BRES2019-0555 Geotechnical ReportSladden Engineering
45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847
6782 Stanton Avenue, Suite C, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
800 E_ Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778
January 15, 2020
Mr. Ryan Thomas
73399 El Paseo Drive, Suite 101
Palm Desert, California 92260
Project: Proposed Custom Residence
Lot 129 — Via Portofina
The Hideaway
La Quinta, California
Project No. 544-20020
20-01-020
BRES2019-0555
CITY OF LA QUINTA
BUILDING DIVISION
REVIEWED FOR
CODE
COMPLIANCE
DATE07/13/2020 BY JP
4,370SF S.F.D.
Subject: Geotechnical Update
Ref: Geotechnical Engineering Report prepared by Earth Systems Southwest (ESSW) dated
September 22, 2000; File No. 07117-10, Report No. 00-09-772
Report of Testing and Observation During Rough Grading prepared by ESSW dated
August 28, 2002; File No. 07117-11, Report No. 01-07-718
Report of Testing and Observation During Rough Grading prepared by Sladden
Engineering dated October 12, 2003; Project No. 544-2199 Report No. 03-10-647
In accordance with your request, we have reviewed the above referenced geotechnical reports as
they relate to the design and construction of the proposed custom residence. The project site
(identified as Lot 129) is along Via Portofina within the Hideaway Golf Club development in the
City of La Quinta, California. It is our understanding that the proposed residence will be a
relatively lightweight wood -frame structure supported by conventional shallow spread footings
and concrete slabs on grade.
The subject lot was previously graded during the rough grading of the Hideaway project site and
was subsequently regraded. The rough grading included over -excavation of the native, surface
soil along with the placement of engineered fill soil to construct the building pads. The regrading
included processing the surface soil along with minor cuts and fills to construct the individual
building pads to the current configurations. Some additional over -excavation was performed in
areas where the building envelopes were reconfigured. The most recent site grading is
summarized in the referenced Report of Testing and Observations During Rough Grading
prepared by Sladden Engineering along with the compaction test results.
The referenced reports include recommendations pertaining to the construction of residential
structure foundations. Based upon our review of the referenced reports, it is our opinion that the
structural values included in the referenced grading report prepared by Sladden Engineering
remain applicable for the design and construction of the proposed residential structure
foundations.
Sladden Engineering
January 15,2020 Project No. 544-20020
20-01-020
The allowable bearing pressures recommended in the referenced grading report prepared by
Sladden Engineering remain applicable. Conventional shallow spread footings should be
bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent
grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be
at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing
allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf
for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be
utilized if desired. The maximum allowable bearing pressure should be 3000 psf. The
recommended allowable bearing pressures may be increased by one-third for wind and seismic
loading.
Based on the recommended allowable bearing pressures, the total static settlement of the shallow
footings is anticipated to be less than one -inch provided that foundation area preparation
conforms to the recommendations described in this report. Static differential settlement is
anticipated to be approximately one-half of the total settlement for similarly loaded footings
spaced up to approximately 40 feet apart.
Lateral forces may be resisted by friction along the base of the foundations/slabs and passive
resistance along the sides of the footings. A friction coefficient of 0.50 times the normal dead load
forces is recommended for use in design. Passive resistance may be estimated using an
equivalent fluid weight of 300 pcf. If used in combination with the passive resistance, the
frictional resistance should be reduced by one third to 0.33 times the normal dead load forces.
The bearing soil is non -expansive and falls within the "very low" expansion category in
accordance with 2016 California Building Code (CBC) classification criteria. Slab thickness and
reinforcement should be determined by the structural engineer. We recommend a minimum
floor slab thickness of 4.0 inches and minimum reinforcement of #3 bars at 24 inches on center in
both directions. All slab reinforcement should be supported on concrete chairs to ensure that
reinforcement is placed at slab mid -height.
Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder
consisting of a polyvinyl chloride membrane such as 10-mil Visqueen, or equivalent. All laps
within the membrane should be sealed and at least 2 inches of clean sand should be placed over
the membrane to promote uniform curing of the concrete. To reduce the potential for punctures,
the membrane should be placed on a pad surface that has been graded smooth without any sharp
protrusions. If a smooth surface can not be achieved by grading, consideration should be given to
placing a 1-inch thick leveling course of sand across the pad surface prior to placement of the
membrane.
The seismic design category for a structure may be determined in accordance with Section 1613
of the 2019 CBC or ASCE7-16. According to the 2019 CBC, Site Class D may be used to estimate
design seismic loading for the proposed structures. The 2019 CBC Site Specific Seismic Hazard
Analyses are attached.
Sladden Engineering
January 15, 2020
-3- Project No. 544-20020
20-01-020
Because the lot has been previously rough graded, .the remedial grading required at this time
should be minimal provided that the building falls within the previously established building
envelope. The building area should be cleared of surface vegetation, scarified and moisture
conditioned prior to precise grading. The exposed surface should be compacted to a minimum of
90 percent relative compaction is attained prior to fill placement. Any fill material should be
placed in thin lifts at near optimum moisture content and compacted to at least 90 percent
relative compaction.
If you have questions regarding this letter or the referenced reports, please contact the
undersigned.
Respectfully submitted,
SLADDEN ENGINEE
Brett L.
Principal Engin
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Matthew J. Cohrt
Principal Geologist f
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Sladden Engineering
2(� - oI- 62--0
Please verify that soils reports contain all of the above information. In addition, to assure
conlinufty between the Investigation/reporting stage and the execution stage, please use
- tha following checklist to verify that the conclusions and recommendations in the report
cover all the required elements, only then can we be assured that the construction
documents address all of the site soil conditions.
La Quints Geotechnical Report Checklist
Does the "Conclusions and Recommendations" section of the report address each of the
following criteria?
"Address" means:
(a) the criterion is considered significant and mitigation measure(s) noted, -or;
• (b) the criterion is considered insignificant and explicitly so stated.
.No Criterion
❑ Foundation criteria based upon bearing capacity of natural or compacted soil_
Q Foundation criteria to mitigate the effects of expansive soils.
Foundation criteria based upon bearing capacity, of natural or compacted soil.
Foundation criteria to mitigate the effects of liquefaction.
Foundation criteria to mitigate the effects of seismically. induced differential
settlement. -
® Foundation criteria to mitigate the effects of long-term differential settlement_
7 Foundation criteria to mitigate the effects of varying soil strength.
fal Foundation criteria to mitigate eXpected total and differential settlement,
Any No" answers to the. above checklist should be noted as specific required
corrections,
# # #
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Project: Lot 129 - Via Portofina
Project Number: 544-20020
Site Lat/Long; 33.6681 /-116.2548
Controlling Seismic Source: San Andreas
REFERENCE
Site Class
Site Class D - 21.2.2.01)
Site Class D - 21.2.2.01)
0.2*(Sor/Sos)
Sos/Sos
Fundamental Period (12.8.2)
Seismic Design Maps or Fig 22-14
2/3*SMs
Fv*Ss
F„ (Table 11.4-2)[Used for General Spectrum]
Design Maps
Design Maps
Design Maps
Design Maps
Design Maps
Equation 11.8-1
Section 21.5.3
Design Maps
Design Maps
RISK COEFFICIENT
Cr - At Perods <=0.2, Cr=CRS
Cr - At Periods >=1.0, Cr=Cr1
Cr - At Periods between 0.2 and 1.0
use trendline formula to complete
NOTATION VALUE
A, B,C, D,EorF D
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To 0.138
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J.S. Seismic Design Maps
https://seismicmaps.orgf
Lot 129 - Hideaway, La Quinta
Latitude, Longitude: 33.6681, -116.2548
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Hideaway Golf Club
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Date
Design Code Reference Document
Risk Category
Site Class
Type Value
Ss 1.502
via Portofino
Via Porto ffoo
1/1612020, 8:23:14 AM
ASCE7-16
IV
D - Stiff Soil
Description
MCER ground motion. (for 0.2 second period)
Si 0.616 MCER ground motion. (for 1.0s period)
SMS 1.502 Site -modified spectral acceleration value
3M1 null -See Section 11.4.8 Site -modified spectral acceleration value
SDS 1.001 Numeric seismic design value at 0.2 second SA
Sol null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
OSHPD
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1 Site amplification factor at 0.2 second
PI/ null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.659 MCEG peak ground acceleration
FPGA 1,1 Site amplification factor at PGA
PGA 0.725 Site modified peak ground acceleration
TL 8 Long -period transition period in seconds
SsRT 1.8 Probabilistic risk -targeted ground motion. (0.2 second)
SsUH 1.989 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
Ss0 1.502 Factored deterministic acceleration value. (0.2 second)
S1RT 0.699 Probabilistic risk -targeted ground motion. (1.0 second)
S1 UH 0.787 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.616 Factored deterministic acceleration value. (1.0 second)
PGAd 0.659 Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS 0.905 Mapped value of the risk coefficient at short periods
`.: Map data fJ2020
1 of 3 1/16/2020, 8:23 AM
S. Seismic Design Maps https://seismicmaps.org/
Type Value
Description
CRt 0.888 Napped value of the risk coefficient at a period of 1s
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S. Seismic Design Maps https://seismicmaps.org/
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