HomeMy WebLinkAbout11_Geotechnical pavement and Retaining walls Earth Strata Geotechnical Services, Inc.
Geotechnical, Environmental and Materials Testing Consultants
February 13, 2023
Project No. 224625-10A
Mr. Erwin Randhawa
PSR Investment
26895 Aliso Viejo Creek Road
Aliso Viejo, CA 92656
Subject: Preliminary Retaining Wall Recommendations and Asphaltic Concrete Pavement
Design, Proposed Commercial Development,Assessor's Parcel Number 389-200-031,
Located South of Nichols Road and East of Collier Avenue, City of Lake Elsinore,
Riverside County, California
Reference: Earth Strata Geotechnical Services, Inc., Preliminary Geotechnical Interpretive Report,
Proposed Commercial Development,Assessor's Parcel Number 389-200-031, Located South of
Nichols Road and East of Collier Avenue, City of Lake Elsinore, Riverside County, California,
dated January 16
Pursuant to your request, Earth Strata is providing preliminary pavement design recommendations for
asphaltic concrete pavement sections for the proposed commercial development located south of Nichols
Road and East of Collier Avenue in the City of Lake Elsinore, Riverside County, California. A
representative sample of the subgrade earth materials has been obtained from the subject site. The earth
materials were tested for R-value in conformance with California Test Method No. 301. The test results
indicated an R-value of 49 for the subject site. The following asphaltic concrete pavement design has
been completed in accordance with the State of California design procedures. These and alternative
asphaltic concrete pavement calculations are attached in Appendix A.
PRELIMINARY ASPHALTIC CONCRETE PAVEMENT DESIGN
AUTO PARKING I AUTO DRIVES FENTRANCEVIRUCK DRIVES
Assumed Traffic 4 5 6
Index
Design R-Value 49 49 49
AC Thickness 3 3 4
(inches)
AB Thickness 4 6 6
inches
Notes: AC-Asphaltic Concrete
AB-Aggregate Base
The subgrade earth materials immediately below the aggregate base (base) should be compacted to a
minimum of 95 percent relative density based on ASTM D 1557 to a minimum depth of 12 inches. Base
materials should be compacted to a minimum of 95 percent relative density based on ASTM D 1557.
42184 REMINGTON AVENUE, TEMECULA, CA 92590 951-461-4028, ESGSINC.COM
Base materials should consist of Class 2 aggregate base conforming to Section 26-1.02B of the State of
California Standard Specifications or crushed aggregate base conforming to Section 200-2 of the Standard
Specifications for Public Works Construction (Greenbook). Base materials should be compacted at or
slightly below optimum moisture content. Asphaltic concrete materials and construction operations
should conform to Section 203 of the Greenbook.
PRELIMINARY PORTLAND CEMENT CONCRETE DESIGN
DRIVE THRU
Assumed Traffic Index 6-7
Design R-Value 49
PCC Thickness (inches) 5 - reinforced with rebar
AB Thickness (inches) 6
RETAINING WALLS
Active and At-Rest Earth Pressures
Foundations may be designed in accordance with the recommendations provided in the Tentative
Foundation Design Recommendation section of this report. The following table provides the minimum
recommended equivalent fluid pressures for design of retaining walls a maximum of 10 feet high. The
active earth pressure should be used for design of unrestrained retaining walls, which are free to tilt
slightly. The at-rest earth pressure should be used for design of retaining walls that are restrained at the
top, such as basement walls, curved walls with no joints, or walls restrained at corners. For curved walls,
active pressure may be used if tilting is acceptable and construction joints are provided at each angle
point and at a minimum of 15 foot intervals along the curved segments. Earth Strata has reviewed the
seismic requirements for the onsite retaining walls. The walls should be designed for a seismic loading
consisting of an inverted triangle using a load of 64 pounds per cubic foot (pcf).
MINIMUM STATIC EQUIVALENT FLUID PRESSURES c
PRESSURE TYPE BACKSLOPE CONDITION
LEVEL 2:1 h:v
Active Earth Pressure 40 1 63
At-Rest Earth Pressure 60 1 95
The retaining wall parameters provided do not account for hydrostatic pressure behind the retaining
walls. Therefore, the subdrain system is a very important part of the design. All retaining walls should be
designed to resist surcharge loads imposed by other nearby walls, structures, or vehicles should be added
to the above earth pressures, if the additional loads are being applied within a 1.5:1 (h:v) plane projected
up from the heel of the retaining wall footing. As a way of minimizing surcharge loads and the settlement
potential of nearby buildings, the footings for the building can be deepened below the 1.5:1 (h:v)plane
projected up from the heel of the retaining wall footing.
Upon request and under a separate scope of work, more detailed analyses can be performed to address
equivalent fluid pressures with regard to stepped retaining walls, actual retaining wall heights, actual
Project No. 224625-10A 2 February 13, 2023
backfill inclinations, specific backfill materials, higher retaining walls requiring earthquake design
motions, etc.
Earth Strata sincerely appreciates the opportunity to offer our consultation and advice on this project.
Should you have any questions, please do not hesitate to contact us at your earliest convenience.
Respectfully Submitted,
IEA\]KIF1Hi 5'JF1R A TA\ (G1EO lEGHIM CA1L S]E� ]IC1Eg, Lni,c.
w No. 692 �
Stephen M. Poole, PE, GE 4P
President
Principal Engineer- T
OF
SMP/hr
Attachment: Asphaltic Concrete Pavement Design Calculations
Project No. 224625-10A 3 February 13, 2023
APPENDIX A
ASPHALTIC CONCRETE PAVEMENT
DESIGN CALCULATIONS
PAVING DESIGN
-- - -- JN: 224625-10A CONSULT: SMP
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Geotachnical.Environmental and Materials Testing Consultants PROJECT: Nichols/Collier
BETTER PEOPLE.BETTER SERVICE.BETTER RESULTS
CALCULATION SHEET# Parking
CALTRANS METHOD FOR DESIGN OF FLEXIBLE PAVEMENT
Input "R" value or "CBR" of native soil 49
Type of Index Property - "R" value or "CBR" (C or R) R R Value
R Value used for Caltrans Method 49
Input Traffic Index (TI) 4
Calculated Total Gravel Equivalent (GE) 0.6528 feet
Calculated Total Gravel Equivalent (GE) 7.8336 inches
Calculated Gravel Factor (Gf) for A/C paving 2.83
Gravel Factor for Base Course (Gf) 1.1
Pavement sections provided below are considered equal;but, do not reflect reviewing agency minimums.
INCHES FEET
Gravel Equivalent A/C Section Minimum A/C Section Minimum
GE GE Delta Thickness Base Thickness Base
feet inches inches inches inches feet feet
0.71 8.50 -0.67 3.0 4.0 0.25 0.33
0.00 0.00 7.83 0.00
0.00 0.00 7.83 0.00
0.00 0.00 7.83 0.00
0.00 0.00 7.83 0.00
0.00 0.00 7.83 0.00
0.00 0.00 7.83 0.00
0.00 0.00 7.83 0.00
0.00 0.00 7.83 0.00
0.00 0.00 7.83 0.00
0.00 0.00 7.83 0.00
PAVING DESIGN
-- - -- JN: 224625-10A CONSULT: SMP
lF ar rt�itlh� _ 6:'itrr�,ai roi,. hl7l c..
Geotachnical.Environmental and Materials Testing Consultants PROJECT: Nichols/Collier.
BETTER PEOPLE.BETTER SERVICE.BETTER RESULTS
CALCULATION SHEET# Drive Aisles
CALTRANS METHOD FOR DESIGN OF FLEXIBLE PAVEMENT
Input "R" value or "CBR" of native soil 49
Type of Index Property - "R" value or "CBR" (C or R) R R Value
R Value used for Caltrans Method 49
Input Traffic Index (TI) 5
Calculated Total Gravel Equivalent (GE) 0.816 feet
Calculated Total Gravel Equivalent (GE) 9.792 inches
Calculated Gravel Factor (Gf) for A/C paving 2.53
Gravel Factor for Base Course (Gf) 1.1
Pavement sections provided below are considered equal;but, do not reflect reviewing agency minimums.
INCHES FEET
Gravel Equivalent A/C Section Minimum A/C Section Minimum
GE GE Delta Thickness Base Thickness Base
feet inches inches inches inches feet feet
0.63 7.60 2.19 3.0 6.0 0.25 0.50
0.00 0.00 9.79 0.00
0.00 0.00 9.79 0.00
0.00 0.00 9.79 0.00
0.00 0.00 9.79 0.00
0.00 0.00 9.79 0.00
0.00 0.00 9.79 0.00
0.00 0.00 9.79 0.00
0.00 0.00 9.79 0.00
0.00 0.00 9.79 0.00
0.00 0.00 9.79 0.00
PAVING DESIGN
-- - -- JN: 224625-10A CONSULT: SMP
lF ar rt�itlh� _ 6:'itrr�,ai roi,. hl7l c..
Geotachnical.Environmental and Materials Testing Consultants PROJECT: Nichols/Collier Ave
BETTER PEOPLE.BETTER SERVICE.BETTER RESULTS
CALCULATION SHEET# Truck Entrances
CALTRANS METHOD FOR DESIGN OF FLEXIBLE PAVEMENT
Input "R" value or "CBR" of native soil 49
Type of Index Property - "R" value or "CBR" (C or R) R R Value
R Value used for Caltrans Method 49
Input Traffic Index (TI) 6
Calculated Total Gravel Equivalent (GE) 0.9792 feet
Calculated Total Gravel Equivalent (GE) 11.7504 inches
Calculated Gravel Factor (Gf) for A/C paving 2.31
Gravel Factor for Base Course (Gf) 1.1
Pavement sections provided below are considered equal;but, do not reflect reviewing agency minimums.
INCHES FEET
Gravel Equivalent A/C Section Minimum A/C Section Minimum
GE GE Delta Thickness Base Thickness Base
feet inches inches inches inches feet feet
0.77 9.26 2.49 4.0 6.0 0.33 0.50
0.00 0.00 11.75 0.00
0.00 0.00 11.75 0.00
0.00 0.00 11.75 0.00
0.00 0.00 11.75 0.00
0.00 0.00 11.75 0.00
0.00 0.00 11.75 0.00
0.00 0.00 11.75 0.00
0.00 0.00 11.75 0.00
0.00 0.00 11.75 0.00
0.00 0.00 11.75 0.00