0012-007 (CONR) Geotechnical Investigation ReportGEOTECHNICAL INVESTIGATION
LA QUINTA SELF STORAGE EXPANSION.
LA QUINTA CORPORATE CENTER
ADAMS STREET AT WHITEWATER CHANNEL
LA QUINTA, CALIFORNIA
7 9 �20� , C*,e=- K (4►yTat�;>V-.
— Prepared By —
Slcadden Engineering
39-725 GARAND LN.; SUITE G
PALM DESERT, CA 92211
(760) 772-3893
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE %2 -16 -LOP— La'0 BY
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Slodden Engineering
Sladden Eng"i need ng
6782 Stanton Ave., Suite E, Buena Park, CA 90621 (562) 864-4121 (714) 523-0952 Fax (714) 523-1369
39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895
May 19, 2000 Project No. 544-0086
00-05-217
Tile William Warren Group
P. O. Box 2034
Santa Monica, California 90406
Attention: Mr. Bill Hobin
Project: Proposed La Quinta Self Storage Expansion
Adams Street and the Whitewater River Channel
La Quinta Corporate Center
La Quinta, California.
Subject: Geotechnical Investigation
Presented herewith is the report of our Geotechnical Investigation conducted at the site of the proposed
expansion of the existing La Quinta Self Storage facility located on the east side of Adams Street along
the south side of the Whitewater River Channel within the La Quinta Corporate Center development in
the City of La Quinta, California. The investigation was performed in order to provide recommendations
for site preparation and to assist in foundation design for the proposed self storage facility.
This report presents the results of our field investigation and laboratory testing along with conclusions
and recommendations for foundation design and site preparation. This report completes our original
scope of services as understood.
We appreciate the opportunity to provide service to you on this project. If you have any questions
regarding this report, please contact the undersigned
Respectfully submitted,
SLADDEN ENGINEERING
OQROFE881 _
�,. ANpc�'Yl
Brett L. An erson w a�
Principal Engineer x No. C 45389
Exp. 9-30-2002
SER/pc
Copies: 6/The Wifliam Warren Group
GEOTECHNICAL INVESTIGATION
PROPOSED LA QUINTA SELF STORAGE FACILITY EXPANSION
LA QUINTA CORPORATE CENTER
WHITEWATER RIVER CHANNEL & ADAMS STREET
LA QUINTA, CALIFORNIA
May 19, 2000
TABLE OF CONTENTS
INTRODUCTION.
SCOPEOF WORK.....................................................................................................................
I
PROJECTDESCRIPTION.........................................................................................................
1
SUBSURFACECONDITIONS...................:...............................................................................
2
CONCLUSIONS AND RECOMMENDATIONS ........................... :...........................................
2
FoundationDesign................................................................................................................
3
Settlements.............................................................................................................................
3
LateralDesign.............:...:.................................................................. ....................
3
RetainingWalls.........................................:..........:...........................:..............:.....................
4
ExpansiveSoils.....................................................................................................................
4
ConcreteSlabs-on-Grade......................................................................................................
4
.............................................................
Soluble Sulfates ............ :.............. ............................
4
Tentative Pavement Design..................................................................................................
4
Shrinkageand Subsidence...........................................................:........................................
5
GeneralSite Grading...............................:...................................................................I.........
5
1. Clearing and Grubbing..........................................................................................:....
5
2. Preparation of Building Areas.............:........................:.............................................
5
3. Preparation of Surfaces'to Receive Compacted Fill ...................................................
5
4. Placement of Compacted Fill.....................................................:...............................
5
5. Preparation of Slab and Pavement Areas...................................................................
6
6. Testing and Inspection........................................:......:................................................
6
GENERAL..................................................................................................................................
6
APPENDIX A - Site Plan and Boring Logs
Field Exploration
APPENDIX B.- Laboratory Testing
Laboratory Test Results
APPENDIX C - 1997 UBC Seismic Design Criteria
Slodden Englneering
May 19, 2000
INTRODUCTION .
Project No. 544-0086
. 00-05-217
This report presents the results of our Geotechnical Investigation performed in order to provide
recommendations for site preparation and to assist in the design and construction of the foundations .for
the proposed self storage buildings and the various related site improvements. The site of the proposed -
self storage facility expansion is located directly east of the existing La Quinta Self.Storage facility within
the recently rough graded La Quinta Corporate Center development in the City of La Quinta, California.
The project will include several self storage buildings similar to the existing storage buildings to the west
and the associated site improvements will include, paved driveways, underground utilities, and landscape.
areas.
SCOPE OF WORK
The purpose of our investigation was to determine certain engineering characteristics of the near surface
soils on the site in order to develop recommendations for foundation design and site preparation. Our
investigation included field exploration, laboratory testing, engineering analysis and the preparation of
this report. Evaluation of environmental issues or hazardous materials was not within the scope of
services provided. Our investigation was performed in accordance with contemporary geotechnical
engineering principles and practice. We make no other warranty, either express or implied.
PROJECT DESCRIPTION
The proposed project site is located along the south side of the Whitewater River Storm Channel east of
Adams Street in the City of La Quinta, California. The preliminary site plan indicates that the project will
include several self storage buildings and various associated site improvements. It is our assumption that
the proposed buildings will be of relatively lightweight reinforced masonry or steel -frame construction
similar in nature to the existing self storage buildings to the west. The associated site improvements will
include paved driveways and parking areas, landscape areas and underground utilities.
The project site is presently vacant and the ground surface is presently clear as a result of the recent rough
grading. Prior to our field investigation the site was rough graded including rninor cuts and fills that
resulted in the creation of a level lot. Highway 111 and Adams Street are paved and there are existing
underground utilities along the streets. Commerce Way has been rough graded along the north side of the
site but has not yet been improved. The existing La Quinta Self Storage facility forms the western edge
of the site. The Whitewater River Channel forms the north edge of the property.
Based upon our previous experience with similar lightweight structures, we expect that isolated column
loads will be less than 20 kips and wall loading will be less than 2.0 kips per linear foot. Future grading is
expected to include minor cuts and fills to construct level building pads and to accommodate site
drainage. This does not include removal and recompaction of the foundation bearing soils 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.
May 19, 2000 -2- Project No. 544-0086
00=05-217
SUBSURFACE CONDITIONS
The site is underlain primarily by a thin profile of artificial fill soils overlying native fine-grained
windblown sands with scattered. prominent sandy silt layers. Recovered ring samples and sampler
penetration resistance (as measured by blowcounts) indicate that the site soils are somewhat inconsistent
in density but density appears to generally increase with depth. The site soils were found to be generally
dry throughout the depth of our borings but some of the subsurface soils were moist. Moisture contents
varying from 0.7 to 11.7 percent were determined for the samples obtained within our borings.
Laboratory classification testing indicates that the near surface soils consist primarily of fine-grained silty
sands. Expansion testing indicates that the surface soils are non -expansive and fall within the "very low"
expansion category in accordance with the Uniform Building Code classification system. The generally
loose and inconsistent moisture conditions suggest that near surface native soils underlying the site may
be susceptible to potentially damaging settlements due to hydroconsolidation and compression. _
Groundwater was not encountered in our borings and groundwater is expected to be in excess of 100 feet
below the .existing ground surface. Groundwater should not be a factor in foundation design or
construction.
CONCLUSIONS AND RECOMMENDATIONS
Based upon our field and laboratory investigation, it is our opinion that the proposed self storage facility
expansion 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. Due to the somewhat
inconsistent condition of the near surface soils, remedial grading including overexcavation and
recompaction is recommended for the proposed building areas. We recommend that remedial grading
within the proposed building areas include overexcavation and recompaction of the foundation bearing
soils. Specific recommendations for site preparation are presented in the site grading section of this
report.
Groundwater was not encountered within our borings and groundwater is expected to be in excess of 100
feet below the existing ground surface. Due to the depth to groundwater, specific liquefaction analyses
were not performed. Based upon the depth to groundwater, the potential for liquefaction and the related
surficial affects of liquefaction impacting the site are considered negligible.
The site is located within an active seismic area of Southern California within approximately 8.5
kilometers of the San Andreas fault: Strong ground motion resulting from earthquake activity along the
nearby San Andreas or San Jacinto fault systems is likely to impact the site during the anticipated lifetime
of the structures. Structures should be designed by professionals familiar with the geologic and seismic
setting of the site. As a minimum, .structure design should conform to Uniform Building Code (UBC)
requirements for Seismic Zone 4. Pertinent seismic design criteria as outlined in the 1997 UBC, is
summarized in Appendix C.
Caving did occur within each of our exploratory borings and the surface soils will be susceptible to
' caving within deeper excavations. All excavations should be constructed in accordance with the normal
CaIOSHA excavation criteria. On the basis of our observations of the materials -encountered, we
anticipate that the subsoils will conform to those described by CalOSHA as Type C. Soil conditions
should be verified in the field by a "Competent person" employed -by -the Contractor.
Slodden Engineering
;T
May 19, 2000 -3- Project No. 544-0086
00-6-217
The surface soils encountered during our investigation were found to be non -expansive. Laboratory
testing indicated an Expansion Index of 0, which corresponds with the "very low' category in accordance
with UBC Standard 18-2. If imported soils are to be used during grading, they.should have an Expansion
Index of less than 20.
The following recommendations present more detailed design .criteria, that have been developed on -the
basis. of our field and laboratory investigation.
Foundation Design: The results of our investigation indicate that either conventional shallow
continuous footings or isolated pad footings, that are supported upon properly compacted soils,
may be expected to provide satisfactory support for the proposed structures. Recompaction
should be performed as described in the Site Grading Section of this report.
Footings should extend at least 12 inches beneath .lowest adjacent grade for single story
structures. Isolated square or -rectangular footings at least 2 -feet square may be designed using an
allowable bearing value of 2000 pounds per square foot. Continuous footings at least 12 inches
wide may be designed using an allowable bearing value of 1800 pounds per square foot. The
allowable bearing pressures are for dead and frequently applied live loads and may be increased
by 1/3 to resist wind, seismic or other transient loading.
Because of the hydroconsolidation potential of the soils underlying the site, care should be taken
to see that bearing soils are not allowed to become saturated from the ponding of rainwater or
irrigation. Drainage from the building areas should be rapid and complete.
The recommendations made in the preceding paragraphs are based on the assumption that all
footings will be supported upon properly compacted engineered fill soils. All grading shall be
performed under the testing and inspection of the Soils 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.
Settlements: Settlements. may result from the anticipated foundation loads: These estimated
ultimate settlements are calculated to be a maximum of 1 -inch when using the recommended.
bearing values. As a practical matter, differential settlements between footings can 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 0.45 between soil and concrete may be used with dead
load forces only. A passive earth pressure of 275 pounds per square foot; per foot of depth, may
be used for the sides of footings, which are poured against properly compacted native soils.
Passive earth pressure should be ignored within the upper 1466t except where confined (such as
beneath a floor slab). When used in combination, either the passive resistance or the coefficient
of friction should be -reduced by one-third.
Slodden Engineering
May 19, 2000 -4- Project No. 544-0086
00-05-217
Retaining Walls: Retaining walls may be required to accomplish the proposed construction.
Cantilever retaining walls may be designed using "active" pressures. Active pressures may be
estimated using an equivalent fluid weight of 35 pcf for native backfill soils with level free -
draining backfill conditions.
For walls that are restrained, "at rest" pressures should be utilized in design. At rest pressures
may be estimated using an equivalent fluid weight of 55 pcf for native backfill soils with level
free -draining backfill conditions.
Expansive Soils: Due to the prominence of non -expansive soils.on the site, special expansive
soil design criteria should not be necessary for the design of foundations and concrete slabs -on -
grade. Final design criteria should be established by the Structural Engineer.
Concrete Slabs=on-Grade: All surfaces to receive concrete slabs -on -grade should be underlain
by recompacted soils as described in the Site Grading Section of this report. Where slabs are to
receive moisture sensitive floor coverings or where dampness of:the floor slab is not desired, we
recommend the use of an appropriate vapor barrier. Vapor barriers should be protected by at least
two inches of sand in order to reduce the possibility of damage and to aid in obtaining uniform
concrete curing.
Reinforcement of slabs -on -grade in order to resist expansive soil pressures may not be required
however, reinforcement will have a beneficial effect in containing cracking due to 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 soils were determined to be
approximately 449 parts per million (ppm). Soluble sulfate concentration will likely change as a
result of the recommended site grading. Soluble sulfate content should be determined after
grading and appropriate concrete mix designs should be selected in accordance with UBC Table
19-A-3.
Tentative Pavement Design: All paving should be underlain by a minimum compacted fill
thickness of 12 inches (excluding aggregate base). This may be performed as described in the
Site Grading Section of this report. R -Value testing performed on a sample of the.surface soils
obtained fi-om a nearby parcel, resulted in an R -Value of 62. On this basis, a pavement section of
3.0 inches of asphalt on 4.0 inches of base material should be applicable for the design of the
majority of the onsite pavement.
Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of
CalTrans Standard Specifications, January 1992. Asphaltic concrete should conform to Section
39 of the CalTrans Standard Specifications. The recommended sections should be provided with
a uniformly compacted subgrade and precise control of thickness and elevations during
placement.
Pavement and slab designs are tentative and should be confirmed at the completion of site
grading when the subgrade soils are in-place. This will include sampling and testing of the actual
subgrade soils and an analysis based upon the specific traffic information
Sladden Engineering
May. 19, 2000 -5- Project No. 544-0086
00-05-217
Shrinkage and Subsidence: Volumetric shrinkage of the material, which is excavated and
replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage
could vary from 15 to 20 percent. Subsidence of the surfaces which are scarified and compacted
should be between 0.1 and 0.2 tenths 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.
These values for. shrinkage and subsidence are exclusive of losses, which will occur due to the
stripping of the organic material from the site, the removal of deleterious materials and the
removal of debris, and other subsurface obstructions.
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 investigation and laboratory testing:
1. Clearing and Grubbing: Proper clearing of any existing vegetation and debris will be
very important. All surfaces to receive compacted fill should be cleared of roots,
vegetation; debris, and other unsuitable materials which should be removed from the site.
Soils that are disturbed due to the removal of the surface vegetation, previous
improvements or artificial fill material should be replaced as controlled compacted fill
under the direction of the Soils Engineer.
2. Preparation of Building Areas: Within the building areas, removal and recompaction
of the primary foundation bearing soils .is recommended. As a minimum, removals
within the building areas should extend to a depth of at least 4 feet below. existing grade
or 3 feet below the bottom of the footings, whichever is deeper. The exposed surface
should be scarified, moisture conditioned and compacted so that a.minimum of 90%
relative compaction is attained. Once deleterious materials are removed, the native soils
and artificial fill materials may be placed as controlled compacted fill. 'Overexcavation
should be observed by a representative of Sladden Engineering and compaction should be
verified by testing. Overexcavation should extend at least 5 feet laterally beyond the
footings.
3. Preparation of Surfaces to Receive Compacted Fill: Other areas to receive compacted
fill should be brought to near optimum moisture content and compacted to a minimum of
90% relative compaction.
4. Placement of Compacted Fill: Fill materials consisting of on-site soils or approved
imported granular soils, should be spread in thin lifts, and compacted at near optimum
moisture content to a minimum of 90% relative compaction. Imported material shall
have an Expansion Index not exceeding 20. The contractor shall notify the Soils
Engineer at least 48 hours in advance of importing soils in order to provide sufficient
time for the evaluation of proposed import materials.
The contractor shall be responsible for delivering material to the site, which complies
with the project specifications. Approval by the Soils Engineer will .be based upon
material delivered to the site and not the preliminary evaluation of import sources.
Slodden Engineering
May 19, 2000 -6- Project No. 544-0086
00-05-217
Our observations of the material encountered during our investigation . indicate that
compaction will be most readily obtained by means of heavy rubber -wheeled equipment
and/or vibratory compactors. At the time of our investigation, the subsoils were found to
be quite dry. A more uniform moisture content should be attained during recompaction
and fill placement.
Preparation of Slab and -Pavement Areas: All surfaces to receive asphalt concrete
pavement or concrete slabs -on -grade, should be underlain bya minimum compacted fill
thickness of 12 inches. This may be accomplished by a combination of scarification and
recompaction of the surface soils and placement of the fill material as. controlled
mm
compacted fill. Compaction of the slab and pavement areas should be to a minimum of
90 percent relative compaction.
6. Testing and Inspection: During grading tests and observations should be performed by
the Soils Engineer or his representative in order to verify' that the grading is being
performed in accordance with the project 'specifications. Field density testing shall be
performed in accordance with acceptable ASTM test methods. Tile minimum acceptable
degree of compaction should be 90 percent of the maximum dry density as obtained by
the ASTM D1557-91 test method. Where testing indicates insufficient density,
additional compactive effort shall be applied until retesting indicates satisfactory
compaction.
GENERAL
The findings and recommendations presented in this report are based upon an interpolation of the soil
conditions between the exploratory boring locations and extrapolation of these 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 the William Warren Group and it's consultants 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 recommendations are considered to be
tentative pending.our review of the grading operations and additional testing, if indicated. If others are
employed to perform any soil testing, this office should be notified prior to such testing in order to
coordinate any required site visits by our representative and to assure indemnification of Sladden
Engineering.
Our investigation was conducted prior to the completion of plans for the project. 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 grad 1ng*performed.
Sladden Engineering
APPENDIX A
FIELD EXPLORATION
For our field investigation, 5 exploratory borings were excavated on April 12, 2000, 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 made on the site by a
representative of Sladden Engineering. Boring logs are included in this appendix.
Representative undisturbed samples were obtained within our borings by driving a thin-walled steel
penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a
1.40 pound hammer 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 boring logs.
The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of
2.5 inches. The standard penetration samplers are 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 testing. Samples
were then transported to our laboratory for further observations and testing.
Sladden Engineering
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Boring Location Map
0 Approximate Boring Locations La Quinta Self Storage Expansion
La Quinta Corporate Center
NORTH La Quinta, California
Sladden Engineering
DATE: 5-18-00 IJOB NO.: 544-0086
La Quinta Self Storage /.La' Quinta, California
Dater 4-12-00 Boring No. l Job No.: 544-0086
o
DESCRIPTION
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Silty Sand: Brown,
SM
fine grained, very silty
103
7.0
91
Scattered interbedded silt layers (moist)
105
90
1.0
80
Interbedded silt layers (dry)
/7 /9
15
10/12/15
92
8.1
81
20
8/12/20
Sandy Silt: Brown, very sandy
ML
91
2.0
---
'25
20/30/30
Sand: Brown, fine grained '
SP
104
0.5
---
30
5/5/8
Silty. Sand: Brown,
SM
---
11.7
---
fine grained, very silty
35
8/8/10
" "
"
5.2
---
Silt layer 2' thick
40
-
10/10/12
" "
---
6.5
1 ---
Total Depth = 41.5'
- Recovered Sample
No Bedrock
No Groundwater
45
m Standard Penetration
Sample
50
-
Note: The stratification lines
55
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Quinta Self Storage / La Quinta, California
Date: 4-12-00 Boring No. 2 Job No.: 544-0086
3
DESCRIPTION
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REMARKS
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Silty Sand: Brown,
SM
fine grained, very silty
5
10/18/18
92
2.6
81
Scattered interbedded silt layers
io
10/20/27
...
---
---
15
20/50-6'
...
---
20
8/20/30
Sandy Silt: Brown, very sandy
ML
25
16/20/30
Clayey Silt: Brown, sandy
ML
82
7.5
---
Total Depth = 26.5'
- Recovered Sample
No Bedrock
30
® Unrecovered Sample
No Groundwater
35
40
45
50
_
Note: The stratification lines
55
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Quinta Self Storage / La Quinta, California
Date: 4-12-00 Boring No. 3. Job No.: 544-0086
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DESCRIPTION
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REMARKS
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Silty Sand: Brown,
SM
fine grained, very silty. '
5
8/10/13
91
2.6
81
10
10/17/22
Sand- Brown, fine grained
SP
97
0.5
Silty Sand: Brown,
SM
15
10/20/33
fine grained, very silty
Total Depth = 16.5'
- Recovered Sample
No Bedrock
20
® Unrecovered Sample
No Groundwater
25
30
35
40
45
50
Note: The stratification lines
55
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Quinta Self Storage / La Quinta, California
Date: 4-12-00 Boring No. 4 Job No.: 544-0086
0
DESCRIPTION
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Silty Sand: Brown;
SM
fine grained, very silty
5X
10/20/30
10
11/12/15
---
5.2
Interbedded silt layers
15
5/8/12
7.5
._.
Scattered interbedded silt layers
20
8/10/12
7.0
Total Depth = 21.5'
® Unrecovered Sample
No Bedrock
-No
25
Standard Penetration
Groundwater
Sample
30
35
40
45
50
Note: The stratification lines
55
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
La Quinta Self Storage / La Quinta, California
Date: 4-12-00 Boring No. 5 Job No.: 544-0086
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DESCRIPTION
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Silty Sand: Brown_
SM
fine grained, very silty
5
10/16/20
Sand: Brown, fine grained
SP
98
0.5
Scattered interbedded silt layers
-
10
10/14/17
Sandy Silt: Brown, very sandy
ML'
90
1.0
i
Interbedded silt layers
15
9/16/20
91
1.5
---
Total Depth = 16.5'
- Recovered Sample
No Bedrock
No Groundwater
20
25
30
35
40
45
50
_
Note: The stratification lines
55
represent the approximate
boundaries between the soil types;
the transitions may be gradual.
1
APPENDIX B
Laboratory Testing
Laboratory Test Results
Slodden Engineering
APPENDIX B
LABORATORY TESTING
Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our
laboratory for additional observations and testing. Laboratory testing was generally performed in two
phases. The first phase consisted of testing its order to determine the compaction of the existing natural
soil and the general engineering classifications. of the soils underlying the site. This testing was
performed in order to estimate the engineering characteristics of the soil and to serve as a basis for
selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing.
This testing including consolidation, shear strength and expansion testing was performed in order to
provide a means of developing specific design recommendations based on the mechanical properties of
the soil.
CLASSIFICATION AND COMPACTION TESTING
Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and
measured in order to determine its unit weight. A small portion of each sample was then subjected to
testing in order to determine its moisture content. This was used in order to determine the dry density of
the soil in its natural condition. The results of this testing are shown on the Boring Logs.
Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for
maximum density determinations. This testing was performed in accordance with the ASTM Standard
D1557-91, Test Method A. The results of this testing are presented graphically in this appendix. The
maximum densities are compared to the field densities of the soil in order to determine the existing
.relative compaction to the soil. This is shown on the Boring Logs, and is useful in estimating the strength
and compressibility of the soil.
Classification Testing: Soil samples were selected for classification testing. This testing consists of
mechanical 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 categorizes the soil into groups having similar engineering characteristics. The
results of this testing are very useful in detecting variations in the soils and in selecting samples for
further testing.
SOIL MECHANIC'S TESTING
Direct Shear Testing: Two bulk samples were selected for Direct Shear Testing. This testing measures
the shear strength of the soil under various normal pressures and is used in developing parameters for
foundation design and lateral design. Testing was performed using recompacted test specimens, which
were saturated prior to testing. Testing was performed using a strain controlled test apparatus with
normal pressures ranging from 800 to 2300 pounds per square foot.
Expansion Testing: These bulk samples were selected for Expansion testing. Expansion testing was
performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4 -inch diameter
by 1 -inch thick test 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.
Slodden Engineering
r. I V 4
Job No.: 544-0086
114
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10 10.5 11 11.5 12 12.5 13 13.5 14
Moisture Content (%)
METHOD OF COMPACTION
ASTM D-1557-91, METHOD A OR C
BORING MAXIMUM UNIT WEIGHT OPTIMUM MOISTURE CONTENT
3@0-5' 113 12.4
MAXIMUM DENSITY -OPTIMUM MOISTURE CURVE
IV, c .1 „4
DIRECT
SHEAR TEST
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where 0 = Shear Angle
c = Cohesion
_
Boring 3 @ 0 - 5'
La Quinta Self Storage Expansion
La Quinta Corporate Center
La Quinta, California
Sladden Engineering
DATE: 5-18-00 JOB NO.: 544-0086
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ANAHEIM TEST LABORATORY
3008 S. ORANGE AVENUE
SANTA ANA, CALIFORNIA 92707
PHONE (714) 549-7267
TO: SLADDEN ENGINEERING:
6782 STANTON AVE. SUITE E
BUENA PARK, CA. 90621 DATE: 4/21 J00
P.O. No. VERBAL
Shipper No.
ATTN: BRETT ANDERSON
_ yob• !`! -• B 6362
Specification:
Material: SO M L
PROJECT: # 544-0086
H-3 @ 0-5'
ANALYTICAL REPORT
SOLUBLE SULFATES
per CA. 417
ppm
m WE
FORM #2
RESP TF nLY SU ITTED
CJ'
POPPY BRIDG R hief Chemist
1997 UNIFORM BUILDING CODE SEISMIC DESIGN INFORMATION
The International Conference of Building Officials 1997 Uniform Building Code contains
substantial revisions and additions to the earthquake engineering section in Chapter 16. New
concepts contained in the updated code that will likely be relevant to construction of the proposed
structures are summarized below.
Ground shaking is expected to be the primary hazard most likely to affect the site, based upon
proximity to significant faults capable of generating large earthquakes. Major fault zones.
considered to be most likely to create strong ground shaking at the site are listed below.
Approximate Distance Fault Type
Fault Zone From Site 1997 UBC
San Andreas 8.5 km A
San Jacinto 32 km A
Based on our field observations and understanding of local geologic conditions, the soil profile
type judged applicable to this site is SD, generally described as stiff or dense soil. The site is
located within UBC Seismic Zone 4. The following table presents additional coefficients and
factors relevant to seismic mitigation for new construction upon adoption of the 1997 code.
Near -Source Near -Source Seismic Seismic
Seismic Acceleration Velocity Coefficient Coefficient
Source Factor, Na Factor, Nv Ca Cv
San Andreas 1.1 1.3 0.44 N� 0.64 N,,
San Jacinto 1.0 1.0 0.44 Na . 0.64 N
Slodden Engineering
„