitigation plan may be used by the district engineer
to make the decision on the NWP verification request, but a final mitigation plan that addresses the applicable
requirements of 33 CFR 332.4(c)(2) through (14) must be approved by the district engineer before the permittee
begins work in waters of the United States, unless the district engineer determines that prior approval of the
final mitigation plan is not practicable or not necessary to ensure timely completion of the required
compensatory mitigation (see 33 CFR 332.3(k)(3)).
(5) If mitigation bank or in-lieu fee program credits are the proposed option, the mitigation plan only
needs to address the baseline conditions at the impact site and the number of credits to be provided.
(6) Compensatory mitigation requirements (e.g., resource type and amount to be provided as
compensatory mitigation, site protection, ecological performance standards, monitoring requirements) may be
addressed through conditions added to the NWP authorization, instead of components of a compensatory
mitigation plan (see 33 CFR 332.4(c)(1)(ii)).
(g) Compensatory mitigation will not be used to increase the acreage losses allowed by the acreage
limits of the NWPs. For example, if an NWP has an acreage limit of 1/2-acre, it cannot be used to authorize any
NWP activity resulting in the loss of greater than 1/2-acre of waters of the United States, even if compensatory
mitigation is provided that replaces or restores some of the lost waters. However, compensatory mitigation can
and should be used, as necessary, to ensure that an NWP activity already meeting the established acreage limits
also satisfies the no more than minimal impact requirement for the NWPs.
(h) Permittees may propose the use of mitigation banks, in-lieu fee programs, or permittee-responsible
mitigation. When developing a compensatory mitigation proposal, the permittee must consider appropriate and
practicable options consistent with the framework at 33 CFR 332.3(b). For activities resulting in the loss of
marine or estuarine resources, permittee-responsible mitigation may be environmentally preferable if there are
no mitigation banks or in-lieu fee programs in the area that have marine or estuarine credits available for sale or
transfer to the permittee. For permittee-responsible mitigation, the special conditions of the NWP verification
must clearly indicate the party or parties responsible for the implementation and performance of the
compensatory mitigation project, and, if required, its long-term management.
(i) Where certain functions and services of waters of the United States are permanently adversely
affected by a regulated activity, such as discharges of dredged or fill material into waters of the United States
that will convert a forested or scrub-shrub wetland to a herbaceous wetland in a permanently maintained utility
line right-of-way, mitigation may be required to reduce the adverse environmental effects of the activity to the
no more than minimal level.
24. Safety of Impoundment Structures. To ensure that all impoundment structures are safely designed,
the district engineer may require non-Federal applicants to demonstrate that the structures comply with
established state dam safety criteria or have been designed by qualified persons. The district engineer may also
require documentation that the design has been independently reviewed by similarly qualified persons, and
appropriate modifications made to ensure safety.
25. Water Quality. Where States and authorized Tribes, or EPA where applicable, have not previously
certified compliance of an NWP with CWA section 401, individual 401 Water Quality Certification must be
obtained or waived (see 33 CFR 330.4(c)). The district engineer or State or Tribe may require additional water
quality management measures to ensure that the authorized activity does not result in more than minimal
degradation of water quality.
26. Coastal Zone Management. In coastal states where an NWP has not previously received a state
coastal zone management consistency concurrence, an individual state coastal zone management consistency
concurrence must be obtained, or a presumption of concurrence must occur (see 33 CFR 330.4(d)). The district
engineer or a State may require additional measures to ensure that the authorized activity is consistent with state
coastal zone management requirements.
27. Regional and Case-By-Case Conditions. The activity must comply with any regional conditions that
may have been added by the Division Engineer (see 33 CFR 330.4(e)) and with any case specific conditions
added by the Corps or by the state, Indian Tribe, or U.S. EPA in its section 401 Water Quality Certification, or
by the state in its Coastal Zone Management Act consistency determination.
28. Use of Multiple Nationwide Permits. The use of more than one NWP for a single and complete
project is prohibited, except when the acreage loss of waters of the United States authorized by the NWPs does
not exceed the acreage limit of the NWP with the highest specified acreage limit. For example, if a road
crossing over tidal waters is constructed under NWP 14, with associated bank stabilization authorized by NWP
13, the maximum acreage loss of waters of the United States for the total project cannot exceed 1/3 -acre.
29. Transfer of Nationwide Permit Verifications. If the permittee sells the property associated with a
nationwide permit verification, the permittee may transfer the nationwide permit verification to the new owner
by submitting a letter to the appropriate Corps district office to validate the transfer. A copy of the nationwide
permit verification must be attached to the letter, and the letter must contain the following statement and
signature:
“When the structures or work authorized by this nationwide permit are still in existence at the time the
property is transferred, the terms and conditions of this nationwide permit, including any special conditions, will
continue to be binding on the new owner(s) of the property. To validate the transfer of this nationwide permit
and the associated liabilities associated with compliance with its terms and conditions, have the transferee sign
and date below.”
_____________________________________________
(Transferee)
_____________________________________________
(Date)
30. Compliance Certification. Each permittee who receives an NWP verification letter from the Corps
must provide a signed certification documenting completion of the authorized activity and implementation of
any required compensatory mitigation. The success of any required permittee-responsible mitigation, including
the achievement of ecological performance standards, will be addressed separately by the district engineer. The
Corps will provide the permittee the certification document with the NWP verification letter. The certification
document will include:
(a) A statement that the authorized activity was done in accordance with the NWP authorization,
including any general, regional, or activity-specific conditions;
(b) A statement that the implementation of any required compensatory mitigation was completed in
accordance with the permit conditions. If credits from a mitigation bank or in-lieu fee program are used to
satisfy the compensatory mitigation requirements, the certification must include the documentation required by
33 CFR 332.3(l)(3) to confirm that the permittee secured the appropriate number and resource type of credits;
and
(c) The signature of the permittee certifying the completion of the activity and mitigation.
The completed certification document must be submitted to the district engineer within 30 days of
completion of the authorized activity or the implementation of any required compensatory mitigation,
whichever occurs later.
31. Activities Affecting Structures or Works Built by the United States. If an NWP activity also
requires permission from the Corps pursuant to 33 U.S.C. 408 because it will alter or temporarily or
permanently occupy or use a U.S. Army Corps of Engineers (USACE) federally authorized Civil Works project
(a “USACE project”), the prospective permittee must submit a pre-construction notification. See paragraph
(b)(10) of general condition 32. An activity that requires section 408 permission is not authorized by NWP
until the appropriate Corps office issues the section 408 permission to alter, occupy, or use the USACE project,
and the district engineer issues a written NWP verification.
32. Pre-Construction Notification. (a) Timing. Where required by the terms of the NWP, the prospective
permittee must notify the district engineer by submitting a pre-construction notification (PCN) as early as
possible. The district engineer must determine if the PCN is complete within 30 calendar days of the date of
receipt and, if the PCN is determined to be incomplete, notify the prospective permittee within that 30 day
period to request the additional information necessary to make the PCN complete. The request must specify the
information needed to make the PCN complete. As a general rule, district engineers will request additional
information necessary to make the PCN complete only once. However, if the prospective permittee does not
provide all of the requested information, then the district engineer will notify the prospective permittee that the
PCN is still incomplete and the PCN review process will not commence until all of the requested information
has been received by the district engineer. The prospective permittee shall not begin the activity until either:
(1) He or she is notified in writing by the district engineer that the activity may proceed under the NWP
with any special conditions imposed by the district or division engineer; or
(2) 45 calendar days have passed from the district engineer’s receipt of the complete PCN and the
prospective permittee has not received written notice from the district or division engineer. However, if the
permittee was required to notify the Corps pursuant to general condition 18 that listed species or critical habitat
might be affected or are in the vicinity of the activity, or to notify the Corps pursuant to general condition 20
that the activity might have the potential to cause effects to historic properties, the permittee cannot begin the
activity until receiving written notification from the Corps that there is “no effect” on listed species or “no
potential to cause effects” on historic properties, or that any consultation required under Section 7 of the
Endangered Species Act (see 33 CFR 330.4(f)) and/or section 106 of the National Historic Preservation Act
(see 33 CFR 330.4(g)) has been completed. Also, work cannot begin under NWPs 21, 49, or 50 until the
permittee has received written approval from the Corps. If the proposed activity requires a written waiver to
exceed specified limits of an NWP, the permittee may not begin the activity until the district engineer issues the
waiver. If the district or division engineer notifies the permittee in writing that an individual permit is required
within 45 calendar days of receipt of a complete PCN, the permittee cannot begin the activity until an individual
permit has been obtained. Subsequently, the permittee’s right to proceed under the NWP may be modified,
suspended, or revoked only in accordance with the procedure set forth in 33 CFR 330.5(d)(2).
(b) Contents of Pre-Construction Notification: The PCN must be in writing and include the following
information:
(1) Name, address and telephone numbers of the prospective permittee;
(2) Location of the proposed activity;
(3) Identify the specific NWP or NWP(s) the prospective permittee wants to use to authorize the
proposed activity;
(4) A description of the proposed activity; the activity’s purpose; direct and indirect adverse
environmental effects the activity would cause, including the anticipated amount of loss of wetlands, other
special aquatic sites, and other waters expected to result from the NWP activity, in acres, linear feet, or other
appropriate unit of measure; a description of any proposed mitigation measures intended to reduce the adverse
environmental effects caused by the proposed activity; and any other NWP(s), regional general permit(s), or
individual permit(s) used or intended to be used to authorize any part of the proposed project or any related
activity, including other separate and distant crossings for linear projects that require Department of the Army
authorization but do not require pre-construction notification. The description of the proposed activity and any
proposed mitigation measures should be sufficiently detailed to allow the district engineer to determine that the
adverse environmental effects of the activity will be no more than minimal and to determine the need for
compensatory mitigation or other mitigation measures. For single and complete linear projects, the PCN must
include the quantity of anticipated losses of wetlands, other special aquatic sites, and other waters for each
single and complete crossing of those wetlands, other special aquatic sites, and other waters. Sketches should be
provided when necessary to show that the activity complies with the terms of the NWP. (Sketches usually
clarify the activity and when provided results in a quicker decision. Sketches should contain sufficient detail to
provide an illustrative description of the proposed activity (e.g., a conceptual plan), but do not need to be
detailed engineering plans);
(5) The PCN must include a delineation of wetlands, other special aquatic sites, and other waters, such
as lakes and ponds, and perennial, intermittent, and ephemeral streams, on the project site. Wetland delineations
must be prepared in accordance with the current method required by the Corps. The permittee may ask the
Corps to delineate the special aquatic sites and other waters on the project site, but there may be a delay if the
Corps does the delineation, especially if the project site is large or contains many wetlands, other special aquatic
sites, and other waters. Furthermore, the 45 day period will not start until the delineation has been submitted to
or completed by the Corps, as appropriate;
(6) If the proposed activity will result in the loss of greater than 1/10-acre of wetlands and a PCN is
required, the prospective permittee must submit a statement describing how the mitigation requirement will be
satisfied, or explaining why the adverse environmental effects are no more than minimal and why compensatory
mitigation should not be required. As an alternative, the prospective permittee may submit a conceptual or
detailed mitigation plan.
(7) For non-Federal permittees, if any listed species or designated critical habitat might be affected or is
in the vicinity of the activity, or if the activity is located in designated critical habitat, the PCN must include the
name(s) of those endangered or threatened species that might be affected by the proposed activity or utilize the
designated critical habitat that might be affected by the proposed activity. For NWP activities that require pre-
construction notification, Federal permittees must provide documentation demonstrating compliance with the
Endangered Species Act;
(8) For non-Federal permittees, if the NWP activity might have the potential to cause effects to a historic
property listed on, determined to be eligible for listing on, or potentially eligible for listing on, the National
Register of Historic Places, the PCN must state which historic property might have the potential to be affected
by the proposed activity or include a vicinity map indicating the location of the historic property. For NWP
activities that require pre-construction notification, Federal permittees must provide documentation
demonstrating compliance with section 106 of the National Historic Preservation Act;
(9) For an activity that will occur in a component of the National Wild and Scenic River System, or in a
river officially designated by Congress as a “study river” for possible inclusion in the system while the river is
in an official study status, the PCN must identify the Wild and Scenic River or the “study river” (see general
condition 16); and
(10) For an activity that requires permission from the Corps pursuant to 33 U.S.C. 408 because it will
alter or temporarily or permanently occupy or use a U.S. Army Corps of Engineers federally authorized civil
works project, the pre-construction notification must include a statement confirming that the project proponent
has submitted a written request for section 408 permission from the Corps office having jurisdiction over that
USACE project.
(c) Form of Pre-Construction Notification: The standard individual permit application form (Form ENG
4345) may be used, but the completed application form must clearly indicate that it is an NWP PCN and must
include all of the applicable information required in paragraphs (b)(1) through (10) of this general condition. A
letter containing the required information may also be used. Applicants may provide electronic files of PCNs
and supporting materials if the district engineer has established tools and procedures for electronic submittals.
(d) Agency Coordination: (1) The district engineer will consider any comments from Federal and state
agencies concerning the proposed activity’s compliance with the terms and conditions of the NWPs and the
need for mitigation to reduce the activity’s adverse environmental effects so that they are no more than minimal.
(2) Agency coordination is required for: (i) all NWP activities that require pre-construction notification
and result in the loss of greater than 1/2-acre of waters of the United States; (ii) NWP 21, 29, 39, 40, 42, 43, 44,
50, 51, and 52 activities that require pre-construction notification and will result in the loss of greater than 300
linear feet of stream bed; (iii) NWP 13 activities in excess of 500 linear feet, fills greater than one cubic yard
per running foot, or involve discharges of dredged or fill material into special aquatic sites; and (iv) NWP 54
activities in excess of 500 linear feet, or that extend into the waterbody more than 30 feet from the mean low
water line in tidal waters or the ordinary high water mark in the Great Lakes.
(3) When agency coordination is required, the district engineer will immediately provide (e.g., via e-
mail, facsimile transmission, overnight mail, or other expeditious manner) a copy of the complete PCN to the
appropriate Federal or state offices (FWS, state natural resource or water quality agency, EPA, and, if
appropriate, the NMFS). With the exception of NWP 37, these agencies will have 10 calendar days from the
date the material is transmitted to notify the district engineer via telephone, facsimile transmission, or e-mail
that they intend to provide substantive, site-specific comments. The comments must explain why the agency
believes the adverse environmental effects will be more than minimal. If so contacted by an agency, the district
engineer will wait an additional 15 calendar days before making a decision on the pre-construction notification.
The district engineer will fully consider agency comments received within the specified time frame concerning
the proposed activity’s compliance with the terms and conditions of the NWPs, including the need for
mitigation to ensure the net adverse environmental effects of the proposed activity are no more than minimal.
The district engineer will provide no response to the resource agency, except as provided below. The district
engineer will indicate in the administrative record associated with each pre-construction notification that the
resource agencies’ concerns were considered. For NWP 37, the emergency watershed protection and
rehabilitation activity may proceed immediately in cases where there is an unacceptable hazard to life or a
significant loss of property or economic hardship will occur. The district engineer will consider any comments
received to decide whether the NWP 37 authorization should be modified, suspended, or revoked in accordance
with the procedures at 33 CFR 330.5.
(4) In cases of where the prospective permittee is not a Federal agency, the district engineer will provide
a response to NMFS within 30 calendar days of receipt of any Essential Fish Habitat conservation
recommendations, as required by section 305(b)(4)(B) of the Magnuson-Stevens Fishery Conservation and
Management Act.
(5) Applicants are encouraged to provide the Corps with either electronic files or multiple copies of pre-
construction notifications to expedite agency coordination.
3. Regional Conditions for the Los Angeles District:
1. For all activities in waters of the U.S. that are suitable habitat for federally listed fish species, including
designated critical habitat for such species, the permittee shall design all new or substantially reconstructed
linear transportation crossings (e.g. roads, highways, railways, trails, bridges, culverts) to ensure that the
passage and/or spawning of fish is not hindered. In these areas, the permittee shall employ bridge designs
that span the stream or river, including pier- or pile-supported spans, or designs that use a bottomless arch
culvert with a natural stream bed, unless determined to be impracticable by the Corps.
2. Nationwide Permits (NWP) 3, 7, 12-15, 17-19, 21, 23, 25, 29, 35, 36, or 39-46, 48-54 cannot be used to
authorize structures, work, and/or the discharge of dredged or fill material that would result in the "loss" of
wetlands, mudflats, vegetated shallows or riffle and pool complexes as defined at 40 CFR Part 230.40-45.
The definition of "loss" for this regional condition is the same as the definition of "loss of waters of the
United States" used for the Nationwide Permit Program. Furthermore, this regional condition applies only
within the State of Arizona and within the Mojave and Sonoran (Colorado) desert regions of California.
The desert regions in California are limited to four USGS Hydrologic Unit Code (HUC) accounting units
(Lower Colorado -150301, Northern Mojave-180902, Southern Mojave-181001, and Salton Sea-181002).
3. When a pre-construction notification (PCN) is required, the Los Angeles District shall be notified in
accordance with General Condition 32 using either the South Pacific Division PCN Checklist or a signed
application form (ENG Form 4345) with an attachment providing information on compliance with all of the
General and Regional Conditions. The PCN Checklist and application form are available at:
http://www.spl.usace.army.mil/Missions/Regulatory/PermitProcess.aspx. In addition, unless specifically
waived by the Los Angeles District, the PCN shall include:
a. A written statement describing how the activity has been designed to avoid and minimize adverse
effects, both temporary and permanent, to waters of the United States;
b. Drawings, including plan and cross-section views, clearly depicting the location, size and
dimensions of the proposed activity as well as the location of delineated waters of the U.S. on the
site. The drawings shall contain a title block, legend and scale, amount (in cubic yards) and area (in
acres) of fill in Corps jurisdiction, including both permanent and temporary fills/structures. The
ordinary high water mark or, if tidal waters, the mean high water mark and high tide line, should be
shown (in feet), based on National Geodetic Vertical Datum (NGVD) or other appropriate
referenced elevation. All drawings shall follow the Updated Map and Drawing Standards for the
South Pacific Division Regulatory Program (Feb 2016), or most recent update (available at the South
Pacific Division website at:
http://www.spd.usace.army.mil/Missions/Regulatory/PublicNoticesandReferences.aspx/ );
c. Numbered and dated pre-project color photographs showing a representative sample of waters
proposed to be impacted on the project site, and all waters proposed to be avoided on and
immediately adjacent to the project site. The compass angle and position of each photograph shall be
documented on the plan-view drawing required in subpart b of this regional condition.
d. Delineation of aquatic resources in accordance with the current Los Angeles District’s Minimum
Standards for Acceptance of Aquatic Resources Delineation Reports (available at:
http://www.spl.usace.army.mil/Missions/Regulatory/Jurisdictional-Determination/).
4. Submission of a PCN pursuant to General Condition 32 and Regional Condition 3 shall be required for
specific regulated activities in the following locations:
a. All perennial waterbodies and special aquatic sites throughout the Los Angeles District as well as
intermittent waters within the State of Arizona for any regulated activity that would result in a loss
of waters of the United States. The definition of “loss of waters of the United States” for this
regional condition is the same as the definition used for the Nationwide Permit Program.
b. All areas designated as Essential Fish Habitat (EFH) by the Pacific Fishery Management Council,
and that would result in an adverse effect to EFH, in which case the PCN shall include an EFH
assessment and extent of proposed impacts to EFH. EFH Assessment Guidance and other supporting
information can be found at:
http://www.westcoast.fisheries.noaa.gov/habitat/fish_habitat/efh_consultations_go.html.
c. All watersheds in the Santa Monica Mountains in Los Angeles and Ventura counties bounded by
Calleguas Creek on the west, by Highway 101 on the north and east, and by Sunset Boulevard and
Pacific Ocean on the south.
d. The Santa Clara River watershed in Los Angeles and Ventura counties, including but not limited to
Aliso Canyon, Agua Dulce Canyon, Sand Canyon, Bouquet Canyon, Mint Canyon, South Fork of
the Santa Clara River, San Francisquito Canyon, Castaic Creek, Piru Creek, Sespe Creek and the
main-stem of the Santa Clara River.
e. The Murrieta and Temecula Creek watersheds in Riverside County, California for any regulated
activity that would result in a loss of waters of the U.S. The definition of “loss of waters of the
United States” for this regional condition is the same as the definition used for the Nationwide
Permit Program.
f. All waterbodies designated by the Arizona Department of Environmental Quality as Outstanding
Arizona Waters (OAWs), within 1600 meters (or 1 mile) upstream and/or 800 meters (1/2 mile)
downstream of a designated OAW, and on tributaries to OAWs within 1600 meters of the OAW (see
http://www.azdeq.gov/index.html).
g. All waterbodies designated by the Arizona Department of Environmental Quality as 303(d)-impaired
surface waters, within 1600 meters (or 1 mile) upstream and/or 800 meters (1/2 mile) downstream of
a designated impaired surface water, and on tributaries to impaired waters within 1600 meters of the
impaired water (see http://www.azdeq.gov/index.html).
5. Individual Permits shall be required for all discharges of fill material in jurisdictional vernal pools, with the
exception that discharges for the purpose of restoration, enhancement, management or scientific study of
vernal pools may be authorized under NWPs 5, 6, and 27 with the submission of a PCN in accordance with
General Condition 32 and Regional Condition 3.
6. Within the Murrieta Creek and Temecula Creek watersheds in Riverside County the use of NWPs 29, 39, 42
and 43, and NWP 14 combined with any of those NWPs shall be restricted. The loss of waters of the U.S.
cannot exceed 0.25 acre. The definition of “loss of waters of the United States” for this regional condition is
the same as the definition used for the Nationwide Permit Program.
7. Individual Permits (Standard Individual Permit or 404 Letter of Permission) shall be required in San Luis
Obispo Creek and Santa Rosa Creek in San Luis Obispo County for bank stabilization projects, and in
Gaviota Creek, Mission Creek and Carpinteria Creek in Santa Barbara County for bank stabilization
projects and grade control structures.
8. In conjunction with the Los Angeles District's Special Area Management Plans (SAMPs) for the San Diego
Creek Watershed and San Juan Creek/Western San Mateo Creek Watersheds in Orange County, California,
the Corps' Division Engineer, through his discretionary authority has revoked the use of the following 26
selected NWPs within these SAMP watersheds: 03, 07, 12, 13, 14, 16, 17, 18, 19, 21, 25, 27, 29, 31, 33, 39,
40, 41, 42, 43, 44, 46, 49, and 50. Consequently, these NWPs are no longer available in those watersheds to
authorize impacts to waters of the United States from discharges of dredged or fill material under the Corps'
Clean Water Act section 404 authority.
9. Any requests to waive the applicable linear foot limitations for NWPs 13, 21, 29, 39, 40 and 42, 43, 44, 51,
52, and 54, must include the following:
a. A narrative description of the affected aquatic resource. This should include known information on:
volume and duration of flow; the approximate length, width, and depth of the waterbody and
characters observed associated with an Ordinary High Water Mark (e.g. bed and bank, wrack line, or
scour marks) or Mean High Water Line; a description of the adjacent vegetation community and a
statement regarding the wetland status of the associated vegetation community (i.e. wetland, non-
wetland); surrounding land use; water quality; issues related to cumulative impacts in the watershed,
and; any other relevant information.
b. An analysis of the proposed impacts to the waterbody in accordance with General Condition 32 and
Regional Condition 3;
c. Measures taken to avoid and minimize losses, including other methods of constructing the proposed
project; and
d. A compensatory mitigation plan describing how the unavoidable losses are proposed to be
compensated, in accordance with 33 CFR Part 332.
10. The permittee shall complete the construction of any compensatory mitigation required by special
condition(s) of the NWP verification before or concurrent with commencement of construction of the
authorized activity, except when specifically determined to be impracticable by the Corps. When mitigation
involves use of a mitigation bank or in-lieu fee program, the permittee shall submit proof of payment to the
Corps prior to commencement of construction of the authorized activity.
4. Further information:
1. Congressional Authorities: You have been authorized to undertake the activity described above
pursuant to:
( ) Section 10 of the Rivers and Harbors Act of 1899 (33 U.S.C. 403).
(x) Section 404 of the Clean Water Act (33 U.S.C. 1344).
( ) Section 103 of the Marine Protection, Research and Sanctuaries Act of 1972 (33 U.S.C. 1413).
2. Limits of this authorization.
(a) This permit does not obviate the need to obtain other Federal, state, or local authorizations
required by law.
(b) This permit does not grant any property rights or exclusive privileges.
(c) This permit does not authorize any injury to the property or rights of others.
(d) This permit does not authorize interference with any existing or proposed Federal project.
3. Limits of Federal Liability. In issuing this permit, the Federal Government does not assume any liability
for the following:
(a) Damages to the permitted project or uses thereof as a result of other permitted or unpermitted
activities or from natural causes.
(b) Damages to the permitted project or uses thereof as a result of current or future activities
undertaken by or on behalf of the United States in the public interest.
(c) Damages to persons, property, or to other permitted or unpermitted activities or structures caused
by the activity authorized by this permit.
(d) Design or construction deficiencies associated with the permitted work.
(e) Damage claims associated with any future modification, suspension, or revocation of this permit.
4. Reliance on Applicant's Data: The determination of this office that issuance of this permit is not
contrary to the public interest was made in reliance on the information you provided.
5. Reevaluation of Permit Decision. This office may reevaluate its decision on this permit at any time the
circumstances warrant. Circumstances that could require a reevaluation include, but are not limited to,
the following:
(a) You fail to comply with the terms and conditions of this permit.
(b) The information provided by you in support of your permit application proves to have been false,
incomplete, or inaccurate (See 4 above).
(c) Significant new information surfaces which this office did not consider in reaching the original
public interest decision.
Such a reevaluation may result in a determination that it is appropriate to use the suspension,
modification, and revocation procedures contained in 33 CFR 330.5 or enforcement procedures such as
those contained in 33 CFR 326.4 and 326.5. The referenced enforcement procedures provide for the
issuance of an administrative order requiring you to comply with the terms and conditions of your
permit and for the initiation of legal action where appropriate. You will be required to pay for any
corrective measure ordered by this office, and if you fail to comply with such directive, this office may
in certain situations (such as those specified in 33 CFR 209.170) accomplish the corrective measures by
contract or otherwise and bill you for the cost.
6. This letter of verification is valid for a period not to exceed two years unless the nationwide permit is
modified, reissued, revoked, or expires before that time.
7. You must maintain the activity authorized by this permit in good condition and in conformance with the
terms and conditions of this permit. You are not relieved of this requirement if you abandon the
permitted activity, although you may make a good faith transfer to a third party in compliance with
General Condition H below. Should you wish to cease to maintain the authorized activity or should you
desire to abandon it without a good faith transfer, you must obtain a modification of this permit from
this office, which may require restoration of the area.
8. You must allow representatives from this office to inspect the authorized activity at any time deemed
necessary to ensure that it is being or has been accomplished with the terms and conditions of your
permit.
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Roadway Resident Engineer’s File
APPENDIX G REGIONAL WATER QUALITY CONTROL BOARD SECTION 401
July 19, 2021
Dune Palms Road Bridge
Roadway Resident Engineer’s File
APPENDIX H CALIFORNIA DEPARTMENT OF FISH AND WILDLIFE 1602 AGREEMENT
July 19, 2021
Dune Palms Road Bridge
Roadway Resident Engineer’s File
APPENDIX I ENVIRONMENTAL COMMITMENTS REPORT (ECR)
Date: 02/08/2020 Environmental Coordinator: WSP Phone No: 000-000-0000 ENVIRONMENTAL COMMITMENTS RECORD (ECR) Riverside County - CA - City of La Quinta Federal Aid #: BRNBIL (537) Dune Palms Road Low Water Crossing Replacement Proj. 1 Task and Brief Description Responsible Branch / Staff Timing / Phase NSSP Req. Action Taken to Comply with Task Remarks Environmental Compliance Initial Date ENVIRONMENTAL PS&E REVIEW Proj Mgmt & Environmental District PS&E Circ PRECONSTRUCTION MEETING Proj Mgmt Contract Award Transfer Resident Engineer Book Proj Eng Preconst Meeting PRE JOB MEETING Proj Mgmt & Const Const ENVIRONMENTAL COMPLIANCE REVIEW Proj Mgmt & Const Safety Review DESIGN FEATURES MEMORANDUM Proj Mgmt & Const Post Const Air Quality Biology Cultural Resources Water Quality Hazardous Materials Relocation Noise Traffic & Transportation Air Quality AQ-1 Throughout construction, local and state regulations regarding dust control and other emissions reduction controls, such as those noted below, would be followed: • Water or dust palliative will be applied to the site and equipment as often as necessary to control fugitive dust emissions. Fugitive emissions generally must meet a “no visible dust” criterion either at the point of emissions or at the right-of-way line depending on local regulations. • Soil binder will be spread on any unpaved roads used for construction purposes, and on all project construction parking areas. • Trucks will be washed as they leave the right-of-way as necessary to control fugitive dust emissions. • Construction equipment and vehicles will be properly tuned and maintained. All construction equipment will use low sulfur Contractor/ Construction Manager Construction
Date: 02/08/2020 Environmental Coordinator: WSP Phone No: 000-000-0000 ENVIRONMENTAL COMMITMENTS RECORD (ECR) Riverside County - CA - City of La Quinta Federal Aid #: BRNBIL (537) Dune Palms Road Low Water Crossing Replacement Proj. 2 Task and Brief Description Responsible Branch / Staff Timing / Phase NSSP Req. Action Taken to Comply with Task Remarks Environmental Compliance Initial Date fuel as required by CA Code of Regulations Title 17, Section 93114. • A dust control plan will be developed documenting sprinkling, temporary paving, speed limits, and timely revegetation of disturbed slopes as needed to minimize construction impacts to existing communities. • Equipment and materials storage sites will be located as far away from residential and park uses as practicable. Construction areas will be kept clean and orderly. • ESA (Environmentally Sensitive Area)-like areas or their equivalent will be established near sensitive air receptors. Within these areas construction activities involving the extended idling of diesel equipment or vehicles will be prohibited, to the extent feasible. • Track-out reduction measures, such as gravel pads at project access points to minimize dust and mud deposits on roads affected by construction traffic, will be used. • All transported loads of soils and wet materials will be covered before transport, or adequate freeboard (space from the top of the material to the top of the truck) will be provided to minimize emission of dust (particulate matter) during transportation. • Dust and mud that are deposited on paved, public roads due to construction activity and traffic will be promptly and regularly removed to decrease particulate matter. • To the extent feasible, construction traffic will be scheduled and routed to reduce congestion and related air quality impacts caused by idling vehicles along local roads during peak travel times. Biological resources BIO-1 Burrowing owl surveys shall be conducted by a qualified biologist within 30 days prior to any phase of construction, including staging, in the areas identified as potential burrowing owl habitat. These preconstruction surveys are also required to comply with the MBTA and the California Fish and Game Code. If any of the Project Management/ Qualified Biologist Pre-Construction. Within 30 days prior to any phase of construction, including staging.
Date: 02/08/2020 Environmental Coordinator: WSP Phone No: 000-000-0000 ENVIRONMENTAL COMMITMENTS RECORD (ECR) Riverside County - CA - City of La Quinta Federal Aid #: BRNBIL (537) Dune Palms Road Low Water Crossing Replacement Proj. 3 Task and Brief Description Responsible Branch / Staff Timing / Phase NSSP Req. Action Taken to Comply with Task Remarks Environmental Compliance Initial Date preconstruction surveys determine that burrowing owls are present, one or more of the following may be required: (1) avoidance of active nests/burrows and surrounding buffer area during construction activities; (2) passive relocation of individual owls; and (3) preservation of on-site habitat with long-term conservation value for the owl. Measures must be developed by the contractor’s qualified biologist and the City in concert with CDFW. Even though there is low potential for any species of concern to occur within the project area, it is recommended that if there is a delay in the project construction, another botanical reassessment survey focused on California Native Plant Society (CNPS) list be conducted within the construction disturbance area within a year prior to the initiation of the construction activities. If any species were discovered within the project area, the City should coordinate with CDFW regarding required measures, if any. BIO-2 Vegetation removals would occur outside of the nesting bird season (i.e., February 15–August 31) to the maximum extent practicable. In the event that vegetation clearing is necessary during the nesting season, the contractor will have a qualified biologist conduct a preconstruction survey within 300 ft. of construction areas no more than 30 days prior to construction at the location to identify the locations of nests (if any). A qualified biologist is one that has surveyed for nesting bird species within the Coachella Valley previously and has at least two years of prior nesting bird survey experience. . Contractor/ Qualified Biologist. Pre-Construction BIO-3 Should nesting birds be found, an exclusionary buffer will be established by the qualified biologist around each nest site. This buffer will be a distance from the construction activity based on the nest location, surrounding existing disturbances and the species of bird that is nesting. The buffer will be clearly marked in the field by construction personnel under guidance of the contractor’s qualified biologist, and construction or clearing will Contractor/ Qualified biologist Pre-construction.
Date: 02/08/2020 Environmental Coordinator: WSP Phone No: 000-000-0000 ENVIRONMENTAL COMMITMENTS RECORD (ECR) Riverside County - CA - City of La Quinta Federal Aid #: BRNBIL (537) Dune Palms Road Low Water Crossing Replacement Proj. 4 Task and Brief Description Responsible Branch / Staff Timing / Phase NSSP Req. Action Taken to Comply with Task Remarks Environmental Compliance Initial Date not be conducted within this zone until the qualified biologist determines that the young have fledged or the nest is no longer active. The qualified biologist will monitor the nests on a weekly basis to ensure that construction activities do not disturb or disrupt nesting activities. If the qualified biologist determines that construction activities are disturbing or disrupting nesting activities, then the biologist will notify the City. Responses may include, but are not limited to, increasing the size of the exclusionary buffer, curtailing nearby work activities, turning off vehicle engines and other equipment whenever possible to reduce noise, installing a protective noise barrier between the nest and the construction activities, and/or working in other areas until the young have fledged. BIO-4 Landscaping and erosion control, if any may be included in the project, shall not include species listed on either the Federal or the State of California Noxious Weed List. Project Engineer Design BIO-5 In areas of particular sensitivity (i.e., near or adjacent to drainages) extra precautions shall be taken if invasive species are found in or adjacent to these areas. This would include the inspection and cleaning of construction equipment and eradication strategies, as needed. Contractor/ Construction Manager Construction BIO-6 Before construction activities begin for the proposed project, the following approvals/ permits must be obtained or determined not applicable by the Department through additional coordination with the applicable Federal and State resource agencies: • Streambed Alteration Agreement pursuant to California Fish and Game Code Section 1602; • USACE Nationwide 33 and 14 permits pursuant to CWA Section 404; and RWQCB 401 Water Quality Certification pursuant to CWA Section 401. Project Manager/Project Engineer Design/Pre-construction BIO-7 Project construction activities are anticipated to occur through the rainy season. Should surface water flow occur through the Contractor/ Construction Management Construction
Date: 02/08/2020 Environmental Coordinator: WSP Phone No: 000-000-0000 ENVIRONMENTAL COMMITMENTS RECORD (ECR) Riverside County - CA - City of La Quinta Federal Aid #: BRNBIL (537) Dune Palms Road Low Water Crossing Replacement Proj. 5 Task and Brief Description Responsible Branch / Staff Timing / Phase NSSP Req. Action Taken to Comply with Task Remarks Environmental Compliance Initial Date project area at any point, the contractor will initiate appropriate BMPs. Construction activities within the CVSC will be designed/conducted to maintain downstream flow conditions. BIO-8 ESAs will be incorporated into the plans and specifications for the project so that the contractor is aware of the limits of allowable site access and disturbance. Project Engineer Design BIO-9 All drainages temporarily impacted during construction will be returned to their original contours at the end of project activities. Contractor Design/Post-Construction Cultural Resources CUL-1 The Project Engineer and Project Archaeologist will ensure that the boundaries of the ESA are clearly described and illustrated in the Plans, Specifications, and Estimates (PS&E) package. Project Engineer/ Project Archaeologist Design/Pre-construction CUL-2 A pre-construction meeting with the Construction Supervisor and construction personnel will be held to discuss the ESAs, including access restrictions and maintenance of fencing for protective measures. Construction Manager/ Contractor Pre-construction CUL-3 The Project Engineer will notify the Project Archaeologist at least three weeks prior to start of construction to allow for a field review of ESA locations and arrangements for monitoring of fence installation. Construction Manager/ Archaeologist Pre-construction CUL-4 Review ESA locations in the field one week prior to start of construction. Project Engineer/ Project Archaeologist Pre-construction CUL-5 Install temporary orange plastic fencing along ESA boundary at least one week prior to initiating construction, under the supervision of the Project Engineer and the Project Archaeologist. Project Engineer/ Project Archaeologist/ Construction Manager Construction
Date: 02/08/2020 Environmental Coordinator: WSP Phone No: 000-000-0000 ENVIRONMENTAL COMMITMENTS RECORD (ECR) Riverside County - CA - City of La Quinta Federal Aid #: BRNBIL (537) Dune Palms Road Low Water Crossing Replacement Proj. 6 Task and Brief Description Responsible Branch / Staff Timing / Phase NSSP Req. Action Taken to Comply with Task Remarks Environmental Compliance Initial Date CUL-6 Conduct monitoring of ground-disturbing activities in the ADI south of the Stormwater Channel by an archaeologist and a Native American. Archaeologist/ Native American Construction CUL-7 Conduct spot monitoring and photo-documentation at various times throughout Project construction to ensure the integrity of the ESAs. Project Archaeologist/ Construction Manager Construction CUL-8 The Construction Supervisor will notify the Project Archaeologist when construction is complete in the vicinity of each site, so that the temporary fencing can be removed. Construction Manager/ Contractor Post-Construction CUL-9 The Project Archaeologist will oversee the removal of the fencing by the construction personnel. In addition, if cultural materials are discovered during construction, all earth-moving activity within and around the immediate discovery area will be diverted until a qualified archaeologist can ass the nature and significance of the find. Contractor/ Construction Manager/ Native American Coordinator Construction Hazardous Material HZ-1 ADL evaluation shall be conducted in soils adjacent to the roadway prior to beginning of construction Engineer/ Construction Manager Design/Pre-construction HZ-2 Any structure that would be demolished as part of construction shall be evaluated for ACM and LBP prior to demolition activities and a Lead and Asbestos Report shall be completed. Project Engineer/ Construction Manager Design/Pre-construction HZ-3 Pavement marking paint shall be evaluated for LBP to determine proper handling and disposal requirements. Engineer/ Construction Manager Design/Pre-construction HZ-4 A parcel-specific Phase I ESA on the acquisition properties shall be conducted as part of the City’s environmental due diligence to help establish potential environmental liability protection. Engineer/ Construction Manager Design/Pre-construction
Date: 02/08/2020 Environmental Coordinator: WSP Phone No: 000-000-0000 ENVIRONMENTAL COMMITMENTS RECORD (ECR) Riverside County - CA - City of La Quinta Federal Aid #: BRNBIL (537) Dune Palms Road Low Water Crossing Replacement Proj. 7 Task and Brief Description Responsible Branch / Staff Timing / Phase NSSP Req. Action Taken to Comply with Task Remarks Environmental Compliance Initial Date HZ-5 If unanticipated contaminated soil and/or groundwater is encountered during construction activities, the impacted material shall be properly managed, handled, and disposed of in accordance with local, state, and federal regulations. Construction Manager/ Contractor Construction HZ-6 Potential impacts from construction-related hazardous waste and materials would be addressed through implementation of a Storm Water Pollution Prevention Plan and implementation of Best Management Practices in compliance with rules and regulations to address potential impacts related to the use and potential discharge of construction-related hazardous waste and materials. Design Engineer/ Construction Manager Pre-construction/ Construction Water Quality WQ-1 The City of La Quinta (City) will comply with the provisions of the National Pollutant Discharge Elimination System (NPDES) General Permit for Storm Water Discharge from Construction and Land Disturbance Activities as they relate to construction activities for the project (NPDES No. CAS617002). This will include submission of the Permit Registration Documents, including a Notice of Intent (NOI), site map, Storm Water Pollution Prevention Plan (SWPPP), annual fee, and signed certification statement to the State Water Resources Control Board (SWRCB) at least 14 days prior to the start of construction. The SWPPP will meet the requirements of the Construction General Permit (No. CA000002) and will identify potential pollutant sources associated with construction activities; identify non-storm water discharges; and identify, implement, and maintain Best Management Practices (BMPs) to reduce or eliminate pollutants associated with the construction site. A Notice of Termination (NOT) will be submitted to the SWRCB upon completion of construction and stabilization of the site. City of La Quinta/Contractor Pre-construction/ Construction
Date: 02/08/2020 Environmental Coordinator: WSP Phone No: 000-000-0000 ENVIRONMENTAL COMMITMENTS RECORD (ECR) Riverside County - CA - City of La Quinta Federal Aid #: BRNBIL (537) Dune Palms Road Low Water Crossing Replacement Proj. 8 Task and Brief Description Responsible Branch / Staff Timing / Phase NSSP Req. Action Taken to Comply with Task Remarks Environmental Compliance Initial Date WQ-2 The proposed project will install a two chambered drywell system to all existing and proposed drainage system outletting into the CVSC to address nuisance water flows as well as to capture sediment from the initial first flush flows from storm events. Project Engineer/ Construction Manager Design/ Construction WQ-3 Storm water BMPs strategies will be coordinated with RWQCB, and will comply with 401 permit requirements. Construction Manager/ Contractor Design/ Construction Noise NOI-1 All construction activities shall occur in compliance with the construction hours allowed by the Municipal Code. Contractor/ Construction Manger Construction NOI-2 Equip an internal combustion engine with the manufacturer-recommended muffler. Do not operate an internal combustion engine on the job site without the appropriate muffler. Contractor Construction Manger Construction Relocation Benefits HPR-1 Prepare a Relocation Assistance Plan to determine the need to replace the mobile homes and single housing unit affected by the project based on current market conditions, and provide relocation assistance benefits according to the Uniform Relocation Assistance and Real Property Acquisition Policies Act of 1970 as amended. City of La Quinta Design/Pre-construction. Transportation and Traffic TRF-1 The existing roadway will be modified to operate as a temporary Project Engineer/ Construction Manager Design/ Construction.
Date: 02/08/2020 Environmental Coordinator: WSP Phone No: 000-000-0000 ENVIRONMENTAL COMMITMENTS RECORD (ECR) Riverside County - CA - City of La Quinta Federal Aid #: BRNBIL (537) Dune Palms Road Low Water Crossing Replacement Proj. 9 Task and Brief Description Responsible Branch / Staff Timing / Phase NSSP Req. Action Taken to Comply with Task Remarks Environmental Compliance Initial Date bypass road in order to allow for maintaining vehicle and pedestrian access at all times. TRF-2 Short term and temporary access control will be coordination with property owners, the public, and other stakeholders. City of La Quinta/ Construction Manager Pre-construction/ Construction
July 19, 2021
Dune Palms Road Bridge
Roadway Resident Engineer’s File
APPENDIX J CAOSHA MINING PERMIT
NOT INCLUDED AT THIS TIME. WILL APPLY FOR PERMIT
IN AUGUST
July 19, 2021
Dune Palms Road Bridge
Roadway Resident Engineer’s File
APPENDIX K ASBESTOS AND LEAD REPORTS, 4 REPORTS
July 19, 2021
Dune Palms Road Bridge
Roadway Resident Engineer’s File
APPENDIX L CVWD CONSTRUCTION ENCROACHMENT PERMIT & PERMANENT ENCROACHMENT
PERMIT
Page 1 of 14
C O A C H E L L A V A L L E Y W A T E R D I S T R I C T
P O S T O F F I C E B O X 1 0 5 8
C O A C H E L L A, C A L I F O R N I A 9 2 2 3 6
E N C R O A C H M E N T P E R M I T
TEMPORARY
X CONSTRUCTION
Underground Service Alert Inquiry Identification Number
(Permit invalid without this number.)
File: 0652.31
TO (PERMITTEE): TBD
ADDRESS:
CONTACT:
TELEPHONE:
EMAIL:
and subject to the following, PERMISSION IS HEREBY GRANTED to TO BE
DETERMINED, to construct the Dune Palms Bridge and associated improvements, including
but not limited to a portion of concrete slope protection on both banks, retaining walls, a 42-inch,
18-inch, and a 24-inch RCP storm drain outlet with trash grates and temporary bypass road
(Permittee Facilities) within the Coachella Valley Stormwater Channel (Channel) right-of-way as
depicted on CVWD Drawing Nos. 47481 through 47505. To relocate the existing sanitation and
domestic water lines (Permittee Facilities) within the Dune Palms Bridge as depicted on CVWD
Drawing Nos. 46250 through 46255. The project is for the City of La Quinta’s Dune Palms Road
Bridge Improvement Project #2011-05, located north of Highway 111 at Dune Palms Road
within Assessor Parcel No 600-010-009. Reference is hereby made to Encroachment Permit No.
050729-1-047 issued to City of La Quinta.
This project is located in the north half of section 29, township 5 south, range 7 east, San
Bernardino Meridian.
The following attachments are also included as part of this Permit (check applicable):
Special Provisions: X Yes, all marked provisions apply to the Permit.
General Provisions: X Yes
Work/Activity to be completed before_________. (Which date shall not be later than the
expiration of insurance coverage pursuant to the Insurance Requirements)
This Permit is to be strictly construed and no Work/Activity other than that described above is
authorized.
Fees Paid:
Processing $100.00 CR No. Contractor will pay these fees once awarded
=====================================================================
APPROVAL:
Effective Date:
General Manager
=====================================================================
Permit No. 050729-1-047C
050729-2-XXX
Page 2 of 14
APN: 600-010-009
File: 0652.31
ACCEPTANCE OF
ENCROACHMENT PERMIT
The undersigned agrees to be bound by and to perform all of the terms, covenants, conditions
and obligations of the Permittee set forth in Encroachment Permit No. 050729-1-047C
(“Permit”) including, but not limited to, the applicable general provisions and special provisions
identified on the face sheet of the Permit.
PERMITTEE:
TBD
(Signature)
(Print Name and Title)
(Date)
ENG EP-005
(Rev. 1/23/20)
Page 3 of 14
COACHELLA VALLEY WATER DISTRICT
SPECIAL PROVISIONS TO CONSTRUCTION
ENCROACHMENT PERMIT NO. 050729-1-047C
050729-2-XXX
X 1. The interest of CVWD in a portion of the CVWD/USBR Property is limited to an
easement for stormwater purposes and consequently this Permit does not represent
sole authorization required for the Permittee Facilities (as defined in the General
Provisions). Permittee shall obtain written approval of the owner(s) of fee title to the
CVWD/USBR Property.
X 2. The Permittee Facilities shall be constructed and Work performed within the
Channel right-of-way in accordance with CVWD Drawing Nos. 47481 through
47505 and the relocation of the sanitation and domestic water in accordance with
CVWD Drawing Nos. 46250 through 46255.
X 3. Earth shall be removed on a uniform gradient and in such a manner that no holes are
created which will cause ponding of runoff.
X 4. The Work/Activity authorized by this Permit shall not conflict with the normal
operation and maintenance of CVWD/USBR Facilities.
X 5. Deposit materials shall consist of clean fill dirt.
X 6. Permittee shall implement preventative measures, e.g., double walled tank,
containment facilities, etc., to prevent chemical and petroleum spills
7. Permittee shall pay consumptive canal water construction rates and other
consumptive and miscellaneous charges (i.e. canal water, gate charge, quagga
mussel mitigation surcharge, etc.) at rates that exist at the time of consumption,
which can be amended from time to time.
8. Permittee to install pump in a manner that backwash does not run into the canal.
9. Construction meter must totalize in acre-feet. Flow shall be measured, preferably, in
cubic feet, GPM is acceptable.
10. Pump capacity shall not exceed 6 cfs.
11. Permittee is prohibited from utilizing a hurricane pump in the canal. The pump and
truck fill must be placed off of the canal road. A suction hose or pipe may be laid
across the canal road with a dirt ramp or other means for vehicle traffic to cross. No
excavating is allowed on the canal road or bank. CVWD vehicles and equipment
must be able to travel the road unimpeded at all times. Equipment setup and
operation shall be executed to prevent washouts of the canal road and bank.
Backwash will not be permitted to be discharged back into the canal. CVWD/USBR
Facilities must be returned to original or better condition when the pump and
appurtenances are removed.
12. Permittee is responsible for any crop loss or crop damage as a result of the
Permittee’s actions.
Page 4 of 14
13. Permittee shall notify the Zanjero Supervisor in writing two (2) weeks prior to
commencing any construction on irrigation facilities/laterals. Laterals shall not be
out of service for more than three (3) consecutive days unless other means of
providing continuous water service to existing customers is established.
14. Permittee shall adhere to the attached Construction Water Use Provisions for the
Coachella Canal (Provisions) regarding Quagga Mussel prevention. Permittee shall
contact Scott McCue at (760) 398-2651, extension 2654, or the authorized designee
for inspection per the Provisions prior to commencing Permit activities.
X 15. Permittee shall not block access to CVWD/USBR Facilities. CVWD vehicles must
be able to pass for its normal operation and maintenance activities.
X 16. Permittee, at its expense, shall maintain all excavations, embankments, haul roads,
permanent access roads, plant sites, waste disposal areas, borrow areas and all other
work areas free from dust.
X 17. All Work within the CVWD/USBR Property shall conform to the following standards
of construction (a copy of the below-checked edition or specification must be on-site
at all times):
X Standard Specifications State of California Department of Transportation
(Caltrans), most current edition.
X Standard Specifications for Public Works Construction as written and
promulgated by the Southern California Chapter of the American Public
Works Association and the Southern California District of the Associated
General Contractors of California (Green Book), most current edition.
CVWD Standard Specifications for Construction of:
Domestic water systems
Sanitary sewer systems
Irrigation Systems
X 18. Prior to approval of a Permit for outlets discharging into CVWD Facilities, Permittee
shall provide a letter from the land use authority having jurisdiction over the Work
certifying that the Work has been reviewed and determined to meet the requirements
of the National Pollutant Discharge Elimination System permit and Waste Discharge
Requirements for the discharge of stormwater in the Whitewater River Watershed,
which is known as the MS4 Permit, including any amendment to or replacement of
such MS4 Permit that may be issued in the future. This certification applies to
requirements included in the Drainage Area Management Plan, Stormwater
Management Plan, Stormwater Pollution Prevention Plan and Water Quality
Management Plan described in the MS4 Permit and is applicable to the Work (as
defined in the General Provisions) at the time of the application for this Permit.
CVWD requires Permittee to implement control measures to the maximum extent
practicable to prevent the discharge of nonstormwater generated runoff into CVWD
Page 5 of 14
Facilities. Permittee shall repair and maintain the outlet structure and CVWD
Facilities to mitigate any condition of nuisance and/or damage to the outlet structure
and CVWD Facilities caused by Permittee’s nonstormwater discharge as determined
by CVWD. This maintenance and repair shall include, but not be limited to, outlet
concrete repairs, CVWD Facilities bottom scour repair, slope protection repair,
vegetation clearing, ponded/nuisance water removal, etc. Failure to comply with
these conditions of approval may result in revocation by CVWD of the Permit
associated with the outlet and removal or sealing of the outlet. In the event Permittee
fails to perform the abovementioned responsibilities, CVWD may elect to complete
any or all of such tasks at Permittee’s cost and expense. Such cost shall be paid by
Permittee within ten (10) calendar days following receipt of an invoice from
CVWD.
19. Surface and subsurface drainage facilities in the vicinity of this project were
designed and constructed for agricultural drainage. CVWD will consider use of
these drainage facilities for urban drainage if (1) the surface and subsurface
drainage facilities can physically handle the new urban drainage, (2) the area is
incorporated into the National Pollutant Discharge Elimination System permit and
Waste Discharge Requirements for the disc harge of stormwater in the Whitewater
River Watershed, which is known as the MS4 Permit and (3) the project is annexed
into a future district(s) for recovery of capital and operation/maintenance costs
associated with the new urban drainage system. CVWD may need replacement or
additional drainage facilities to provide for the orderly expansion of the drainage
system.
X 20. CVWD receipt for stormwater outlet fees must be provided, if required.
X 21. Inspection shall be required per the below Ge neral Provision No. 3. Permittee shall
coordinate with CVWD both for a pre -construction meeting and for inspection
prior to any construction activity within the Channel.
X 22. There is flooding risk within the Channel. Staging, stockpiling and leaving
equipment overnight are not allowed.
X 23. As of the date of the Permit, the construction drawings are at approximately 95%
and have NOT been approved by CVWD. The permit will be amended to include the
approved drawings. The Contractor must apply for a Construction Encroachment
Permit and is required to provide the approved construction drawings at the time of
submitting the application.
X 24. Permittee shall notify CVWD’s Facilities and Maintenance Department prior to
performing any maintenance on Permittee Facilities. Please contact Facilities and
Maintenance at 760-398-2651 Monday through Friday for work area access.
X 25. Permittee shall protect in place all CVWD/USBR facilities.
Page 6 of 14
COACHELLA VALLEY WATER DISTRICT
GENERAL PROVISIONS TO CONSTRUCTION ENCROACHMENT PERMIT
These General Provisions apply to construction and/or temporary use of Permittee Facilities (as
defined herein), as appropriate to the context of each section and the nature of Permittee Facilities.
1. No Precedent Established. No action under this Permit establishes a precedent regarding (a) the
advisability of permitting any certain type of encroachment to exist within Coachella Valley Water
District (“CVWD”)/United States Bureau of Reclamation (“USBR”) Property, or (b) to the acceptability
of any such permit in any other or future situation. “CVWD/USBR Property” means any fee owned
land(s) or easement(s) held by CVWD/USBR.
2. Prior Meeting and Requirements . Before starting any work or undertaking any activity on the
CVWD/USBR Property (“Work”) or (“Activity”) as appropriate under the Permit, Permittee shall
contact CVWD’s Chief Inspector or other designated employee and arrange for a pre-construction or pre-
activity meeting. No Work or Activity shall be performed prior to such meeting. Permittee shall provide
at such meeting a plan for fugitive dust control in compliance with AQMD Rule 403, if applicable.
Unless specifically not required, before starting Work or Activity, Permittee shall provide to CVWD the
inquiry Identification Number (the number provided by Underground Service Alert (USA) to every
person who contacts USA pursuant to Section 4215.5 of the Government Code). No Work or Activity
shall occur under the Permit outside of the normal working hours of CVWD employees unless the
CVWD inspector is present and Permittee shall have first obtained the consent of CVWD’s Chief
Inspector. If the Work/Activity is interrupted for two (2) consecutive business days or more, Permittee
shall obtain from CVWD’s Chief Inspector consent to resume the Work/Activity. Reference herein to
“Permittee Facilities” means any use of the CVWD/USBR Property by Permittee, whether involving
construction (Work) or a use not involving construction (Activity).
3. Inspection. All Work/Activity shall be subject to inspection and approval by CVWD. Permittee
shall schedule CVWD Inspection one (1) business day in advance of performing any activities under this
Permit. The following items are required in order to schedule Inspection: 1) project title, 2) inspec tion
number, and 3) activities to be performed. Permittee shall notify the Inspection Division when the
Work/Activity has been completed and obtain a final inspection report. If any inspection by CVWD
indicates that the Work/Activity and/or Permittee Facilities interfere with CVWD’s use of the
CVWD/USBR Property or the rights of the owner of such real property or the holder of any prior rights
(as determined by CVWD in its sole and absolute discretion), Permittee shall remove or replace the
Permittee Facilities as directed by CVWD. In the event Permittee fails to do so, CVWD may elect to
complete any or all of such tasks at Permittee’s cost and expense. Such cost shall be paid by Permittee
within ten (10) calendar days following receipt of an invoice from CVWD. Inspection will be
performed by CVWD at the Permittee’s expense as required by Coachella Valley Water District Code
(CVWDC) 3.05.210. (ord. 1399.13 § 8-1, 2019) Inspection charge – 1. A. Amount. The charge for
inspection of a Construction Encroachm ent Permits, as provided in CVWDC 3.05.330(B), is based on
an hourly rate. See Appendix P. A deposit is required as described below. B. Deposit. The Permittee
shall deposit the estimated cost of the inspection prior to the start of construction. When the i nspection
charges exceed 90 percent of the deposit, the Permittee shall make additional deposits prior to any
additional inspection. C. Refund. CVWD will refund any excess funds within 30 days of acceptance of
the facilities by CVWD. All outstanding invoic es need to be paid prior to the release of the deposit.
(Ord. 1399.13 § 5-8, 2019). The Coachella Valley Water District Code is current through Ordinance
1438, and legislation passed through August 13, 2019, as may be amended from time to time.
4. Permit and Plans on Job Site. The Permit and construction drawings/exhibits or copies thereof
shall be kept at the job site and must be shown to any representative of CVWD or any law enforcement
officer on demand. If the Permit and construction drawings/exhibits are not on the job site, CVWD may,
at its option, require immediate suspension of Work/Activity by oral notice to Permittee’s employees,
contractors or representatives at the job site.
Page 7 of 14
5. Authorized Permit Users. The Permit may be used and any Work/Activity under this Permit may
be performed only by the named Permittee and its contractors, subcontractors, authorized agents , invitees,
and representatives. No other parties are authorized to perform Work/Activity under this Permit.
6. Conflicting Permits. If an existing encroachment or improvement pursuant to a prior CVWD
permit conflicts with the proposed Work/Activity, Permittee must arrange, at its sole cost and at no
expense to CVWD, for any removal or relocation of such prior encroachment or improvement with the
owner/permittee thereof.
7. Additional Approvals; Environmental Compliance. The Work/Activity may require that
Permittee obtain written orders, approvals, authorizations or consent (collectively “Approvals”) from
and/or comply with environmental laws and regulations issued or administered by certain federal, state or
local agencies including (without limitation) the U.S. Army Corps of Engineers (“USACE”), California
Department of Fish and Wildlife (“DFW”), United States Fish and Wildlife Service (“FWS”), Regional
Water Quality Control Board, Colorado River Region (“Regional Board”), California Public Utilities
Commission (“PUC”) and/or Cal-OSHA. Permittee is responsible for obtaining and complying with all
State and Federal permits needed for the Permittee Facilities to satisfy Clean Water Act Requirements.
Compliance with environmental laws may require the obtaining from DFW of a Streambed Alteration
Agreement (Fish and Game Code, Section 1600 et seq.), Regional Board Section 401 Permit, Waste
Discharge Requirements, compliance with the California Environmental Quality Act (“CEQA”),
Regional Board best management practices, USACE Section 404 permitting, compliance with the
Coachella Valley Multiple Species Habitat Conservation Plan (“CVMSHCP”) including payment of the
Local Development Mitigation Fee (“LDMF”) to the Coachella Valley Conservation Commission
(“CVCC”) as administered by Cities and Counties, and other permits and requirements. Permittee is
aware that some or all of the Work/Activity may take place in regulated waters of the United States or
waters of State of California, requiring Permittee to obtain appropriate permits and Approvals. In
addition, to the extent issuance of the Permit or other action triggers the requirement for CVWD or its
affiliates to prepare additional environmental review pursuant to CEQA or the National Environmental
Policy Act (“NEPA”), Permittee shall be responsible to reimburse and indemnify CVWD for all costs of
such compliance. Authorization to undertake the Work/Activity under this Permit is specifically
conditioned upon Permittee’s compliance with all the terms and requirements of the Approvals. If
CVWD is not the fee owner of the CVWD/USBR Property, Permittee shall also obtain Approval from the
Owner(s) of such Property. This Permit shall be effective and Work/Activity may commence hereunder
only upon receipt by Permittee of all necessary Approvals. Permittee shall abide by stormwater discharge
regulations adopted by the U.S. Environmental Protection Agency and the State Water Resources Control
Board.
8. In the event Work including, but not limited to, clearing, grading and excavation results in a land
disturbance of one (1) or more acres, Permittee shall:
Submit a Notice of Intent (State Form II) in compliance with the terms of the general permit to
discharge stormwater associated with construction activity to the State Water Resources Control Board
and to CVWD.
State Water Resources Control Board
Division of Water Quality
Attention: Stormwater Permit Unit
Post Office Box 1977
Sacramento, California 95812
9. Compliance with Laws. All Work/Activity shall be completed at no cost to CVWD in
conformance with all laws, rules and regulations of all governmental or quasi-governmental agencies and
the owners of the real property upon which the Work/Activity is to be accomplished.
10. Drainage Modification. If there is potential for the Work/Activity to effect existing drainage or
drainage patterns, Permittee will consult with CVWD before Work/Activity begins.
Page 8 of 14
11. Clean Up. Permittee shall not deposit asphalt, concrete, organic matter, chemicals, metal, paper,
trash or other waste or debris within the CVWD/USBR Property. Upon completion of the Work/Activity
or any subsequent repair or maintenance of Permittee Facilities, all brush, timber, scraps, material, etc.,
placed at the job site by or on behalf of Permittee shall be entirely removed and Permittee shall restore the
CVWD/USBR Property to its prior condition as nearly as may be possible. If, during the course of the
Work/Activity or thereafter, construction, reconstruction or maintenance work must be performed by
CVWD within the CVWD/USBR Property, the Work/Activity shall, upon request of CVWD,
immediately cease and the Work/Activity or Permittee Facilities shall be re located, at Permittee’s sole
cost. If Permittee fails to do any of the foregoing, CVWD may elect to complete all or any of such tasks
at Permittee’s cost and expense. Such cost shall be paid by Permittee within ten (10) calendar days
following receipt of an invoice from CVWD.
12. Mechanics Lien Claims. In its performance of the Work/Activity or any other activities
associated with this Permit, including operation and maintenance of Permittee Facilities, Permittee shall
assure that the CVWD/USBR Property is kept free from mechanics lien claims and shall defend,
indemnify and hold CVWD free and harmless from and against any such claims. In the event a
mechanics lien is filed against the CVWD/USBR Property, Permittee shall cause such lien to be removed
(whether by bonding or otherwise) within thirty (30) calendar days after it is recorded.
13. As-Built Plans. Not later than fifteen (15) calendar days following completion of the Work,
Permittee shall provide to CVWD a set of “As-Built” drawings from the Engineer of Record with
sufficient accuracy to allow CVWD to determine the location of the Permittee Facilities, if applicable.
14. CVWD Non-liability; Permittee Responsibility. CVWD shall not be liable for the replacement of
decorative concrete and other surface improvements, including, but not limited to, alternative paving
methods or treatments or the removal of some or all Permittee Facilities which removal may be required
in order to gain access to CVWD/USBR Facilities. “CVWD/USBR Facilities” means any facilities
owned by CVWD/USBR and located within, under, or upon CVWD/USBR Property. CVWD shall not be
responsible for seal coating, overlaying or otherwise resurfacing street improvements and Permittee shall
be responsible for all such costs. Permittee waives any claim, loss, damage or action against CVWD or
its Representatives (as defined below) arising out of or in connection with any Claims (as defined below)
or destruction of the Permittee Facilities from the exercise of CVWD of any right with respect to
CVWD/USBR Property, unless caused by the gross negligence or willful misconduct of CVWD or its
Representatives. CVWD shall have no liability or responsibility to restore any Permittee Facilities on
CVWD/USBR Property to any condition after exercising any right with respect to CVWD/USBR
Property or to pay for loss or destruction of the same and Permittee shall be responsible for all such costs.
The term “Representatives” shall mean employees, representatives, agents, contractors, subcontractors,
invitees, and other persons directly or indirectly employed by or reasonably under the control of any of
the foregoing or for whose acts any of the foregoing may be liable.
15. Defense and Indemnity . Permittee shall defend, indemnify and hold harmless CVWD and its
Representatives (the “Indemnified Parties”), from and against all actions, causes of action, demands,
liabilities, costs, damages, claims, losses and expenses (including attorneys’ fees) (collectively,
“Claims”) of every type and description to which they may be subjected, by reason of, or resulting from:
(a) this Permit; (b) any act or omission of Permittee or its Representatives in connection with any matters
contemplated by this Permit; (c) any death, personal injury, property damage or casualty (including, but
not limited to death, personal injury, property damage, or casualty to third parties and any damage to any
CVWD Facilities); (d) any breach by Permittee of its obligations under this Permit; (e) enforcement by
CVWD of any provision of this Permit; and (f) the maintenance, operation, repair, replacement or
improvement of Permittee’s Facilities, except for Claims ultimately established by a court of competent
jurisdiction to have been caused by the gross negligence or willful misconduct of the Indemnified Parties.
Except in the case of CVWD’s gross negligence or willful misconduct, Permittee, as a material part of the
consideration of this Permit, waives all claims or demands against CVWD and the other Indemnified
Parties for any such Claims. No provision of this Permit shall in any way limit the responsibility of
Permittee for payment of damages resulting from its operations or the operations of any of its
Representatives. Permittee further covenants and agrees to pay, or to reimburse the Indemnified Parties
for all Claims arising out of or in connection with Permittee’s obligations pursuant to this Permit, except
Page 9 of 14
Claims arising through the gross negligence or willful misconduct of the Indemnified Parties. The
Indemnified Parties shall have the right, at Permittee’s expense, to commence, to appear in, or to defend
any action or proceeding, arising out of and in connection with the Permit, and in connection therewith,
may pay all necessary expenses if Permittee fails upon reasonable notice to so commence, appear in or
defend any action or proceeding with counsel reasonably acceptable to CVWD. Permittee shall be
furnished with copies of bills relating to the foregoing upon request.
16. Damage to CVWD/USBR Facilities. If the CVWD/USBR Facilities are damaged or destroyed as
a result of the exercise of the rights provided in this Permit, the Work/Activity, construction, operation
and maintenance of the Permittee Facilities or any other cause associated with or arising out of the
existence of the Permit, Permittee shall be responsible for all costs associated with the reconstruction or
repair of the affected CVWD/USBR Facilities and shall reimburse the same within thirty (30) calendar
days following written demand from CVWD.
17. Insurance. Notwithstanding the Effective Date of this Permit, this Permit shall not take effect or
become binding on CVWD until Permittee has complied with the Insurance Requirements, attached
hereto as Schedule 1. If required insurance coverage expires, is canceled or otherwise terminates prior to
the completion of the Work/Activity or otherwise prior to the intended expiration of this Permit, all
uncompleted Work/Activity shall cease until required insurance coverage is reinstated. If Work/Activity
has been completed but this Permit remains in effect with respect to the operation and maintenance of
Permittee Facilities, failure by Permittee to maintain required insurance coverage shall be a material
default by Permittee hereunder, as a result of which CVWD may elect to terminate this Permit and upon
such termination, to require the immediate removal of all Permittee Facilities and restoration of the
CVWD/USBR Property to its prior condition. Notwithstanding an election by CVWD to terminate this
Permit in accordance with the provisions of this section, Permittee will remain liable to CVWD for all
obligations as set forth in this Permit.
18. Cost of Work. Unless otherwise stated in this Permit, all costs associated with the Work/Activity
and/or Permittee’s use of the CVWD/USBR Property shall be the sole responsibility of Permittee.
Permittee waives all claims for indemnification or contribution from CVWD for such Work and/or
Activity.
19. Security for Performance. A security or cash deposit may be required of Permittee whenever, in
CVWD’s sole discretion, it becomes necessary or advisable to guaranty performance.
20. Termination/Removal of Permittee Facilities.
(a) CVWD. CVWD reserves the right and privilege to terminate this Permit upon thirty (30)
calendar days prior written notice of revocation by CVWD to Permittee, with or without cause
and for any reason whatsoever. Upon the termination of this Permit by CVWD, Permittee shall,
within the time prescribed by CVWD, remove all Permittee Facilities and restore the
CVWD/USBR Property to its prior condition, all at Permittee’s sole cost. In the case of an
emergency, as determined by CVWD in its sole and absolute discretion, CVWD may remove the
Permittee Facilities without prior written notice to the Permittee. If Permittee fails to remove the
Permittee Facilities as set forth in the written notice of revocation, CVWD shall have the right to
remove the Permittee Facilities without reimbursement to Permittee. In such event and in the
event of the removal due to an emergency, the cost of removal by CVWD, plus an administ rative
fee in the amount of fifteen percent (15%) of such costs, shall be paid by Permittee to CVWD
within fifteen (15) calendar days of Permittee’s receipt of an invoice from CVWD. The parties
hereto agree that such charge represents a fair and reasonable estimate that CVWD will incur to
oversee the removal of the Permittee Facilities.
(b) Permittee. Permittee may terminate this Permit at any time, with or without cause and for
any reason whatsoever. Such termination shall be effective upon the removal of the Permittee
Facilities and restoration of the CVWD/USBR Property to its prior condition, all at Permittee’s
sole cost.
Page 10 of 14
21. CVWD Rights and Responsibilities. If the Permit involves Work/Activity or Permittee Facilities
within any CVWD stormwater channel or other flood protection facilities (“Channel”), the provisions of
Paragraphs (a) and (b) following, shall apply.
(a) CVWD reserves the right to maintain and operate the Channel, removing therefrom any
Permittee Facilities (or portions thereof), installation, obstruction or interference (collectively
“Obstruction”) when such Obstruction substantially interferes with the free flow of the Channel
waters or, in CVWD’s sole discretion, interferes with performance by CVWD of its public duties
and responsibilities. CVWD also reserves the right to realign the Channel, changing the course
and depth thereof and/or to make other changes and improvements to the Channel, as CVWD
deems necessary. Any such removal of Permittee Facilities shall, at CVWD’s election, be at
Permittee’s sole cost and expense, to be reimbursed by Permittee to CVWD within thirty (30)
calendar days following receipt of written demand.
(b) Permittee recognizes the responsibility of CVWD to make changes to the Channel as
described above and to maintain the integrity of the Channel during periods of stormwater runoff.
Permittee therefore waives and releases CVWD and CVWD Indemnitees from all claims for
damage to or destruction of the Permittee Facilities caused by CVWD or its Representatives.
Any removal of debris and silt resulting from or exacerbated due to the Work/Activity or the
Permittee Facilities or repairs, reconstruction, restoration, or relocation of the Work/Activity or
Permittee Facilities damaged or destroyed as defined herein shall be performed by and at the sole
expense of Permittee.
22. Assumption of the Risk. Storm, surface, ground, nuisance, or other waters may be encountered at
various times during Permittee Work/Activity. Permittee hereby acknowledges and agrees that there are
certain inherent risks and dangers associated with such waters; and that, except as expressly set forth
herein, it knowingly and voluntarily accepts and assumes responsibility for, each of these risks and
dangers, and all other risks and dangers that could arise out of, or occur during, Permittee’s
Work/Activity. Such inherent risks and dangers include, but are not limited to: flooding, health hazards,
slippery ground, uneven surfaces, and debris and known and unknown risks of serious personal injury,
including death, and damage to or loss of Permittee Facilities. CVWD EXPRESSLY DISCLAIMS AND
PERMITTEE EXPRESSLY ASSUMES ANY AND ALL LIABILITY FOR DEATH, PERSONAL
INJURY OR PROPERTY DAMAGE TO THIRD PARTIES OR TO PERMITTEE WHICH ARE NOT
DIRECTLY CAUSED BY THE NEGLIGENCE OR WILLFUL MISCONDUCT OF CVWD, AS
DETERMINED BY A COURT OF COMPETENT JURISDICTION.
23. Subordination. The Work/Activity and the Permittee Facilities are subordinate to any operations
of CVWD and shall be coordinated with the work of CVWD forces or CVWD contractors so that there
shall be no delay to or interference with CVWD operations.
24. Location of Other Facilities. Permittee shall be fully responsible to ascertain the location of all
facilities constructed by others, and to locate and construct the Permittee Facilities or perform the
Work/Activity in a manner which will not damage, conflict or interfere with any existing encroachment ,
improvement or facility. Prior to making any excavation, Permittee shall call Underground Service Alert.
25. Real Property Interests. This Permit and permission granted herein extends only to those real
property interests held by CVWD/USBR in the subject real property. No warranty is made that
CVWD/USBR possesses all of the rights or title necessary for Permittee to accomplish work under this
Permit and Permittee is cautioned to satisfy itself that it has obtained all necessary rights or permits prior
to commencement of work. This Permit does not constitute a grant of any real property interest from
CVWD/USBR to Permittee.
26. Taxable Possessory Interest. Permittee acknowledges that a taxable possessory interest may have
been created by this Permit and in such event, Permittee may become subject to payment of possessory
interest taxes levied on such interest. Payment of possessory interest taxes, if any, will be the sole
responsibility of Permittee.
Page 11 of 14
27. Miscellaneous. The following additional provisions apply:
(a) Time is of the essence of this Permit and each and every term and provision thereof.
(b) This Permit shall be construed as if prepared by all of the parties hereto. Accordingly,
any rule of law (including California Civil Code Section 1654) or legal decision that would
require interpretation of any ambiguities in this Permit against the party that has drafted it is not
applicable and is waived.
(c) No delay on the part of any party in exercising any right, power or privilege hereunder
shall operate as a waiver thereof, nor shall any waiver by any party of any right, power or
privilege hereunder operate as a waiver of any other right, power or privilege, nor shall any single
or partial exercise of any right, power or privilege hereunder preclude any other or further
exercise of any other right, power or privilege.
(d) Each person executing this Permit represents and warrants that he or she has full power
and authority to execute this Permit on behalf of the named parties.
(e) Any action or proceeding to enforce or relating to this Permit shall be brought exclusively
in the Federal or State courts located in Riverside County, California, and the parties hereto
consent to the exercise of personal jurisdiction over them by any such court for purposes of any
such action or proceeding.
(f) This Permit, together with the exhibits attached hereto and other writings referenced
herein, contains the entire agreement between the parties relating to the subject matter hereof and
supersedes any and all prior agreements between the parties, oral or written, and any amendments
thereto. Any oral representations or modifications concerning this Permit are of no force and
effect except a subsequent modification in writing, signed by the parties to be charged.
(g) In the event of any litigation or other action between the parties arising out of or relating
to this Permit or the breach thereof, the prevailing party shall be entitled, in addition to such other
relief as may be granted, to its reasonable costs and attorneys’ fees.
(h) The invalidity or illegality of any provisions of this Permit shall not affect the remainder
of the Permit.
(i) If Permittee requests that CVWD review or execute assignments, estoppels or other
documents related to this Permit and its continued validity, Permittee shall be solely responsible
for costs incurred by CVWD to respond to such request.
(j) This Permit is entered into within the State of California, and all questions concerning the
validity, interpretation and performance of any of its terms or provision or any of the rights or
obligations of the parties hereto shall be governed by and resolved in accordance with the laws of
the State of California.
(k) Permittee must notify CVWD’s Chief Surveyor at least forty-eight (48) hours prior to
removing or replacing any Survey Monuments. All monuments must be replaced at Permittee’s
expense and must be replaced in accordance with sections 8771 and 8772 of the Business and
Professions Code.
Page 12 of 14
SCHEDULE 1
INSURANCE REQUIREMENTS
MINIMUM SCOPE AND LIMIT OF COVERAGE. Prior to and at all times after
executing the Permit, Permittee shall procure and maintain, at its sole cost, for the duration of
Permittee’s obligations hereunder, not less than the following coverage and limits of insurance,
with insurers and under policy forms satisfactory to CVWD.
(a) Commercial General Liability Insurance written on an occurrence basis of at
least $1,000,000 per occurrence/$2,000,000 aggregate including ongoing operations, products
and completed operations, property damage, bodily injury, personal and advertising injury, and
premises/operations liability.
(i) Coverage for Commercial General Liability insurance shall be at least as
broad as Insurance Services Office Commercial General Liability coverage form (Occurrence
Form CG 00 01) or exact equivalent.
(ii) The policy shall contain no endorsements or provisions limiting coverage
for (1) contractual liability; (2) cross liability exclusion for claims or suits by one insured against
another; (3) products and completed operations liability; or (4) contain any other exclusion
contrary to the Permit.
(iii) The policy shall be endorsed to name Coachella Valley Water District, its
employees, directors, officers, agents, and volunteers as additional insureds using ISO
endorsement forms CG 20 10 10 01 and 20 37 10 01, or endorsements providing the exact same
coverage.
(b) Commercial Automobile Liability Insurance written on a per occurrence basis
of at least $1,000,000 per occurrence for bodily injury and property damage.
(i) Coverage for automobile liability insurance shall be at least as broad as
Insurance Services Office Form Number CA 00 01 covering automobile liability (Coverage
Symbol 1, any auto)
(ii) The policy shall be endorsed to name Coachella Valley Water District, its
employees, directors, officers, agents, and volunteers as additional insureds.
(c) Workers’ Compensation Insurance/Employers Liability as required by the
State of California with statutory limits or be legally self-insured pursuant to Labor Code section
3700 et seq. along with Employer’s Liability limits of no less than $1,000,000 per occurrence for
bodily injury or disease. The workers compensation insurer shall agree, using form WC 00 03
13 or the exact equivalent to waive all rights of subrogation against Coachella Valley Water
District, its employees, directors, officers, and agents.
OTHER INSURANCE PROVISIONS. All of Permittee’s policies shall meet the
following requirements and contain all specified provisions/endorsements noted hereunder.
(a) Insurers shall provide CVWD at least thirty (30) days prior written notice of
cancellation of any policy required by this Permit, except that insurers shall provide at least ten
(10) days prior written notice of cancellation of any such policy due to non-payment of premium.
In the event any insurer issuing coverage hereunder does not agree to provide notice of
Page 13 of 14
cancellation to CVWD, Permittee shall assume such obligation and provide written notice of
cancellation in accordance with the above. If any of the required coverage is cancelled or
expires during the term of this Permit, Permittee shall deliver renewal certificate(s) including
endorsements to CVWD at least ten (10) days prior to the effective date of cancellation or
expiration.
(b) The Commercial General Liability Policy and Automobile Policy shall each
contain a provision stating that Permittee’s policy is primary insurance and that any insurance,
self-insurance or other coverage maintained by CVWD or any additional insureds shall not be
called upon to contribute to any loss.
(c) All required insurance coverages shall contain a provision, or be endorsed, to
waive subrogation in favor of the Coachella Valley Water District, its employees, directors,
officers, and agents or shall specifically allow Permittee to waive its right of recovery prior to a
loss. Permittee hereby waives its own right of recovery against Coachella Valley Water District,
its employees, directors, officers, and agents.
(d) If at any time during the life of the Permit, any policy of insurance required under
this Permit does not comply with these specifications or is canceled and not replaced, CVWD
has the right but not the duty to obtain the insurance it deems necessary and any premium paid
by CVWD will be promptly reimbursed by Permittee. In the alternative, CVWD may cancel this
Permit.
(e) CVWD may require Permittee to provide complete copies of all insurance
policies and endorsements in effect for the duration of the Permit.
(f) The general liability and automobile liability programs may utilize either
deductibles or provide coverage excess of a self-insured retention, subject to written approval by
CVWD, and provided that such deductibles shall not apply to CVWD as an additional insured.
(g) Claims made policies are not acceptable
(h) Permittee shall not allow any of its contractors, consultants, subcontractors or
subconsultants to commence work under this Permit until Permittee has required and verified
that contractors, subcontractors, consultants, or subconsultants have secured all insurance
required under this Section, including waivers of subrogation and other endorsements. Policies
of commercial general liability insurance provided by such contractors, consultants,
subcontractors or subconsultants shall be endorsed to name Coachella Valley Water District, its
employees, directors, officers, and agents as additional insureds using ISO form CG 20 38 04 13
and CG 20 10 11 85, or an endorsement providing the exact same coverage. If requested by
Permittee, CVWD may approve different scopes or minimum limits of insurance for particular
contractors, consultants, subcontractors or subconsultants.
VERIFICATION OF COVERAGE. Prior to execution of the Permit, Permittee shall
file with CVWD evidence of insurance from an insurer or insurers certifying to the coverage of
all insurance required herein. Such evidence shall include original copies of the Certificate of
Insurance (Acord Form 25-S or equivalent), together with required endorsements. All evidence
of insurance shall be signed by a properly authorized officer, agent, or qualified representative of
the insurer and shall certify the names of the insured, any additional insureds, where appropriate,
the type and amount of the insurance, the location and operations to which the insurance applies,
and the expiration date of such insurance. All policies required shall be issued by acceptable
insurance companies, as determined by CVWD. Each such policy shall be from a company or
companies with a current A.M. Best's rating of no less than A:VII and admitted to transact in the
Page 14 of 14
business of insurance in the State of California, or otherwise allowed to place insurance through
surplus line brokers under applicable provisions of the California Insurance Code or any federal
law.
LIABILITY NOT LIMITED. Defense costs shall be payable in addition to the limits
set forth herein. Requirements of specific coverage or limits contained herein are not intended as
a limitation on coverage, limits, or other requirement, or a waiver of any coverage normally
provided by any insurance. The limits set forth herein shall apply separately to each insured
against whom claims are made or suits are brought, except with respect to the limits of liability.
Further the limits set forth herein shall not be construed to relieve Permittee from liability in
excess of such coverage, nor shall it limit Permittee’s indemnification obligations to CVWD and
shall not preclude CVWD from taking such other actions available to CVWD under other
provisions of the Permit or law.
AVAILABLE LIMITS. Notwithstanding the minimum limits set forth above, any
available insurance proceeds in excess of the specified minimum limits of coverage shall be
available to the parties required to be named as additional insureds.
RESERVATION OF RIGHTS. CVWD reserves the right to modify these
requirements, including limits, based on the nature of the risk, prior experience, insurer,
coverage, or other special circumstances.
July 19, 2021
Dune Palms Road Bridge
Roadway Resident Engineer’s File
APPENDIX M OPINION OF PROBABLE CONSTRUCTION COSTS
CITY OF LA QUINTA Printed on: July 19, 2021 at 9:39 AM
Dune Palms Road Bridge Improvements Engineer's Estimate
100% Mylar Screen Check Submittal - Updated w/ Base Bid Areas
ITEM
NO.ITEM UNIT ESTIMATED
UNIT PRICE
ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT
BASE BID #1; Federal Participating (Sta 16+50 - 25+62)
Roadway Approaches
1 Mobilization (5%)LS 628,000.00 1 628,000.00 1.0 628,000.00 0 0.00 0 0.00 0 0.00
2 Best Management Practices LS 90,000.00 1 90,000.00 1.0 90,000.00 0 0.00 0 0.00 0 0.00
3 Traffic Control LS 175,000.00 1 175,000.00 1.0 175,000.00 0 0.00 0 0.00 0 0.00
4 Resident Engineers Trailer MO 4,500.00 18 81,000.00 18 81,000.00 0 0.00 0 0.00 0 0.00
5 Sawcut & Remove AC Pavement SF 3.50 22,000 77,000.00 22,000 77,000.00 0 0.00 0 0.00 0 0.00
6 Remove Conc. Pavement & Cut Off Walls SF 6.50 41,686 270,959.00 41,686 270,959.00 0 0.00 0 0.00 0 0.00
7 Sawcut & Remove Conc. Slope Protection SF 3.80 12,150 46,170.00 12,150 46,170.00 0 0.00 0 0.00 0 0.00
8 Clearing and Grubbing LS 163,400.00 1 163,400.00 1.00 163,400.00 0 0.00 0 0.00 0 0.00
9 Unclassified Excavation (Roadway)CY 75.00 555 41,625.00 555 41,625.00 0 0.00 0 0.00 0 0.00
10 Unclassified Excavation (Channel)CY 30.00 3,200 96,000.00 3,200 96,000.00 0 0.00 0 0.00 0 0.00
11 Unclassified Fill (Roadway)CY 55.00 5,435 298,925.00 5,435 298,925.00 0 0.00 0 0.00 0 0.00
12 Suitable Backfill Material CY 52.00 70 3,640.00 70 3,640.00 0 0.00 0 0.00 0 0.00
13 Construct & Remove Bypass Road LS 370,000.00 1 370,000.00 1 370,000.00 0 0.00 0 0.00 0 0.00
14 Asphalt Concrete (T=4.5")SF 4.00 23,320 93,280.00 23,320 93,280.00 0 0.00 0 0.00 0 0.00
15 Class 2 Aggregate Base (T=6.0")SF 2.50 23,320 58,300.00 23,320 58,300.00 0 0.00 0 0.00 0 0.00
16 Crushed Misc. Base CY 90.00 415 37,350.00 415 37,350.00 0 0.00 0 0.00 0 0.00
17 6" AC Dike LF 52.00 135 7,020.00 135 7,020.00 0 0.00 0 0.00 0 0.00
18 6" Curb & Gutter LF 65.00 448 29,120.00 448 29,120.00 0 0.00 0 0.00 0 0.00
19 8" Median Curb LF 49.00 512 25,088.00 512 25,088.00 0 0.00 0 0.00 0 0.00
20 Concrete Sidewalk SF 15.00 4,148 62,220.00 4,148 62,220.00 0 0.00 0 0.00 0 0.00
21 Concrete Driveway Approach SF 21.50 775 16,662.50 775 16,662.50 0 0.00 0 0.00 0 0.00
22 Colored Stamped Concrete Median SF 22.50 1,811 40,747.50 1,811 40,747.50 0 0.00 0 0.00 0 0.00
23 Concrete Cross Gutter SF 21.50 1,215 26,122.50 1,215 26,122.50 0 0.00 0 0.00 0 0.00
24 8" Concrete Pavement SF 21.50 1,132 24,338.00 1,132 24,338.00 0 0.00 0 0.00 0 0.00
25 Type 1A Retaining Wall SF 195.00 1,829 356,655.00 1,829 356,655.00 0 0.00 0 0.00 0 0.00
CV LINK ELEMENTS - CVAG NON FEDERAL/NON LOCAL-
OTHER AGENCY COST
NON FEDERAL
PARTICIPATING 100% LOCAL
COST
FEDERAL/PROJECT COST
PARTICIPATING OVERALL TOTALS
ITEM
NO.ITEM UNIT ESTIMATED
UNIT PRICE
ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT
26 Concrete Slope Protection CY 520.00 1,195 621,400.00 1,195 621,400.00 0 0.00 0 0.00 0 0.00
27 Curb Ramp (Case A)EA 8,000.00 1 8,000.00 1 8,000.00 0 0.00 0 0.00 0 0.00
28 6' Masonry Block Wall LF 285.00 290 82,650.00 290 82,650.00 0 0.00 0 0.00 0 0.00
29 Catch Basin Per LQ Std 300 & Local Depression
(Sump)EA 15,000.00 3 45,000.00 3 45,000.00 0 0.00 0 0.00 0 0.00
30 Catch Basin / Drywell System w/ Local Depression
(Sump)EA 60,000.00 1 60,000.00 1 60,000.00 0 0.00 0 0.00 0 0.00
31 Storm Drain Manhole No. 2 per MH252 EA 20,000.00 1 20,000.00 1 20,000.00 0 0.00 0 0.00 0 0.00
32 Reconstruct SD Manhole to Grade LF 2,000.00 7 14,000.00 7 14,000.00 0 0.00 0 0.00 0 0.00
33 24" Storm Drain Outlet EA 17,000.00 1 17,000.00 1 17,000.00 0 0.00 0 0.00 0 0.00
34 42" Storm Drain Outlet EA 23,000.00 1 23,000.00 1 23,000.00 0 0.00 0 0.00 0 0.00
35 Concrete Collar Per M803 EA 2,500.00 3 7,500.00 3 7,500.00 0 0.00 0 0.00 0 0.00
36 24" HDPE, N-12 WT Joint SD Pipe LF 110.00 232 25,520.00 232 25,520.00 0 0.00 0 0.00 0 0.00
37 Metal Fencing (Retaining Wall)LF 220.00 438 96,360.00 438 96,360.00 0 0.00 0 0.00 0 0.00
38 Metal Gate Assembly EA 11,500.00 2 23,000.00 2 23,000.00 0 0.00 0 0.00 0 0.00
39 Chain Link Fence H=6', w/ Fabric LF 35.00 397 13,895.00 397 13,895.00 0 0.00 0 0.00 0 0.00
40 24' Wide Vehicle Gate w/ Lock EA 4,000.00 1 4,000.00 1 4,000.00 0 0.00 0 0.00 0 0.00
41 Temporary Fence (High Visibility)LF 20.00 700 14,000.00 700 14,000.00 0 0.00 0 0.00 0 0.00
42 Meter Pedestal Per LQ Std 730 EA 7,500.00 1 7,500.00 1 7,500.00 0 0.00 0 0.00 0 0.00
43 NOT USED 0.00 0 0.00 0 0.00 0 0.00 0 0.00
44 2" Schedule 80 PVC, Communications Conduit LF 21.50 2,042 43,903.00 2,042 43,903.00 0 0.00 0 0.00 0 0.00
45 Pull Box No. 3.5 (PCC) EA 700.00 6 4,200.00 6 4,200.00 0 0.00 0 0.00 0 0.00
46 Signing, Striping & Pavement Markers LS 21,200.00 1 21,200.00 1 21,200.00 0 0.00 0 0.00 0 0.00
47 4" Schedule 40 PVC, Landscaping Sleeve LF 25.00 44 1,100.00 44 1,100.00 0 0.00 0 0.00 0 0.00
48 Adjust to Grade Strom Drain Manhole EA 3,000.00 1 3,000.00 1 3,000.00 0 0.00 0 0.00 0 0.00
49 4" Thick Decomposed Granite SF 4.40 1,330 5,852.00 1,330 5,852.00 0 0.00 0 0.00 0 0.00
50 Remove Communications MH/Vault EA 4,000.00 1 4,000.00 1 4,000.00 0 0.00 0 0.00 0 0.00
Subtotal Roadway Approaches 4,284,702.50 4,284,702.50 0.00 0.00 0.00
Landscaping
51 Install Landscaping Plant Material & Irrigation SF 4.50 4,600 20,700.00 4,600 20,700.00 0 0.00 0 0.00 0 0.00
52 3/8” Crushed Rock (Apache Brown)SF 5.60 3,490 19,544.00 3,490 19,544.00 0 0.00 0 0.00 0 0.00
CV LINK PROJECT COST
PARTICIPATING OVERALL TOTALS FEDERAL/PROJECT COST
PARTICIPATING
NON FEDERAL
PARTICIPATING 100% LOCAL
COST
NON FEDERAL/NON LOCAL-
OTHER AGENCY COST
ITEM
NO.ITEM UNIT ESTIMATED
UNIT PRICE
ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT
53 ¾” Crushed Rock (Desert Gold)SF 3.40 1,130 3,842.00 1,130 3,842.00 0 0.00 0 0.00 0 0.00
54 6” Minus – Baja Cresta Rubble SF 7.50 465 3,487.50 465 3,487.50 0 0.00 0 0.00 0 0.00
55 3/8” Decomposed Granite – Brimstone (4" Thick)SF 3.40 475 1,615.00 475 1,615.00 0 0.00 0 0.00 0 0.00
56 90-Day Maintenance Period SF 7,000.00 1 7,000.00 1 7,000.00 0 0.00 0 0.00 0 0.00
Subtotal Landscape 56,188.50 56,188.50 0.00 0.00 0.00
Bridge
57 Structure Excavation (Bridge)CY 160.00 151 24,160.00 151 24,160.00 0 0.00 0 0.00 0 0.00
58 Structure Backfill (Bridge)CY 120.00 361 43,320.00 361 43,320.00 0 0.00 0 0.00 0 0.00
59 Structure Excavation (Ret Wall)CY 75.00 204 15,300.00 204 15,300.00 0 0.00 0 0.00 0 0.00
60 Structure Backfill (Ret Wall)CY 90.00 288 25,920.00 288 25,920.00 0 0.00 0 0.00 0 0.00
61 24" Cast-In-Drilled-Hole-Pile LF 175.00 3,076 538,300.00 3,076 538,300.00 0 0.00 0 0.00 0 0.00
62 60" Cast-In-Drilled-Hole-Pile LF 850.00 1,248 1,060,800.00 1,248 1,060,800.00 0 0.00 0 0.00 0 0.00
63 Prestressing Cast-In-Place Concrete LS 300,000.00 1 300,000.00 1 300,000.00 0 0.00 0 0.00 0 0.00
64 Structural Concrete (Bridge) (4,500 PSI)CY 1,450.00 2,770 4,016,500.00 2,770 4,016,500.00 0 0.00 0 0.00 0 0.00
65 Structural Concrete (Bridge Footing)CY 705.00 152 107,160.00 152 107,160.00 0 0.00 0 0.00 0 0.00
66 Structural Concrete (Bridge)CY 1,450.00 285 413,250.00 285 413,250.00 0 0.00 0 0.00 0 0.00
67 Structural Concrete (Ret Wall)CY 900.00 119 107,100.00 119 107,100.00 0 0.00 0 0.00 0 0.00
68 Structural Concrete, Approach Slab (Type N 30)CY 1,000.00 206 206,000.00 206 206,000.00 0 0.00 0 0.00 0 0.00
69 Minor Concrete (Median Paving, Colored and
Stamped)CY 300.00 116 34,800.00 116 34,800.00 0 0.00 0 0.00 0 0.00
70 Joint Seal Assembly (MR = 2 1/2")LF 570.00 181 103,170.00 181 103,170.00 0 0.00 0 0.00 0 0.00
71 Bar Reinforcing Steel (Bridge)LB 1.25 1,191,536 1,489,420.00 1,191,536 1,489,420.00 0 0.00 0 0.00 0 0.00
72 Bar Reinforcing Steel (Ret Wall)LB 1.25 11,881 14,851.25 11,881 14,851.25 0 0.00 0 0.00 0 0.00
73 Concrete Barrier (Type 58 Mod)LF 200.00 968 193,600.00 968 193,600.00 0 0.00 0 0.00 0 0.00
74 Metal Bridge Railing LF 40.00 968 38,720.00 968 38,720.00 0 0.00 0 0.00 0 0.00
75 Bridge Lighting and Pull Boxes LS 135,000.00 1 135,000.00 1 135,000.00 0 0.00 0 0.00 0 0.00
76 Conduit Supprt System (Bridge)LS 125,000.00 1 125,000.00 1 125,000.00 0 0.00 0 0.00 0 0.00
Subtotal Bridge Items 8,992,371.25 8,992,371.25 0.00 0.00 0.00
CVWD Sewer Main Relocation
77 Remove Sewer Manhole EA 4,000.00 3 12,000.00 3 12,000.00 0 0.00 0 0.00 0 0.00
78 Remove Pipe LF 45.00 201 9,045.00 201 9,045.00 0 0.00 0 0.00 0 0.00
OVERALL TOTALS FEDERAL/PROJECT COST
PARTICIPATING
NON FEDERAL
PARTICIPATING 100% LOCAL
COST
CV LINK PROJECT COST
PARTICIPATING
NON FEDERAL/NON LOCAL-
OTHER AGENCY COST
ITEM
NO.ITEM UNIT ESTIMATED
UNIT PRICE
ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT
79 Reconstruct Sewer Manhole LF 2,200.00 7.4 16,280.00 7.4 16,280.00 0 0.00 0 0.00 0 0.00
80 48" Sewer Manhole EA 11,000.00 4 44,000.00 4 44,000.00 0 0.00 0 0.00 0 0.00
81 12" PVC Sewer Pipe LF 243.00 49 11,907.00 49 11,907.00 0 0.00 0 0.00 0 0.00
82 18" PVC Sewer Pipe LF 297.00 166 49,302.00 166 49,302.00 0 0.00 0 0.00 0 0.00
83 Remove Structural Encasement LF 30.00 43 1,290.00 43 1,290.00 0 0.00 0 0.00 0 0.00
84 Remove 36" Steel Sleeve LF 25.00 73 1,825.00 73 1,825.00 0 0.00 0 0.00 0 0.00
85 Structural Encasement LF 215.00 21 4,515.00 21 4,515.00 0 0.00 0 0.00 0 0.00
86 Sewer Bypass LS 49,000.00 1 49,000.00 1 49,000.00 0 0.00 0 0.00 0 0.00
Subtotal CVWD Sewer Relocation 199,164.00 199,164.00 0.00 0.00 0.00
CVWD Water Main Relocation
87 18" Cl 350 DIP w/ Restr. Jts, Zinc Coated & Poly LF 1,000.00 670 670,000.00 670 670,000.00 0 0.00 0 0.00 0 0.00
88 Remove 18" DI Blind Flange EA 1,000.00 2 2,000.00 2 2,000.00 0 0.00 0 0.00 0 0.00
89 Remove Water Main LF 125.00 646 80,750.00 646 80,750.00 0 0.00 0 0.00 0 0.00
90 36" Steel Sleeve LF 650.00 24 15,600.00 24 15,600.00 0 0.00 0 0.00 0 0.00
Subtotal CVWD Water Relocation 768,350.00 768,350.00 0.00 0.00 0.00
Subtotal Base Bid #1 14,300,776.25 14,300,776.25 0.00 0.00 0.00
BASE BID #2; Non-Federal Participating (Sta 10-82 - 16+50 & 25+62 - 36+05)
Roadway Approaches
91 Sawcut & Remove AC Pavement SF 3.50 16,190 56,665.00 0 0.00 16,190 56,665.00 0 0.00 0 0.00
92 Clearing and Grubbing LS 72,100.00 1 72,100.00 0 0.00 1 72,100.00 0 0.00 0 0.00
93 Unclassified Excavation (Roadway)CY 75.00 275 20,625.00 0 0.00 275 20,625.00 0 0.00 0 0.00
94 Unclassified Fill (Roadway)CY 30.00 640 19,200.00 0 0.00 640 19,200.00 0 0.00 0 0.00
95 Suitable Backfill Material CY 55.00 51 2,805.00 0 0.00 51 2,805.00 0 0.00 0 0.00
96 Cold Mill AC Pavement (T=0.10')SF 3.50 3,360 11,760.00 0 0.00 3,360 11,760.00 0 0.00 0 0.00
97 Asphalt Concrete (T=4.5")SF 4.00 18,540 74,160.00 0 0.00 18,540 74,160.00 0 0.00 0 0.00
98 Asphalt Concrete (T=0.10')SF 1.75 3,360 5,880.00 0 0.00 3,360 5,880.00 0 0.00 0 0.00
99 Class 2 Aggregate Base (T=6.0")SF 2.50 18,540 46,350.00 0 0.00 18,540 46,350.00 0 0.00 0 0.00
100 6" AC Dike LF 52.00 351 18,252.00 0 0.00 351 18,252.00 0 0.00 0 0.00
101 6" Curb & Gutter LF 65.00 347 22,555.00 0 0.00 347 22,555.00 0 0.00 0 0.00
OVERALL TOTALS FEDERAL/PROJECT COST
PARTICIPATING
NON FEDERAL
PARTICIPATING 100% LOCAL
COST
CV LINK PROJECT COST
PARTICIPATING
NON FEDERAL/NON LOCAL-
OTHER AGENCY COST
ITEM
NO.ITEM UNIT ESTIMATED
UNIT PRICE
ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT
102 8" Median Curb LF 49.00 2,093 102,557.00 0 0.00 2,093 102,557.00 0 0.00 0 0.00
103 Concrete Sidewalk SF 15.00 4,909 73,635.00 0 0.00 4,909 73,635.00 0 0.00 0 0.00
104 Concrete Driveway Approach SF 21.50 723 15,544.50 0 0.00 723 15,544.50 0 0.00 0 0.00
105 Colored Stamped Concrete Median SF 22.50 1,360 30,600.00 0 0.00 1,360 30,600.00 0 0.00 0 0.00
106 Curb Ramp (Case A)EA 8,000.00 1 8,000.00 0 0.00 1 8,000.00 0 0.00 0 0.00
107 6' Masonry Block Wall LF 285.00 60 17,100.00 0 0.00 60 17,100.00 0 0.00 0 0.00
108 Signing, Striping & Pavement Markers LS 43,100.00 1 43,100.00 0 0.00 1 43,100.00 0 0.00 0 0.00
109 4" Schedule 40 PVC, Landscaping Sleeve LF 25.00 44 1,100.00 0 0.00 44 1,100.00 0 0.00 0 0.00
110 Water Service Reconstruction LS 3,000.00 1 3,000.00 0 0.00 1 3,000.00 0 0.00 0 0.00
Subtotal Roadway Approaches 644,988.50 0.00 644,988.50 0.00 0.00
Landscaping
111 Install Landscaping Plant Material & Irrigation SF 4.50 1,630 7,335.00 0 0.00 1,630 7,335.00 0 0.00 0 0.00
112 3/8” Crushed Rock (Apache Brown)SF 5.60 1,235 6,916.00 0 0.00 1,235 6,916.00 0 0.00 0 0.00
113 ¾” Crushed Rock (Desert Gold)SF 3.40 395 1,343.00 0 0.00 395 1,343.00 0 0.00 0 0.00
114 6” Minus – Baja Cresta Rubble SF 7.50 160 1,200.00 0 0.00 160 1,200.00 0 0.00 0 0.00
115 3/8” Decomposed Granite – Brimstone (4" Thick)SF 3.40 165 561.00 0 0.00 165 561.00 0 0.00 0 0.00
Subtotal Landscape 17,355.00 0.00 17,355.00 0.00 0.00
Subtotal Base Bid #2 662,343.50 0.00 662,343.50 0.00 0.00
BASE BID #3; CV Link
CV Link Trail Plan Items
116 Sawcut & Remove Conc. Slope Protection SF 3.50 13,450 47,075.00 0 0.00 0 0.00 13,450 47,075.00 0 0.00
117 Concrete Slope Protection CY 520.00 790 410,800.00 0 0.00 0 0.00 790 410,800.00 0 0.00
118 18" Storm Drain Outlet EA 14,500.00 1 14,500.00 0 0.00 0 0.00 1 14,500.00 0 0.00
119 18" HDPE, N-12 WT Joint SD Pipe LF 65.00 58 3,770.00 0 0.00 0 0.00 58 3,770.00 0 0.00
120 Class 2 Aggregate Base (T=6.0")SF 1.20 9,585 11,502.00 0 0.00 0 0.00 9,585 11,502.00 0 0.00
121 Concrete Trail (T = 6")SF 15.00 9,585 143,775.00 0 0.00 0 0.00 9,585 143,775.00 0 0.00
122 Curb Ramp (Case B)EA 8,000.00 2 16,000.00 0 0.00 0 0.00 2 16,000.00 0 0.00
123 Metal Railing (Trail Retaining Walls)LF 800.00 274 219,200.00 0 0.00 0 0.00 274 219,200.00 0 0.00
124 Metal Railing (Trail Undercrossing)LF 875.00 730 638,750.00 0 0.00 0 0.00 730 638,750.00 0 0.00
OVERALL TOTALS FEDERAL/PROJECT COST
PARTICIPATING
NON FEDERAL
PARTICIPATING 100% LOCAL
COST
CV LINK PROJECT COST
PARTICIPATING
NON FEDERAL/NON LOCAL-
OTHER AGENCY COST
ITEM
NO.ITEM UNIT ESTIMATED
UNIT PRICE
ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT
125 Install City Furnished In Pavement Solar Lights EA 325.00 18 5,850.00 0 0.00 0 0.00 18 5,850.00 0 0.00
126 Thermoplastic Banding (Undercrossing)SF 50.00 1,588 79,400.00 0 0.00 0 0.00 1,588 79,400.00 0 0.00
127 6" Solid White Stripe (Paint) (Trail)LF 3.00 180 540.00 0 0.00 0 0.00 180 540.00 0 0.00
128 Paint Bridge Soffit & Exterior Girder LS 11,500.00 1 11,500.00 0 0.00 0 0.00 1 11,500.00 0 0.00
129 F&I Soffit Panels w/ Eletrical Connections LS 130,000.00 1 130,000.00 0 0.00 0 0.00 1 130,000.00 0 0.00
130 3" Sch. 40 PVC Conduit (CV Link)LF 16.00 725 11,600.00 0 0.00 0 0.00 725 11,600.00 0 0.00
131 Pull Box No. 3.5 (PCC) EA 700.00 4 2,800.00 0 0.00 0 0.00 4 2,800.00 0 0.00
132 4" Thick Decomposed Granite SF 4.40 3,800 16,720.00 0 0.00 0 0.00 3,800 16,720.00 0 0.00
133 Concrete Wedge Curb LF 50.00 288 14,400.00 0 0.00 0 0.00 288 14,400.00 0 0.00
Subtotal CV Link Trail Plan Items 1,778,182.00 0.00 0.00 1,778,182.00 0.00
CV Link Bridge Plan Items
134 Structure Excavation (Ret Wall)CY 75.00 368 27,600.00 0 0.00 0 0.00 368 27,600.00 0 0.00
135 Structure Backfill (Ret Wall)CY 90.00 501 45,090.00 0 0.00 0 0.00 501 45,090.00 0 0.00
136 Structural Concrete (Ret Wall)CY 900.00 201 180,900.00 0 0.00 0 0.00 201 180,900.00 0 0.00
137 Bar Reinforcing Steel (Ret Wall)LS 1.25 20,001 25,001.25 0 0.00 0 0.00 20,001 25,001.25 0 0.00
Subtotal CV Link Bridge Plan Items 278,591.25 0.00 0.00 278,591.25 0.00
Subtotal Base Bid #3 2,056,773.25 0.00 0.00 2,056,773.25 0.00
BASE BID #4; Underground Electrical System
138 Dry Utility Trenching LF 140.00 900 126,000.00 0 0.00 900 126,000.00 0 0.00 0 0.00
139 Large Vault EA 12,000.00 1 12,000.00 0 0.00 1 12,000.00 0 0.00 0 0.00
140 3" Sch. 40 PVC, IID Conduit LF 11.00 30 330.00 0 0.00 30 330.00 0 0.00 0 0.00
141 4" Sch. 40 PVC, IID Conduit LF 13.00 100 1,300.00 0 0.00 100 1,300.00 0 0.00 0 0.00
142 5" Sch. 40 PVC, IID Conduit LF 15.00 520 7,800.00 0 0.00 520 7,800.00 0 0.00 0 0.00
143 6" Sch. 40 PVC, IID Conduit LF 17.00 4,000 68,000.00 0 0.00 4,000 68,000.00 0 0.00 0 0.00
144 5" Riser for Pole EA 1,200.00 1 1,200.00 0 0.00 1 1,200.00 0 0.00 0 0.00
145 Transformer Pad (Single Phase)EA 3,200.00 1 3,200.00 0 0.00 1 3,200.00 0 0.00 0 0.00
Subtotal Underground Electrical System 219,830.00 0.00 219,830.00 0.00 0.00
Subtotal Base Bid #4 219,830.00 0.00 219,830.00 0.00 0.00
Subtotal All Base Bids 17,239,723.00 14,300,776.25 882,173.50 2,056,773.25 0.00
OVERALL TOTALS FEDERAL/PROJECT COST
PARTICIPATING
NON FEDERAL
PARTICIPATING 100% LOCAL
COST
CV LINK PROJECT COST
PARTICIPATING
NON FEDERAL/NON LOCAL-
OTHER AGENCY COST
ITEM
NO.ITEM UNIT ESTIMATED
UNIT PRICE
ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT ESTIMATED
QUANTITY AMOUNT
ADDITIVE ALTERNATES
ROADWAY ALTERNATE "A"
146 Crack Seal and Type II Slurry Seal SF 1.00 135,735 135,735.00 0 0.00 135,735 135,735.00 0 0.00 0 0.00
Subtotal Roadway Additive Alternates 135,735.00 0.00 135,735.00 0.00 0.00
CVWD SEWER ADJUSTMENTS "B"
147 Adjust to Grade Sewer Manhole EA 3,500.00 2 7,000.00 0 0.00 0 0.00 0 0.00 2 7,000.00
148 Adjust to Grade Sewer Clean Out EA 1,500.00 1 1,500.00 0 0.00 0 0.00 0 0.00 1 1,500.00
149 Relocate Sewer Clean Out EA 3,500.00 1 3,500.00 0 0.00 0 0.00 0 0.00 1 3,500.00
150 Reconstruct Sewer Manhole LF 2,000.00 13 26,000.00 0 0.00 0 0.00 0 0.00 13 26,000.00
Subtotal CVWD Sewer Relocation/Adjustments 38,000.00 0.00 0.00 0.00 38,000.00
CVWD WATER ADJUSTMENTS "C"
151 Adjust to Grade Water Valve EA 1,700.00 8 13,600.00 0 0.00 0 0.00 0 0.00 8 13,600.00
Subtotal CVWD Water Adjustments 13,600.00 0.00 0.00 0.00 13,600.00
CVWD WATER RELOATION "D"
152 Relocate Air Vac Assembly EA 3,500.00 2 7,000.00 0 0.00 0 0.00 0 0.00 2 7,000.00
Subtotal CVWD Water Relocation 7,000.00 0.00 0.00 0.00 7,000.00
UTILITY WORK W/ PROJECT REIMBURSEMENT (PROJECT PAYMENT TO UTILITY)
CVWD Wye Installation w/ BF Valve EA 25,000.00 2 50,000.00 2 50,000.00 0 0.00 0 0.00 0 0.00
Electrical Cabling and Connections for Ped by IID LS 7,500.00 1 7,500.00 1 7,500.00 0 0.00 0 0.00 0 0.00
Reimbursement for Utility Work 57,500.00 57,500.00 0.00 0.00 0.00
NON FEDERAL
PARTICIPATING 100% LOCAL
COST
CV LINK PROJECT COST
PARTICIPATING
NON FEDERAL/NON LOCAL-
OTHER AGENCY COST OVERALL TOTALS FEDERAL/PROJECT COST
PARTICIPATING
Project Summary
Base Bid #1; Participating - Roadway
Base Bid #1; Participating - Landscape
Base Bid #1; Participating - Bridge
Base Bid #1; Participating - Sewer Relo
Base Bid #1; Participating - Water Relo
Base Bid #2; Non-Participating - Roadway
Base Bid #2; Non-Participating - Landscape
Base Bid #3; CV link - Trail
Base Bid #3; CV link - Bridge Plan Items
Base Bid #4; Elect Underground System
Additive Alternate A: Slurry Seal
Additive Alternate B; CVWD Sewer Adjust
Additive Alternate C; CVWD Water Adjust
Additive Alternate D; CVWD Relo
Utility Reimbursements
CONSTRUCTION SUBTOTAL
Contingency (10%)$1,435,830.00 $101,800.00 $205,680.00 $5,860.00
Construction Totals
Prepared by:
Construction
Base Bid #1
Base Bid #2
Base Bid #3
Base Bid #4
Additive Alternates
Misc Utility Reimbursements (Direct Payments for Utility Work)
$0.00 $0.00 $7,000.00
CVWD Responsible
$17,355.00 $0.00 $17,355.00 $0.00 $0.00
$278,591.25
$199,164.00 $199,164.00 $0.00 $0.00 $0.00
$768,350.00 $768,350.00 $0.00 $0.00 $0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$38,000.00
$13,600.00
$0.00 $0.00 $278,591.25 $0.00
$17,491,558.00 $14,358,276.25 $1,017,908.50 $58,600.00
$644,988.50
$1,778,182.00
$219,830.00
$0.00
$0.00
$0.00
$0.00
$1,778,182.00
$0.00
$0.00
$2,056,773.25
$135,735.00
$64,460.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$4,284,702.50 $0.00
$1,749,160.00
$19,240,718.00
$0.00 $0.00
$1,119,708.50
$57,500.00 $57,500.00
$38,000.00
Overall Project Total Fed Cost Participating
Brad Donais
$56,188.50
$8,992,371.25
6/23/2021
$56,188.50 $0.00
$8,992,371.25
$0.00 $219,830.00
$15,794,106.25
$0.00
$0.00 $644,988.50
$2,262,453.25
CV Link Elements
$4,284,702.50
$0.00
$13,600.00
$7,000.00
$0.00
$0.00
$0.00
$0.00
$135,735.00
Non Fed / 100% Local
July 19, 2021
Dune Palms Road Bridge
Roadway Resident Engineer’s File
APPENDIX N FOUNDATION REPORT
Foundation Report
For the
Dune Palms Road Low-Water Crossing Bridge (New)
Over Coachella Valley Storm Water Channel
In La Quinta, California
Federal Aid Project No. BRNBIL(537)
La Quinta Project #2011-05
Prepared for:
The City of La Quinta
Prepared by:
January 4, 2021
360 S Hope Avenue Suite C-110, Santa Barbara, CA 93105 Phone: (805) 563-0788
Page -i- January 4, 2021
Table of Contents
1.0 INTRODUCTION .................................................................................................... 1
1.1 PROJECT LOCATION ............................................................................................... 1
1.2 PROJECT DESCRIPTION .......................................................................................... 1
1.3 SCOPE OF WORK ................................................................................................... 2
2.0 SITE EXPLORATION ............................................................................................ 3
2.2 REVIEW OF EXISTING GEOTECHNICAL INFORMATION ................................................. 3
2.3 FIELD INVESTIGATION ............................................................................................. 3
2.4 LABORATORY TESTING ........................................................................................... 4
3.0 SITE CONDITIONS ................................................................................................ 4
3.1 SITE DESCRIPTION ................................................................................................. 4
3.2 GEOLOGIC SETTING ............................................................................................... 5
3.2.1 Regional Geology .......................................................................................... 5
3.3 SUBSURFACE CONDITIONS ..................................................................................... 5
3.3.1 Groundwater Conditions ................................................................................ 5
3.3.2 Subsurface Soil Conditions ........................................................................... 6
3.3.3 Engineering Properties of Subsurface Soils .................................................. 6
4.0 SEISMIC HAZARD ANALYSIS ............................................................................. 7
4.1 FAULTING AND SEISMICITY ...................................................................................... 7
4.2 FAULT RUPTURE HAZARD ....................................................................................... 8
4.3 DESIGN GROUND MOTION OR ARS CURVE .............................................................. 8
4.4 SECONDARY SEISMIC HAZARDS .............................................................................. 9
4.4.1 Soil Liquefaction Hazards .............................................................................. 9
4.4.2 Additional Secondary Seismic Hazards ......................................................... 9
5.0 ADDITIONAL NATURAL HAZARDS .................................................................... 9
5.1 FLOOD HAZARDS ................................................................................................... 9
5.2 SCOUR HAZARDS ................................................................................................... 9
5.3 CORROSION HAZARDS ......................................................................................... 10
6.0 FOUNDATION AND RETAINING WALL RECOMMENDATIONS ...................... 11
6.1 GENERAL ............................................................................................................ 11
6.2 FOUNDATION TYPES............................................................................................. 11
6.3 LATERALLY LOADED PILE DESIGN ......................................................................... 15
6.4 FOUNDATION SETTLEMENT AND LATERAL DEFLECTION ........................................... 15
6.5 LATERAL EARTH PRESSURES ................................................................................ 15
6.6 FOUNDATION DESIGN FOR TYPE I RETAINING WALLS .............................................. 16
6.7 DRAINAGE CONSIDERATIONS ................................................................................ 17
7.0 PAVEMENT DESIGN ........................................................................................... 17
8.0 CONSTRUCTION CONSIDERATIONS ............................................................... 18
9.0 LIMITATIONS ...................................................................................................... 19
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REFERENCES
RESPONSES TO CALTRANS COMMENT ON THE PRELIMINARY FOUNDATION REPORT
APPENDIX A, FIGURES AND PLATES
APPENDIX B, RESULTS OF FIELD EXPLORATION
APPENDIX C, RESULTS OF LABORATORY TESTING
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1.0 INTRODUCTION
The City of La Quinta plans to replace the existing at-grade low-water crossing over the Coachella
Valley Storm Water Channel at Dune Palms Road with a bridge and contracted with Bengal
Engineering (BE) to prepare geotechnical reports for the subject project. BE explored the
subsurface soil conditions at the bridge site to provide geotechnical/foundation design and
construction recommendations for the proposed bridge and the associated additional
improvements. This work was performed for the City of La Quinta in accordance with our signed
Agreement, dated July 2, 2014.
This Foundation Report (FR) was prepared as part of our scope of work to present the results of
our site exploration, geotechnical analysis, evaluations, and to present foundation
recommendations for the design and construction of the proposed improvements. Review
comments received from the California Department of Transportation (Caltrans) on the
Preliminary Foundation Report (PFR) dated September 16, 2015, have been addressed in this
FR. These comments, and our responses, are attached at the end of this report.
This report is for use solely by the City of La Quinta, and its’ designated consultants, for the
specific project; and the proposed project elements and the scope of work described herein. Site
exploration, findings, analyses performed, and conclusions/recommendations contained in this
report may not be adequate or appropriate for use by others, different project elements, and/or
for other projects or purposes.
1.1 Project Location
The project site, as shown on Figure 1 in Appendix A, is located at the intersection of Dune Palms
Road and the Coachella Valley Storm Water Channel (CVSWC) in the City of La Quinta,
California. The existing at-grade low-water crossing is located approximately 1,000 feet north of
the intersection of Dune Palms Road and Highway 111. The approximate coordinates of the site
location, in terms of latitude and longitude, are about 33.710o and -116.277o, respectively.
1.2 Project Description
The project proposes to replace the existing at-grade low-water crossing at Dune Palms Road
with a bridge over the CVSWC in the City of La Quinta, Riverside County. The project will
construct a new 480-foot long and 86-foot wide, four (4)-span bridge, as shown in Figure 2. The
new bridge will be a cast-in-place (CIP), pre-stressed concrete box girder-type which will be
supported by three piers (Piers 2 through 4), each consisting of four (4) Type I Shafts, as defined
in the Caltrans Seismic Design Criteria (SDC, v1.7), and two seat-type abutments.
The Type I Shaft, in this case, will be a 5-foot diameter Cast-in-Drilled-Hole (CIDH) concrete pile.
It will extend to the superstructure, thus forming an integral, pile extension-type column of the
same diameter as the CIDH pile.
The abutments will be founded on a pile-group foundation consisting of a pile-footing cap and two
(2) transverse rows of Caltrans 2010 Standard Plan (No. B2-3), 24” CIDH concrete piles. Each
transverse pile row will consist of 15 CIDH piles, totaling 30 piles per abutment as shown on
Figure 3 in Appendix A.
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As shown on Figure 2, the proposed bridge typical section consists of a total of four traffic lanes,
two in each direction, separated by a 9’-8” wide raised median. The bridge cross section in each
direction includes, starting from the inside, a 12 foot wide inner traffic lane, an 11 foot wide outer
traffic lane, an eight (8) foot wide bike/cart path, a six (6) foot wide sidewalk and a 1.2 foot wide
barrier rail.
The project will also include construction of four (4) retaining walls, Retaining Walls No. 1 through
4, at the locations shown on Figure 2. Caltrans 2010 Revised Standard Plans (Nos. B3-1A)
Retaining Wall Type 1, ranging in height from 10 to 12 feet, are proposed for this project.
The proposed improvements will include a significant vertical grade raise to meet the hydraulic
requirements of the Coachella Valley Water District (CVWD). The roadway at the bridge
approaches will be reconstructed to accommodate the raised profile. In order to match the
roadway section on the south side of the bridge, the project’s construction limits will be extended
to Highway 111. On the north side of the bridge, the project limits will be extended to include a
vacant lot north of the project area. The vacant lot is owned by the City and may be used for
storage and construction staging.
The project will maintain the existing roadway alignment/configuration. A temporary bypass road
will be constructed to allow staged construction of the bridge, and to maintain vehicle and
pedestrian access at all times.
The Coachella Valley Association of Governments (CVAG) and the communities within the
Coachella Valley are working together on the implementation of a regional Bike/Pedestrian
corridor along Whitewater River and Coachella Valley Storm Water Channel. In accordance with
this plan, the project integrates into the southern slope protection a recreational trail under
crossing. It also includes a connector to the pedestrian and bike facilities along Dune Palms Road.
As a part of the bridge construction, concrete slope protection will be installed along the north
side of the channel. Additionally, minor removal and replacement of slope protection will be
required on the south side of channel west of the proposed bridge and extension of slope
protection approximately 300 feet downstream of the proposed bridge. The slope protection will
be based on revised CVWD standards for scour countermeasures.
1.3 Scope of Work
Bengal Engineering’s scope of work for this FR included the following:
Site reconnaissance visits, and collection and review of available pertinent regional
and local geologic, seismic and geotechnical information.
Review of available, pertinent geotechnical data for public works or capital
improvement projects in the vicinity of the project site; mostly in the form of foundation
reports (FR) and Logs of Test Borings (LOTB).
Developed a scope of work for field and laboratory investigations; including the type,
locations and depths of exploration, sampling and testing.
Conducted a site-specific field exploration consisting of five (5) hollow-stem borings to
depths ranging from one hundred feet (100’) to one hundred twenty feet (120’) below
grade.
Conducted laboratory testing on the samples of representative site soils to evaluate
their engineering characteristics and design soil parameters.
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A site-specific geotechnical seismic hazard evaluation, including a Probabilistic
Seismic Hazard Analysis (PSHA) to provide design ground motion recommendations
per Caltrans SDC 1.7 for the proposed new structures.
Performed data review, analysis and interpretation to evaluate subsurface conditions,
and to provide geotechnical and seismic recommendations for the foundations,
structure design and constructions.
Preparation of this FR to document the results of our geotechnical site exploration,
laboratory testing, data evaluations, and design and construction recommendations
for the proposed project facilities.
2.0 SITE EXPLORATION
2.1 General
Available geotechnical investigations pertaining to the project site or the general area were
collected and reviewed, and site- and project-specific field exploration and laboratory testing were
performed to investigate the subsurface soil conditions, and to evaluate soil parameters for use
in the analysis and design of the proposed project facilities. Field exploration and laboratory
testing were performed in accordance with the applicable ASTM or the State of California
Standard Test Methods.
2.2 Review of Existing Geotechnical Information
In preparing this report, we have reviewed the following geotechnical report pertaining to the
recent construction of the Adams Street Bridge, which is located approximately ½ mile upstream
of the existing Dune Palms crossing of the CVSWC.
Earth Mechanics, Inc. (2010), Final Foundation Report, Adams Street Bridge over
Whitewater River, City of La Quinta, California, EMI Project No. 08-167, dated June 2.
2.3 Field Investigation
Bengal’s field exploration, which consisted of five (5) exploratory hollow-stem borings, was
performed between Oct. 13-15, 2014 to investigate the subsurface soil conditions within and
adjacent to the footprint of the proposed bridge. The borings were extended to depths of 101.5’
(Borings B-1 and B-2) to 121.5’ (Borings B-3, B-4, and B-5) below grade, respectively. The
locations of the borings are shown on Figure 4 in Appendix A, and the logs are included in
Appendix B of this report.
Both disturbed and relatively undisturbed representative soil samples were retrieved from the
borings for laboratory testing. Soil samples were collected at 5-foot intervals above the 50-foot
depth and 10-foot intervals from below the 50-foot depth, respectively. Disturbed samples of the
subsurface soils were obtained using the Standard Penetration Tests (SPT) split spoon sampler.
Relatively undisturbed soil samples were collected using the Modified California (MC) Sampler.
The SPT sampler's cutting shoe and the barrel have a nominal inside diameter of 1.375 and 1.50
inches, respectively. The SPT barrel has a nominal outside diameter of 2.0 inches. Blow counts
to drive the samplers were also recorded for each 6-inch penetration interval.
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The subsurface soils encountered during drilling were visually classified and logged by a field
geologist. The soil descriptions in these boring logs were modified from the field descriptions,
when necessary, based on laboratory testing. Soil samples tested in the laboratory and the types
of tests performed are indicated on the log of test boring sheets. Blow counts needed to drive the
MC sampler 12 inches and the SPT sampler 18 inches are also presented in the logs.
All field investigations were performed in accordance with the applicable current ASTM
Standards.
2.4 Laboratory Testing
All soil samples collected during the field exploration were tested for in-situ moisture content.
Samples retrieved using the California Modified Sampler were also tested for in-situ soil density.
Several soil samples were selected for additional laboratory testing. The samples and the types
of laboratory tests performed were selected based on the project-specific needs. Our sub-
consultant, Matrix Geotechnical Consulting of Temecula, CA, performed the assigned laboratory
testing. These tests included:
Atterberg limits
Sieve/Gradation analysis
Consolidation
Collapse Potential
R-Value
Direct shear, and
Soil chemistry/corrosion
Laboratory tests were performed in accordance with the applicable current ASTM and/or State of
California Test Methods (CTM). Results of the laboratory testing are included in Appendix C of
this report.
3.0 SITE CONDITIONS
3.1 Site Description
The existing Dune Palms Road crossing is a 60-foot wide, two lane roadway facility which is
classified as a “major collector” by Caltrans. The road crosses the CVSWC at a skew of
approximately 18 degrees. The top width of the channel is approximately 460 feet. The channel
bottom is earthen and comprised of mostly fine-grained, sandy alluvial material. The southwest
bank channel side slopes are currently paved with concrete for about 680 feet upstream. Within
the immediate project area, the northern channel bank is lined with concrete slope protection, with
the exception of a 200 foot gap at the northwest corner of the crossing.
The desert climate of La Quinta and the surrounding areas of the Coachella Valley is
characterized by mild winters and hot, dry summers. The drainage area tributary to the CVSWC
at the proposed Dune Palms Road Bridge is approximately 788 sq. mi. (USACE, 1980). The mean
seasonal precipitation in the area tributary to the Dune Palms Road crossing varies from 44 inches
at San Gorgonio Mountain to about 3 inches at the crossing. Flooding can result from rapid melting
of mountain snowpack, as well as occasional intense thunderstorms. The latter occur most
frequently during the winter months, between November and April, but may also happen as
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monsoon storms during the summer and early fall (July through September). Storms are generally
of short duration but may result in several inches of rainfall in localized areas.
Underground utilities, aligned north-south and running parallel to the Dune Palms Road
centerline, are present within the crossing corridor. Overhead power is present along the east
side of the corridor. A 54-inch diameter reclaimed water line, owned by the CVWD, runs parallel
and to the north of the channel centerline and is present within the project limits.
3.2 Geologic Setting
3.2.1 Regional Geology
The Southern California region is located on the boundary of two crustal or tectonic plates: the
Pacific plate and the North American plate. Movement along these two plate boundaries causes
seismic activity such as earthquakes as the Pacific plate slides past the North American plate in
what is termed a right-lateral transform or strike-slip motion. The surface expression of this
tectonic movement is expressed by the northwest-trending system of faults known as the San
Andreas fault system, which runs from north of the San Francisco area to the Bombay Beach
area of the Salton Sea and includes a Coachella Valley segment located northeast of the project
site.
Coachella Valley forms the northerly part of the Salton Trough (at the lowest point of which is the
Salton Sea) which is a structural and topographic depression that is related to complex
interactions within the San Andreas Fault system and is considered the northward extension of
the Gulf of California. Offsets along various detachment faults produced Coachella Valley, which
progressively grew as the detachment faults moved. During this offset, sediments were dumped
from the topographic highs (mountains) to fill the lows (valleys) and developed geologic units in
such areas as the Indio and Mecca hills, which are now exposed.
Erosion of these elevated areas along with deposition from the Gulf of California and Colorado
River have provided as much as 12,000 feet of sediments in the basin. Soils of different ages and
compositions have developed on these sedimentary units, and on the younger alluvial units filling
the valley floor. Coachella Valley is underlain by a thick sequence of sedimentary deposits.
Mountains surrounding the valley include the Little San Bernardino Mountains to the northeast,
the foothills of the San Bernardino Mountains to the northwest, and the San Jacinto and Santa
Rosa Mountains to the southwest.
3.3 Subsurface Conditions
This section presents a description of the subsurface conditions based on the results of the site
exploration discussed above.
3.3.1 Groundwater Conditions
Groundwater was not encountered in any of the five (5) borings drilled as part of this investigation.
This finding is consistent with those borings drilled in 2010 for the foundation study at the Adams
Street Bridge crossing upstream (Earth Mechanics, 2010) of the subject project site.
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3.3.2 Subsurface Soil Conditions
Our description of the soil conditions is based on field exploration and laboratory testing, and
review of available geotechnical information for the project vicinity.
3.3.2.1 Earth Fill (ef)
Earth fill materials, where encountered (Boring B-5), consist of light brown, fine-grained silty sand
(SM) which is medium dense, slightly moist, and contained occasional bits of trash. Additional
areas of earth fill are present both within the CVSWC and at or near the proposed abutments and
roadway conforms. These include areas of utility trench backfill, including the considerable
amount of fill placed and compacted atop the existing 54-inch diameter reclaimed water line found
within and parallel to the CVSWC centerline.
3.3.2.2 Alluvium (Qal)
The site is underlain by alluvium consisting of medium dense to dense silty sand (SM), sandy silt
(ML), and, at depth, fine to medium-grained sand with some gravel (SW) along with occasional,
thin layers or lenses of sandy silty clay (CL-ML) and lean clay (CL).
3.3.3 Engineering Properties of Subsurface Soils
Based on our subsurface exploration, the project site at the locations of the exploratory borings
is underlain by mainly alluvium to the maximum explored depth of about 120 feet below existing
grade. About eight (8) feet of fill soils were encountered at the location of boring B-5.
The alluvium at the site consists predominantly of spatially varying, interbedded layers of fine
sand (SP/SW) and silty fine sand (SM) with some gravel with little to no clay binder and silt (ML)
with fine sand and/or some clay binder. Thickness of these soil layers varies significantly, ranging
from as thin as one-foot or less to as thick as 15 to 20 feet or more.
Occasional, interbedded seams or relatively thin layers of lean clay (CL) and sandy silty clay (CL-
ML) were also encountered at the boring locations, primarily at depths greater than 40 to 50 feet
below existing grade. A relatively thick zone (about 15 feet) of lean clay (CL) to silt (ML) was
encountered at a relatively shallow depth of 12 feet below grade at the location of Boring B-4.
The above subsurface conditions are indicative of highly variable (both vertically and laterally)
subsurface soil conditions, likely associated with variable short-term or seasonal and long-term
water flow, sediment characteristics and depositional conditions within and along the channel.
The sand (SP/SW) and silty sand (SM) layers are generally medium dense to very dense at
greater depths with moisture content and dry densities ranging mostly from about 2.5 to 6.0
percent, and 100 to 115 pcf, respectively. The silt (ML) soils are generally medium dense to
dense and, when containing some clay binders, medium stiff to stiff. The moisture content and
the dry density of the silt (ML) soils generally ranged from about 6.0 percent to about 20 percent,
and 100 pcf to 120 pcf, respectively.
The clay (CL) and silty clay (CL-ML) soils at the site can be characterized as lean and generally
medium stiff at shallow depths to stiff at deeper depths. The moisture content of these soils ranges
mainly from about 25 to 36 percent and dry densities ranges from mainly about 76 to 94 pcf.
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Based on Atterberg Limit Tests, the Liquid Limit (LL) of the fine-grained soil samples (ML and CL)
tested ranged from about 27 to 42. The plasticity index of these soils ranged from about 0 to 14.
The above results indicate that site soils consisting of sand and silt contains little or no clay binders
or cohesion. Furthermore, the sand (SP/SW) and silty sand (SM) soils were relative dry at the
time of the field exploration.
The effective friction angle (’) of the two relatively coarse-grained soil samples subject to direct
shear testing ranged from about 34 to 36 degrees. A silt (SM) sample tested in direct shear
indicated an effective friction angle (’) 29 degrees. The cohesion of these samples from direct
shear tests ranged from about 50 to 350 psf.
Based on one consolidation test the coefficient of compression of a clay (CL) sample tested was
measured to be about 0.18, which can be considered as relatively high. That is, the fine-grained
or clay (CL) soils at the site are relatively compressible. Based on this result soils at the site are
considered normally consolidated.
One of the soil samples (B-4 @ 20’) was tested for chemical properties relevant to soil corrosion
potential. Based on this test, the sample exhibited the following chemical content properties:
PH = 5.2, and
Minimum Resistivity = 2,560 ohms-cm.
Sulfate = 334 ppm
Chloride = 672 ppm
4.0 SEISMIC HAZARD ANALYSIS
4.1 Faulting and Seismicity
Because much of southern California is located along the boundary between the Pacific and North
American tectonic plates, the region is susceptible to potentially strong seismic activity. Relative
to the North American Plate, the Pacific Plate is moving in a northwesterly direction at an
estimated rate of 50 millimeters per year. The main break, which marks the actual plate boundary,
occurs along the San Andreas Fault zone, which at its closest is approximately 5 miles from the
project site. Approximately 60%-70% of the movement between the Pacific and North American
Plates is accommodated by the San Andreas Fault. The remaining motion is distributed between
the Eastern Mojave Shear Zone and several sub-parallel faults of the San Andreas Fault,
including the San Jacinto, Whittier-Elsinore, Newport-Inglewood, Palos Verdes, and several
offshore faults.
In 2007-2008, a group of scientists referred to as the 2007 Working Group on California
Earthquake Probabilities (WGCEP, 2008) calculated that the southern San Andreas Fault had a
59 percent probability of causing an earthquake of at least magnitude 6.7 in the next 30 years.
That probability increases with each passing year without an earthquake.
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The nearest major seismic source or fault from the site is the San Andreas (Coachella) section of
the San Andreas Fault. It is comprised of a relatively straight, predominantly right-lateral strike
slip fault that extends from Bombay Beach in the Salton Sea northward to the Biskra Palms area
north of Indio, a distance of about 42 miles. The Coachella section of the San Andreas is the only
section of the southern San Andreas that has not produced a major earthquake in historic times
(Sieh and Williams, 1990). Paleoseismic studies indicate that the last surface-rupturing
earthquake on this segment occurred more than 320 years ago, around A.D. 1680 (Sieh and
Williams, 1990).
4.2 Fault Rupture Hazard
The project site is not located within any of the State of California designated Alquist-Priolo
Earthquake Fault Rupture (EFZ) zone.
As stated above the Coachella section of the San Andreas Fault is the nearest seismic source
from the project site. Based on the Caltrans Online ARS Tool V2.3.06 (Caltrans, 2018) for seismic
hazard analysis this strike slip fault is located about 8.2 km from the site and capable of generating
a maximum earthquake of moment magnitude, Mmax =7.9.
Based on the information, the project site is not considered susceptible to the hazard of surface
fault rupture.
4.3 Design Ground Motion or ARS Curve
The project site is located within a seismically active region of Southern California. The general
area has experienced strong earthquakes in the past and is likely to experience more moderate
to strong earthquakes during the design life of the project.
An average shear velocity, (Vs)30, of 300 m/sec was estimated based on the SPT blow counts
measured in the Boring B-4 (see calculations on Figure 5 in Appendix A) and using the procedure
recommended in the Caltrans “Methodology for Developing Design Response Spectrum for Use
in Seismic Design Recommendations, Dated November 2012”. This estimated average shear
wave velocity was used in this analysis.
A deterministic, as well as a probabilistic seismic hazard analysis, was performed utilizing the
above referenced Caltrans Online ARS Tool (2015). Based on this analysis, probabilistic seismic
hazard corresponding to the 975 years return period controls spectral acceleration for all structure
periods.
The relevant design seismic ground motion parameters are included in Figure 6 and summarized
below:
Design ARS controlled by the probabilistic hazards
Design PGA = 0.8g
Controlling Fault = San Andreas (Coachella)
Magnitude = 7.9
Distance = 8.2 km
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4.4 Secondary Seismic Hazards
4.4.1 Soil Liquefaction Hazards
In the absence of groundwater within the maximum explored depth of about 120 feet, the project
site is not considered susceptible to soil liquefaction hazards during seismic shaking.
4.4.2 Additional Secondary Seismic Hazards
In the absence of soil liquefaction, the potential for seismic slope failure or lateral spreading and/or
ground settlement, are considered low to very low for this site. Due to its inland location, the site
is not considered susceptible to tsunami hazards.
5.0 ADDITIONAL NATURAL HAZARDS
5.1 Flood Hazards
Bengal Engineering (2015) performed a detailed hydrology and hydraulic study of the existing
and proposed conditions at the project site. CVWD, which is the local agency responsible for the
regional flood control facilities (including the CVSWC), has established that the Standard Project
Flood (SPF), or design flow through the channel, is a discharge of 82,000 ft3/sec. The project will
convey the SPF of 82,000 ft3/sec with the required 1-foot of freeboard.
5.2 Scour Hazards
The potential for significant scour and associated hazards to the proposed structure exists at the
site. Bengal (2015) performed a detailed scour analysis as part of the project hydraulic/hydrology
study for the proposed improved channel and bridge support configurations. Results of this
analysis with 5.0-foot diameter Type I shaft pier columns/CIDH piles are summarized in Table 1
below.
Table 1 Scour Data Table
Support No.
Long-term Scour
Short-term (Local)
Scour Depth (ft) Degradation (ft) Contraction (ft) Elevation (ft)
Abut 1 0.0 0.0 N/A 0.0
Piers 2 thru 4 5.5 0.0 34.0 21.9
Abut 5 0.0 0.0 N/A 0.0
According to Caltrans guidelines, the total (100%) scour depth should be used for service loads
and only the long-term scour depth should be used for seismic loads. For the Strength Limit
States, 100% of the long-term scour and 50% of the short-term scour are used. The design scour
elevations are included in the below Table 2.
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Table 2. Design Scour Elevation for LRFD Limits States
Support No.
Design Scour Elevation (feet)
Service Limit State Strength Limit State Extreme (Seismic) Limit
State
Abut 1 - - -
Piers 2 thru 4 17.6 25.8 34.0
Abut 5 - - -
Notes: Per the project hydrology and hydraulic study report: (1) No scour at the abutments, (2)
Estimated scour depths/elevations are the same at all pier locations. The referenced Bengal
(2015) hydrology and hydraulic reports suggests that concrete slope revetments should be
constructed under the bridge and at the two remaining corners of the structure. The revetments
are recommended to extend 300-feet beyond the bridge edges. The toe of the revetments shall
be set at elevation 24-feet under the bridge and extend both upstream and downstream at a 0.2%
slope.
The existing channel slope protections at the northeast and the southwest corners of the bridge
will be augmented by installing a 300-foot-long run of sheet pile, buried along the toe of the
channel linings, to bolster the scour protection by preventing undermining of existing channel
lining in the future. The slope protection will be based on CVWD standards for scour
countermeasures.
5.3 Corrosion Hazards
Chemical testing results of a fine-grained soil sample collected from a depth of 20 feet at the
location of the Boring B-4 are presented in Table 3
Table 3. Results of Chemical Testing
Sample Id. Soil
Description
pH
Minimum
Resistivity
(Ohm-cm)
Chloride
Content (ppm)
Sulfate
Content (ppm)
B-4/20’ Bulk Silt (ML) 5.2 2,560 672 337
Based on the above results and Caltrans’ Corrosion Guidelines, v1.0 (Caltrans, 2003), site soils
are considered corrosive to structure elements due to a low pH (<5.5) and high chloride content
(>500 ppm). Therefore, appropriate corrosion protection measures should be incorporated in the
design of the structure elements.
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6.0 FOUNDATION AND RETAINING WALL RECOMMENDATIONS
6.1 General
Based on the dated of the project Structure Type Selection report, September 16, 2015, which is
prior to the implementation date of the 8th Edition of the AASHTO (November 1, 2019), and
Caltrans’ policy, foundations for the subject bridge are designed in accordance with the AASHTO
Load and Resistance Factor (LRFD) Bridge Design Specifications, Version 6 (AASHTO, 2012)
as modified by the California Amendments (2014).
6.2 Foundation Types
The proposed bridge will be a four (4)-span structure supported by two end supports or abutments
and three (3) intermediate or pier supports between the abutments, as shown on Figure 2 -
General Plan, in Appendix A. The foundation design data and loads per MTD 3-1 are presented
in Tables 4(a) and 4(b) below.
TABLE 4(a). GENERAL FOUNDATION INFORMATION
Foundation Design Data Sheet
Support
No. Pile Type
Finished
Grade
Elevation (ft)
Cut-off
Elevation
(ft)
Pile Cap Size (ft) Permissible
Settlement
(in)
Number of
Piles Per
Support B L
Abut 1 24” CIDH 55.0 51.25 9.0 91.48 1 30
Pier 2 60” CIDH 39.5 35.0 N/A N/A 1 4
Pier 3 60” CIDH 39.5 35.0 N/A N/A 1 4
Pier 4 60” CIDH 39.5 35.0 N/A N/A 1 4
Abut 5 24” CIDH 55.0 51.25 9.0 91.48 1 30
TABLE 4(b). FACTORED DESIGN LOADS
Foundation Factored Design Loads
Support
No.
Service I Limit State
(kips)/Support
Controlling Strength Limit State
(kips)
Controlling Extreme Event Factored Load
(kips)Note 3
Total Permanent
Compression Tension Compression Tension
Per
Support
Max
Per
Pile
Per
Support
Max
Per
Pile
Per
Support
Max
Per
Pile
Per
Support
Max Per
Pile
Abut 1 970 750 1650 160 N/A N/A N/A N/A
Pier 2 3100 2500 4600 2300 2470 1300 0 0
Pier 3 3200 2600 4720 2550 2510 1250 0 0
Pier 4 3100 2500 4550 2500 2440 1230 0 0
Abut 5 980 760 1680 160 N/A N/A N/A N/A
Based on the relatively high foundation loads and the site conditions, characterized by relatively
low strength and compressible foundation soils and the design scour depths, deep foundations
consisting of CIDH piles are recommended for the proposed bridge structure.
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Due to the relatively large load per pile, 60-inch diameter CIDH piles are recommended at the
piers. Per the foundation plans (Figure 3 in Appendix A) each intermediate support will be
supported by four (4) 60-inch diameter Type I Shafts.
To utilize the same foundation construction method and means, 24” CIDH piles are recommended
for the abutments. As shown on Figure 3, a total of 30 of these piles will be used to support each
of the abutments.
Due the presence of interbedded layers of loose to medium dense, predominantly cohesionless
soils with some gravel and low moisture contents, the CIDH drilled holes at the site, if left
unsupported anytime during construction, are susceptible to caving. Soil caving can result in
significant shaft construction difficulties and/or anomalies.
While some CIDH piles anomaly remediation methods have been proposed and used during
some recent construction projects, it is difficult if not impossible to control and/or determine the
amount of soil caving of an unsupported hole once initiated, and/or to completely remediate and
verify the efficacy of any remediation attempts.
Soil caving causes not only construction difficulties and additional time/cost, but also
compromises capacities of the shaft in question as well as other nearby shafts. Any compromise
in the shaft capacity due to soil caving cannot be easily determined or remediated. Thus, it is
preferable to select the appropriate construction means and methods, and to take all necessary
precautions during construction so that soil caving does not occur.
The contractor shall be responsible for selecting the appropriate construction means and method
to ensure that soil caving will not occur during construction. Type I shafts and abutment CIDH
piles shall be constructed free of any anomalies and of quality implied when designed and
constructed as per Section 10.8 of the AASHTO LRFD BDS (2012), with California Amendments
(2014).
To prevent or minimize the potential for soil caving, we recommend using either full-depth
temporary steel casing or drilling mud (wet method) to support the CIDH holes at all times during
construction until the holes are filled with concrete.
Temporary steel casing installed full-depth can be used to prevent CIDH holes side instabilities
or soil caving. Care is still necessary to obtain anomaly free CIDH piles when emptying the casing
of soils, cleaning the drilling fluid, if used, and interior surface of the casing, and obtaining and
verifying that the bottom of the hole is free of any loose soils and other foreign materials prior to
and after placement of the reinforcing cage, and pouring sound concrete while simultaneously
withdrawing the temporary casing. The diameter of the temporary casing should be at least 8
inches greater than the CIDH pile diameter. The contractor is responsible for selecting the
adequate size and thickness of the temporary casing, and the method of installation per Caltrans
Standard Specifications.
Groundwater may be encountered during construction, particularly during or following the wet
season(s) of the year. If groundwater is encountered during construction with temporary casing,
concrete may be poured utilizing water as the drilling fluid. A soil or concrete plug of sufficient
length shall be maintained within the bottom of the casing at all times during construction to
prevent unstable conditions due to differential hydraulic head; including soil blow-out or quick
conditions, from developing at the bottom of the casing and/or contamination of poured concrete.
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The potential for side instabilities or soil caving with the CIDH drilled holes can be reduced using
the wet method of construction, using only drilling fluid to support the holes. Care is still necessary
during drilling the hole, cleaning the bottom of the hole to be firm and free of loose soils or other
foreign matter, placement of the reinforcement case and pouring concrete. Concrete shall not be
contaminated with mud and/or soils.
If the wet (mud) construction method (without temporary steel casing) is used, the CIDH piles
shall be installed with PVC inspection pipes as per Caltrans MTD 3-1 for Gamma-Gamma and
Cross-hole Sonic Logging (CSL) testing.
End bearing is considered in the design of the Type I Shafts at the piers. The bottom of the CIDH
holes shall be verified to be clean, free of any loose soils and firm prior to the placement of the
reinforcement cage. Concrete shall be poured carefully to obtain a full size/section of the drilled
shaft, including at the tip.
Irrespective of the construction method used, the bottom of the CIDH pile shall be constructed at
the specified tip elevations on firm ground and without any anomalies.
No two or more adjacent CIDH piles should not be installed at the same time. Concrete of an
installed CIDH pile should be cured sufficiently prior to opening any hole or installing temporary
casing at the immediately adjacent pile location(s).
Based on the analyses performed in accordance with the AASHTO LRFD BDS (2012) with
California Amendments (2014), geotechnical design recommendations for the recommended
CIDH piles are presented in Table 5 below. Results of the calculations of the geotechnical
factored nominal resistances in axial compression for the 60-inch diameter CIDH piles at the piers
and the Standard Plan 24-inch diameter CIDH at the abutments are presented in Figures 7 and
8, respectively.
Foundation Report Dune Palms Road Low Water Crossing Bridge (New) Over CVSWC _________________________________________________________________________________________________________________________ _________________________________________________________________________________________________ January 4, 2021 Page 14 Table 5. Geotechnical Foundation Design Recommendations Support Location Pile Type Cut-off Elevation (ft) Service Limit State I Load Per Support (kips) Required Minimum Factored Nominal Resistance (kips) Per Pile Design Pile Tip Elevations (ft.) Notes, 1, 2,4 Specified Pile Tip Elevation (ft.) Note 3 Total Permanent Strength Limit State Extreme (Seismic) Limit State Compression Tension Compression Tension Abut 1 24” CIDH 51.25 970 750 160 (s=0.7) 0 N/A N/A 0.0 (a), --.- (c) 0.0 Pier 2 60” CIDH 35.00 3100 2500 2300 (s=0.7, b=0.5) 0 1300 0 -68.0(a),18.0 (b), --.- (c) -68.0 Pier 3 60” CIDH 35.00 3200 2600 2550 (s=0.7, b=0.5) 0 1260 0 -75.0(a), 19.0(b), --.- (c) -75.0 Pier 4 60” CIDH 35.00 3100 2500 2500 (s=0.7, b=0.5) 0 1230 0 -73 (a), 16.5(b), --.-(c) -73.0 Abut 5 24” CIDH 51.25 980 760 160 (s=0.7) 0 N/A N/A 0.0 (a), --.-(c) 0.0 Notes: (1) Design pile tip elevations are controlled by the required: (a) Minimum factored nominal resistance in axial compression for Strength Limit State, (b) Minimum factored nominal resistance in axial compression for Extreme Event I (seismic) Limit State, (c) Tip elevation for laterally loaded pile to be provided by the structure design. (2) Design tip elevation (a) is based on resistance factors (s=0.7) with end bearing neglected and a group reduction factor of 0.65 for the abutment piles, and resistance factors (s=0.7, b=0.5) and no group reduction for the pier Type I shafts.. Design tip elevation (b) is based on resistance factors (s=1.0) with end bearing neglected for all piles. (3) The Specified Pile Tip Elevations shall not be raised. (4) For the piles tipped at the Specified Pile Tip Elevation, the estimated total support settlement due to the design Service Limit State 1 load is less than the permissible value of 1.0 inch. The estimated differential settlement between any two adjacent supports is less than 0.5 inches. Design tip elevation for settlement is not provided or necessary since the CIDH piles cannot be raised above the Specified Pile Tip Elevations as per Note 3. .
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6.3 Laterally Loaded Pile Design
The response of the proposed piles, including the required minimum or critical pile length, when
subjected to lateral loads may be evaluated based in a p-y type analysis. Recommended soil
parameters for such analysis using LPILE (Ensoft, Inc.) software are presented in Table 6 below.
Table 6 - Idealized Soil Profile and Data for LPILE Analysis of a Single Pile/Shaft
Depth
(ft)
USCS
Soil
Type
Soil Type for
LPILE
Analysis
Effective
Unit
Weight
(pcf)
Cohesion/
Undrained
Shear
Strength
(psf)
Effective
Friction
Angle (º)
Modulus
Factor, k,
(lbs/in^3)
Strain
Factor
(50)
0-12 SM/ML Sand (Reese) 53 0.0 32 30 -
12-27 CL/ML Soft Clay
(Matlock) 33 750 0.0 - 0.01
27-37 SM/ML Sand (Reese) 58 0.0 34 50 -
37-44 SP Sand (Reese) 48 0.0 36 60 -
44-58 ML Sand (Reese) 53 0.0 34 50 -
58-80 SM/SP Sand (Reese) 53 0.0 36 60 -
80-120 SP Sand (Reese) 48 0.0 36 60 -
6.4 Foundation Settlement and Lateral Deflection
Based on Caltrans’ current foundation design requirements, and as specified in the MTD 3-1
(Caltrans, 2014) and MTD 4-1 (Caltrans, 2014), the permissible maximum support settlement for
the subject bridge under the service limit state load is 1.0 inch. The permissible lateral pile top
deflection under the service load is generally taken as ¼ inch.
6.5 Lateral Earth Pressures
The project includes construction of the following earth retaining structures (ERS):
Abutments 1 and 5,
Wingwalls at both abutments, and
Four (4) Caltrans Standard Plan Type 1 retaining walls, as shown on Figures 9 and 10
in Appendix A.
For design, the following parameters for the structure backfill soils meeting the material and
compaction requirements specified in the Caltrans 2010 Standard Specifications may be used:
Total Unit Weight = 120 pcf
Effective Cohesion = 0.0 psf
Effective Friction Angle = 34 degrees
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6.6 Foundation Design for Type I Retaining Walls
The proposed retaining walls will retain 10 to 12 feet of mainly compacted structure backfill
material with a flat ground surface. Therefore, these walls fall into the 2010 Revised Standard
Plan (RSP No. B3-1A) Retaining Wall Type I (Case 1) category.
Foundation design requirements are summarized in Table 7 below:
Table 7, Foundation Design Requirements for Type 1 Retaining Walls.
Wall Design Height 10’ 12’
Footing width, W 7’-7’’ 8’-4’
Service: B’, q’o 6.0, 1.6 6.3, 2.0
Strength: B’, qo 3.0, 3.3 3.2, 4.0
Extreme I: B’, qo 3.1, 3.4 2.8, 4.8
Extreme II: B’ and qo 2,9, 3.6 3.7, 3.6
Note: B’ is the effective footing width, q’o is the net unfactored bearing stress (demand to limit total
settlement to 1-inch), and qo is the gross factored bearing pressure (factored demand) for the
Strength or the Extreme Limit States, all in ksf.
The bottom elevation of the Type 1 wall footings ranges from 53.5 to 55.5 feet. Based on the
existing ground surface elevations shown on Figures 9 and 10, footing installation at these
elevations will involve mainly cut with minor amounts of fill at the abutment end of the Type I wall
No.1.
Based on the subsurface conditions encountered in the adjacent exploratory borings, the upper
15 to 20 feet soils along the alignments of the retaining walls consist of mainly loose to medium
silt (ML), silty sand (SM) and Sand (SP).
Due to the presence of loose/weak soils near the surface, we recommend that foundation soils
underneath the footing be over-excavated to a depth of at least three (3) feet below the footing
bottom and replaced with compacted in-situ excavated non-cohesive soil (Plasticity Index <4.0)
free of any organics and earth particles larger than 3 inches in smallest dimension. Laterally, the
over-excavation should extend at least 1.5 feet beyond the edges of the footings. All backfill soils
should be moisture conditioned to near optimum and compacted to at least 95 percent of the
relative density determined as per State of California Test Method (CTM) 216.
Prior to the placement of any backfill, at least the upper 8.0 inches of subgrade soils should be
scarified, moisture conditioned to near-optimum and compacted to a relative compaction of at
least 95% as per California Test Method 216.
The unit weight and friction of the foundations over-excavated and replaced with compacted
engineered fills, as recommended above, may be taken as 120 pcf and 34 degrees, respectively,
This will meet or exceed the footing design requirements for the proposed Standard Plan
Retaining Wall Type I (Case 1) included in Table 6 above, for each of the LRFD Limit States.
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6.7 Drainage Considerations
The design of the abutment walls and the retaining structures should provide for adequate back
drains to prevent built up of excessive hydrostatic pressure in the backfill or retained soils.
7.0 PAVEMENT DESIGN
The results of R-value testing on a representative pavement subgrade soil sample are presented
in Table 8 below.
Table 8: Summary of R-value Test
Sample Id. Soil Description R-value
B-2/0-5’ Bulk Silty Sand (SM) 28
The project site is underlain by loose/weak surficial soils. We recommend that the upper two (2)
feet of existing soils be removed and replaced with compacted soils before placing any additional
fills or pavement sections. Excavated site soils with a Plasticity Index <4 and free of any organics
and earth particles larger than 3 inches in smallest dimension are acceptable. Laterally, the over-
excavation should extend at least two (2) feet beyond the edges of the pavements. All fill/backfill
soils should be moisture conditioned to within 2 to 3% of the optimum and compacted to at least
95 percent of the maximum relative density determined as per State of California Test Method
216.
Based on the above recommendations and the measured R value of 28, recommended pavement
sections for a range of Traffic Index (TI) are presented in Table 9 below.
At the end of finish grading, but before the placement of AB, exposed subgrade soils should be
sampled and tested for R-values, and the pavement structural sections modified if necessary.
Prior to the placement of any backfill, at least the upper 8.0 inches of subgrade soils should be
scarified, moisture conditioned to near-optimum and compacted to a relative compaction of at
least 95% as per California Test Method 216.
Table 9: Recommended Preliminary A.C. Pavement Sections (1)
T.I. R-Value Thickness of AC
(feet) (2)
Thickness of Class 2
AB (feet)(3)
7.0
28
0.40 0.80
8.0 0.50 0.95
9.0 0.60 0.95
Notes: (1) Final pavement sections should be based on R-value of the subgrade soil samples retrieved
after finish grading, and (2) AC meeting the requirements of Section of 39 of the Caltrans Standard
Specifications (2010); and (3) AB meeting the requirements of Section of 26 of the Caltrans
Standard Specifications (2010).
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8.0 CONSTRUCTION CONSIDERATIONS
All construction activities should be performed in accordance with the applicable current Federal
and State OSHA requirements.
It is our understanding that Dune Palms Road will need to be kept open to traffic at all times during
construction by means of a temporary at-grade crossing.
Unless specified otherwise herein, or in the project plans and/or special provisions, all earthwork,
including the site preparation, excavation/cut, backfilling, approach roadway embankment fill
placement, and construction of the abutments, wingwalls, retaining walls and foundation/piles,
should be performed in accordance with the current State of California, Department of
Transportation, Standard Specifications (Caltrans, 2010).
All earthwork, foundation installation and retaining wall construction should be performed under
the observation of and quality control or verification testing by a representative from the project
geotechnical firm.
All fills soils at the site should be placed in horizontal layers of uncompacted thickness of six (6)
to eight (8) inches, moisture conditioned, if necessary to near optimum water content and
compacted mechanically to at least 95 % percent relative compaction, unless specified otherwise
elsewhere, determined as per the CTM 216 / 231. Roadway subgrade, base and pavement
materials should be compacted as per the above referenced Caltrans’ 2010 standard
specifications.
Imported fill soils, if any, should be cohesionless and well-graded in nature with less than 15%
fines content and PI<4. Structural backfill materials should meet the requirements specified in
the above referenced Caltrans’ 2010 Standard Specifications.
Groundwater was not encountered in borings at the time of our site exploration. However, surface
water, as well as perched groundwater and seepage, may be present at the site at any time of
the year. Surface water, and significant groundwater and seepage may be encountered in the
excavations and/or holes drilled at the site during or immediately after wet season(s) of the year.
The potential for soil caving or sloughing of sandy soil and gravel from the side of the holes, if not
supported by temporary casing, should be anticipated. The contractor shall be responsible for
maintaining the stability of the hole at all times during construction and obtaining a clean and firm
condition at the bottom of the CIDH pile holes prior to the placement of reinforcement and/or
concrete.
Use of full-depth temporary casing or wet construction (using drilled mud) is recommended for
the construction of the CIDH piles at this site. No CIDH holes should be drilled or temporary casing
installed immediately adjacent to an installed shaft until its concrete has attained its’ initial set.
The contractor is response for selecting the means and method for installing and withdrawing
temporary casing without compromising the integrity of the CIDH piles or the Type I shafts.
Difficult driving and/or withdrawal conditions should be anticipated due to the presence of
interbedded soil layers of varying types/composition, and strength and stiffness, including thick
layers of dense to very dense sands with gravel.
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9.0 LIMITATIONS
Findings, recommendations and conclusions presented in this report are based on subsurface
exploration at isolated and limited locations. Subsurface conditions at other locations may differ
significantly.
Data, conclusions and recommendations contained in this report are solely for use by the City of
La Quinta and its’ designated consultants. They are applicable to the proposed project only.
Bengal Engineering, Inc. accepts no liability for use of the content of this report by others and/or
for other projects and purposes.
This foundation report was prepared in accordance with the generally accepted geotechnical
practices at this time in Southern California. We make no other warranty, either implied for
expressed.
We appreciate this opportunity to be of service to the City of La Quinta. If you have any questions
or we can be of any further assistance at this time, please do not hesitate to contact us.
Very truly yours,
BENGAL ENGINEERING, INC.
Md. Wahiduzzaman, P.E.
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-REFERENCES-
AASHTO (2012), AASHTO LRFD Bridge Design Specifications, 6th Edition, American Association
of State Highway and Transportation Officials, with CA Amendments (2014).
ASTM (2014), Annual Books of ASTM Standards, Vol. 04.08, Soils and Rock, American Society
of Testing and Materials, Philadelphia, Pennsylvania.
Bengal Engineering, Inc. (2015), Preliminary Foundation Report for the Dune Palms Low Water
Crossing Replacement at the Coachella Valley Storm water Channel, La Quinta, California, City
Project No. 2011-05, Federal Project No. BRKLKS-5433(014), dated May 18.
Bengal Engineering, Inc. (2015), Hydrology and Hydraulic Study for the Replacement of the Dune
Palms Low-Water Crossing at the Coachella Valley Stormwater Channel, dated January 15.
Caltrans (2015), ARS ONLINE (Version 2.3.06)
Caltrans (2013), Seismic Design Criteria (Version 1.7), California Department of Transportation,
Sacramento, California.
Caltrans (2014), Memo-to-Designers 3-1, Deep Foundations, Sacramento, California.
Caltrans (2014), Memo-to-Designers 4-1, Spread Footings, Sacramento, California.
Caltrans (2010), Standard Specifications, State of California, Department of Transportation.
Caltrans (2003), Corrosion Guidelines, Version 1.0, California Department of Transportation.
California Geological Survey (2012), Geologic Map of Quaternary Surficial Deposits in Southern
California, Palm Springs 30’ x 60’ Quadrangle, CGS Special Report 214, Plate 24, dated
December 2012.
CGS (2014), Alquist-Priolo Earthquake Fault Zones, California Geological Survey, accessed at
http://www.quake.ca.gov/gmaps/WH/regulatorymaps.htm, on October 24, 2014.
City of La Quinta (2013), 2035 La Quinta General Plan, Chapter IV – Environmental Hazards,
adopted February 19, 2013.
Dibblee, T.W., Jr. (2008), Geologic Map of the Palm Desert & Coachella 15 Minute Quadrangles,
Riverside County, California: Dibblee Geology Center Map #DF-373, Scale: 1:62,500.
Earth Consultants International, Inc. (2014), Technical Background Report to the Safety Element
of the General Plan for the City of Coachella, dated September 2014.
Earth Mechanics, Inc. (2010), Final Foundation Report, Adams Street Bridge over Whitewater
River, City of La Quinta, California, EMI Project No. 08-167, dated June 2, 2010.
Sieh, K.E. and Williams, P.L. (1990), Behavior of the southernmost San Andreas Fault during the
past 300 Years, Journal of GeoPhysical Research, Volume 95, Issue B5, dated May 10.
USACE (1980), Whitewater River Basin Feasibility Report for Flood Control and Allied Purposes,
San Bernardino and Riverside Counties, California, Appendix 1 Hydrology, dated May 1980.
USGS (2014), 2008 Interactive Deaggregation (of Seismic Hazards), accessed at
http://geohazards.usgs.gov/deaggint/2008/ in January, 2015.
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2007 Working Group on California Earthquake Probabilities (2008), The Uniform California
Earthquake Rupture Forecast, Version 2 (UCERF 2): USGS Open File Report 2007-1437, CGS
Special Report 203, SCEC Contribution #1138, Version 1.0.
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ATTACHMENTS
Foundation Report
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Responses to Caltrans Comment on the
Preliminary Foundation Report
Responses to Caltrans Comment on the
Preliminary Foundation Report
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APPENDIX A
FIGURES AND PLATES
553535404045455050556062634545505055554540605542333331BldgSD OutletPPConcParkingDITransf PadLtgWallConcWallGrouted RSPGrouted RSPConcConcConcConcSWSW484452626361536058Dirt Rd1819202122232438*Abut 1Abut 5373639BBEBDATUM = 20'5Pier 2Pier 4105'-0"135'-0"4041135'-0"105'-0"Pier 3OG1231' min. Freeboard480'-0"1235CV Link TrailPLANScale: 1" = 40'"LAYOUT" LineN0°09'52"WEB 23+48.2BB 18+68.2EL 65.88EL 65.19CV LINK TRAILCV LINK TRAIL41212433GENERAL PLANPROFILE GRADESCALE: 1" = 40'ELEVATIONScale: 1" = 40'TYPICAL SECTIONScale: 1" = 10'Legend:= High water elevation for Bridge = 57.0' (SPF): "LAYOUT" Line = Street ℄, See Civil Plan= Closure PourNotes*STANDARD PLANS, 2018A3-A,B&C ABBREVIATIONSA62-A EXCAVATION AND BACKFILL - MISCELLANEOUS DETAILSA62-C LIMITS OF PAYMENT FOR EXCAVATION AND BACKFILL-BRIDGEB0-1 BRIDGE DETAILSB0-3 BRIDGE DETAILSB0-5 BRIDGE DETAILSB0-13 BRIDGE DETAILSB2-3 16" AND 24" CAST-IN-DRILLED-HOLE CONCRETE PILEB3-1 RETAINING WALL TYPE 1 (CASE 1)B3-7A RETAINING WALL TYPE 6 (CASE 1)B3-7B RETAINING WALL TYPE 6 (CASE 2)B7-1 BOX GIRDER DETAILSB7-10 UTILITY OPENING - BOX GIRDERB8-5 CAST-IN-PLACE POST TENSIONED GIRDER DETAILSB9-1 STRUCTURE APPROACH TYPE N (30)B9-5 STRUCTURE APPROACH SLAB DETAILSB9-6 STRUCTURE APPROACH DRAINAGE DETAILSB11-47 CABLE RAILINGB11-58, 59 CONCRETE BARRIER TYPE 732SWB14-5 WATER SUPPLY LINE (DETAILS) (PIPE SIZES LESS THAN 4")SHEET No. SHEET TITLEINDEX TO BRIDGE PLANSB1 GENERAL PLANB2 DECK CONTOURSB3FOUNDATION PLANB4 ABUTMENT 1 LAYOUTB5 ABUTMENT 5 LAYOUTB6 ABUTMENT FOOTING LAYOUTB7 ABUTMENT DETAILS No. 1B8 ABUTMENT DETAILS No. 2B9 PIER LAYOUTB10 PIER DETAILSB11 TYPICAL SECTIONB12 GIRDER LAYOUTB13 GIRDER REINFORCEMENTB14 MISCELLANEOUS DETAILSB15 BRIDGE RAIL LAYOUT No. 1B16 BRIDGE RAIL LAYOUT No. 2B17 BRIDGE RAIL DETAILS No. 1B18 BRIDGE RAIL DETAILS No. 2B19 BRIDGE RAIL DETAILS No. 3B20 BRIDGE RAIL DETAILS No. 4B21 BRIDGE RAIL DETAILS No. 5B22 JOINT ASSEMBLY (MAX MOVEMENT RATING = 4")B23 RETAINING WALL DET. NO. 1B24 RETAINING WALL DET. NO. 2B25 LOG OF TEST BORINGS No. 1B26 LOG OF TEST BORINGS No. 212'B1ABCFFF1 Cast "Br. No. TBD"2 Cast "DUNE PALMS BRIDGE"3 Barrier Rail (La Quinta Bridge Rail)4 Structure Approach Slab5 Concrete Channel Lining6 Soffit Lighting - See "Bridge Lighting Plan"A Imperial Irrigation District Conduits (Possible)B Frontier CommunicationsC Utility - City of La QuintaD City FiberE SpectrumF Future UtilityG Future UtilityH Electrical Conduit - CV LinkI Soffit Art Panel & Painting - See Civil PlansJ Painting & Street Name - See Civil PlansNOT FOR CONSTRUCTIONBENGAL ENGINEERING360 S. HOPE AVE. SUITE C-110SANTA BARBARA, CA 93105(805) 563-078886'-0"1'-2"1'-2"41'-10"41'-10"40'-6"Stage 140'-6"Stage 23'-10"5'-0"2%Rail Width IncludingArch. Treatment2%5' Dia. Column5'-6"3CIP/Box Girder"LAYOUT" Line**℄Bridge18°18°18°18°18°86'-0"7'-2"7'-2"6'6'39'-8"32'-0"3'-10"℄BridgeN0°09'52"W℄Pier 2℄Pier 3℄Pier 4320' VCR = 0.39% \ STA22+60Elev 65.84-0.75%+0.50%19+40Elev 66.24Rail Width IncludingArch. TreatmentN2202411.0204E6553315.7125N2201811.0228E6553317.4359DCEG1'-2"6'8'11'12'9'-8"12'11'8'1'-2"6'Bike/CartPathLane 1Lane 2 Lane 2Lane 1MedianBike/CartPathClosurePour2-18" CMP66" R. Water SleeveRetaining Wall No. 1Retaining Wall No. 2Retaining Wall No. 3Retaining Wall No. 4Notes:1. Retaining Walls not shown for clarity2. Part Barrier Rail shown, it is continuous across thebridgeSDSDSDConc. Lining Cut-OffConc. Lining ToeConc. Lining TopConc. Lining Cut-OffConc. LiningConc. Lining ToeConc. Lining TopConc. Lining18"Ø DIP Water MainSewer PipesConc. (E)HIJIJ6**11/9/2020 5:11:57 PM
553535404045455050556062634545505055554540605542333331BldgSD OutletPPConcParkingDITransf PadLtgWallConcWallGrouted RSPGrouted RSPConcConcConcConcSWSW484452626361536058Dirt Rd1819202122232438*Abut 1Abut 5373639BBEBDATUM = 20'5Pier 2Pier 4105'-0"135'-0"4041135'-0"105'-0"Pier 3OG1231' min. Freeboard480'-0"1235CV Link TrailPLANScale: 1" = 40'"LAYOUT" LineN0°09'52"WEB 23+48.2BB 18+68.2EL 65.88EL 65.19CV LINK TRAILCV LINK TRAIL41212433GENERAL PLANPROFILE GRADESCALE: 1" = 40'ELEVATIONScale: 1" = 40'TYPICAL SECTIONScale: 1" = 10'Legend:= High water elevation for Bridge = 57.0' (SPF): "LAYOUT" Line = Street ℄, See Civil Plan= Closure PourNotes*STANDARD PLANS, 2018A3-A,B&C ABBREVIATIONSA62-A EXCAVATION AND BACKFILL - MISCELLANEOUS DETAILSA62-C LIMITS OF PAYMENT FOR EXCAVATION AND BACKFILL-BRIDGEB0-1 BRIDGE DETAILSB0-3 BRIDGE DETAILSB0-5 BRIDGE DETAILSB0-13 BRIDGE DETAILSB2-3 16" AND 24" CAST-IN-DRILLED-HOLE CONCRETE PILEB3-1 RETAINING WALL TYPE 1 (CASE 1)B3-7A RETAINING WALL TYPE 6 (CASE 1)B3-7B RETAINING WALL TYPE 6 (CASE 2)B7-1 BOX GIRDER DETAILSB7-10 UTILITY OPENING - BOX GIRDERB8-5 CAST-IN-PLACE POST TENSIONED GIRDER DETAILSB9-1 STRUCTURE APPROACH TYPE N (30)B9-5 STRUCTURE APPROACH SLAB DETAILSB9-6 STRUCTURE APPROACH DRAINAGE DETAILSB11-47 CABLE RAILINGB11-58, 59 CONCRETE BARRIER TYPE 732SWB14-5 WATER SUPPLY LINE (DETAILS) (PIPE SIZES LESS THAN 4")SHEET No. SHEET TITLEINDEX TO BRIDGE PLANSB1 GENERAL PLANB2 DECK CONTOURSB3FOUNDATION PLANB4 ABUTMENT 1 LAYOUTB5 ABUTMENT 5 LAYOUTB6 ABUTMENT FOOTING LAYOUTB7 ABUTMENT DETAILS No. 1B8 ABUTMENT DETAILS No. 2B9 PIER LAYOUTB10 PIER DETAILSB11 TYPICAL SECTIONB12 GIRDER LAYOUTB13 GIRDER REINFORCEMENTB14 MISCELLANEOUS DETAILSB15 BRIDGE RAIL LAYOUT No. 1B16 BRIDGE RAIL LAYOUT No. 2B17 BRIDGE RAIL DETAILS No. 1B18 BRIDGE RAIL DETAILS No. 2B19 BRIDGE RAIL DETAILS No. 3B20 BRIDGE RAIL DETAILS No. 4B21 BRIDGE RAIL DETAILS No. 5B22 JOINT ASSEMBLY (MAX MOVEMENT RATING = 4")B23 RETAINING WALL DET. NO. 1B24 RETAINING WALL DET. NO. 2B25 LOG OF TEST BORINGS No. 1B26 LOG OF TEST BORINGS No. 212'B1ABCFFF1 Cast "Br. No. TBD"2 Cast "DUNE PALMS BRIDGE"3 Barrier Rail (La Quinta Bridge Rail)4 Structure Approach Slab5 Concrete Channel Lining6 Soffit Lighting - See "Bridge Lighting Plan"A Imperial Irrigation District Conduits (Possible)B Frontier CommunicationsC Utility - City of La QuintaD City FiberE SpectrumF Future UtilityG Future UtilityH Electrical Conduit - CV LinkI Soffit Art Panel & Painting - See Civil PlansJ Painting & Street Name - See Civil PlansNOT FOR CONSTRUCTIONBENGAL ENGINEERING360 S. HOPE AVE. SUITE C-110SANTA BARBARA, CA 93105(805) 563-078886'-0"1'-2"1'-2"41'-10"41'-10"40'-6"Stage 140'-6"Stage 23'-10"5'-0"2%Rail Width IncludingArch. Treatment2%5' Dia. Column5'-6"3CIP/Box Girder"LAYOUT" Line**℄Bridge18°18°18°18°18°86'-0"7'-2"7'-2"6'6'39'-8"32'-0"3'-10"℄BridgeN0°09'52"W℄Pier 2℄Pier 3℄Pier 4320' VCR = 0.39% \ STA22+60Elev 65.84-0.75%+0.50%19+40Elev 66.24Rail Width IncludingArch. TreatmentN2202411.0204E6553315.7125N2201811.0228E6553317.4359DCEG1'-2"6'8'11'12'9'-8"12'11'8'1'-2"6'Bike/CartPathLane 1Lane 2 Lane 2Lane 1MedianBike/CartPathClosurePour2-18" CMP66" R. Water SleeveRetaining Wall No. 1Retaining Wall No. 2Retaining Wall No. 3Retaining Wall No. 4Notes:1. Retaining Walls not shown for clarity2. Part Barrier Rail shown, it is continuous across thebridgeSDSDSDConc. Lining Cut-OffConc. Lining ToeConc. Lining TopConc. Lining Cut-OffConc. LiningConc. Lining ToeConc. Lining TopConc. Lining18"Ø DIP Water MainSewer PipesConc. (E)HIJIJ6**11/9/2020 5:11:57 PM
Date: November 15, 2020Project: Dune Palms Low Water Crossing BridgeBoring: B-4Depth to Depth to Layer SoilSPT BlowTop of Bottom of Thickness Classifi-CountsSand SiltLayer Layer Dcation'vo'vo(N1)60VsVsVsVsD/Vs(ft) (ft) (ft) (USCS) (tsf) kPa (Blows/ft) (m/s) (m/s) (m/s) (ft/s) (sec0 12 12 SM 0.36 36.0 8 162.4 145.1 306.2 1004.2 0.01212 27 15 ML 1.17 117.0 6 208.7 180.8 180.8 593.0 0.02527 37 10 SM 1.92 192.0 12 250.7 229.2 354.4 1162.5 0.00937 44 7 SP 2.43 243.0 17 274.1 257.4 366.0 1200.5 0.00644 58 14 ML 3.06 306.0 11 277.5 251.2 251.2 823.9 0.01758 80 22 SM 3.60 360.0 15 297.1 275.6 375.5 1231.6 0.01880 100 20 SM 6.00 600.0 15 335.2 309.9 390.7 1281.5 0.016SUM 100SUM 0.102=979.1(ft/sec) =298.5 (m/sec) =300 (m/sec) Calculated (Vs)30 Used For DesignShear Velocity, (Vs)30 CalculationsSoil TypeInitial Effective Overburden StressLayer ShearWave VelocityFigure 5. VS30 Calculations
0.000.501.001.502.002.500.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00Spectral Acceleration (g)Period (sec)Figure 6. Recommended ARS Curve for the Proposed Dune Palms Low Water Crossing BridgeStructure: Dune Palms Low Water Crossing Site Coordinates: Latitude = 33.7103o , Longitude = -116.278o(Vs)30 = 300 m/secDesign ARS:Probabilistic Ground Motion Controls for All Periods, PGA =0.8g Nearest Major Seismic Sourec (Fault) = San Andreas (Coachella)Fault Type = SS, Distance Rrup= 8.2 km, Mmax = 7.9Recommended Design ARS (Damping = 5%)
01020304050607080901001101200 250 500 750 1000 1250 1500 1750 2000 2250 2500 2750 3000Pile Length (ft) Factored Nominal Resistance in Axial Compression (kips) Factored Nominal Tip Resistance (φs=0.5)Factored Nominal Side Resistance(φs=0.5)Factored Total Nominal Resistance in Axial CompressionStrength Limit State Design60‐inch Diameter CIDH Pile (Type I Shaft)Figure 7. Pile Length vs. Geotechnical Nominal Resistance in Axial Compression for Dune Palm Street Bridge (New)
01020304050600 20 40 60 80 100 120 140 160 180 200 220 240 260 280Pile Length (ft) Design Factored Nominal Resistance in Axial Compression (kips) Strength Limit State Design24‐inch Diameter CIDH Piles at Abutments Note:Based on side friction only (φs=0.7)70Figure 8. Pile Length Vs. Design Factored Geotechnical Nominal Resistance in Axial Compression for Dune Palm Street Bridge (New)
RETAINING WALL DET. NO. 1
PLAN VIEW - RETAINING WALL NO. 1
SCALE: 1/8" = 1'-0"
B23
NOT FOR CONSTRUCTION
BENGAL ENGINEERING
360 S. HOPE AVE. SUITE C-110
SANTA BARBARA, CA 93105
(805) 563-0788
72'-0"
H=12'
PLAN VIEW - RETAINING WALL NO. 2
SCALE: 1/8" = 1'-0"
39'-2"
H=10'
ELEVATION VIEW - RETAINING WALL NO. 1
SCALE: 1/8" = 1'-0"
72'-0"
H=12'
90'-0"
H=10'
ELEVATION VIEW - RETAINING WALL NO. 2
SCALE: 1/8" = 1'-0"
B3-3A
B3-3A
Ret. Wall LOL
Ret. Wall LOL
Abutment 1 Footing
Abutment 1 Footing
Abutment 1 Footing
OG Bottom of Footing
Elev 55.0
Top of Wall
Finished Grade
Behind Wall
OG
Bottom of Footing
TOW 66.30
Elev 53.5
Elev 55.5
Finished Grade
Behind Wall
Elev 53.0
TOW 62.0
TOW 66.0
TOW 61.5
Footing Step (typ)
B3-8
Finish Surface in Front of Wall
Footing Step (typ)B3-8
3" Plastic Pipe
(slotted), See Note 1
Outlets to Slope
Cap End
3" Plastic Pipe
(slotted), See Note 1
Cap End
Outlets to Slope
Finish Surface in Front of Wall
18" Storm Drain,
see Civil Plans B3-6
24" Storm Drain,
see Civil PlansB3-6
Abutment 1 Footing
Wall Exp. JointB0-33-4 Flow
Wall Exp. Joint B0-33-4
Flow
Weakened Plane, (Typ)B0-33-3
Fencing per
Civil plans
Fencing per
Civil plans
Begin Ret Wall No. 1 Sta 10+00
39.17' LT of 'CENTERLINE'
Sta18+81.98
Begin Ret Wall No. 1 Sta 20+00
46.83' RT of 'CENTERLINE'
Sta18+54.04
N72°53'22"W
N71°53'13"W
Expansion Joint, (Typ)B0-33-4
36'-0"36'-0"
Top of Wall
36'-0"36'-0"
Weakened Plane, (Typ)B0-33-3
30'-0"30'-0"
Notes:
1. See B9-6 "Structure Approach Drainage Details" for
3" Plastic Pipe Detail with Footing. Adjust Profile of
the Drainage as directed by the Engineer.
2. Channel Lining Not Shown.
3. See Sheet B24 for "Typical Section Retaining Wall".
24" Storm Drain18" Dom.
Water line
30'-0"
Weakened Plane, (Typ)B0-33-3
4/28/2020 9:48:23 AM
RETAINING WALL NO. 2
B24
NOT FOR CONSTRUCTION
BENGAL ENGINEERING
360 S. HOPE AVE. SUITE C-110
SANTA BARBARA, CA 93105
(805) 563-0788
PLAN VIEW - RETAINING WALL NO. 3
SCALE: 1/8" = 1'-0"
55'-0"
H=12'
ELEVATION VIEW - RETAINING WALL NO. 3
SCALE: 1/8" = 1'-0"
B3-3A
Abutment 5 Footing
Ret. Wall LOL
Abutment 5 Footing
PLAN VIEW - RETAINING WALL NO. 4
SCALE: 1/8" = 1'-0"
B3-3A
Ret. Wall LOL
Abutment 5 Footing
Top of WallFinished Grade
Behind Wall
OG
Bottom of Footing DESIGN 'H'OG
Type 1
Retaining Wall
Top of Wall Elev
Abutment 5 Footing
OG
Bottom of Footing ELEVATION VIEW - RETAINING WALL NO. 4
SCALE: 1/8" = 1'-0"
21'-0"
H=12'
64'-11"
H=12'
TOW ±65.2
TOW 60.0
TOW ±65.2
ELEV 53.5
ELEV ±53.5
Railing per civil
plans.
Retaining wall
LOL
B3-1
Concrete Slope
Protection
see "Road Plans"
4'-0" Min.
See Note 1
Geocomposite
Drain2'-0"Var.6" - 1'-0"FG
TYPICAL SECTION
RETAINING WALL
No Scale
3" Plastic Pipe
(slotted), See Note 1
Elevation View has
been Projected for
Clarity
Outlets to Slope
Outlets to Slope
Cap End
Wall Exp. JointB0-33-4
Flow
Flow
Wall Exp. Joint B0-33-4
Fencing per
Civil plans
Fencing per
Civil plans
Begin Ret Wall No. 3 Sta 30+00
46.83' RT of 'CENTERLINE'
Sta 23+29.83
S69°13'59"E
Ret. Wall L
OL
S65°35'09"W
Begin Ret Wall No. 4 Sta 40+00
39.17' LT of 'CENTERLINE'
Sta 23+57.77
S71°20'45"E
42" SD, See Civil Plans for details
Top of Pipe Elev +/-50.6
Notes:
1. See B9-6 "Structure Approach Drainage Details" for 3"
Plastic Pipe Detail with Footing. Adjust Profile of the
Drainage as directed by the Engineer.
2. Channel Lining Not Shown.
Elev ±65.2
Exist 42" SD
18" DIP Waterline. Top at
+/-37.1. See Civil Plans
Weakened Plane, (Typ)B0-33-3
Weakened
Plane, (Typ)
B0-33-3
Finished Grade
in Front of Wall
Finished Grade
in Front of Wall
±16'-0"
Cap End
Top of Wall
Finished Grade
Behind Wall
TOW 61.25
4/28/2020 9:41:02 AM
Foundation Report
Dune Palms Road Low Water Crossing Bridge (New) Over CVSWC
_______________________________________________________________________________________
______________________________________________________________________
January 4, 2021
APPENDIX B
RESULTS OF FIELD EXPLORATION
Foundation Report
Dune Palms Road Low Water Crossing Bridge (New) Over CVSWC
_______________________________________________________________________________________
______________________________________________________________________
January 4, 2021
LOGS OF TEST BORINGS
SPT
1
MC
2
SPT
3
MC
4
SPT
5
MC
6
SPT
7
MC
8
SPT
9
MC
10
SPT
11
4-7-8
(15)
10-17-17
(34)
4-5-6
(11)
11-21-30
(51)
3-5-7
(12)
9-17-25
(42)
6-12-14
(26)
8-13-20
(33)
5-15-14
(29)
10-24-20
(44)
4-6-7
(13)
Alluvium (Qal)
Fine-grained Silty Sand (SM) - light brown, slightly moist, medium
dense
same as above (SM)
Silt (ML) - olive brown, moist, medium stiff
Fine-grained Sand with Silt (SP/SM) - light brown, slightly moist,
dense
Sandy Silt (ML) - light olive brown, slightly moist to moist, medium
stiff
Fine-grained Silty Sand (SM) - light brown, moist, medium dense
same as above (SM)
Silt (ML) with laminated Clayey Silt (ML) in sampler tip - brown to
olive brown, moist, medium stiff
Fine-grained Silty Sand (SM), Sandy Silt (ML) and Silt (ML) - light
brown to brown, moist, dense/stiff, 4"-6" thick beds
Laminated Clayey Silt (ML) to Silty Clay (CL) - olive brown to
brown, moist, stif
same as above, (ML) and (ML/CL), moist, medium stiff
3
2
7
7
17
10
2
8
27
13
13
132
129
105
120
104
29
40
NP
27
NP
13
ATT
CONS
ATT
NOTES Calibrated Auto Hammer and Drill Rod Used, 79.1% Energy Transfer
GROUND ELEVATION 44.3 ft NGVD 88
LOGGED BY E. Pongracz
DRILLING METHOD HSA - Track Rig CME 75
DRILLING CONTRACTOR 2R Drilling GROUND WATER LEVELS:
CHECKED BY
DATE STARTED 10/13/14 COMPLETED 10/13/14
AT TIME OF DRILLING ---
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE 8" inches
(Continued Next Page)ELEV(ft)40
35
30
25
20
15
10
5
0
-5
-10
-15 DEPTH(ft)0
10
20
30
40
50
60 SAMPLE TYPENUMBERBLOWCOUNTS(N VALUE)GRAPHICLOGMATERIAL DESCRIPTION
MOISTURECONTENT (%)DRY UNIT WT.(pcf)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXATTERBERG
LIMITS
FINES CONTENT(%)UNDRAINED SHRSTRENGTH (tsf)OTHER TESTSPAGE 1 OF 2
BORING NUMBER B-1
BENGAL BH V1 - BENGAL V1.GDT - 11/17/20 20:14 - F:\DOCUMENTS\BENTLEY\GINT\PROJECTS\DUNE PALMS ROAD LOW WATER CROSSING.GPJCLIENT City of La Quinta
PROJECT NUMBER
PROJECT NAME Dune Palms Low Water Crossing
PROJECT LOCATION Dune Palms Road over CV Channel
Bengal Engineering Inc.
360 S. Hope Avenue Suite C-110
Santa Barbara, CA 93105
Telephone: 805-563-0788
MC
12
MC
13
MC
14
SPT
15
SPT
16
9-9-15
(24)
13-17-22
(39)
19-40-
50/5"
14-18-22
(40)
16-30-22
(52)
Clayey Silt (ML) - brown to olive browm, moist, medium stiff; in
sharp contact with Sand (SP) - light brown, slightly moist, dense
Fine- to medium-grained Sand (SP), fine-grained Sand (SP) and
medium- to coarse-grained Sand with Gravel (SW) - tan, slightly
moist, dense, 3"-4" thick beds
Silt with some clay (ML) and fine-grained Silty Sand (SM) - olive
brown to light brown, moist, very stiff/dense
Fine- to coarse-grained Sand (SW) with some gravel - light tan,
slightly moist, very dense
Fine-grained Sand (SP) with trace silt and scattered pebbles - light
brown, slightly moist, very dense
Groundwater not encountered. Boring backfilled with native
materials.
Bottom of borehole at 101.5 feet.
29
3
8
1
3
94
116
111 CONSELEV(ft)-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
-75
-80 DEPTH(ft)60
70
80
90
100
110
120 SAMPLE TYPENUMBERBLOWCOUNTS(N VALUE)GRAPHICLOGMATERIAL DESCRIPTION
MOISTURECONTENT (%)DRY UNIT WT.(pcf)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXATTERBERG
LIMITS
FINES CONTENT(%)UNDRAINED SHRSTRENGTH (tsf)OTHER TESTSPAGE 2 OF 2
BORING NUMBER B-1
BENGAL BH V1 - BENGAL V1.GDT - 11/17/20 20:14 - F:\DOCUMENTS\BENTLEY\GINT\PROJECTS\DUNE PALMS ROAD LOW WATER CROSSING.GPJCLIENT City of La Quinta
PROJECT NUMBER
PROJECT NAME Dune Palms Low Water Crossing
PROJECT LOCATION Dune Palms Road over CV Channel
Bengal Engineering Inc.
360 S. Hope Avenue Suite C-110
Santa Barbara, CA 93105
Telephone: 805-563-0788
AU
1
SPT
2
MC
3
SPT
4
MC
5
SPT
6
MC
7
SPT
8
MC
9
SPT
10
MC
11
6-7-7
(14)
9-17-24
(41)
6-9-11
(20)
6-11-15
(26)
3-5-6
(11)
12-17-23
(40)
5-7-9
(16)
13-18-32
(50)
5-8-11
(19)
8-14-17
(31)
Alluvium (Qal)
Fine- to medium grained Sand with some Silt (SP-SM) - light
brown, dry, slightly dense; with laminated Silt (ML) in sampler tip -
light gray, medium stiff
Fine- to medium-grained Sand (SP) with some silt - light brown, dry
to slightly moist, medium dense
Very fine-grained Sand with some silt (SM) - light brown, slightly
moist, medium dense; contains 1.5" thick Sandy Silt bed/lense
Laminated Silt (ML) and fine-grained Silty Sand (SM) - olive brown
to brown, moist, medium stiff/medium dense, 4"-6" thick beds
Clayey Silt (ML) - olive brown, moist, slightly stiff, occasional
orange mottling
Fine-grained Sand (SP) - light brown, moist, medium dense
Fine-grained Silty Sand (SM) and Sandy Silt (ML) - light olive
brown, moist, medium dense/medium stiff
Fine- to medium-grained Sand (SP) with olive brown Clayey Silt
(ML) rip-up clasts - light gray, moist, very dense
Fine-grained Sand with some silt (SP/SM) - light brown, moist,
medium dense; silt (ML) in sampler tip
Laminated Clayey Silt (ML) to Silt with some clay (ML) - olive
brown to brown to olive, very moist, stiff
1
1
2
23
19
4
10
12
4
32
115
76
100
106
91
R-Value
DS
NOTES Calibrated Auto Hammer and Drill Rod Used, 79.1% Energy Transfer
GROUND ELEVATION 44 ft NGVD 88
LOGGED BY E. Pongracz
DRILLING METHOD HSA - Track Rig CME 75
DRILLING CONTRACTOR 2R Drilling GROUND WATER LEVELS:
CHECKED BY
DATE STARTED 10/13/14 COMPLETED 10/13/14
AT TIME OF DRILLING ---
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE 8" inches
(Continued Next Page)ELEV(ft)40
35
30
25
20
15
10
5
0
-5
-10
-15 DEPTH(ft)0
10
20
30
40
50
60 SAMPLE TYPENUMBERBLOWCOUNTS(N VALUE)GRAPHICLOGMATERIAL DESCRIPTION
MOISTURECONTENT (%)DRY UNIT WT.(pcf)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXATTERBERG
LIMITS
FINES CONTENT(%)UNDRAINED SHRSTRENGTH (tsf)OTHER TESTSPAGE 1 OF 2
BORING NUMBER B-2
BENGAL BH V1 - BENGAL V1.GDT - 11/17/20 20:15 - F:\DOCUMENTS\BENTLEY\GINT\PROJECTS\DUNE PALMS ROAD LOW WATER CROSSING.GPJCLIENT City of La Quinta
PROJECT NUMBER
PROJECT NAME Dune Palms Low Water Crossing
PROJECT LOCATION Dune Palms Road over CV Channel
Bengal Engineering Inc.
360 S. Hope Avenue Suite C-110
Santa Barbara, CA 93105
Telephone: 805-563-0788
SPT
12
SPT
13
SPT
14
SPT
15
SPT
16
6-6-14
(20)
20-23-21
(44)
15-15-10
(25)
7-10-11
(21)
15-21-40
(61)
Fine-grained Sand (SP) with some silt w/ 3" thick olive brown,
mottled Clayey Silt (ML) lens - moist to very moist, medium dense
Gravelly Sand (SW) grading to fine- to medium-grained Sand
(SP/SW) - light gray, moist, dense
Fine-grained Silty Sand (SM) with 5" thick lens of Clayey Silt (ML) -
light brown to olive brown, moist, medium dense/stiff
Fine- to medium-grained Sand (SW) - light gray to light brown,
grading to medium- to coarse-grained Gravelly Sand (SW) - slightly
moist to moist, dense
Fine- to medium-grained Sand (SW) - light brown, slightly moist,
very dense
Bottom of borehole at 101.5 feet.
12
16
14
2
3
106ELEV(ft)-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
-75
-80 DEPTH(ft)60
70
80
90
100
110
120 SAMPLE TYPENUMBERBLOWCOUNTS(N VALUE)GRAPHICLOGMATERIAL DESCRIPTION
MOISTURECONTENT (%)DRY UNIT WT.(pcf)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXATTERBERG
LIMITS
FINES CONTENT(%)UNDRAINED SHRSTRENGTH (tsf)OTHER TESTSPAGE 2 OF 2
BORING NUMBER B-2
BENGAL BH V1 - BENGAL V1.GDT - 11/17/20 20:15 - F:\DOCUMENTS\BENTLEY\GINT\PROJECTS\DUNE PALMS ROAD LOW WATER CROSSING.GPJCLIENT City of La Quinta
PROJECT NUMBER
PROJECT NAME Dune Palms Low Water Crossing
PROJECT LOCATION Dune Palms Road over CV Channel
Bengal Engineering Inc.
360 S. Hope Avenue Suite C-110
Santa Barbara, CA 93105
Telephone: 805-563-0788
MC
1
SPT
2
MC
3
SPT
4
MC
5
SPT
6
MC
7
SPT
8
MC
9
SPT
10
MC
11
4-5-5
(10)
5-7-9
(16)
4-6-11
(17)
3-5-7
(12)
11-11-14
(25)
5-10-10
(20)
9-14-18
(32)
6-11-11
(22)
6-12-16
(28)
5-8-10
(18)
10-20-36
(56)
Alluvium (Qal)
Fine-grained Sand with some silt (SP/SM) - light brown to tan,
slightly moist, slightly dense
same as above (SP/SM) - very thinly bedded
Interbedded fine-grained Sand (SP) and Silt (ML) - light brown to
brown, slightly moist to moist, medium dense/medium stiff
Fine-grained Sand with Silt (SP/SM) with 5" thick Sandy Silt (ML)
bed - tan to light brown, slightly moist to moist, slightly dense /
medium stiff; laminated sands
Fine-grained Sand with silt (SP) and fine-grained Silty Sand (SM) -
light brown, moist, medium dense
Fine-grained Sand with some silt (SP) - tan, slightly moist, medium
dense, faintly laminated
Fine-grained Sand (SP) - tan, moist, medium dense
Fine- to medium-grained Sand (SP) with some silt - light brown,
moist, medium dense, occasional rust orange oxidation mottling
Silty Sand (SM) and fine-grained Clayey Sand (SC) - light brown to
olive brown, moist, medium dense/medium stiff
Fine- to medium-grained Sand (SW) with widely scattered small
gravel - light tan, moist, medium dense
Silt with clay (ML) - olive brown, moist, stiff, mottled; grading to
Sandy Silt (ML) - light brown
5
1
12
6
7
2
4
3
6
5
30
110
97
106
101
104
93
SIEVE
SIEVE
NOTES Calibrated Auto Hammer and Drill Rod Used, 79.1% Energy Transfer
GROUND ELEVATION 53.1 ft NGVD 88
LOGGED BY E. Pongracz
DRILLING METHOD HSA - Track Rig CME 75
DRILLING CONTRACTOR 2R Drilling GROUND WATER LEVELS:
CHECKED BY
DATE STARTED 10/14/14 COMPLETED 10/14/14
AT TIME OF DRILLING ---
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE 8" inches
(Continued Next Page)ELEV(ft)50
45
40
35
30
25
20
15
10
5
0
-5
-10
-15 DEPTH(ft)0
10
20
30
40
50
60
70 SAMPLE TYPENUMBERBLOWCOUNTS(N VALUE)GRAPHICLOGMATERIAL DESCRIPTION
MOISTURECONTENT (%)DRY UNIT WT.(pcf)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXATTERBERG
LIMITS
FINES CONTENT(%)UNDRAINED SHRSTRENGTH (tsf)OTHER TESTSPAGE 1 OF 2
BORING NUMBER B-3
BENGAL BH V1 - BENGAL V1.GDT - 11/17/20 20:15 - F:\DOCUMENTS\BENTLEY\GINT\PROJECTS\DUNE PALMS ROAD LOW WATER CROSSING.GPJCLIENT City of La Quinta
PROJECT NUMBER
PROJECT NAME Dune Palms Low Water Crossing
PROJECT LOCATION Dune Palms Road over CV Channel
Bengal Engineering Inc.
360 S. Hope Avenue Suite C-110
Santa Barbara, CA 93105
Telephone: 805-563-0788
SPT
12
SPT
13
SPT
14
SPT
15
SPT
16
SPT
17
12-13-21
(34)
13-19-22
(41)
8-13-16
(29)
6-9-8
(17)
16-24-28
(52)
16-18-22
(40)
Fine- to medium-grained Sand (SP) with widely scattered, small
gravel - light brown to tan, slightly moist, dense
Fine- to medium-grained Sand (SP) - light gray, moist, dense; 2"
thick Silt (ML) in sampler tip
Interbedded Silt with some clay (ML), Sandy Silt (ML), fine-grained
Clayey Sand (SC) and fine- to medium-grained Sand (SP) - olive
brown to brown to light gray, moist, medium stiff/medium dense
Clayey Silt (ML) to fine-grained Sand with Silt (SM) - olive brown to
light brown, moist, medium stiff
Fine- to medium-grained Sand with widely scattered gravel (SW) -
light brown, slightly moist, dense to very dense
same as above (SP/SW) with beds of Gravelly Sand (SW) - slightly
moist to moist, dense
Groundwater not encountered. Boring backfilled with native
materials.
Bottom of borehole at 121.5 feet.
3
4
15
25
3
3ELEV(ft)-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
-75
-80
-85
-90
-95 DEPTH(ft)70
80
90
100
110
120
130
140
150 SAMPLE TYPENUMBERBLOWCOUNTS(N VALUE)GRAPHICLOGMATERIAL DESCRIPTION
MOISTURECONTENT (%)DRY UNIT WT.(pcf)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXATTERBERG
LIMITS
FINES CONTENT(%)UNDRAINED SHRSTRENGTH (tsf)OTHER TESTSPAGE 2 OF 2
BORING NUMBER B-3
BENGAL BH V1 - BENGAL V1.GDT - 11/17/20 20:15 - F:\DOCUMENTS\BENTLEY\GINT\PROJECTS\DUNE PALMS ROAD LOW WATER CROSSING.GPJCLIENT City of La Quinta
PROJECT NUMBER
PROJECT NAME Dune Palms Low Water Crossing
PROJECT LOCATION Dune Palms Road over CV Channel
Bengal Engineering Inc.
360 S. Hope Avenue Suite C-110
Santa Barbara, CA 93105
Telephone: 805-563-0788
SPT
1
MC
2
SPT
3
MC
4
SPT
5
MC
6
SPT
7
MC
8
SPT
9
MC
10
SPT
11
3-2-3
(5)
3-2-3
(5)
3-4-4
(8)
4-6-10
(16)
17-30-36
(66)
9-9-11
(20)
10-13-15
(28)
6-12-16
(28)
Alluvium (Qal)
Sandy Silt (ML), Silt with clay (ML) and fine-grained Sand with silt
(SP/SM) - dark brown to light brown, moist, slightly dense/slightly
stiff, mottled with occasional rootlet
Fine-grained Sandy Silt and Silty Sand (ML/SM) - light olive brown,
moist, medium stiff
Silt with some clay (ML) with 3" thick Silty Clay (CL) seam - olive to
olive brown, very moist to wet, slightly stiff
Silt with some clay (ML) in sharp cotact with fine-grained Silt with
some sand (ML) - light brown to olive brown, very moist, slightly
stiff
Laminated Clayey Silt (ML) with 3" thick Silty Clay (CL) seam -
olive brown to brown, very moist, medium stiff
Fine-grained Silty Sand / Sandy Silt (SM/ML) - light olive brown,
moist, medium dense/medium stiff; in sharp contact with olive
brown Silt with clay (ML)
Fine-grained Sandy Silt (ML/SM) in sharp contact with fine-grained
Sand with silt (SP) - brown to light brown, moist, medium stiff
Fine-grained Sand (SP) - light brown, slightly moist, dense
Sandy Silt (ML) in sharp contact with Clayey Silt (ML) - light brown
to brown and olive, slightly moist to moist, medium stiff
Laminated Clayey Silt (ML) - olive brown, very moist to wet,
medium stiff
Fine-grained Silty Sand (SM) - light brown, moist, medium dense;
with 4" thick brown Silt bed or lens
30
3
37
28
36
10
22
5
34
18
106
92
SIEVE
ATT
SIEVE,
CHEM
SIEVE,
HYD
SIEVE
ATT
NOTES Calibrated Auto Hammer and Drill Rod Used, 79.1% Energy Transfer
GROUND ELEVATION 43.9 ft NGVD 88
LOGGED BY E. Pongracz
DRILLING METHOD HSA - Track Rig CME 75
DRILLING CONTRACTOR 2R Drilling GROUND WATER LEVELS:
CHECKED BY
DATE STARTED 10/14/14 COMPLETED 10/14/14
AT TIME OF DRILLING ---
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE 8" inches
(Continued Next Page)ELEV(ft)40
35
30
25
20
15
10
5
0
-5
-10
-15
-20
-25 DEPTH(ft)0
10
20
30
40
50
60
70 SAMPLE TYPENUMBERBLOWCOUNTS(N VALUE)GRAPHICLOGMATERIAL DESCRIPTION
MOISTURECONTENT (%)DRY UNIT WT.(pcf)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXATTERBERG
LIMITS
FINES CONTENT(%)UNDRAINED SHRSTRENGTH (tsf)OTHER TESTSPAGE 1 OF 2
BORING NUMBER B-4
BENGAL BH V1 - BENGAL V1.GDT - 11/17/20 20:15 - F:\DOCUMENTS\BENTLEY\GINT\PROJECTS\DUNE PALMS ROAD LOW WATER CROSSING.GPJCLIENT City of La Quinta
PROJECT NUMBER
PROJECT NAME Dune Palms Low Water Crossing
PROJECT LOCATION Dune Palms Road over CV Channel
Bengal Engineering Inc.
360 S. Hope Avenue Suite C-110
Santa Barbara, CA 93105
Telephone: 805-563-0788
MC
12
SPT
13
MC
14
SPT
15
SPT
16
SPT
17
15-30-40
(70)
9-7-7
(14)
13-11-34
(45)
16-22-19
(41)
9-22-18
(40)
7-18-30
(48)
Fine- to coarse-grained Sand with scattered gravel (SW) - light
gray, slightly moist, very dense
Mottled Clayey Silt (ML) - olive brown, moist, medium stiff
Interbedded fine-grained Sand (SP), Silt with some clay (ML), and
medium- to coarse-grained Sand with gravel (SW), moist, medium
stiff/medium dense
Fine- to medium-grained Sand (SP/SW) with scattered gravel - tan,
slightly moist, very dense
same as above (SP) - moist, dense
Silty Sand (SM) grading to 12" thick Sandy Silt (ML) in sharp
contact with fine- to medium-grained Sand (SW) with scattered
gravel - orange brown to olive brown to light gray, moist, medium
stiff to dense
Groundwater not encountered. Boring backfilled with native
materials.
Bottom of borehole at 121.5 feet.
5
34
14
3
3
10
105
109
SIEVEELEV(ft)-30
-35
-40
-45
-50
-55
-60
-65
-70
-75
-80
-85
-90
-95
-100
-105 DEPTH(ft)70
80
90
100
110
120
130
140
150 SAMPLE TYPENUMBERBLOWCOUNTS(N VALUE)GRAPHICLOGMATERIAL DESCRIPTION
MOISTURECONTENT (%)DRY UNIT WT.(pcf)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXATTERBERG
LIMITS
FINES CONTENT(%)UNDRAINED SHRSTRENGTH (tsf)OTHER TESTSPAGE 2 OF 2
BORING NUMBER B-4
BENGAL BH V1 - BENGAL V1.GDT - 11/17/20 20:15 - F:\DOCUMENTS\BENTLEY\GINT\PROJECTS\DUNE PALMS ROAD LOW WATER CROSSING.GPJCLIENT City of La Quinta
PROJECT NUMBER
PROJECT NAME Dune Palms Low Water Crossing
PROJECT LOCATION Dune Palms Road over CV Channel
Bengal Engineering Inc.
360 S. Hope Avenue Suite C-110
Santa Barbara, CA 93105
Telephone: 805-563-0788
SPT
1
MC
2
SPT
3
MC
4
SPT
5
MC
6
SPT
7
MC
8
SPT
9
MC
10
SPT
11
7-14-14
(28)
8-12-16
(28)
3-4-6
(10)
6-10-12
(22)
6-10-12
(22)
8-10-12
(22)
6-11-15
(26)
10-23-26
(49)
7-10-13
(23)
10-12-24
(36)
5-5-8
(13)
Earth Fill (ef)
Fine-grained Silty Sand (SM/ML) - light brown, slightly moist,
moderately compact to compact, occasional bit of trash; poor
recovery
Alluvium (Qal)
Fine-grained Sandy Silt (ML) and laminated Silt (ML) - light brown
to brown, slightly moist, medium stiff
Fine-grained Sand (SP) with some silt - light brown to tan, slightly
moist, slightly dense
Fine-grained Sand (SP) in sharp contact with Silt (ML) with some
fine-grained sand - tan to olive/olive brown, slightly moist to moist,
medium dense/medium stiff
Fine-grained Sand (SP) with some silt - tan, slightly moist, medium
dense
Fine- to medium-grained Sand (SP) - tan, slightly moist, medium
dense
same as above (SP)
Laminated Silt (ML) in sharp contact with fine-grained Sand with
little silt (SP) - light brown to brown, moist, medium stiff/medium
dense
Very fine-grained Silty Sand (SP/ML) grading to Sandy Silt (ML) -
light brown to brown, moist, medium dense/medium stiff
Bedded Silt (ML) grading to Silt with some clay (ML) and very
fine-grained Silty Sand (SM/ML) - light tan to brown/olive brown,
slightly moist to moist, medium stiff/medium dense
Silt with some clay (ML) - olive brown, moist, medium stiff, mottled
4
16
8
8
2
2
2
6
6
18
29
102
109
116
105
94
DS
DS
ATT
NOTES Calibrated Auto Hammer and Drill Rod Used, 79.1% Energy Transfer
GROUND ELEVATION 46.3 ft NGVD 88
LOGGED BY E. Pongracz
DRILLING METHOD HSA - Track Rig CME 75
DRILLING CONTRACTOR 2R Drilling GROUND WATER LEVELS:
CHECKED BY
DATE STARTED 10/15/14 COMPLETED 10/15/14
AT TIME OF DRILLING ---
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE 8" inches
(Continued Next Page)ELEV(ft)45
40
35
30
25
20
15
10
5
0
-5
-10
-15
-20 DEPTH(ft)0
10
20
30
40
50
60
70 SAMPLE TYPENUMBERBLOWCOUNTS(N VALUE)GRAPHICLOGMATERIAL DESCRIPTION
MOISTURECONTENT (%)DRY UNIT WT.(pcf)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXATTERBERG
LIMITS
FINES CONTENT(%)UNDRAINED SHRSTRENGTH (tsf)OTHER TESTSPAGE 1 OF 2
BORING NUMBER B-5
BENGAL BH V1 - BENGAL V1.GDT - 11/17/20 20:15 - F:\DOCUMENTS\BENTLEY\GINT\PROJECTS\DUNE PALMS ROAD LOW WATER CROSSING.GPJCLIENT City of La Quinta
PROJECT NUMBER
PROJECT NAME Dune Palms Low Water Crossing
PROJECT LOCATION Dune Palms Road over CV Channel
Bengal Engineering Inc.
360 S. Hope Avenue Suite C-110
Santa Barbara, CA 93105
Telephone: 805-563-0788
MC
12
SPT
13
SPT
14
SPT
15
SPT
16
SPT
17
18-42-
50/5"
18-22-28
(50)
24-22-29
(51)
10-16-18
(34)
10-16-18
(34)
15-29-35
(64)
Fine- to medium-grained Sand (SP) - light tan to light gray, slightly
moist, very dense
Fine- to coarse-grained Sand (SW) with scattered small gravel -
light tan, slightly moist, very dense
same as above (SW) and Sand with gravel (SW) - light tan, slightly
moist, very dense
Fine-grained Sand (SP) - tan, slightly moist, dense
Medium- to fine-grained Sand (SP) with interbeds of coarser Sand
with gravel (SW/GW) - light tan, slightly moist, very dense
Medium- to coarse-grained Sand (SW) with scattered, small gravel
- light tan, slightly moist, very dense
Groundwater not encountered. Boring backfilled with native
materials.
Bottom of borehole at 121.5 feet.
5
34
29
5
6
7
112 DSELEV(ft)-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
-75
-80
-85
-90
-95
-100 DEPTH(ft)70
80
90
100
110
120
130
140
150 SAMPLE TYPENUMBERBLOWCOUNTS(N VALUE)GRAPHICLOGMATERIAL DESCRIPTION
MOISTURECONTENT (%)DRY UNIT WT.(pcf)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXATTERBERG
LIMITS
FINES CONTENT(%)UNDRAINED SHRSTRENGTH (tsf)OTHER TESTSPAGE 2 OF 2
BORING NUMBER B-5
BENGAL BH V1 - BENGAL V1.GDT - 11/17/20 20:15 - F:\DOCUMENTS\BENTLEY\GINT\PROJECTS\DUNE PALMS ROAD LOW WATER CROSSING.GPJCLIENT City of La Quinta
PROJECT NUMBER
PROJECT NAME Dune Palms Low Water Crossing
PROJECT LOCATION Dune Palms Road over CV Channel
Bengal Engineering Inc.
360 S. Hope Avenue Suite C-110
Santa Barbara, CA 93105
Telephone: 805-563-0788
Foundation Report
Dune Palms Road Low Water Crossing Bridge (New) Over CVSWC
_______________________________________________________________________________________
______________________________________________________________________
January 4, 2021
APPENDIX C
RESULTS OF LABORATORY TESTING
MOISTURE & DENSITY M1468-001
(ASTM D1587, D2216, D2937, D3550)DUNE PALMS
Sample No.
Boring /
Trench No.Depth Gs
Degree of
Saturation
R-1 B-1 5 2.70 20.9
R-2 B-1 10 2.70 22.0
S-3 B-1 15 2.70 -
R-4 B-1 20 2.70 57.3
S-5 B-1 25A 2.70 -
S-6 B-1 25B 2.70 -
R-7 B-1 30 2.70 43.9
S-8 B-1 35 2.70 -
R-9 B-1 40 2.70 50.4
S-10 B-1 45 2.70 -
R-11 B-1 50 2.70 54.9
S-12 B-1 55 2.70 -
R-13 B-1 60 2.70 98.1
R-14 B-1 70 2.70 16.0
R-15 B-1 80 2.70 43.9
S-16 B-1 90 2.70 -
S-17 B-1 100 2.70 -
S-1 B-2 5 2.70 -
R-2 B-2 10 2.70 6.4
S-3 B-2 15 2.70 -
R-4 B-2 20 2.70 50.0
S-5 B-2 25 2.70 -
R-6 B-2 30 2.70 16.1
S-7 B-2 35 2.70 -
R-8 B-2 40 2.70 54.0
S-9 B-2 45 2.70 -
R-10 B-2 50 2.70 100*
S-11 B-2 60 2.70 -
R-12 B-2 70 2.70 75.3
S-13 B-2 80 2.70 -
S-14 B-2 90 2.70 -
S-15 B-2 100 2.70 -
R-1 B-3 5 2.70 23.5
S-2 B-3 10 2.70 -
R-3 B-3 15 2.70 43.1
S-4 B-3 20 2.70 -
R-5 B-3 25 2.70 33.0
S-6 B-3 30 2.70 -
R-7 B-3 35 2.70 17.2
S-8 B-3 40 2.70 -
R-9 B-3 45 2.70 26.8
S-10 B-3 50 2.70 -
R-11 B-3 60 2.70 97.8
S-12 B-3 70 2.70 -
S-13 B-3 80 2.70 -
S-14 B-3 90 2.70 -
S-15 B-3 100 2.70 -
S-16 B-3 110 2.70 -
S-17 B-3 120 2.70 -
S-1 B-4 5 2.70 -
Visual Classification
0 3.4
2.4
7.5
27.4
12.6
Water
Content
(%)
16.8
14.4
9.9
6.5
2.2
1.4
2.5
0.8
1.1
13.1
29.1
2.7
8.4
10.1
11.8
3.8
31.7
1.8
22.6
18.5
4.1
2.9
4.6
1.1
11.7
11.9
16.3
13.5
1.5
5.0
29.7
5.6
7.2
2.3
4.3
3.2
2.8
29.8
6.5
2.8
4.3
15.1
25.4
3.3
6.1
Wet Density
(pcf)
-
-
129.2
-
120.3
-
Dry Density
(pcf)
121.5 117.5
135.3 132.4
-
115.0 104.6
--
-
137.4 129.0
--
-
120.8 93.6
119.3 116.2
120.2
--
117.1 104.0
-
115.7 114.5
--
110.9
--
--
104.3 100.2
--
93.0 75.9
--
119.6 90.8
--
118.5 106.0
--
--
--
123.7 106.3
--
108.6 97.2
--
115.3 110.2
--
105.1 100.8
--
113.5 105.8
--
120.0 92.5
--
110.5 104.2
--
--
--
--
--
--
--
MOISTURE & DENSITY M1468-001
(ASTM D1587, D2216, D2937, D3550)DUNE PALMS
Sample No.
Boring /
Trench No.Depth Gs
Degree of
Saturation
S-2 B-4 10 2.70 -
S-3 B-4 15 2.70 -
S-4 B-4 20 2.70 -
S-5 B-4 25 2.70 -
S-6 B-4 30 2.70 -
S-7 B-4 35 2.70 -
R-8A B-4 40 2.70 26.3
R-8B B-4 40 2.70 22.2
R-9 B-4 50 2.70 100*
S-10 B-4 60 2.70 -
R-11 B-4 70 2.70 23.6
S-12 B-4 80 2.70 -
R-13 B-4 90 2.70 72.2
S-14 B-4 100 2.70 -
S-15 B-4 110 2.70 -
S-16 B-4 120 2.70 -
S-1 B-5 5 2.70 -
R-2 B-5 10 2.70 64.3
S-3 B-5 15 2.70 -
R-4 B-5 20 2.70 38.6
S-5 B-5 25 2.70 -
R-6 B-5 30 2.70 12.3
S-7 B-5 35 2.70 -
R-8 B-5 40 2.70 26.1
S-9 B-5 45 2.70 -
R-10 B-5 50 2.70 61.1
S-11 B-5 60 2.70 -
R-12 B-5 70 2.70 28.0
S-13 B-5 80 2.70 -
S-14 B-5 90 2.70 -
S-15 B-5 100 2.70 -
S-16 B-5 110 2.70 -
S-17 B-5 120 2.70 -
x x x x x
x x x x x
x x x x x
x x x x x
x x x x x
x x x x x
x x x x x
x x x x x
x x x x x
x x x x x
x x x x x
x x x x x
x x x x x
x x x x x
x x x x x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
Visual Classification
Water
Content
(%)
3.2
36.7
28.4
36.2
10.1
22.4
4.9
34.1
14.4
3.1
3.0
4.9
33.7
17.8
5.3
7.8
1.8
2.0
2.2
10.4
4.2
15.5
8.0
5.3
34.1
28.6
4.6
5.9
6.1
18.1
29.1
x
x
x
x
6.1
7.3
x
x
x
x
x
x
x
x
x
x
x
--
Wet Density
(pcf)
Dry Density
(pcf)
--
--
117.4 111.8
123.2 92.1
--
--
110.8 105.6
--
--
--
110.4 104.8
--
--
125.2 109.4
118.0 102.2
--
--
--
118.7 116.3
--
117.4 108.9
--
110.5 93.6
--
111.0 104.8
--
--
--
117.4 111.5
--
x x
x x
--
--
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
Table C‐1: Summary of Atterberg Limit Tests
Sample Id. Soil Description Liquid Limit (LL)
(%)
Plastic Limit PL)
(%)
Plasticity Index
(PI)
B‐1/15’ Silt (ML) 29 Non‐plastic (NP) NP
B‐1/55’ Silt (ML) 40 27 13
B‐4/15’ Lean Clay (CL) 35 23 13
B‐4/50’ Silt (ML) 42 28 14
B‐5/60’ Silt (ML) 27 NP NP
COARSE FINE COARSE MEDIUM FINE
Sample Depth
Classification
Project Description
GRAIN SIZE DISTRIBUTION
PLATE
B-4,S1
3" 1-1/2 1 3/4 1/2 3/8 4 8 10 16 20 30 40 50 60 100 200
GRAVEL SAND SILT OR CLAY
Dune Palms Road Low Water Crossing
Project No.
ML-SM
Description
Silt and Sity SAND10-11.5'B-4, Ring
0
10
20
30
40
50
60
70
80
90
100
0.001 0.010 0.100 1.000 10.000 100.000 PERCENT FINER BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
COARSE FINE COARSE MEDIUM FINE
Sample Depth
Classification
Project Description
GRAIN SIZE DISTRIBUTION
PLATE
B-4,S2
Project No.
ML
Description
Silt with Some Clay20-21.5'B-4, Ring
3" 1-1/2 1 3/4 1/2 3/8 4 8 10 16 20 30 40 50 60 100 200
GRAVEL SAND SILT OR CLAY
Dune Palms Road Low Water Crossing
0
10
20
30
40
50
60
70
80
90
100
0.001 0.010 0.100 1.000 10.000 100.000 PERCENT FINER BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
COARSE FINE COARSE MEDIUM FINE
Sample Depth
Classification
Project Description
GRAIN SIZE DISTRIBUTION
PLATE
B-4,S3
Project No.
ML-SM
Description
Silty Sand to Sandy Silt30-31.5'B-4, Ring
3" 1-1/2 1 3/4 1/2 3/8 4 8 10 16 20 30 40 50 60 100 200
GRAVEL SAND SILT OR CLAY
Dune Palms Road Low Water Crossing
0
10
20
30
40
50
60
70
80
90
100
0.001 0.010 0.100 1.000 10.000 100.000 PERCENT FINER BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
COARSE FINE COARSE MEDIUM FINE
Sample Depth
Classification
Project Description
GRAIN SIZE DISTRIBUTION
PLATE
B-3, S4
Project No.
ML-SM
Description
Silty Sand to Sandy Silt50B-3
3" 1-1/2 1 3/4 1/2 3/8 4 8 10 16 20 30 40 50 60 100 200
GRAVEL SAND SILT OR CLAY
Dune Palms Road Low Water Crossing
0
10
20
30
40
50
60
70
80
90
100
0.001 0.010 0.100 1.000 10.000 100.000 PERCENT FINER BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
COARSE FINE COARSE MEDIUM FINE
Sample Depth
Classification
Project Description
GRAIN SIZE DISTRIBUTION
PLATE
B-3, S4
3" 1-1/2 1 3/4 1/2 3/8 4 8 10 16 20 30 40 50 60 100 200
GRAVEL SAND SILT OR CLAY
Dune Palms Road Low Water Crossing
Project No.
ML-SM
Description
Silty Sand to Sandy Silt110B-4
0
10
20
30
40
50
60
70
80
90
100
0.001 0.010 0.100 1.000 10.000 100.000 PERCENT FINER BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
COARSE FINE COARSE MEDIUM FINE
Sample Depth
Classification
Project Description
GRAIN SIZE DISTRIBUTION
PLATE
B-3, S6
3" 1-1/2 1 3/4 1/2 3/8 4 8 10 16 20 30 40 50 60 100 200
GRAVEL SAND SILT OR CLAY
Dune Palms Road Low Water Crossing
Project No.
ML-SM
Description
Silty Sand to Sandy Silt20B-3
0
10
20
30
40
50
60
70
80
90
100
0.001 0.010 0.100 1.000 10.000 100.000 PERCENT FINER BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
COARSEFINECOARSEMEDIUM FINESILTCLAYSample NumberDepth (ft):Soil Type:Project Name:Project Number:Dune Palms Road Low Water CrossingCity of La QuintaParticle Size Distribution ReportML-CLGRAVELSANDFINESBoring/TP Number:B-4SPT25-26.50 20 40 60 80 100 0.001 0.010 0.100 1.000 10.000 100.000 Finer by Weight (%) Particle Size (mm) 3" 3/4" #4 #40 #200 #10
INTERNAL COHESION
FRICTION INTERCEPT
SAMPLE DESCRIPTION ANGLE(DEG.)(PSF)
B5@10 Brown Clayey Sand
Shear Strength at 36 54
0.2 inches of Deformation
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.By:Date:3/26/2015
Job Number:
TBC
1412059
Matrix Geotechnical
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0Shear Stress (ksf)Confining Pressure (ksf)
Direct Shear Test Results
Shear Strength at 0.2 inches of
Deformation
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.By:Date:1/7/2015
Job Number:1412059
Shear Strength at 0.2 inches of Deformation 29 245
SAMPLE ID SAMPLE DESCRIPTION NOTES
B5@40 Brown F/M Silty Sand
TBC
INTERNAL
FRICTION ANGLE
(DEG.)
COHESION
INTERCEPT
(PSF)
Matrix Geotechnical
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0Shear Stress (ksf)Confining Pressure (ksf)
Direct Shear Test Results
Shear Strength at 0.2 inches
of Deformation
INTERNAL COHESION
FRICTION INTERCEPT
SAMPLE DESCRIPTION ANGLE(DEG.)(PSF)
B5@70 Gray F-M Sand
Shear Strength at 34 348
0.2 inches of Deformation
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.By:Date:12/30/2014
Job Number:
TBC
1412059
Matrix Geotechnical
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0Shear Stress (ksf)Confining Pressure (ksf)
Direct Shear Test Results
Shear Strength at 0.2 inches
of Deformation
Page 1 of 1
Before After Liquid Limits:0 Test Date:
10.10 0.00 Plastic Limits:0
Dry Density (pcf):82.60 0.00 Plasticity Index (%):0
Saturation (%):34.00 0.00
Void Ratio:0.0000 0.0000 Specific Gravity:2.650 Assumed
Sample Description:Tan Silt
Project Number:Depth:Remarks:
Sample Number:B1@50 Boring Number:
Project:Matrix Geotechnical
Client:
Location:
Consolidation Test
Test Results
Moisture (%):
0.00
2.00
4.00
6.00
8.00
10.00
12.00
0.010 0.100 1.000 10.000 100.000Strain (%)Pressure (ksf)
Dune Palms Bridge
Bengal Engineering
La Quinta, California
50 feet
B-1
Page 1 of 1
Before After Liquid Limits:0 Test Date:
23.70 Plastic Limits:0
Dry Density (pcf):101.80 Plasticity Index (%):0
Saturation (%):25.70
Void Ratio:Specific Gravity:2.650 Assumed
Sample Description:
Project Number:Depth:Remarks:
Sample Number:B1@80 Boring Number:
Project:Matrix Geotechnical
Client:
Location:
Consolidation Test
Test Results
Moisture (%):
0.00
1.00
2.00
3.00
4.00
0.010 0.100 1.000 10.000 100.000Strain (%)Pressure (ksf)
Dune Palms Bridge
Bengal Engineering
La Quinta, California
80 feet
B-1
Table C‐2: Summary of R‐value Test
Sample Id. Soil Description R‐value
B‐2/0‐5’ Bulk Silty Sand (SM) 28
Table C‐3: Summary of Chemical Tests
Sample Id. Soil
Description pH
Minimum
Resistivity
(Ohm‐cm)
Chloride
Content (ppm)
Sulfate
Content (ppm)
B‐4/20’ Bulk Silt (ML) 5.2 2,560 672 337
July 19, 2021
Dune Palms Road Bridge
Roadway Resident Engineer’s File
APPENDIX O REINFORCEMENT HAND CALCULATIONS
July 19, 2021
Dune Palms Road Bridge
Roadway Resident Engineer’s File
APPENDIX P REINFORCEMENT SPREADSHEET CALCULATIONS
Bar Q's Ref Mike hand calc pdf
REINFORCING STEEL QUANTITIES *NOTES
ITEM SIZE O/C SPACING O/C LENGTH NO
LENGTH
(ft)MULTIPIER
IN #4 #5 #6 #7 #8 #9 #10 #11 #12 #13 #14
ABUTMENT #1
FOOTING
A - #7 @ 12" 7 12 90.42 92 9 ---828 -------
B - #7 x 7' @ 12"7 12 90.42 92 7 ---644 -------
C - #5 20-tot 5 --20 90.42 -1808.4 ---------
D - #4 Stirrp @ 24"4 24 9 5 2.75 13.75 ----------
L=H-Clr-Clr+(dev. Len)x2 (dev len=12d)
L=2.5-.5-.25+((12x4/8)/12)x2=2.75'
-----------
-----------
13.75 1808.4 0 1472 0 0 0 0 0 0 0
ABUTMENT #2
FOOTING
A - #7 @ 12" 7 12 90.42 92 9 ---828 -------
B - #7 x 7' @ 12"7 12 90.42 92 7 ---644 -------
C - #5 20-tot 5 --20 90.42 -1808.4 ---------
D - #4 Stirrp @ 24"4 24 9 6 2.75 16.5 ----------
L=H-Clr-Clr+(dev. Len)x2 (dev len=12d)
L=2.5-.5-.25+((12x4/8)/12)x2=2.75'
-----------
-----------
16.5 1808.4 0 1472 0 0 0 0 0 0 0
ABUTMENT 1 STEM
E - #7 "L" @ 9"7 9 90.42 122 14.88 ---1815.36 -------
F - #7 "angle bar" @ 9"7 9 90.42 122 8.25 ---1006.5 -------
G - #6 @ 12"6 12 6.88 8 90.42 --723.36 --------Bars are inside and outside face, 2x
H - #6 @ 12"6 12 90.42 92 8.88 --816.96 --------
I - #7 "U" 6-tot 7 --6 92.17 ---553.02 -------
J - #5 "U" @ 12"5 12 90.42 92 4.25 -391 ---------
K - #5 @ 12"5 12 90.42 92 6.75 -621 ---------
L - #4 "U" @ 9"4 9 90.42 122 2 244 ----------
M - #5 @ 12"5 12 4.25 6 90.42 -542.52 ---------
Sub Total 244 1554.52 1540.32 3374.88 0 0 0 0 0 0 0
ABUTMENT #1 SW WW
A - #9 "L" 4-tot 9 --4 21.125 -----84.5 -----
B - #9 "L" @ 9"9 9 11.13 16 14.665 -----234.64 -----
C - #4 "U" @ 18"4 18 20.00 15 15.89 238.35 ----------
D - #4 @18"4 18 11.13 9 12.694 114.246 ----------
E - #5 5-tot 5 --5 8.88 -44.4 ---------
F - #4 2-tot 4 --2 21.8 43.6 ----------
Sub total 396.196 44.4 0 0 0 319.14 0 0 0 0 0
ABUTMENT #1 SE WW
A - #9 "L" 4-tot 9 --4 21.125 -----84.5 -----
B - #9 "L" @ 9"9 9 11.13 16 14.665 -----234.64 -----
C - #4 "U" @ 18"4 18 20.00 15 15.89 238.35 ----------
D - #4 @18"4 18 11.13 9 12.694 114.246 ----------
E - #5 5-tot 5 --5 8.88 -44.4 ---------
F - #4 2-tot 4 --2 21.8 43.6 ----------
Sub total 396.196 44.4 0 0 0 319.14 0 0 0 0 0
TOTAL LENGTH EACH SIZE
Page 1
Bar Q's Ref Mike hand calc pdf
ABUTMENT 2 STEM
E - #7 "L" @ 9"7 9 90.42 122 14.19 ---1731.18 -------
F - #7 "angle bar" @ 9"7 9 90.42 122 8.25 ---1006.5 -------
G - #6 @ 12"6 12 6.19 8 90.42 --723.36 --------Bars are inside and outside face, 2x
H - #6 @ 12"6 12 90.42 92 8.18 --752.56 --------
I - #7 "U" 6-tot 7 --6 1.75 ---10.5 -------
J - #5 "U" @ 12"5 12 90.42 92 4.25 -391 ---------
K - #5 @ 12"5 12 90.42 92 6.75 -621 ---------
L - #4 "U" @ 9"4 9 90.42 122 2 244 ----------
M - #5 @ 12"5 12 4.25 6 90.42 -542.52 ---------
Sub Total 244 1554.52 1475.92 2748.18 0 0 0 0 0 0 0
ABUTMENT #2 NW WW
A - #9 "L" 4-tot 9 --4 21.125 -----84.5 -----
B - #9 "L" @ 9"9 9 11.13 16 14.77 -----236.32 -----
C - #4 "U" @ 18"4 18 20.00 15 15.11 226.65 ----------
D - #4 @18"4 18 11.13 9 12.694 114.246 ----------
E - #5 5-tot 5 --5 8.88 -44.4 ---------
F - #4 2-tot 4 --2 21.5 43 ----------
Sub total 383.896 44.4 0 0 0 320.82 0 0 0 0 0
ABUTMENT #2 NE WW
A - #9 "L" 4-tot 9 --4 21.125 -----84.5 -----
B - #9 "L" @ 9"9 9 11.13 16 14.77 -----236.32 -----
C - #4 "U" @ 18"4 18 20.00 15 15.11 226.65 ----------
D - #4 @18"4 18 11.13 9 12.694 114.246 ----------
E - #5 5-tot 5 --5 8.88 -44.4 ---------
F - #4 2-tot 4 --2 21.5 43 ----------
Sub total 383.896 44.4 0 0 0 320.82 0 0 0 0 0
PIER REINFORCEMENT
A - #6 " \"@ 9"6 9 480.00 641 9.08 2 --11640.56 -----2x' TWO INSIDE ENDS
B - #6 " _/"@ 9"6 9 480.00 641 8.98 2 --11512.36 -----2x' TWO OUTSIDE ENDS
C - #11 9tot per cap (6 caps)11 --9 39 6 -------2106 ---6x's 6 caps total
D - #14 18tot (per cap x 6 caps)14 --18 39 6 ----------4212 6x's 6 caps total
E - #5 @ 12" (2-faces) 8tot 6 --8 9 2 --144 --------
F - #8 "\__/" 6tot 8 --6 91 2 ----1092 ------
E - #7 " stirrup cage" @ 6" 7 6 7.5 16 70.1 12 ---13459.2 -------12x's - 2per cap x 6 caps tot
F - #7 "stirrup cage" @ 12" 7 12 5 6 70.1 12 ---5047.2 -------12x's - 2per cap x 6 caps tot
G - #7 "stirrup cage" @ 6" 7 6 13.92 29 70.1 6 ---12197.4 -------6x's - 1 per pier - 6piers
H - #5 15 tot 5 15 45 6 -4050 ---------6x's Pier 2/3/4 stage 1 and 2
Sub total 451.36 0 4050 23296.92 30703.8 1092 0 0 2106 0 0 4212
PIER Column REINFORCEMENT
PIER #2 #7 hoops @ 6"7 6 38.08 78 12.8544 4 ---4010.565 -------4x - 4 columns per Pier
PIER #3 #7 hoops @ 6"7 6 38.23 78 12.8544 4 ---4010.565 -------4x - 4 columns per Pier
PIER #4 #7 hoops @ 6"7 6 37.66 77 12.8544 4 ---3959.1475 -------4x - 4 columns per Pier
PIER #2 #14 bars 30Tot 14 --30 33.08 4 ----------3969.6 4x - 4 columns per Pier
PIER #3 #14 bars 30Tot 14 --30 33.23 4 ----------3987.6 4x - 4 columns per Pier
PIER #4 #14 bars 30Tot 14 --30 32.66 4 ----------3919.2 4x - 4 columns per Pier
Sub total 137.533 0 0 0 11980.2775 0 0 0 0 0 0 11876.4
ITEM SIZE O/C SPACING O/C LENGTH NO
LENGTH
(ft)MULTIPIER
SUPER STRUCTURE
A - #4 "ANGLE" @ 11"4 11 1.00 1.09 4.8 2 10.47273 ----------occurs 2x's
TOTAL LENGTH EACH SIZE
Page 2
Bar Q's Ref Mike hand calc pdf
B - #4 @ 9"4 9 4.50 6 1 4 24 ----------occurs 4x's
C - #5 "stirrups"5 --9.29 12.38 1 -115.0102 ---------4460 bars total / 480ft (span) = 9.29 bars/ft; use 1x multiplier
D - #4 @12"4 12 4.50 5 1 4 20 ----------occurs 4x's
E - #5 6-tot (typ)5 6 -6 1 4 -24 ---------occurs 4x's
F - #5 8-tot per bay 5 --8 1 4 -32 ---------
G - #4 @ 12"4 12 4 4 1 12 48 ----------3-walls x ea. Face x 2 sides = 3 x 2 x 2 =12
H - #4 @ 11"4 11 1 1.09 33.77 4 147.36 ----------2 ea face x 2 sides = 2 x s = 4
I - #8 4-per girder top&bot (typ)8 --40 1 1 ----40 ------4 per girder x 10 girders = 4 x 10 = 40
J - #5 14-tot 5 --14 1 1 -14 ---------
K - #5 @11"5 11 1 1.09 7.72 1 -8.42181818 ---------2 per girder x 10 girders = 2 x 10 = 20
L - #8 2-per girder top (typ) 8 --20 1 1 ----20 ------
M - #4 @ 18"4 18 86 58 1 1 58 ----------
N - #4 - 4 tot per bay (typ)4 --4 1 8 32 ----------8 bays
O - #5 - 6 tot per bay (typ)5 --6 1 8 -48 ---------8 bays
P - #5 - @ S=11 5 11 1 1.09 362 1 -394.909091 ---------
Q - #4 @ 18" x 1' 6"4 18 1 0.67 1.5 2 2 ----------occurs 2xs (ea side)
R - #4 @ 18" x 1' 6"4 18 1 0.67 1.5 2 2 ----------occurs 2xs (ea side)
Per FT total --343.8327 636.341109 0 0 60 0 0 0 0 0 0 Per Foot
X 480 FT x bridge Span = 480 ft
Sub Total 165039.7 305443.732 0 0 28800 0 0 0 0 0 0
GIRDER REINFORCEMENT
A - #9 - 96tot - 50'9 --96 50 2 -----480000 -----
Sub total 0 0 0 0 0 480000 0 0 0 0 0
MISC. DETAILS (MEDIAN)
A - #4 @ 12" X 1' 6" 4 12 478 479 1.5 2 1437 ------occurs 2xs (ea side)
B - #4 @12"4 12 9.67 11 478 1 5258 ------
C - #4 @12"4 12 480 481 9.67 1 4651.27 ------
Subtotal 489.17 11346.27 0 0 0 0 0 0
END DIAPHRAGM (EB/BB)
A - #5 @ 5.5"5 5.5 90.42 199 8.625 2 -3432.75 -----2x' EB/BB DIA.
B - #5 "stirrups" @ 11"5 11 90.42 100 16.5 2 -3300 -----2x' EB/BB DIA.
C - #5 "L" @ 11"5 11 90.42 99 3.625 2 -717.75 -----2x' EB/BB DIA.
D - #6 4tot 6 --4 90.42 2 --723.36 ----2x' EB/BB DIA.
E - #5 @ 12" (2-faces) 8tot 6 --8 90.42 2 --1446.72 ----2x' EB/BB DIA.
F - #8 "\__/" 6tot 8 --6 91 2 ----1092 --2x' EB/BB DIA.
G - #4 "mesh" @4"ea way @ ea, girder end 4 --1 29 20 580 ------20x's - @ ea girder end - 10 girders ea end = 20
Sub total 329.59 580 7450.5 2170.08 0 1092 0 0
#4 #5 #6 #7 #8 #9 #10 #11 #12 #13 #14
Footing Reinforcement Total Length 30.25 3616.8 0 2944 0 0 0 0 0 0 0
Substructure Reinforcement Total Length 2048.184 7336.64 26313.16 48807.1375 1092 1279.92 0 2106 0 0 16088.4
Superstructure Reinforcement Total Length 176966 312894.232 2170.08 0 29892 480000 0 0 0 0 0
Page 3
Bar Q's Ref Mike hand calc pdf
Weight per LF (lb)0.668 1.043 1.502 2.044 2.67 3.4 4.303 5.313 --7.65
Footing Reinforcement Total Weight (LB)20.207 3772.3224 0 6017.536 0 0 0 0 --0
Substructure Reinforcement Total Weight (LB)1368.187 7652.11552 39522.37 99761.7891 2915.64 4351.728 0 11189.178 --123076.26
Superstructure Reinforcement Total Weight (LB)118213.3 326348.684 3259.46 0 79811.64 1632000 0 0 --0
Total length 179044.4 323847.672 28483.24 51751.1375 30984 481279.92 0 2106 0 0 16088.4
Total weight per size (LB)119601.7 337773.122 42781.83 105779.325 82727.28 1636351.728 0 11189.178 --123076.26
Total length 179044.41 323847.67 28483.24 51751.14 30984.00 481279.92 0.00 2106.00 0.00 0.00 16088.40
Weight per meter(kg)0.994 1.552 2.235 3.042 3.973 5.061 6.406
Weight per LF (lb)0.668 1.043 1.502 2.044 2.67 3.4 4.303 5.313 --7.65
Total weight per size (lb)119601.67 337773.12 42781.83 105779.33 82727.28 1636351.73 0.00 11189.18 0.00 0.00 123076.26 2459280.39
Page 4
July 19, 2021
Dune Palms Road Bridge
Roadway Resident Engineer’s File
APPENDIX Q PROJECT CHANNEL HYDROLOGY AND HYDRAULICS STUDY
Hydrology & Hydraulic Study
For
The Replacement of the Dune Palms Road Low-Water Crossing
at the Coachella Valley Stormwater Channel
In La Quinta, California
Federal Aid Project No. BLRKS-5433(014)
Prepared For
The City of La Quinta
BY
September 24, 2020 (Revised)
360 South Hope Ave., Suite C110, Santa Barbara, CA 93105 Phone: (805) 563-0788
Dune Palms Road Low-Water Crossing Replacement Project
Hydrology & Hydraulic Study
Page i
Bengal Engineering, Inc. September 24, 2020 (Revised)
This Hydrology & Hydraulic Study has been prepared under the direction of Mohammed
Wahiduzzaman, Registered Civil Engineer, who attests to the technical information contained
herein and the engineering data upon which the recommendations, conclusions, and decisions
are based.
09/24/20 (Revised)
REGISTERED CIVIL ENGINEER Date
Dune Palms Road Low-Water Crossing Replacement Project
Hydrology & Hydraulic Study
Page ii
Bengal Engineering, Inc. September 24, 2020 (Revised)
Contents
EXECUTIVE SUMMARY ............................................................................................................................. 1
Introduction ........................................................................................................................................ 1
Scope ................................................................................................................................................. 2
Results ............................................................................................................................................... 3
CVWD DESIGN REQUIREMENTS ............................................................................................................ 5
WATERSHED CHARACTERISTICS ......................................................................................................... 7
BASE LINE CONDITION ............................................................................................................................. 7
Channel Morphology .......................................................................................................... 8
Existing Channel Condition ................................................................................................ 9
PPOPOSED PROJECT CONDITION ...................................................................................................... 11
SCOUR ANALYSIS .................................................................................................................................... 13
Long-term degradation or aggradation............................................................................. 13
Bend scour ........................................................................................................................ 14
Contraction scour .............................................................................................................. 14
Local pier scour ................................................................................................................. 14
Scour Analysis for Bank Protection .................................................................................. 15
Abutment Scour ................................................................................................................ 16
Bank Protection Recommendations ................................................................................. 16
CONCLUSIONS AND RECOMMENDATIONS ...................................................................................... 18
REFERENCES ............................................................................................................................................ 19
ATTACHMENTS:........................................................................................................................................ 20
Project Photos .................................................................................................................................. 20
Figure 1: Vicinity Map ...................................................................................................................... 22
Plate 1: Watershed Map .................................................................................................................. 24
Plate 2: Storm Frequency vs Discharge Graph .............................................................................. 25
Appendix A: HEC-RAS Output ............................................................................................................. 26
CVSC HEC-RAS Alignment at the Project Site .............................................................................. 27
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Hydraulic Table for Proposed Condition - QSPF & Q100 (FEMA) .......................................................... 28
Hydraulic Table for Existing & Proposed Conditions - QSPF ........................................................... 29
Hydraulic Table for Proposed Conditions AT Bridges - QSPF ......................................................... 30
Hydraulic Profile for QSPF ................................................................................................................. 31
Cross Section Upstream of Dune Palms Bridge – Proposed Condition ........................................ 32
Dune Palms Bridge X-Sections – Proposed Condition .................................................................. 32
Appendix B: Equilibrium Slope Calculations ................................................................................... 33
Appendix C: Bridge Scour Calculations ............................................................................................ 38
Appendix D: CVSC Hydraulic Profiles ................................................................................................ 51
Appendix E: Advance Planning Study Bridge Plan ............................................................................ 53
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EXECUTIVE SUMMARY
Introduction
The purpose of this project is to replace the existing Dune Palms Road Low-Water (“at grade”)
crossing with a bridge at the Coachella Valley Storm Water Channel (CVSC) in the City of La
Quinta, California at the location shown on Figure 1: Vicinity Map. The channel crossing is located
north of Highway 111 between Adams Street and Jefferson Street.
This report has identified the following key objectives in developing a comprehensive technical
analysis of the hydraulics associated with the Dune Palms Road crossing of the CVSC;
1. Perform supporting water surface profile hydraulic analysis of the CVSC crossing to verify
that the minimum freeboard requirements and flood protection levels provided are
consistent with local and federal jurisdiction requirements. Water surface profiles will
examine the 100-year and Standard Project Flood (SPF) Conditions.
2. Determine the preliminary bridge configuration to maximize flow, provide minimum
freeboard requirements, and the flood protection levels which are consistent with local and
federal jurisdiction requirements.
3. Evaluate the toe-protection depths for the revetment sections based upon the application
of standard design criteria for the channel.
4. Evaluate the general scour depths, including long-term scour and local pier scour based
upon the application of standard design criteria for the channel.
5. Provide recommendations for the foundation types for the proposed bridge.
This limited study was undertaken using information available to the City from the previous
studies prepared within the same reach of the CVSC. These previous studies include design
discharge, scour potential, and channel / capacity improvement plans.
This Hydrology & Hydraulic Study is not a comprehensive study of all aspects which may be
addressed in the ultimate development of the CVSC. This analysis has been undertaken with
limited time and budget to provide hydraulics data required for the Structure Type Selection, the
development of the bridge plans and the development of the necessary slope protection plans.
This project will be constructed with the assistance of the FHWA Highway Bridge Program (HBP).
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Scope
The existing Dune Palms Road low water crossing at the CVSC will be replaced with an all-weather
crossing by constructing a bridge over the channel. The Coachella Valley Water District (CVWD)
has jurisdiction over the CVSC through the project site.
The “Hydrology and Hydraulic Study” for the project was prepared in order to establish the following:
• Baseline hydraulics with the 100-year and Standard Projected Flood (SPF);
• Proposed project condition for both the 100-year and 100-year Plus Flood;
• Hydraulics data required for the Structure Type Selection and Bridge Design;
• Development of the bridge plans; and
• Development of the required slope protection and associated details.
The results of the baseline study will be the basis for determining the required mitigation measures
in conjunction with the proposed project condition.
The HEC-RAS Version 5.07 computer program was used to compute the hydraulic variables for
the channel. Sub-critical flow regime was used for the hydraulic model as required by CVWD. HEC-
RAS computer software is a product of the Hydrologic Engineering Center (HEC) of the US Army
Corps of Engineers.
CVWD provided the current WWRSC – CVSC hydraulic model, which was imported into the latest
version of HEC-RAS. The model was geo-referenced, and the channel cross-section data was
updated with topographic survey information from the Dune Palms project.
Manning n-values of 0.04 and 0.03 were assigned to the main channel and overbank areas,
respectively. An n-value of 0.015 was selected for the concrete section of the channel. These
values are consistent with the HEC-RAS model provided by the CVWD.
The existing Dune Palms Road low-water crossing, acting as a quasi-grade control structure, is
currently preventing the channel bed from adjusting through normal fluvial process. Through time,
an 11-foot grade differential in elevation between the upstream and downstream of the crossing
has developed at this crossing. The thalweg of the channel at the crossing is at an elevation of 42.9
(NAVD 88). The flood control levees are discontinued at both the east and side edges of the
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roadway crossing.
The bridge which will replace the existing low-water crossing is proposed to be a four-span 480-
foot long, cast-in-place, pre-stressed concrete box girder bridge supported by 5-foot diameter
caissons at the piers. The proposed project will also include channel bank slope lining upstream
and downstream of the bridge within the project reach. This slope lining will mitigate both abutment
and channel bank scour within the project reach. Additionally, at the south abutment of the bridge,
the project will accommodate a 16-feet wide recreational trail under the bridge.
Results
The results of the analyses are summarized in the following tables which define the project
hydrology, hydraulics and the performance of the CVSC at the proposed bridge site. Under both
the existing and proposed bridge condition, the hydraulic analysis shows both SPF and 100-year
flows are contained within the channel banks for the reach. The hydraulic model for the proposed
condition assumed removal of the existing crossing, with a conservative channel thalweg adjusted
to an elevation of 40.0 (NAVD88). Flow velocities within these project limits range from 8 to 15 feet
per second for the 100-year flow.
The proposed slope lining (and toe extension) through the bridge is proposed to protect for scour
to a depth of 24.2 feet and beyond the bridge for a depth of 15.5 feet for the 100-year plus flow,
below the proposed conditional channel thalweg.
Table A: Hydrology Summary
Table B: Water Surface Profile Data
Channel Slope : 0.2%
Design Flood, QSPF : 82,000 ft3/sec
Design Flood, Q100 (FEMA) : 43,000 ft3/sec
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Existing WSP: Water Surface Profile (Hydraulic Grade Line) elevation (NAVD88)
for the existing condition
Proposed WSP: Water Surface Profile (Hydraulic Grade Line) elevation
(NAVD88) anticipated after replacement of the existing low-water crossing
Table C : Bridge Performance Data
Key Criteria Proposed
Bridge
Freeboard to bridge soffit for SPF flood event ±2.1 ft
Freeboard to Levee for FEMA 100-yr flood event ±7.7 ft
Overtopping Flow 110,000 ft3/sec
Flood
Frequency
Cross
Section
Location
Existing
WSP(HGL)
(ft)
Proposed
WSP (HGL)
(ft)
QSPF Bridge
Upstream 62.4 57.0
Q100 (FEMA) Bridge
Upstream 57.0 51.4
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CVWD DESIGN REQUIREMENTS
CVWD is the local agency responsible for the regional flood control facilities, including the
CVSC, within the immediate project limits.
CVWD has developed the following design requirements for improvements within the subject
reach of the CVSC:
• Standard Project Flood (SPF) discharge is 82,000 ft3/sec .
• FEMA 100-year discharge is 43,000 ft3/sec .
• The minimum levee freeboard for the 100-year FEMA discharge is 4-foot.
• Maximum scour depths for bridge are to be calculated for the 100-year Plusa.
• CVWD has adopted the Blench regime equation for calculating scour depths for bank
protectionb.
This study followed the CVWD design requirements for the CVSC with the following
assumptions:
• The existing low flow channel crossing at the Dune Palms Road will be removed
following construction of the bridge.
• The channel invert at the crossing will degrade once the low water crossing is removed.
However, the channel thalweg will aggrade immediately downstream of the crossing,
after removal of the hydraulic drop condition.
• Bengal Engineering updated the CVWD provided WWRSC – CVSC HEC-RAS model,
dated March 25, 2015. The model update was limited to the immediate vicinity of the
project.
• The minimum channel invert at the bridge is set to elevation 40.0 (NAVD88) for the
HEC-RAS analysis to provide conservative HGL profile. This elevation is close to the
elevation at the proposed bridge reflected on the sediment transport hydraulic model
for the as-built condition model prepared by Northwest Hydraulic Consultants for
CVWD.
• Fbo = 0.9, zero-bed factor was used to calculate dfo (Eqn K3.1) for Blench regime
equation.
• Z-factor; Z =1.25 (Eqn K3-2) for scour at the bridge was used for the analysis.
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• Bank Scour at the Bridge was multiplied by a factor of 1.25 to account for 100-year plus
flow.
• No grade control structure was modeled or is proposed to be installed at the project site.
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WATERSHED CHARACTERISTICS
The Whitewater River Basin is located approximately 100 miles east of Los Angeles. The
watershed drains to the Salton Sea located about 23 miles south of the project site. The
tributary area of the watershed originates within the surrounding mountains and is also made up
of a broad desert valley (Coachella Valley) between the surrounding mountain ranges; the
San Bernardino and Little San Bernardino Mountains form the northeast boundary of the
watershed, the San Jacinto and Santa Rosa Mountains form the southeast boundary.
Upstream from the vicinity of Washington Street (Point Happy), the channelized section of the
Whitewater River is referred to as the Whitewater River Stormwater Channel (WWRSC).
Downstream of Point Happy to the Salton Sea, this channelized section is referred to as the
Coachella Valley Stormwater Channel (CVSC).
The drainage area tributary to the CVSC at the proposed Dune Palms Road Bridge is
approximately 788 sq. mi. (USCOE 1980)c. The mean seasonal precipitation in the area
tributary to the Dune Palms Road crossing varies from 44 inches at San Gorgonio Mountain
to about 3 inches at the crossing. The watershed is shown in Plate 1 - Watershed Map. The
Watershed Map for the river basin was developed using the USGS Quad Maps. The channel
discharge-frequency graph is shown on Plate 2: Storm Frequency vs Discharge Graph.
The Storm Frequency vs Discharge Graph is attached to understand the flow values for
frequencies other than the design values.
BASE LINE CONDITION
The existing Dune Palms Road crossing is a 60-foot wide, three lane facility which is classified
as a “secondary arterial” within the City of La Quinta’s General Plan. The road crosses the
CVSC at a skew of approximately 18 degrees. The top width of the channel at this location is
approximately 460 feet. The channel bottom is earthen and co mprised of mostly fine-grained,
sandy alluvial material.
Concrete slope protection exists at the southwest and northeast corners of the crossing. The
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concrete slope protection at the northwest corner ends approximately 200 feet upstream of
the crossing and at the southeast corner the slope protection ends approximately 340 feet
downstream of the crossing. Photos 1- 4 show various views of the existing channel crossing
at Dune Palms Road. The following table shows the existing location and elevation of the slope
protection cut off walls.
The HEC-RAS Version 5.07 computer program was used to compute the hydraulic variables for
the channel. Sub-critical flow regime was used for the hydraulic model as required by CVWD. HEC-
RAS computer software is a product of the Hydrologic Engineering Center (HEC) of the US Army
Corps of Engineers.
CVWD provided the current WWRSC – CVSC hydraulic model, which was imported into the latest
version of HEC-RAS. The model was geo-referenced, and the channel cross-section data was
updated with topographic survey information from the Dune Palms project.
Manning n-values of 0.04 and 0.03 were assigned to the main channel and overbank areas,
respectively. An n-value of 0.015 was selected for the concrete section of the channel. These
values are consistent with the HEC-RAS model provided by the CVWD.
Table D: Existing Slope Protection Details
Crossing
Corner
Dist. From
Crossing
Cut-off Wall
Elev
(NGVD29)
Cut-off Wall
Elev
(NAVD88)
CVWD
Plan #
Northwest 200’ west 22.16 24.53 39069
Northeast At crossing 29.90 32.27 19514
Southwest At crossing 28.38 30.75 25854
Southeast 340’ east 26.06 28.43 35788
Channel Morphology
The fluvial geomorphology of a river channel is a function of a number of processes and
environmental conditions, including the composition and erodibility of the bed and banks (e.g.,
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sand, clay, bedrock); vegetation and the rate of plant growth; the availability of sediment; the size
and composition of the sediment moving through the channel; the rate of sediment transport
through the channel and the rate of deposition on the floodplain, banks, bars, and bed; and regional
aggradation or degradation due to subsidence or uplift.
The CVSC fluvial geomorphology is dynamic and is influenced by the land use and development
taking place in the watershed. CVWD is actively monitoring, managing, and maintaining the
channel bed, flood control levee, and grade control structures.
Existing Channel Condition
There are two permanent grade control structures within the channel reach, located at the
following locations:
1) Immediately downstream of the Washington Street Bridge
2) Immediately downstream of the Jefferson Street Bridge
The existing Dune Palms Road low-water crossing is currently preventing the channel bed to adjust
through normal fluvial process. Through time, an 8-foot grade difference in elevation between the
upstream and downstream of the crossing has developed. The low-water crossing will be removed
once the new bridge is constructed. Once the crossing is removed and minor channel grading in
the immediate area of the old channel crossing, the channel profile will go through gradual fluvial
adjustments, based on the flow volume, flood frequencies, channel vegetation, sediment loads,
and maintenance activities.
The subject study compared the current collected topographic survey data with the existing HEC-
RAS model provided by the CVWD. It appears that the channel grade between Washington Street
and Dune Palms Road crossing is still adjusting as a result of the removal of the Adams Street low-
water crossing. Similarly, due to the recent construction of the grade control structure at the
Jefferson Street Bridge, the channel reach between the Jefferson Street and the Dune Palms Road
crossing is aggrading, starting from downstream towards upstream. However, once the Dune
Palms Road crossing is removed, the channel reach between the Washington Street and Jefferson
Street grade control structures will adjust and will eventually reach a fluvial equilibrium. The
average slope between the top of the Jefferson Street grade control structure and the bottom of
Washington Street grade control structure is approximately 0.0024 ft/ft.
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The study considered the stable portions of the channel reach, between the Washington and
Jefferson grade control structures, where the channel slopes are not immediately influenced by the
localized conditions as appropriate and relevant to calculate the average channel slopes for the
hydraulic analysis. The average slope of the channel below the Dune Palms Road crossing is
0.0010 ft/ft (between station 1261+43 and 1271+83). The average slope of the channel upstream
of Dune Palms Road is 0.0021 ft/ft (between station 1282+55 and 1295+86). The channel slope
immediately downstream of Dune Palms Road was ignored due to the effects of local scour caused
by the low water crossing. See Appendix D: CVSC Hydraulic Profiles for additional information on
the existing and proposed channel slope.
The calculated stable slope for 5-year channel flow (Q5)d, controlled by zero or negligible
transport forming the bed of the stream channel, is 0.0001e. The lower channel flow (Q5) used for
the equilibrium slope analysis was to understand the likely channel slope within the reach for low
volume higher frequency flows. See Appendix B: Equilibrium Slope Calculations for details.
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PROPOSED PROJECT CONDITION
The planned bridge structure is proposed to be a four-span 480-foot long, cast-in-place, pre-
stressed concrete box girder bridge supported by 5-foot diameter caissons at the piers. The
structure piers and abutments are proposed to be parallel with the channel alignment / flow at the
crossing.
The analysis considered 7-foot-wide debris load on the piers. The bridge layout, elevation, and
typical sections are shown in Appendix E: Advance Planning Study Bridge Plan (APS). Note, the
proposed 16-foot wide CV Link Trail opening under south bridge abutment is shown in the APS
Plan.
Manning n-values of 0.04 and 0.03 were assigned to the main channel and overbank areas,
respectively. An n-value of 0.015 was selected for the concrete section of the channel. These
values are consistent with the HEC-RAS model provided by the CVWD.
The calculated hydraulic grade line (HGL) of the water surface elevation at the upstream bridge
entrance is 57.0 (NAVD88) for SPF flow and As-Built condition. The minimum soffit elevation of the
bridge will be 59.1 (NAVD88), located at the bridge north abutment. The bridge will convey the
design flood (QSPF) with a minimum of 2.1 foot of clearance.
The calculated water surface elevation for the 100-year flow at As-Built condition is 51.4 and the
corresponding minimum freeboard is 7.7 foot.
The calculated water surface elevation for the 100-year flow at Equilibrium Slope condition is 57.34
and the corresponding minimum freeboard is 1.76 foot. See Appendix D: CVSC Hydraulic Profiles
for additional information on the existing and proposed water surface profiles.
The proposed roadway improvements for Dune Palms Road will be designed to provide a high
point near the middle of the bridge in order to clear design flow and accommodate the bridge
structure. The vertical design is based on meeting the minimum bridge deck finished surface
elevations needed to provide the required channel freeboard. Additionally, the roadway profile is
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designed to minimize the length of roadway reconstruction and maintain accessibility to the existing
facilities on both sides of the structure.
The results show that the SPF and 100-year water surface elevations for the proposed condition
are lower than the existing condition due to the proposed lowering of the channel at the crossing.
The removal of the existing low water crossing will result in filling-in the scour hole that has been
created due to the sudden drop in channel grade downstream of the crossing. The effect of the
aggradation is expected to be extended close to the upstream of the Jefferson Street Bridge. This
aggradation of the channel bed will minimize scour potential of this reach of the channel. At the
same time, as the channel aggrade, the 100-year WSP will be raised. The calculated WSP
immediate downstream of the crossing will be about 1.9-foot below the top of north concrete lining
and the freeboard to the top of the north bank will be more than 4-foot.
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SCOUR ANALYSIS
The following components of scour were considered for the proposed Dune Palms Bridge:
1) Long-term degradation or aggradation
2) Bend scour
3) Contraction scour
4) Local pier scour
5) Abutment scour
The primary failure mechanism of rigid bank protection revetments for channel systems is generally
due to under scouring at the toe of the revetment. The design of the channel bank revetment and
crossing slope protection must provide adequate toe-down protection below the earthen channel
invert to account for dynamic changes in the streambed elevations during the passage of a storm
hydrograph. The toe-down depth must consider the potential of general bed degradation, bend
scour (for curved portions of the channel alignment), bedform height, abutment or contraction scour,
and scour associated with hydraulic structures. Local scour needs to be considered in addition to
development of the potential long-term equilibrium channel slope / invert elevation that may develop
from general degradation and sediment disposition. The requirement for toe-down protection is the
total cumulative channel adjustment possible from long term degradation, general scour, bend
scour, local scour, low-flow incisement and bedforms.
Long-term degradation or aggradation
The long-term degradation of the channel at the project site will be limited by the permanent grade
control structures (GCS) located at the Jefferson Street and Washington Street bridges. After the
removal of the Dune Palms at-grade crossing, in general the channel reach upstream of the
crossing is expected to degrade and the downstream reach is expected to aggrade. The maximum
channel degradation is not expected to drop below elevation 34 (NAVD88) at the project location,
which is based on the assumed 0.1% slope projection from the top of the Jefferson Street grade
control structure to the existing crossing. The assumed slope of 0.24% was the average of the
observed channel slope similarities between the Jefferson Street and Washington Street GCS. The
long-term channel grade is expected to maintain a 0.24% slope based on the slope similarity within
the study reach. However, it may experience a flatter grade in absence of less frequent large
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channel flows. The channel may also experience a slope steeper than 0.24% for a short time in a
series of events of large flows with higher than normal bed loads.
Subsequent to this Hydraulic and Hydrology study, Northwest Hydraulic Consultants performed a
sediment transport analysis of the channel for CVWD. Following the analysis of the channel, the
District concluded that the anticipated long-term equilibrium slope within the subject reach will be
0.22%f.
The existing channel and future profiles are shown in Appendix D: CVSC Hydraulic Profiles. This
report presented the hydraulic and scour analysis of the CVSC based on the equilibrium slope of
0.22%.
Bend scour
The channel flows easterly on a tangent at the project location. As such, no bend scour is expected
at the project site.
Contraction scour
Contraction scour equations are based on the principle of the conservation of sediment
transport (continuity). In the case of live-bed scour, the fully developed scour in the bridge
cross section reaches equilibrium when sediment transported into the contracted section
equals sediment transported out.
The channel width at the project location is approximately 460-feet. The proposed bridge will have
3 rows of four, 5-feet wide piers in the channel. The project will accommodate a 16-feet wide
recreational trail under the south abutment. The channel cross section area will be consistent
through the project site. As such, the channel is not expected to develop contraction scour. The
calculated contraction scours for 5.0-foot, 5.5-foot, 6.0-foot, and 7.0-foot diameter caissons with 2-
foot of debris load are shown in Appendix C: Bridge Scour Calculations.
Local pier scour
Local scour at piers is a function of bed material characteristics, bed configuration, flow
characteristics, fluid properties, and the geometry of the pier and footing.
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The FHWA recommends using the Hydraulic Engineering Circular No. 18g (HEC 18) pier scour
equation, which is based on the Colorado State University (CSU) equation for both live-bed and
clear-water pier scour.
The bridge scour computations were performed by using the Hydraulic Design Functions of the
HEC-RAS computer program. The computation of scour at bridges within HEC-RAS is based upon
the methods outlined in HEC 18. In addition to HEC-RAS built-in scour analysis, a detailed Pier
Scour Calculation per HEC 18 guidelines was performed and the findings are presented in
Appendix C: Bridge Scour Calculation.
The results from both above-mentioned approaches were reviewed and the most conservative
scour values were recommended for the project. The design pier scour for 5-foot diameter shaft
with 2-foot wide debris load will be 17.4-feet and the top width of the scour hole will be 77-feet wide.
With the designed location of both the northern (84 feet from the top of slope protection to center
of pier) and southern (94 feet from the top of slope protection to center of pier) bridge piers, the
noted scour hole width will not intersect the proposed slope protection.
A simplified scour summary table has been presented in "The Scour Summary for Dune Palms
Bridge" table on the Conclusions and Recommendations section of this report. The table was
developed per AASHTO 2.6.4.4, 3.4.1, 3.7.5 and CA Amendments to LRFD BDS Sixth edition,
Section 3.7.5. Guidelines. It presents design scour and scour elevations for four different diameter
pier sizes and the corresponding design states scour and scour elevations.
Scour, per se, is not a force effect, but by changing the conditions of the substructure it alters the
consequences of force effects acting on structure. This information is required for the structural and
foundation design of the bridge piers.
Details of the Pier Scour and Scour Width are shown in Appendix C: Bridge Scour Calculations.
Scour Analysis for Bank Protection
The CVWD requires Blench regime equation to be used for calculating scour depths for the Bank
Protection. Per the CVWD requirement, 100-year plus flow was used for the analysis at the bridge
and FEMA 100-year flow beyond the bridge footprint. The zero-bed factor, Fbo = 0.9 and Z-factor,
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Z =1.25 were used for the analysis. The calculated scour at the bridge was multiplied by 1.25 to
obtain the scour for the 100-year plus flow.
Based on the scour calculations, the toe of the channel lining cut-off wall is recommended to be at
elevation 15.5 (NAVD88) under the bridge. The lining is to be extended both upstream and
downstream at a 0.2% slope starting at elevation 24.0 (NAVD88) adjacent to the bridge. Transition
slope between the two cut-off wall shall be 1H:1V. The slope protection is recommended to extend
a maximum of 300 feet beyond the bridge edges. The distance will vary at each corner of the
proposed bridge due to location of the end of the current slope protection as well as required limits
to provide protection to the proposed bridge as well as installation of the proposed recreational trail
undercrossing.
Abutment Scour
A typical bridge waterway crossing creates a complex set of flow/boundary inte ractions. The
boundary materials of the main channel, the floodplain, and the embankment components of
a bridge-waterway usually constitute different zones of alluvial sediments and soil. Abutment
scour usually occurs within several zones of sediment and s oil, leading to different erosion
processes and varying rates of erosion.
The abutments of the proposed Dune Palms Road Bridge will be placed behind the concrete bank
revetments. As such, abutment scour will not be an issue at the project site.
Bank Protection Recommendations
Streams are dynamic. Areas of flow concentration continually shift between the channel banks, and
in meandering streams the channel moves both laterally and downstream.
Since the bridge structure remains static, this structure fixes the stream to one place in time
and space. A meandering stream whose channel moves laterally and downstream into the
bridge reach can erode the approach embankment and can affect contraction and local scour
because of changes in flow direction.
Factors that affect lateral shifting of a stream and the stability of a bridge are the
geomorphology of the stream, location of the crossing on the stream, flood characteristics, the
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characteristics of the bed and bank material, and wash load. The channel lat eral shift may be
gradual or the result of a single major flood event.
The slope protection proposed for this project will consists of a concrete revetment extending
from the top of the channel bank or levee to the elevation of the lowest point of the channel
bed (based on the original channel design); with a cutoff wall extending from that point to the
maximum scour depth or minimum scour elevation.
It is recommended that concrete slope revetment be constructed at the northwest, southeast
and southwest corners of the proposed bridge. The existing slope revetment at the southwest
corner will be reconstructed to accommodate future channel access ramp and CV Link trail. The
cutoff elevation under the bridge is recommended to be set at elevation 24.0 (NAVD88). At the
northwest and southeast corners, the protection will be extended to termini of the existing
concrete protection at a slope of 0.2%. From the top of the channel bank, the slope revetment
shall be constructed at a 1:1.5 (V:H) slope to the channel invert, with the cutoff wall at a 1:1 slope
to the calculated scour depth.
The elevation of the bottom of the existing channel lining at the northeast corner of the
intersection of Dune Palm Road and the CVSC is at 32.3 (NAVD88), which is fairly close to the
current thalweg elevation of 31.9 (NAVD88). Although, the channel is expected to aggrade
downstream of Dune Palms Road after removal of the existing crossing, we recommend
augmenting toe of this existing channel lining to bolster the scour protection in the future.
The channel lining details shall be developed following CVWD Slope (Bank) Protection Design
Guidance - Guideline K-2 from the CVWD Design Development Manual.
Adequate surface drainage measures shall be constructed for proper discharge of the surface run-
off to avoid ponding and undermining of the slope protection measures.
Dune Palms Road Low-Water Crossing Replacement Project
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CONCLUSIONS AND RECOMMENDATIONS
1. The project will convey a Standard Project Flood (SPF) of 82,000 ft3/sec with required 1-foot
freeboard.
2. The project will convey the FEMA 100-year flow of 43,000 ft3/sec with the required 3-feet of
freeboard.
3. Concrete slope revetments should be constructed under the bridge and at the NW, SW
and SE corners of the structure. The revetments are recommended to extend 300-feet
beyond the bridge edges.
4. The revetment cutoff shall be set at elevation 15.0 (NAVD88) under the bridge.
5. The revetment for the rest of the channel shall be set at elevation 24.0 (NAVD88) next to
the bridge and extend both upstream and downstream at a 0.2% slope.
6. The existing slope protection at the NE corner should be augmented a distance of 150-feet
beyond the bridge edge.
7. Adequate roadway surface drainage shall be constructed to protect the slope-protection
measures, through the use of catch basins at the low points in the roadway profile and storm
drain outlets into the channel.
8. The proposed structure shall be supported by deep pile foundations, both at the piers and
the abutments.
9. The bridge scour potential and limit state scour elevations per AASHTO LRFD bridge design
for the alternate pile shaft diameters at the pier locations are shown in the table below:
Table E: Scour Summary
10. The minimum bridge soffit elevation shall be 59.1 (NAVD88).
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Bengal Engineering, Inc. September 24, 2020 (Revised)
REFERENCES
a CVWD Ordinance No. 1234.2
b CVWD Guideline K-3; Scour Calculation Guidance; K-3.6
c USACE-Whitewater River Basin Feasibility Report for Flood Control and Allied Purposes, San
Bernardino and Riverside Counties, California, Appendix 1 Hydrology, May 1980
d WHITEWATER RIVER CROSSING AT ADAMS STREET, LA QUINTA, CALIFORNIA-HYDROLOGY AND
HYDRAULICS by RBF Consulting dated May 21, 2010
e DIBR, Computing Degradation and Local Scour, January 1984
f CVWD letter to the City of La Quinta dated August 29, 2019
g Federal Highway Administration. April 2012. Evaluating Scour at Bridges, Fifth Edition,
FHWA Hydraulic Engineering Circular No. 18, Publication No. FHWA-HIF-12-003
h WHITEWATER RIVER/COACHELLA VALLEY STORMWATER CHANNEL-EXISTING CONDITION
SEDIMENT TRANSPORT MODEL by NHC dated February 11, 2019
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ATTACHMENTS:
Project Photos
Photograph No. 1 - CVSC Crossing at Dune Palms Rd. looking south.
Photograph No. 2 - CVSC Crossing at Dune Palms Rd. looking north.
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Photograph No. 3 – Looking downstream towards Dune Palms Rd. crossing, from NW bank.
Photograph No. 4 – Looking downstream from Dune Palms Road towards
Jefferson Street Bridge.
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Figure 1: Vicinity Map
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Project Location
No Scale
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Plate 1: Watershed Map
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Plate 2: Storm Frequency vs Discharge Graph d
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Appendix A: HEC-RAS Output
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CVSC HEC-RAS Alignment at the Project Site
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Hydraulic Table for Proposed Condition - QSPF & Q100 (FEMA)
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Hydraulic Table for Existing & Proposed Conditions – Q100 (FEMA)
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Bengal Engineering, Inc. September 24, 2020 (Revised)
Hydraulic Table for As-Built and Equilibrium Conditions at Dune Palms Bridge for
QSPF & Q100 (FEMA) Flows
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Bengal Engineering, Inc. September 24, 2020 (Revised)
Hydraulic Profile for QSPF
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Cross Section Upstream of Dune Palms Bridge – Proposed Condition
Dune Palms Bridge X-Sections – Proposed Condition
-200 -100 0 100 200 300 400 500 600
40
45
50
55
60
65
70
WWRSC-CVSC-Bengal-Dune Palms Plan: DP Br A1 8/4/2016
Geom: WWRSC Dune Palm Prop Bridge BE Flow: Steady flows
RS = 127998 BE Adjusted Channel after DP Xing removal
Station (ft)Elevation (ft)Legend
EG SPF
WS SPF
Crit SPF
Ground
Levee
Bank Sta
.03 .015 .04 .015
-200 -100 0 100 200 300 400 500 60040
45
50
55
60
65
70
75
WWRSC-CVSC-Bengal-Dune Palms Plan: DP Br A1 8/4/2016
Geom: WWRSC Dune Palm Prop Bridge BE Flow: Steady flows
RS = 127943 BR Dune Palms Bridge
Station (ft)Elevation (ft)Legend
EG SPF
WS SPF
Crit SPF
Ground
Levee
Bank Sta
Pier Debris
.03 .015 .04 .015
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Appendix B: Equilibrium Slope Calculations
Variation of d50 with distance along the Whitewater Riverh
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Appendix C: Bridge Scour Calculations
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Bengal Engineering, Inc. September 24, 2020 (Revised)
Dune Palms Bridge Scour Calculation for 5’-0” diameter piers
Hydraulic Design Data
Pier Scour
Hydraulic Design Data
Pier Scour
All piers have the same scour depth
Input Data
Pier Shape: Round nose
Pier Width (ft): 7.00
Grain Size D50 (mm): 0.18000
Depth Upstream (ft): 15.45
Velocity Upstream (ft/s): 11.54
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 90.50
K2 Angle Coef: 1.00
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm): 0.50000
K4 Armouring Coef: 1.00
Set K1 value to 1.0 because angle > 5 degrees
Results
Scour Depth Ys (ft): 15.30
Froude #: 0.52
Equation: CSU equation
Dune Palms Road Low-Water Crossing Replacement Project
Hydrology & Hydraulic Study
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Bengal Engineering, Inc. September 24, 2020 (Revised)
Hydraulic Design Data
Pier Scour
All piers have the same scour depth
Input Data
Pier Shape: Round nose
Pier Width (ft): 6.00
Grain Size D50 (mm): 0.18000
Depth Upstream (ft): 10.84
Velocity Upstream (ft/s): 9.21
K1 Nose Shape: 1.00
Pier Angle:
Pier Length (ft): 121.33
K2 Angle Coef: 1.00
K3 Bed Cond Coef: 1.10
Grain Size D90 (mm): 0.50000
K4 Armouring Coef: 1.00
Set K1 value to 1.0 because angle > 5 degrees
Results
Scour Depth Ys (ft): 11.98
Froude #: 0.49
Equation: CSU equation
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Bengal Engineering, Inc. September 24, 2020 (Revised)
Regional Scour Calculations for CVWC at Dune Palms
Dune Palms Road Low-Water Crossing Replacement Project
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Bengal Engineering, Inc. September 24, 2020 (Revised)
Ref: PFR, The Replacement of the Dune Palms Road Low Water Crossing at the Coacchella
Valley Stormwater Channel by Bengal Engineering Inc. dated December 11, 2018
Dune Palms Road Low-Water Crossing Replacement Project
Hydrology & Hydraulic Study
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Bengal Engineering, Inc. September 24, 2020 (Revised)
Appendix D: CVSC Hydraulic Profiles
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Bengal Engineering, Inc. September 24, 2020 (Revised)
Legend: OG: Original ground; DP Br: Soil Profile assumed for the proposed condition; Gr btn GCS’s: Grade connecting the grade control structures; WS-DP Br:
Water surface profile with the proposed bridge; Ex.+Br Prof: Hydraulic profile with the proposed bridge keeping the low-water crossing; Br Deck: Proposed bridge
deck; Br Soffit: Proposed bridge soffit; Exist+Xing: Hydraulic profile with the proposed bridge, thalweg lowered to elevation 40-feet; 0.1% Slope: Soil profile
extended upstream from Jefferson GCS
Dune Palms Road Low-Water Crossing Replacement Project
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Bengal Engineering, Inc. September 24, 2020 (Revised)
Appendix E: Advance Planning Study Bridge Plan
July 19, 2021
Dune Palms Road Bridge
Roadway Resident Engineer’s File
APPENDIX R BRIDGE DESIGN CALCULATIONS
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Page 35
July 19, 2021
Dune Palms Road Bridge
Roadway Resident Engineer’s File
APPENDIX S 4-SCALE DECK CONTOUR