09-1008 (SFD) Geotechnical InvestigationGEOTECHNICAL INVESTIGATION
PROPOSED CUSTOM RESIDENCE
LOT 25-A
'I'1-:I.E MADISON CLUB
LA QUINTA, CALIFORNIA
prepared By-
Sladden Engineering
77-725 Enfield Lane, Suite 100
Palm Desert, California 92211
(760) 772-3893
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OC�T � 2009
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GEOTECHNICAL INVESTIGATION
PROPOSED CUSTOM RESIDENCE
LOT 25-A
'I'1-:I.E MADISON CLUB
LA QUINTA, CALIFORNIA
prepared By-
Sladden Engineering
77-725 Enfield Lane, Suite 100
Palm Desert, California 92211
(760) 772-3893
FH�
OC�T � 2009
ke .
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Sladden Engineering
77-725 Enfield Lane, Suite 100, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-389,5
6782 Stanton Avc., Suite A. Bucna Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
450 Egan Avenue, Beaumont, CA 92223 (951) 845.7743 Fax (951) 845-8863
June 25, 2008
Cox, Castle, & Nicholson, I:,LP
2049 Century .Park East, 28th Floor
Los Angeles, California 90067
Attention: Mr. John Nicholson
-Project: Proposed Custom Residence
The Madison Club, Lot 25-A
La Quinta, California
Subject: Geotechnical Investigation
Project No. 544-08147
08-06-348
Presented herewith is the report of our Geotechnical Investigation conducted for the construction of the
prupused single-family residence to be located on Lot 25-A within The Madison Club developtinent'tn'the
City of La Quinta, California. The investigation was performed to provide recommendations for''site
preparation and to assist in foundation design for the proposed residential structure and the related site
improvements.
This report presents the results of our field investigation and laboratory tests along with conclusions and
recommendations for foundation design and site preparation. This report completes our original scope of
services as outlined within our proposal dated June 10, 2008.
We -appreciate the opportunity to provide service to you on this project. 'If you have any questions
regarding, this report, please contact the undersigned �1
Respectfully submitted,
SLADDEN ENGINEERING
Nicholas S. Devlin
Engineer
SER/nd
Copies: 6/Cox, Castle, & Nicholson, LLP
Brett L. Anderson
Principal Engineer
L.
No. C 45380
C 45389 ) "S
92010
GEOTECHNICAL INVESTIGATION
CUSTOM RESIDENCE
LOT 25-A
THE MADISON CLUB
LA QUINTA, CALIFORNIA
June 25, 2008
TABLE OF CONTENTS
INTRODUCTION...................................................................
SCOPE, OF WORK ...........................
PROTECT DESCRIPTION
.................... 1
GEOLOGY AND SEISMICII'Y.......................................................................................................... 1
2007 California Building Code (CI3C) Seismic Design Parameters ................ 2
SUBSURFACE, CONDITIONS ................ ...
LIQUEFACTION..........................................................................................................................,............ 3
CONCLUSIONS AND RECOMMENDATIONS................................................ 4
Foundation Design........................................................................... .........................
4
Settlement ........4 ...............
5
Lateral Design ........................... ........... ........... ...................
..:
Retaining Walls...................................................................................................... S
Expansive Soil............................................................................................. 5
ConcreteSlabs-on-Grade................................................................................. ........................... 6
Soluble Sulfates .....................
6
Shrinkage and Subsidence....................................................................................................
General Site Grading...................................................................................................................... 6
6
I. Site Clearing...... I ... I..............................................................
6
2. Preparation of Basement Areas ..................... .....
3. Preparation of At Grade Building and Foundation Areas ...................... ...................... 7
4'. Placement of Compacted Fill ................................................... .
5. Preparation of Slab and Pavement Areas .............. 7
6. Tests and Inspection...............................................................
GENE12A............ 7
L
REFFRENCES...................................................................... . .....................:................................ 8
........................................................................ 9
APPENDIX A - Site Plan and Bore Logs
Field Exploration
APPENDIX B - Laboratory Tests
Laboratory Test Results
APPENDIX C - Seismic Hazards Map
Seismic Analyses Output Data
APPENDIX D - Retaining Wall Seismic Load Analyses
June 25, 2008 -1- Project No. 544-08'147
08-06-348
INTRODUCTION
This report presents the results of our Geotechnical Investigation performed to provide specific
recommendations for site preparation and to assist in the design and construction of the foundations for
the proposed residential structure. The project site is located on Lot 25-A within The Madison Club
development in the City of La Quinta, Califomia, The preliminary plans indicate that the proposed
project will include a single-family residence with a partial basement area along with various associated
site improvements. The associated site improvements are expected to include a swimming pool, concrete
walkways, patios, driveways, and pool decking, underground utilities, and landscape areas. This report
is intended to, supplement the geotechnical reports previously prepared for the Madison Golf Club
development.
SCOPE OF WORK
The purpose of our investigation was to determine certain engineering characteristics of the near surface
soil on the site to develop recommendations for foundation design and site preparation. Our
investigation included previous report review, field exploration, Iaboratory tests, literature review,
engineering analysis and the preparation of this report. Evaluation of hazardous materials or other,
environmental concerns was not within the scope of services provided. Our investigation was performed
in accordance with contemporary geotechnical engineering principles and practice. We do not make
other warranty, either express or implied.
PROJECT DESCRIPTION
The project site is located on Lot 25-A within The Madison Club development in the City of La Quinta,
California. It is our understanding that the project will consist of a single-family residence along with
various associated site improvements. It is our understanding that the proposed residential structure will
be of relatively lightweight wood -frame construction and will be supported by conventional shallow
spread footings and concrete slabs on grade. The associated improvements will include.a swimming
pool, concrete walkways, driveways, pool decking, and patios, landscape areas and various underground
utilities.
The majority of the subject site is presently vacant and the lot has been previously graded during
construction of the surrounding Madison Club residential development and golf course. The ground
surface is covered with dry turf. The adjacent lot south of the site is currently vacant. Ross Avenue forms
'the eastern site boundary and a cart path forms the northern site boundary. The property is level
throughout and is near the elevation of the adjacent properties and roadways. The existing golf course
forms the western site boundary. There are underground utilities along the existing roadways and
servicing the adjacent lots. ,
Based upon our previous experience with lightweight structures, we expect that isolated column loads
will be less than 50 kips and wall loading will be less than to 5.0 kips per linear foot. Grading is expected
to include minor cuts and fills to match the nearby elevations to accommodate site drainage. This does
not include excavation of the partial basement area and removal and recompaction of the bearing soil
within the building areas. If the anticipated foundation loading or site grading varies substantially from
that assumed the recommendations included in this report should be reevaluated.
Sladden Engineering.
June 25, 2008 _z -
Project No. 544-08147
08-06-348
GEOLOGY AND SEISMICITY
The project site is located within the central Coachella Valley that is part of the broader Salton Trough
geomorphic province. The Salton Trough is a northwest trending depression that extends from tl lc .Gulf
of California to the Banning Pass. Structurally the Salton Trough is dominated by several northwest
trending faults, most notable of that is the San Andreas system.
A relatively thick sequence of sedimentary rock has been deposited in the Coachella Valley portion of the
Salton Trough from Miocene to present times. The sediments are predominately terrestrial in nature with
some lacustrian and minor marine deposits. The mountains surrounding the Coachella Valley are
composed primarily of Precambrian metamorphic and Mesozoic granitic rock.
The Coachella Valley is situated in one of the more seismically active areas of California, The San
Andreas Fault zone is considered capable of generating a.maximum credible earthquake of magnitude 8.0
and because of its proximity to the project site it should be considered in design fault for the project.
Based on our review of published and unpublished geotechnical maps and literature pertaining to site,
the San Andreas (Southern) Fault (approximately 10.0 kilometers or 6.6 miles to the northeast of the site)
would probably generate the most severe site ground motions with an anticipated maximum moment
magnitude (M.y) of 7.4. In addition to the San Andreas (Southern) Fault, the San Jacinto (Anna) Fault
presents a ground rupture hazard and is Ideated approximately 31.6 kilometers or 19.6 miles to the
southwest of the site with an anticipated maximum moment magnitude (M.y) of 7.2,
The site has been subjected to past ground shaking by faults that traverse through the region. Strong
seismic shaking from nearby active faults is expected to produce strong seismic shaking during the
design life of the proposed project. A probabilistic approach was employed to the estimate ,the peak
ground acceleration (amax) that could be experienced at the site. Based on the USGS Probable..Kazard
Curves (USGS, 2008) the site could be subjected to ground accelerations on the order of 0.53 percent
gravity (%g). The peak ground acceleration at the site is judged to have a 475 year return period and a 10
percent chance of exceedence in 50 years.
2007 California Building Code (CBC): According to the 2007 CBC every structure, and portion thereof,
including non-structural components that are permanently attached to structures and their supports and
attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance
With ASCE7 (ASCE, 2006), excluding Chapter 14 and Appendix 11A. The seismic design category for a
structure may be determined in accordance with Section 1613 of the 2006 IBC or ASCE7. According to the
2006 IBC, Site Class D may be used to estimate design seismic loading for the proposed structure. The
period of the structure should be less than Iii second. This assumption should be verified by the project
structural engineer. The 2007 CBC Seismic Design Parameters are summarized below.
Occupancy Category (Table 1604.5): it
Site Class (Table 1613.5.5): D
Ss (Figure 1613.5(3)): 1.500g
S1 (Figure 7.613.5(4)): 0.6008
Fa (Table 1613.5.3(1)):1.0
Fv (Table 1613.5,3(2)):1.5
Sladden Engineering
.)une 25, 2008
-3- Project No. 544-08147
08-06-348
Suis (Equation 16-37 (Fa X Ssl):1.50og
Sml. (Equation 16-38 Tv X SID: 0.900g
SDs (Equation 16-39 12/3 X Sins)): 1.000g
SW (Equation 16-4012/3 X Sm7 }): 0.600g
Seismic Design Category based on SDs ('fable 1613.5.6(1)): D
Seismic Design Category based on SDI (Table 1613.5.6(2)): D
The site is not located in any Earthquake Fault zones as designated by the State but is mapped in the
County's Liquefaction and Cround Shaking Hazard Zone V. Several significant seismic events have
occurred within the Coachella Valley during the past 50 years. The events include Desert Hot Springs -
1948 (6.5 Magnitude), Palm Springs - 1986 (5.9 Magnitude), Desert Hot Springs - 1992 (6.1 Magnitude),
Landers -1992 (7.5 Magnitude) and Big Bear - 1992 (6.6 Magnitude).
SUBSUI(FACE CONDITIONS
The soil underlying the site consists primarily of engineered fill soil overlying native fine-grained silty
sand with scattered thin interbedded sandy silt and silty clay layers. The surface soil consists of
engineered fills placed during the previous rough grading. Silty sand was the most prominent soil
within our exploratory bores but several relatively,thin sandy silt layers were also encountered.
The engineered fill and native soil encountered near the existing ground surface appeared dense but
some of the underlying native silty sand and sandy silt layers appeared somewhat loose. Relatively
undisturbed samples indicated'dry density varying from 92.0 to 1252 pcf.. Sampler penetration resistance
(as measured by field blowcounts) indicates dense conditions within the surface fill soil and that density
generally increases with depth within the underlying native soil. The site soil was dry on the surface anis
moist below a depth of approximately 5 feet and the silty layers were typically moist. Laboratory tests
indicated moisture content varying from 0.8 to 16.4 percent.
Laboratory tests indicate that the surface soil consists primarily of silty sand. Expansion tests indicate
that the surface silty sand is generally non -expansive and is classified as "very low' expansion category
soil in accordance with 2007 CBC standards.
Croundwater was not encountered within our bores that extended to depths of approximately 51 feet
below the existing ground surface. Groundwater should not be a factor in design and construction.
LIQUEFACTION
Uquefaction occurs with sudden loss of soil strength because of rapid increases in pore pressures within
cohesionless soil as a result of repeated cyclic loading during seismic events. Several conditions must be
present for liquefaction to occur including, the presence of relatively shallow groundwater_ generally
loose soil conditions, the susceptibility of soil to liquefaction based upon grain -size characteristics and the
generation of significant and repeated seismically induced ground accelerations. Liquefaction affects
primarily loose, uniform grained cohesionless sand with low relative densities.
Sladden Engineering
June 25, 2008 -4_
Project No. 544-081.47
08-06-348
In the case of this project site, several of the factors required for liquefaction to occur are absent. As
previously indicated; groundwater was not encountered within our exploratory bores that extended to a
maximum depth of approximately 51 feet below the existing ground surface on the site. Because of the
surface -to -groundwater depth, specific liquefaction analyses were not performed. Based upon the
surface -to -groundwater depth, the potential for liquefaction and related surficial affects of liquefaction
impacting the site are considered negligible.
CONCLUSIONS AND RECOMMENDATIONS
Based upon our field investigation and laboratory tests, it is our opinion that the proposed single-family
residence is feasible from a soil mechanic's standpoint provided that the recommendations included in
this report are considered in building foundation design and site preparation. Because the lot has been
previously rough graded, the remedial grading recommended at this time expected to be is limited to the
possible subterranean levels as well as the swimming pool/outdoor living area. We recommend that
remedial grading within the proposed building areas include overexeavation and reeompaction of the
primary bearing soil within the basement areas and the weathered surface soil within the at grade
portions of the residence. Specific recommendations for site preparation are presented in the Site
Grading section of this report.
As previously stated, groundwater was not encountered within our bores and groundwater is in excess of.
50 feet below the existing ground surface in the vicinity of the site. Because of the surface -to -
groundwater depth, specific liquefaction analyses were not performed. Based upon the surface -to -
groundwater depth, the potential for liquefaction and related surficial affects of liquefaction impacting
the site are considered negligible.
The site is located in one of the more seismically active areas in California. Design professionals should
be aware of the site setting and the potential for earthquake activity during the anticipated life of the
structure should be acknowledged. The accelerations that may be experienced on the site (as previously
discussed) should be considered in design. The seismic provisions included in the 2007 CBC should be
considered the minimum design criteria.
Caving did occur within our bores and the potential for caving should be expected within deeper
excavations. All excavations should be constructed in accordance with the normal CalOS14A excavation
criteria: On the basis of our observations of the materials encountered, we anticipate that the near surface
silty sand will be classified by CalOSI-iA as Type C. Soil conditions should be verified in the field by a
"Competent person" employed by the Contractor.
The near surface soil encountered during our investigation was found to be non -expansive. Laboratory
tests indicated an 'Expansion Index of 15 for the surface silty sand that corresponds with the "very low"
expansion category in accordance with 2007 CBC standards.
Sladden Engineering
June 25, 2008
5- Project No. 544-08W
08-06-348
The following recommendations present more detailed design, criteria that have been developed on the
basis of our field and laboratory investigation. The recommendations are based upon non -expansive soil
criteria.
Foundation Design: The results of our investigation indicate that either conventional shallow
continuous footings or isolated pad footings that are supported upon properly compacted soil,
may be expected to provide adequate support for the proposed residential structure foundations.
Building pad grading should be performed as described in the Site Grading Section of this report
to provide for uniform and firm bearing conditions for the structure foundations.
Footings should extend at least 12 inches beneath lowest adjacent grade. Isolated square or
rectangular footings should be at least two feet square and continuous footings should be at least
12 inches wide. Continuous footings may be designed using an allowable bearing value of 1500
pounds per square foot (psf) and isolated pad footings may be designed using an allowable
bearing pressure of 1800 psf. 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 allowable bearing pressures are applicable to
dead and frequently applied live loads. The allowable bearing pressures may be increased by 1/3
to resist wind and seismic loading. Care should be taken to see that bearing or subgrade soil is
not allowed to become saturated from the ponding of rainwater or irrigation. Drainage from the
building area should be rapid and complete.
The recommendations provided in the preceding paragraph are based on the assumption that all
footings will be supported upon properly compacted engineered fill soil. All grading should be
performed under the tests and inspection of the Soil Engineer or his representative. Prior to the
placement of concrete, we recommend that the footing excavations be inspected in order to verify
that they extend into compacted soil and are free of loose and disturbed materials.
Settlement: Settlement resulting from the anticipated foundation loads should be.minimal
provided that the recommendations included in this report are considered in foundation design
and construction. The ultimate settlement is estimated to be approximately 1 inch when using
the recommended bearing values. As a practical matter, differential settlement between footings
On be assumed as one-half of the total settlement.
Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at
the base of the slabs or foundations and passive earth pressure along the sides of the foundations.
A coefficient of friction of 0.40 between soil and concrete may be used with consideration to dead
load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may
be used for the sides of footings that are poured against properly compacted native or approved
non -expansive import soil. Passive earth pressure should be ignored within the upper I foot
except where confined (such as beneath a floor slab).
Sladden Engineering
June 25, 2008
:6- Project No. 544-083.47
08-06-348
Retaining Walls: Retaining walls may be necessary to accomplish the proposed construction.
Lateral pressures for use in retaining wall design can be estimated using an equivalent 'fluid
weight of 35 pcf for level free -draining native backfill conditions. For walls that are to be
restrained at the top such as the basement walls, the equivalent fluid weight should be increased
to 55 pcf for level free -draining native backfill conditions. Backdrains should be provided for the
full height of the walls.
Seismic Conditions- A "seismic' pressure of 3.2 kips/ft acting at a distance of OAH (H = height of
the wall in feet) from the bottom of the wall for drained level native backfill soil may be utilized
for the design of earth retaining walls. A detailed summary of our retaining wall loading
calculations is in included within Appendix D of this report.
ExpansiveSoil: Because of the prominence of "very low" expansion category soil near the
surface, the expansion' potential of the foundation bearing soil should not be a'controlling factor
in foundation or floor slab design. Expansion potential should be reevaluated subsequent'ty'
grading.
Concrete Slabs -on -Grade: All surfaces to receive concrete slabs-on=grade should be underlain by
a Minimum compacted non -expansive fill thickness of 24 inches, placed as described in- the Site
Grading Section of this report. Where slabs arc to receive. moisture sensitive floor coverings or
where dampness of the floor, slab is not desired, we recommend the use of an appropriate vapor
retarder or an adequate capillary break, Vapor retarders should be protected by sand on top -and
bottom -to "reduce the possibility of puncture and to aid in obtaining uniform concrete curing,
Reinforcement of slabs -on -grade to ,resist expansive soil pressures should not be necessary.
However, reinforcement will have a beneficial effect in containing cracking because of concrete
shrinkage. 'Temperature and shrinkage related cracking should be anticipated in all concrete
slabs -on -grade. Slab reinforcement and the spacing of control joints should be determined by the
Structural Engineer.
Soluble Sulfates; The soluble sulfate concentrations of the surface soil have'been determined to
be 1,200 ppm that is considered to be potentially corrosive with respect to concrete. The use of
Type V cement and specialized sulfate resistant concrete mix designs may be necessary for
concrete in contact with the native soil. Sulfate concentrations should be reevaluated after
subsequent grading.
Shrinkage and Subsidence; Volumetric shrinkage of the material that is excavated and replaced
as controlled compacted fill should be anticipated. Because the surface soil consists of compact
engineered fill, we expect that shrinkage should be less than 10 percent. Subsidence of the
surfaces that are scarified and compacted should be less than 1 tenth of a foot. This will vary
depending upon the type of equipment used, the moisture content of the soil at the time of
grading and the actual degree of compaction attained. The values for shrinkage and subsidence
are exclusive of losses that will occur because of the stripping of the organic material from the
surface and the removal of unsuitable material.
gladden Engineering
June 25, 2008
-7_ Project No. 544408147
08-06-3.48
General Site Grading, All grading should be performed in accordance with the grading
ordinance of the City of La Quinta, California. The following recommendations have been
developed on the basis of our field and laboratory tests and are intended to provide a uniform
compacted mat of soil beneath the building slabs and foundations.
Z. Site Clearing: Proper site clearing will be very important. The existing vegetation
abandoned irrigation lines should be removed from the proposed building areas and the
resulting excavations should be properly backfilled. Soil that is disturbed during site
clearing should be removed and replaced as controlled compacted fill under the direction
of the Soil Engineer.
2. Preparation of Basement Areas: In order to provide adequate and uniform bearing
conditions, we recommend overexcavation and recompaction throughout the basement
areas. The basement areas should be overexcavated to a depth of at least 3 feet below the
bottom of the footings. The exposed soil should then be scarified to a depth of at least 1
foot, moisture conditioned and recompacted to at least 90 percent relative compaction.
The excavated material may then be replaced as engineered fill material as recommended
in item 4, below.
3. Preparation of At -Grade Building. and Foundation Areas: The weathered surface soil
should be scarified to a depth of at least 1. foot moisture conditioned and recompaeted to
at least 90 percent relative compaction. The excavated material may then be replaced as
I
fill material as recommended below.
4. Placement of Compacted Fill: Within the building pad areas, any new fill material
should be spread in thin lifts, at near optimum moisture content and compacted to a
minimum of 90 percent relative compaction. Imported fill material shall have an
Expansion Index not exceeding 20.
The contractor shall notify the Soil Engineer at least 48 hours in advance of importing soil
in order to provide sufficient time for the evaluation of proposed import materials. The
contractor shall be responsible for delivering material to the site that complies with the
project specifications. Approval by the Soil Engineer will be based upon material
delivered to the site and not the preliminary evaluation of import sources.
Our observations of the'materials encountered during our investigation indicate that
compaction within the native soil will be most readily obtained by means of heavy
rubber tired equipment and/or sheepsfooi compactors. The moisture content of the near
surface soil was somewhat inconsistent within our bores. In general, the sandy soil is dry
and well below optimum moisture content but some of the deeper silt layers were wet. It
is likely that wet silt/clay layers will be encountered during grading particvlarly'in
irrigated areas where deep cuts are planned, A uniform and near optimum moisture
content should be maintained during fill placement and compaction.
Sladden Engineering
June 25, 2008 -8- Project No. 544=08147
08-06-348
5. Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or
exterior concrete slabs -on -grade, should be underlain by a minimum compacted fill
thickness of 12 inches. This may be accomplished by a combination of overexcavation,
scarification and recompaction of the surface, and replacement of the excavated material
as controlled' compacted fill. Compaction of the slab and pavement areas should be to a
minimum of 90 percent relative compaction,
6. Tests and Inspection: During grading tests and observations should be performed by
the Soil Engineer or his representative to verify that the grading is being performed in
accordance with the project specifications. Field density tests _shall be performed in
accordance with applicable ASTM test standards.
The minimum acceptable degree of compaction shall be 90 percent of the maximum dry
density as obtained by the ASTM. D1.557-02 test method. Where tests indicate insufficient
density, additional compactive effort shall be applied until. retests indicate satisfactory
Compaction.
GENERAL
Tlu, findings and recommendations presented in this report are based upon an interpolation of the soil
conditions between bore locations and extrapolation of the conditions throughout the proposed building
area. Should conditions encountered during grading appear different -than those indicated in this report,
this office should be notified.
This report is considered to be'applicable for use by Cox, Castle, & Nicholson, LLP for the specific'site
and project described herein. The use of this report by other parties or for other projects is not
authorized. The recommendations of this report are contingent upon monitoring of the grading
operations by a representative of Sladden Engineering. All reeommendations' arc considered to be
tentative pending our review of the grading operations and additional tests, if indicated. if others are
employed to perform any soil tests, this office should be notified prior to such tests to coordinate any
required site visits by our representative and to assure indemnification of Sladden Engineering.
We recommend that a pre -job conference be held on the site prior, to the initiation of site grading. The
purpose of this meeting will be to assure a complete'understanding of the recommendations presented in
this report as they apply to the actual grading performed.
Sladden Engineering
June 25, 2008 -9- Project No. 544-08147
08-06-348
REFERENCES
ASC -8 Journal of Geotechnical Engineering Division, April 1974.
Boore, Joyner and Fumal (1994) Estimation of Response Spectra and Peak Accelenitions from North American
Earthquakes, U. S. Geological Survey, Open File Reports 94-127 and 93-509.
Finn, W. E. Liam, (1996) Evaluation <f Liquefaction Potential for Different Earthquake Magnitudes arid Site
Conditions, National Center for Earthquake Engineering Research Committee.
Joyner and Boore, (1988) Measurements, Characterization and Prediction of Strong Ground Motion, ASCF.
Journal of Geotechnical Engineering, Special Publication No. 20.
Led & Aibaisa (1974) `'Earthquake Induced Settlement in Saturated Sands".
Seed and Idriss (1982) Ground Motions and Soil Liquefaction During Earthquakes, Earthquake Engineering
Research Institute Monograph.
Seed, Tokimatsu, Harder and Chung, (1985), Influence of SPT procedures in Soil Liquefaction Resistance
Evaluations, ASCE journal of Geotechnical Engineering, Volume 111, No. 12, December.
Rogers, Thomas 1-I., Geologic Map of California, Santa Ana Map Sheet.
Riverside County, 1984, Seismic Safety Element of the Riverside County General Plait
Sladden Engineering
APPENDIX A
Site Plan
Bore Logs
APPENDIX A
FIELD EXPLORATION
For our field investigation, 4 exploratory bores were excavated on June 12, 2008 using a truck mounted
hollow stem auger rig (Mobile B-61) in the approximate locations indicated on the site plan included in
this' appendix; Continuous logs of- the materials encountered were prepared on the site by a
representative of Sladden Engineering. Bore logs are included in this appendix.
Representative undisturbed samples were obtained within our bore by driving a thin-walled steel ,
penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a
140 pound hfammer dropping approximately 30 inches (ASTM D1586), The number of blows required to
drive the samplers 18 inches was recorded (generally in 6 inch increments). BlowcoUnts are indicated on
the bore log.
The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of
2.5 inches. The standard penetration samplers arc 2.0 inches in diameter with an inner diameter of 1.5
.inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers
in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation
spoils and samples were then transported to our laboratory for further observations and tests.
SITE PLAN WITH APPROXIMATE BORE HOLE LOCATIONS
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SCALE: As Shown MAP SOURCE: Client
LEGEND
JOB NAME: Lot 25A Madison Club
® APPROXIMATE BORE HOLE LOCATION
JOB NO. 544-08547
NORTH
REPORT NO: 08-06-348
Sladden Engineering
Proposed Single -Family Residence
Lot 25-A Madison Club, La Quinta
Date: 6/12/2008 Bore No. 1. Job Number: 544-08147
g
CL
�
al
. Description
�,
-R A
Remarks
tificial Fill Soil 10-14 Fcct
-
9/17/23
Sandy Silt with Silty Sand: Finc Grained
ML
11.75
14.3
52.7
Greyish Brown in color
5
7/13/21
Sandy Silt
ML
109.7
16.4
61.0
�cyish Brown in color
10
9/1826
Silty Sand: Finc Graincd and Sandy Silt
SM
111.3
13.4
46.3
Greyish Bmwn in Olor
15
61776
Silty Sand: Finc Grainud
SM
105.0
6.7
23.8
Light Brown in color
v�
20
4/7/8
Silty Sand: Fine Grained and Sandy Silt
SM
92.0
7.7
'44.1
Grcyish Brown in color
25
_
'
I
5/7/10
Silty Sand; Finc Grained
SM
98.1
9.8
24.1
Gr cyit;h BTUwn in color
i
30
518/10
Sandy Silt and Silty Sand: Finc Grained
M L
104.4
15.1
52.9
Ycllowisb Brown in color
35
8/8/13
Sandy Silt and Silty Sand: Fine Granted
ML
101.2
12.0
53.8
Yellowish Brown in color
40
12/19/19
Sand: Fine Grained
'SP
104.6
3.3
6.3
Light Grey in color
Note: 11c stratification lines
represent the appiroicimatc
45
'
14/1621
Sand; Finc Grainod
SP
108.6
0.8
10.0
boundarics between the soil
(Light. Grcy in color)
types; the transition may be
-
gradual. .
Depth = 51 Foet
1 jTotal
50
10/17/18
Silty Sand: Fine Grained
SM
106.8
2.5
18.3 laroundwatcr
not rncountcrcd
- .
(Light Grey in color)
18odrock
not encountered
Sladden Enginccring
Proposed Single -Family Rcsidence
Lot 25-A Madison Club, La uinta
Date:. . 6/12/2008 Bore No. 2 Job Number: 54408147
0
A.
'PI U
N
pa
DescritionCA)
a
G
o
Remarks
0
Artificial Fill Soil –10 Feet
-
14/20/24
Sandy Silt
ML
-112.6
15.7
61.3
Greyish Brown in oblor
S
3
11/14/22
Silty Sand: Fine Grained and Silt
SM
110.8
11.7
40.6
reyish Brown in color
10
11/17/22
Silty Sand: Fine Grained and Sandy Silt
SM
117.3
10.5
45.3
reyish Brown in color
15
s,
14/21/22
Silty -Sand! Fine Grained
SM
108.1
3.7
12.0
reyish Brown in color
I �
'
20
y
8/10/15
Silty Sand: Fine Grained
SM
102.2
4.0
15.5
Greyish Brown in color
_
� h
25
7/10/14, 1
Silt Sand:.Fine Criiincd
SM
102.7
11.0
23.6
ish Brown in color.
30 Cal iforitia Split-Apoon Sample otal Dopth —25 poet
Bedrock not 6nuountaod
Unrecovered Sample Groundwater not encountered
Stiindwtl Pmetrntion 'fest Sainplc
35
40 Note: The stratification Linc, foreseatt the dpproxiritatc
- boundaries between the soil types; the transition may be
grad ual.
45
50 .
Sladden Engineering
Proposed Single-family Residence
_ . .. Lot 25-A Madison Club, La Quinta
Date: 6/12/2008. illare No. 3 Job Number: 544-08147
0
�E
a
I
Dtscri tion .
en
:9
o
Remarks,
0
'l
.
rtificial Fill Soil --6 Feet
-
11/17/19
Silty Sand: Fine Grained and Silt
SM
116.7
11.5
42.1
Gicyish Brown in color
5
11/13/17
Silty Sand: Fine Grained and Sandy Silt
SM
119.0
11.7
43.4
reyish Brown in color
10
13/19/30
Silly SanJ: Finc Gruinod and Silt
SM
114.4
10.7
40.3
Grcyish Brown iii color
15
_
y, '
1
1820/22
Silty Sand: Finc Graincd
SM
107.7
2.8
16.6
Light Grey in color
20
7/11112
Sandy Silt
ML
97,5
9.6
61.4
YcIlowish Brown in color
25
::
5/7/12. .
Sand: Finc Giainod
SP
99.8
3.1
6.0 11YOlowish
Biown in cold
30
Califotnia Split -spoon Sample
Total Depth =-25 Feet
edrmk not encountered
-
-
Unrixovcrcd Sample
I
Groundwater not encountered
-
Standard Penetration Tcst Sample
35
40
Note: The stratification lines reprme nt the appioximatc
-
bciundarics btxwccn the soil types; the transition may be
_
gradual
45
,
50
--
1
Sladdcn Engineering
Proposed. Single -Family Residence
Cot 25-A Madison Club, La Quinta
VAtc:.
6/12/2008
Bore No. 4
Job Number:,
544 -0
g
A-
.. Ch . U..
Description .
r;,
Remark.
0
Is
Artificial Fill Soil –5 poet
-
13/22/23
Silty Sand: Fine Grained
SM
111.0
13.8
29.1
Dark Ycllowish Brown ,
5
8/14120
Silty Sand: Fine Grained
SM
113.5
15.4
31.9
Dark Yellowish Brown
10
1426/30
Sanely Silt
ML
125,5
12.3
50:3
Grcyish Brown in color
15
i
14/23/40
Silty Sand: Fine Grained
SM
106.5
3.8
19.3
Greyish Brown in color
i
20
8/10/14
Silty Sand: Fine Grained
SM
95.8
6.6
39,4
Ycllowish Brown in color
-
I
25
979110
Sill Sand: Fine Gruincd
SM
106.1
13.3
33.2
jriqi,h Brown in color
30
California Split -spoon Sample
Total Dcpth —25 Feet
•
Bedrock not encountered
•
Unrecovered Sanple
Groundwater not encountered
-
Sandi" Pcnet'nAtion 1r4*t Snrriplc
35
40
Note: The stralificaiiim IincZ mprWimt the appruximutc
boundaries between the soil types; the transition may be
E
45
50
Sladden Engineering
I wo
SP SM ML CL GM/GC
Caldiimia Splil-Spoon Sample
I
Unnxovcrod Samplc
Standard Penctration Test (SPT) Sample
Sladden Enginccring
u
APPENDIX B
Laboratory Tests
Laboratory Test Results
APPENDIX B
LABORATORY TESTS
Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our
laboratory for additional observations and tests. Laboratory tests were generally performed in two phases. Me first
phase consisted of tests to determine the compaction of the existing natural soil and the general engineering
classifications of the soil underlying the site. These tests were performed to estimate the engineering characteristics
of the soil and to serve as a basis for selecting samples for the second phase of tests. The second phase consisted of
soil mechanics tests. These tests include consolidation, shear strength and expansion tests that were performed to
provide a means to develop specific design recommendations based on the mechanical properties of the soil.
CLASSIFICATION AND COMPACTION TESTS
Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured to
determine its unit weight. A small portion of each sample was then subjected to tests to determine its moisture
content. This was used to determine the dry density of the soil in its natural condition. The results of this test are
shown on the Bore logs.
Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum
density determinations. This test was performed in accordance with the ASTM Standard D1557-91, Test Method A.
The results of this test are presented graphically in this appendix. The maximum densities are compared to the field
densities of the soil to determine the existing relative compaction to the soil. This is shown on the Sore Logs, and is
useful in estimating'thc strength and compressibility of the soil.
Cla-ssification Tests': Soil samples were selected for classification tests: 'The'se'tests consist of"mechinical grain size
analyses and Atterberg Limits determinations.' These provide information' for developing classifications for the soil
in accordance with the Unified Classification System. This classification system catcgor9zes the soil' into groups
having similar engineering characteristics: The results of this test are very usehil for'detecting variations in the soil
and for selecting samples for further tests.`
SOIL MECHANIC'S TESTS
Direct Shear Tests: One bulk sample was setected for Direct Shear testing. This test measures the shear strength of
the soil under various normal pressures and .is used in developing parameters for foundation design and lateral
design. Tests were performed using recompacted specimens that were saturated prior to tests. Tests were performed
using a strain controlled apparatus with normal pressures ranging from 800 to 2300 pounds per square foot.
Expansion 'tests: One bulk sample was select.ed for Expansion testing. Expansion tests were performed in
accordance with the UBC Standard 18-2. This test consists of remolding 4 -inch diameter by 1 -inch thick specimens to
a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected
to a surcharge of 144 pounds per square foot and allowed to reach equilibrium, At that point the specimens are
inundated with distilled water. The linear expansion is then measured until complete.
Consolidation Tests: Two relatively undisturbed samples were selected for consolidation testing. For this testi; one -
inch thick test specimens are subjected to vertical loads varying from 575 psf to 11520 psi applied progress ively..The
consolidation at each load increment was recorded prior to placement of each subsequent load. The specimens were
saturated at the 575 psf or 720 psf load increment.
Sladden Engineering
450 Egan Avenue, Beaumont CA 92223 (951) 845-7743 Fax (951) 845-8863
Maximum Density/Optimum Moisture
ASTM D698/D1557
Project Number: 522-08147 June 24, 2008
Project Name: Lot 25A - Madison Club
Lab TD Number: LN6-08282 ASTM D-1557 A
Sample Location: BH -1 Bulk 1@ 0-5' Rammer Type: Machine
Description: Gray Brown Sandy Silt
Maximum Density: 116.5 pef
Optimum Moisture: 13.5%
Sieve Site % Retained
3"
] /4
3/8"
#4
14,5
140
135
130
115
Fmm�
LEM �===11
i
Sg =2.65, 2-701-7 -75% 1
ME
1
ILE
u
R'
mm
=W" qh,
MEN
US
a.
5 10 15 20 25
Moisture Content,,%
Buena Park - Palm Desert - Hemet
r 9
j
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM C117 & C136
Project Number:
522-08147
June 24.2008
Project Name:
Lot 25A - Madison Club
Lab 1D Number:
LN6-0'8282
Sample ID:
BH -1 Bulk 1@ 0-5'
Sieve
Sieve
Percent
Size, in
Size, mm
Passing
2"
50.8
100.0
1 1./2"
38.1
100.0
1 "
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
1.00.0
3/8"
-,9.53
100.0
#4
4.75
100.0
#8
2.36
100.0
til6
1.18
99.8
#30
0.60
99.4
j
#50
0.30
96.4
#100
0.15
82.6
#200
0.075
59.5
uucua 1 aan - i a1i11 11"G3G11 - r1G11101
Sladden Engineering - f
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM CI 17 & C136
Project Number: 522=08147 June 24, 2008
Project Name: Lot 25A - Madison Club
Lab ID Number: LN6-08282
Sample 1D: 13H-2 #3 2 10' l
Sieve Sieve Percent
Size, in Size, mm Passing
1 " 25.4 100.0
3/4" 19,1 100.0
1/2" 12:7 100.0
3/8" 9.53 100.0
#4 4.75 100.0
#8 2.36 100.0
#16 1.18 99.8
#30 0.60 99.6
#50 0.30 97.2
#100 0.15 76.3
#200 0.074 45.3
100
JVI, J
70
en 60 —
El HIM
50 40.
I I G.. �1 -I i.. �... __..�._... .. . .. ........ �.. j
\'
30
I
20
10 --
_._- 'i ' i
100.000 10.000 1.000 0.100 0.010 0.001
Sieve Siz-'Mm
Buena Park • Palm Desert • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM 0117 & C136
Project Number:
522-08147
June 24, 2008
Project Name:
Lot 25A - Madison Club
Lab ID Number:
LN6=08282
Sample ID:
BH -3 #4 @ 15'
Sieve
Sieve
Percent
Sizc,.in
Size, mrn
Passing
1"
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
#8
2.36
100.0
#16
1.18
99.8
#30
0.60
99.5
450
0.30
91.1
#100
0.15
59.5
9200
0.074
16.6
Buena Park • Palm Desert - Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax(951)845-8863
Gradation
ASTM CI 17 &C136
Project Number 522-08147
Project Ndme:' Lot 25A - Madison Club
Lab ID Number: LN6-08282
Sample ID: BH -4 #5 @ 20'
Sieve
Sieve
Percent
Size, in
Size, mm
Passing
ill
25.4
100.0
3/4" _
19.1
100.0
1/2,
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
#8
2:36
100.0
#16
1.18
100.0
#30
0.60
99.8
#50
0.30
98.5
#100
0.15
88.6
#200
0.074
39.4
June 24, 2008
100.000
10.000 1.000 0.100 0.010 0.001
Sieve Size, mm
Buena Park - Palm Desert - Hemet
r r
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax(951)845-8863
Expansion Index
ASTM D 4829(UBC 29-2
Job Number: 522-08147
Job Name: Lot 25A - Madison Club
Lab TD Number: LN6=08282
Sample; ID: BH -1 Bulk 1 r@ 0-5'
Soil Description: Gtay Brown Sandy Silt
Wt of. Soil + Ring:
564.3
Wei ht of Rin :
188.8
Wt of Wet.Soil:
375.5
Percent Moisture;
12.0%
Wet Density, c.f-
113.8
Dry Denstiy, pef:.
101.6
Saturation: 49.2
EXDansion Rook # Z
Date/Time
6/20/2008
2:45 PM
Initial Reading
0.0000
Final'Reading
0.0151
Expansion Index 15
(Final - Initial) x 1060
Corrected Expansion Index 15
Buena Park • :Palm Desert • Hemet
June 24, 2008
I Direct Shear ASTM D 3080-90
(modified for unconsolidated, undrained conditions)
Job Nuanber 522-08147 June 24, 2008
Job Name Lot 25A - Madison Club Initial Dry Density: 104.8 pcf
Lab TD No. LN6-08282 Initial Mosture Content: 13.7 %
Sample 1D 1W.1 Bulk 1 c@ 0-5' Peak Friction Angle (0): 32°
Classification Gray. Brown Sandy Silt Cohesion (c): 180 psf
Sample Type Remolded @ 90% of Maximum Density
Test Results
1
2
3
4
Average
Moisture Content, %
22.4
22.4
22.4.
22.4
22.4
Saturation, % _
99.7
99.7
99.7
99.7
9.9.7
Norhial_Stress, psf
701
1,401
2,803 - .
. 5,605
Peak Stress, psf
592
1,097
1,886
3,662
ti
• Peak Stress .Linear (Peak Stress)
6000-
5500 _ ........ .._.—_
5000---
4500
000 -4500 -.._ —... -- ----- -
4000
3500 -
3000
2500 —
rn
2000 _ ........ -
1500 __...--......_........ ...... - —
1000--
500
000 50('1 _-
0
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000
Normal Stress, psf -
Direct Shear Sladden Fnj ineering Revised 12)03/62
Sledden Engineering
450 Egan Avenue; Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number.
522-08147
June 24, 2008
Job Name:
Lot 25A - Madison Club
Lab ID Nurirnber:
L146=08282
initial Dry Density, pcf.
105.5
Sample ID:
BH -1.#2 @ 5'
Initial Moisture, %:
16.4
Soil Description:
Gray Brown Sandy Silt w/Clay Seams
Initial Void Ratio:
0.581
Specific Gravity:
2.67 -
Hydrocollapse: 0.1% @ 0.702 ksf
% Change In Height vs Normal
Presssure Diagram
=0 Before Saturation
—O— A$cr Saturation
$- Rebound
--F hydro Consolidation
i=-
0.1 1.0 10.0 100.0
Normal Load (ksf
Buena Park • Palm Desert • Hemet
Sladden Engineering.
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
One Dimensional Consolidation
ASTM D2435 & 05333 .
Job Number: 522-08147. June 24, 2008
Job Name: Lot 25A - Madison Club
Lab ID Number: LN6-08282 Initial Dry Density, pef: 108.1
Sample ID: BH4 #2 @ 5' Initial Moisture, %: 15.4
Soil Description: Gray Brown Silty Sand w/Clay Seams Initial Void Ratio. 0.542
- S ecityc GCavi 2 67
p ty.
Change In Aelght vs Normal Presssure Diagram
—O -Before Saturation is After Saturation
--8— Rcbound -a= Hydro. Consolidation
0.1 1.0 10.0 100.0
Normal Load (ksl) -
Buena Park - Palm Desert 9 Hemet
E . , CR
Sladden Engineering
6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
77-725 Enfield Lane Suite 100, Palm Oeisert, CA 92211 (760) 772-3893 Fax (760) 772-3895
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
bate: June 25, 2008
Account No.: 544-08147
Customer: Cox, Castle & Nicholson; LLP
Location: Lot.25 Madison Club, L.Q
Analytical Report
Corrosion Series
pH Soluble Sulfates Soluble Chloride Min. Resistivity
per CA 643 per CA 417 per CA 422 per CA 643
ppm ppm ohm=crh
Lot 25A 8.9 1,200 210 750
BH@0=5' `
1
C Rpt 544-08147 062308
APPENDIX C
Seismic'Hazards Map
Seismic Analyses Output Data
C'' A T TFCIT?ATF A 1P A T rr it k f AD
1100
1000 '
9'00
800
700
600--
560
400
300 L
20'0
100 ~�� ITE
i
4
r•
-100 .
-400 -300 -200 -100 0 100 200 300 400 500 600
(fu %
ConterMinous 48 States
2006 International Building Code
Latitude = 33.6629 -
LongitUde = -116.247455
Spectral Response Accelerations Ss and Si
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv =1.0
Data are based on a 0.01 deg grid spacing
Period Sa
0.2 1.500 (Ss, Site Class B)
1.0 0.600 (S1, Site Class B)
Conterminous 48 States
2006 International Building Code
Latitude = 33.6629
Longitude = -116.247455
Spectral Response Accelerations SMs and SM1
SM.= FaSs and SM1 = FvS1
Site Class D - Fa = 1.0 ,Fv = 1.5
Period Sa Y
(sec) (g)
0.2 1.500 (SM. Site Class D)
1.0 0.900 (SMI, Site Class D)
Conterminous 48 States
2006 International Building Code
Latitude = 33.6629
Longitude = -116.247455
SDs = 2/3 x SM and SDI =.713 x SM1
Site Class D - Fa = 1.0 ,Fv =1.5
Period Sa
(sec) (g)
0:2 1.000 (SDs, Site Class D)
.1 .0 0.600 (SD1, Site Class D)
fo n io
Conterminous 48 States
2002 Data
Hazard Curve for PGS
Latitude = 33.6629
Longitude =
-116.247455 .
Data are based on a 0.05 deg grid spacing
Frequency of Exceedance values less than
1`E-4 should
be used with Caution.
Ground Motion Frequency of Exceedance
(9)
(Per year)
0.005
8.2792E-01
0.007
7.4366E-01
0.010
6.391 E-01
0.014
5.2044E-01
0.019
3.96616-01
0.027
2.8129E-01
6.038
1.8569E-01
0.053
1.1382E-01
0.074
6.6302E-02
"0.103
-3,7869E-02
0.145
2.1325E-02,
0.203
1.2434E-02
0.284
7.4508E-03
0.397
4.1678E-03
0.556
1.84866-03
0.778
5.7873E-04
1.090
1.1773E-04
1.520
1.3437E-05
2.130
5.3054E-07
Ground Motion Freq. of Exceed. Return Pd. P.E. Exp.,Time
(9} (per year) (years) % (years)
0.5268 2.1053E-03 475.0 10.00 50.0
APPENDIX D
Retaining Wall Seismic Load Analyses
a]
._DYNAMIC LATERAL FORCE - Vertical Wall with Level Backfill ((i-0 and 0--0)
PAE = (1/2)yHzKA + (3/8)yH2Kh**
PA E
Given:
(3. Slope of Backfill H Height of Wall in Feet
a Angle of Wall Friction y Unit Weight of Soil
8 Slope of Retaining Wall Kv Vertical Component of Site Acceleration
O Friction Angle of Soil Kh Horizontal Component of Site Acceleration
Angle of Resultant Seismic Acceleration
Where:
Conclusions:
The lateral force PAE is assumed to act 0.6H on the wall.
References:
*Bowles, Joseph E., Foundation Analysis and Design, (1.9.96), Fifth Edition, Table 11-6, page 619
"Foundations and Earth Structures Design Manual 7.2, (1971), Department of th'e Navy, Naval Facilities
Engineering Command, 200 Stovall Street, Alexandria Virginia 22332
Project No. 544=0$147 Sladden Enginccring Report No. 0&06-348
b*
0 .. _
_ �, H Y Kv h A ... AE . .
0.0
10,
0 ' , „
32.. 0:32810 116 0 0.34 0.285. 3133
0.00
0 ...
0
0.559
Conclusions:
The lateral force PAE is assumed to act 0.6H on the wall.
References:
*Bowles, Joseph E., Foundation Analysis and Design, (1.9.96), Fifth Edition, Table 11-6, page 619
"Foundations and Earth Structures Design Manual 7.2, (1971), Department of th'e Navy, Naval Facilities
Engineering Command, 200 Stovall Street, Alexandria Virginia 22332
Project No. 544=0$147 Sladden Enginccring Report No. 0&06-348