06-2973 (CSCS) Geotechnical Investigationi
'L -
GEOTECHNICAL INVESTIGATION
PROPOSED TARGET STORE &
SURROUNDING RETAIL COMPLEX
i
SOUTH SIDE OF HIGHWAY 1 1 1
BETWEEN WASHINGTON & ADAMS STREETS
LA QUINTA, CALIFORNIA
-Prepared By-
Sladden Engineering
39-725 Garand Lane, Suite G
Palm Desert, California 92211
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
DATE BY
t
0
5�
RIa dfi lin I=ninnoeriniv
.gneering
6782 Stanton Ave., Suite A, 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
Atio usl 28. 2002 Project No. 544-2 106
02-08-485
Washington I 11, LTD.
c/o Dale. Frank Associates
7825 Southeast 76th Street
Mercer Island, Wasllln'gton 98040
Attention: Mr. Dale Frank
Project: Proposed Target Store & Surround.ing Retail Center
Highway 1 1 I Between Adams Street and Wash Inaton Street
La Quinta, California
Subject: Geotechnicallnvestintion
Presented herewith is the report of our Geotechnical Investigation conducted at the site of the proposed
Target Store and surrounding- ndinmixed use commercial development to be located on the south side of
}-ligh\vay I I I between Adams Street and Washin'oton Street in the Cit 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 Target Store as well as the associated retail/commercial structures and
the related site improvements.
This report presents the results of our field investigation and laburatix� testing along with conclusions
and recommendations fur foundation design and site preparation. This report completes our original
scope of services as outlined within our proposal dated .lune 26. 2002.
We appreciate the opportuliit) to provide service to you on this project. If" you have any questions
regarding this report, please contact the undersigned
Respectfully submitted,
SLADDEN ENGINEEI
Brett L. Anderson
Principal 1-:n�,inccr
SER/pc.
Copies: 6/Dale Frank & Associates
Slrrrlrlerr eel-ill��
- August 28, 200? Project No. 544-2 106
02-08-485
INTRODUCTION
This report presents the results of our Geotechnical Investigation performed in order to provide
recommendations for site preparation and the design and construction of the Rlundations for the proposed
Target Store and surrounding retail/com memial complex. The project site is located on the south side of
I lighway I I I between Adanls Street and \Vashington Street in the City of La Quinta. California. The
preliminary plans indicate that the proposed project will include a new Target Store and several
surrounding multi -unit retail/conlnlercial buildings. The associated site improvements are expected to
include paved roadways and parking areas. concrete walkways, landscape areas and various underground
utilities.
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. 01.1-1-
investigation
urinvestigation included field exploration, laboratory testing, a review of previous geotechnical reports
prepared for the site, engineering analysis and the preparation of this report. The scope of services
provided was based in part upon the requirements for Geotechnical Investigations summarized within the
Target Developer's Guide. Evaluation of environmental issues or hazardous wastes was not within the
scope of services provided in this report. Our investigation was performed in accordance with
contemporary geotechnical engineering principles and practice. We make no other warrant. either
express or implied.
PROJECT DESCRIPTION
The project site is located on the south side of Highway I I I between Adams Street and Washington
Street in the City of La Quinta, California. The preliminary plans indicate that the project will consist of
a large commercial complex including a Target Store to be located just east of the existing Lowe`s
facility. In addition, numerous retail buildings and related commercial structures are proposed along with
various associated site improvements. It is our understanding that the proposed structures will be of
relatively lighhveight wood -frame, steel-flyme, or reinforced masonry construction. The proposed
structures will be supported by conventional shallow spread footings and concrete slabs on grade. The
associated site improvements will include paved roadways and parking areas. concrete walkways.
landscape areas. and various underground utilities.
The project site is presently vacant and the majority of the site remains in a basically native desert
condition. The western portion of the site has been cleared and leveled most likely in confunction \vith
the development of the Lowe's site. A, large retention basin has been excavated within the central portion
of the site. The eastern portion of the site includes several large sand clunes that provide surface relief of
over 10 feet. The existing Lowe's facility is located just west of the Target building site along Hioihway
I 1 1. Avenue 47 forms the southern property boundary for the majority of the site. Underground utilities
exist along each of the roadways surrounding the site and service the nearby buildings. The majority of
the ground surface is covered with scattered short grass and weeds.
Based upon our previous experience %vitt relatively lightweight C0111111CI-Clal su'uctures as \\ell as the
loading information provided within the'l-arget Developers Guide , we expect that isolated column loads
mai' be up to 120 kips and wall loading may be up to 5.0 kips per linear foot. Grading is expected to
include minor cuts and tills to match the nearby Elevations and to colistruct slightly elevated building pacts
to accommodate site drainage. This does not include removal and mcompaction ol'the foundation bearing
soils within the building areas. It' the anticipated foundation loa(lin-, of site `_radin`_ V,u111 s substantially
frons that assumed; the recommendations included in this requi should be reevaluated.
August 28, 2002
-3- Project No. ;=44-2106 —
02-08-485
Cavin; did occur to varying de`,recs within each of our exploratory borings and the surface soils may 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. eye anticipate that the majority of the SllbS0IIS will conform to those described by C'alOSHA
as Type C. Soil conditions SII0LIId be verified in the lield by :I "Competent person" employed by the
Contractor.
The majority of the surface soils encountered during our investi(Tation were found to be non -expansive.
Laboratory testing indicated expansion indices less than 20 fir the surface silty sands and sandy silts that
correspond with the "very low" expansion category in accordance with UBC Standard IS -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. which 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, which are supported upon properly compacted soils,
should be expected to provide satisfactol-\' support for the proposed structure. Overexcavation
and reconlpaction should be performed as described in the Site Grading Section of this report.
Footings should extend at least 12 inches beneath lowest adjacent grade. Isolated square or
rectangular footings at least 2 feet square may be designed using an allowable bearing pressure of
2000 pounds per square foot. Continuous footings at least 12 inches wide may be designed using
an allowable bearing pressure of 1800 pounds per square foot. Allowable increases of 200 psf for
each additional I foot of width and 200 psf for each additional 6 inches of depth may be utilized
if desired. The nlaxinlunl allowable bearing pressure should be 3000 psf. 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.
Care should be taken to see that bearing soils are not alloyed to become saturated from the
ponding of rainwater or irrigation. Drainage from the buildin; areas should be rapid and
complete.
The recommendations made in the preceding paragraphs are based os the assumption that all
footings will be supported upon properly compacted soil. All `gradin; shall be performed under
the testis; 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 ilia\, result from the -anticipated foundation loads. These estimated
ultimate settlements are calculated to be a Illa\Illlunl 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 0.40 between soil and concrete jllaj be used with dead
load forces only. A passive earth pressure of 250 pounds per square foot. per foot ol-deptil. Ina.\
be used lilr the sides of footings, Which are poured against properly compacted native soils.
August 23, 2002 -5- Project No. 5.44-2106
0218485
The recommended pavement sections should be provided with a uniformly compacted subgmde
and precise control of thickness and elevations during placement. Compaction should be verilied
by testing,.
Shrinkage and Subsidence: Volumetric shrinka`,e of the material that is excavated and replaced
as controlled compacted till should be anticipated. We estimate that this shrinkage could vary
from 20 to 25 percent. Subsidence of the surfaces that are scarified and compacted should be
between 2 and 3 tenths of a foot. This will vary depending upon the t� pe of equipment used. the
moisture content of the soil at the time of grading and the actual degree ofcompac6on attained.
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 testing:
Clearing and Grubbing: Proper clearing of any existing vegem6on, debris,
foundations, slabs, pavements and underground utilities will be very important. All
surfaces to receive compacted till should be cleared of room vegetation, debris, and other
unsuitable materials that should be removed from the site. Soils that are disturbed due to
site clearing should be replaced as controlled compacted Ill under the direction of the
Soils Engineer.
2. Preparation of Building and Foundation Areas: Building areas should be
overexcavated to a depth of at least 5 feet below existing grade or 4 feet below the
bottom of the footin, s. whichever is deeper. The exposed surface should be scarified,
moisture conditioned and compacted so that a minimum of 90 percent relative
compaction is attained. Once roots and other unsuitable materials are removed, the
native material may be placed as controlled compacted fill. Overexcavation should be
observed by a representative of Sladden Engineering and compaction should be verified
by testing.
'Net soils removed during excavation should be dried back to near optimum moisture
content or mixed with dry .soils prior to placement as engineered till material. The
bottom of the excavations should be stable and unyielding prior to fill placement.
3. Preparation of Surfaces to Receive Compacted Fill: Other areas to receive compacted
Dill should be brought to near optimum moWnwe content and compacted to a minimum of
90 percent relative compaction.
1. 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 percent relative compaction. Imported material
shall have an l.xpansion Index not exceeding 20. The contra or shall notifi the Soils
Engineer at least 48 hours in advance of unportin`g sols in order to prOVide sufficient
time for the proper evaluation of proposed import materials.
The contractor shall be responsible for delivering material to the site, "hick complies
with the project specifications. Approval by the $oils t ydwcr "ill be based upon
material delivered to the site and not the preliminary evaluation of import sources.
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Target Store -
La Quinta
II
Development
Washington
Street and
Highway
111
/ La Quinta, California
Date:
7-8-02
Bonin -No.
2
Job No.: 544-2100
3
o
DESCRIPTION
>1>�
Q
c" m
REnLkR.KS
_°
_
= U
--
0
Silty Sand: Brown,
SM•
�— --
tine grained
5
•
5/10/15
G
Sandy Silt: Brown, clayey
ML
95
to
9/14/22
Sand: Brown,
SP/SM
slightly silty, fine grained
103
1
15
14/22/27
Silty Sand: Brown,
SM
102
1
fine grained
20
11/17/24
Sandy Silt: Brown, clayey
ML
gg
2
___
_
®Real�ered Sample
Total Depth 21.5' =
No Bedrock
25
No Groundwater
.30
10
-
.Is
-
I
I
I
I
�
so
I
I
I
3:5
NO I,: ctti,tcar.um lina.:
rapre.;cnt ��hi::�p�n•mun:itc
�
I
h()und;rriu. bLAX tCct th<• sntl t,'pe.;;
the IrH11.SiUUn�: i1:1:.- lie gr;ulunl.
Target Store -
La Quinta
II
Development
Washington
Street and
Highway
111
/ La Quinta, California
Date:
7-8-02
Boring
No. 4
Joh No.: 544-2.1OG
—
y
0
y
0
o
r
on
DESCRIPTION
Q
o
0
AREMARKS
>,
o
3.
o
C.
-.
t/�
U_
�
a
j
u
Silty Sand: Brown,
SM
very silty, fine grained, clayey
7/13/14
"
95
3
...
I o
9/13/18
Sand: Brown,
SpiSM
99
1
'
slightly silty, fine grained
IS
-
14/22/28
Silty Sand: Brown,
S�1
107
1
fine grained
20
Sand: Brown,
Sp/SM
19/38/50
slightlysilt fine grained
103
0
_
®Recovered Sample
Total Depth = 21.5'
No Bedrock
25
No Groundwater
30
35
•10
1
•l:j
50
II
Nott: The stratification tin;,
"5
I
represent the approximate
l
boundaries between the soil t_: pes:
the trtn.;iti,,n.s may be „r;,dual.
Target Store -
La Quinta
II Development
Washington Street and
Highway
111 / La
Quinta,
California
Date:
7-8-02-
Boring
No. 6
_
Jot) 544-21(--- 6
Z a)
`"
DESCRIPTION
REALkRKS
Silty Sand: Brown,
Snq
I --
tine grained
_5
4/7/14
Silty Sand: Brown,
SM .
93
0
very silty, fine grained
•
ro
_
9/11/15
Sandy Silt: Brown,
ML
SS
very sandy
15
Silty Sand: Brown,
SM
9/15/20
ver silt , tine grained
99
3
®Recovered Sample
Total Depth = 16.5'
No Bedrock
20
No Groundwater
25
30
"
35
I
I
40
l
-
-
5
i
'
I
I
I
50
I
Voce: The st.raiti'ic;ttiun line;
""
i represent the approximate
h )undaries berw un the ;uil tepu.,5;
•. j
�
� t th•ansttton.� ma•r bt. gradual.
Target Store - La Quinti
II Development
Washington Street and Highway
111 / La
Quinta,
California
Date:
7-10-02
Borinallo.
10
Tc,b No.: 544-2106
y
DESCRIPTION
I
5.2
�
y w
,=
,
� 9
REACNRKS
Cis
0
U
m
7 -
f i
n
0
I
u
Silty Sand: Brown, Sim `
very silty, fine grained i
s
10/15/21
-
10
I
10/10/22
is
II
-
13/19/28
Silty Sand: Brown,
'•
S!\9 I
i
2
fine grained
Sandy Silt: Brown,
ML
20
15/20/33
slightly clayey
I
1
® Disturbed Sample
i
Total Depth = 21.5'
No Bedrock
25
i I
No Groundwater
_
30
I .
I)
Ii
15
•
50
'j I
�
ii
i\IIi C: ThC SLI �lCaf1(111 Illll:.�
c
I
l'CprC-RC11L theal)pC�)\I nlil CC
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(hC tl':1 lltiltll,�ilg !Ilii\' �iC j; r:U�llil �.
Target Store - La Quinta 11 Development
Washington Street and Highway III /La Quinta, California
Date: 7-24-02 Borinc, No. 12
Jul,
>
0 o
DESCRIPTION 0. 4�
REAL-AiRKS
u)
co U)
Sand: Brown, fine grained SP
5 1-jo
- 10/13/23 I II 98 11 I
. 10 10/23/32 Silty Clay: Brown
15 Brown,12/21/23 Silty Sand: Brow,
- Fine grained
Recovered Sample
20
25
30
40
aai
CL I I sq 1 10
SM 11 103 - I I
Total Depth = 16.5 -
No Bedrock
No Groundwater
the approxillulte
veil ( h(., mod
II
raw It':111sififills lilav he
- ' Target Store - La Quinta II Development
Washington Street and Highway 111 / La Quinta, California
Date: 7-24-02 Borinsr o. is Job No.: 54< 106
4 —
0
-Z3`DESCRIPTION Q
�� a) 3 r REMARKS > o o .
Q v 0
rr, u m rn
0 —T - Sandy Sandy Silt: Brown, ML
slightly clayey with scattered
interbedded silty sand layers
5
2/2/4 --- 13
10
4/8/9
15
G/12/15 14
® Standard Penetration Total Depth = 16.5'
Sample No Bedrock
20 No Groundwater
25
:30
:35
40
45
- I
)o h
i
I I I ()
Note:\ tu;itirlcrttiun lines
55
j I reln'c. clit the approxintabm-
I I I I huuodarics hchvc-en the soil typt-:
[hc tr;ut.<iti na mai' he radon.
Target Store -
La Quinta
II Development
Washington
Street and
Highway
III / La Quinta,
California
Date:
7-24-02
Borinv
No. 18
Job No.: 544-210(;
y o
Z �
DESCRIPTION
Q
REn'IARIiS
ew
p
3
_
o c
U
W
in
v
O
�U
Silty Sand: Brown,
SM
Fine grained
s
3/4/6
to
-
6/15/19
Sand: Brown,
SPiSM
...
1
_-
slightly silty, fine grained
1;
Silty Sand: Brown,
SM
8/17/25
fine grained
2
._-
® Standard Penetration
Total Depth
Sample
No Bedrock
20
No Groundwater
25
30
•
I
35
-
40
,I5
50
55Thcstr.rtifi::>itiollhil—
�i
ri•1!rescnt the iipproxinuiri:
huundiu'ie; hct1.ccrn thi:.;--il rVpcs:
i
I
�!
th•.- nansitiun:i ma}• he �rnclual.
APPENDIX B
LABORATORY TESTING
Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our
laboratory Ior additional observations and testing. Laboratory, testing was generally performed in two
phases. The first phase consisted of* testing in order to determine the compaction of the emstlllg 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 fa'
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 AS"F\k1 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 Atterber; 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 em ineerin_ characteristics. The
results of this testing are `very useful in detecting variations in the ;oils and in�selecting samples for
further testing. `
SOIL MECHANIC'S TESTING
Direct Shear Testing: One bulk sample was selected for Direct Shear Testing. This testing measures the
shear stren`,th 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 preSSLIreS ranglng from 800 to 2300 pounds per square foot.
Expansion Testing: One bulk sample was selected For L'•xpansion testing. [;xpansion testing was
performed Ill accordance with the UBC Standard 18-2. � I11S tCShll,� ronsist> �,f remoldin; f -inch diameter
by I -inch thiel: 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 arc inundated with distilled water. The linear
expansion is then measured until complete.
Consolidation Testing: Five relatiwclV undisturbed samples were selected lilr cilnsolidation testis_. For
this testing one inch thiel: test specimens are subjected to vertical loads gar; ing from 575 psf to 1 1 520 p>I'
applied progressively. The COIlSl1IICIat]oil at each load Ill,:l'Clllellt was recorded prior to placenlcill ol'cach
suhsequent load. The specimens Were saturated at the 575 psf or 720 psf load increment.
Sladden rngineci
Au�,usl I. X00"
b
6753 Stanton Avenue, Suite A
13uena Park. C.a 90621
(71 4) i'3-095?
FAX (714) 523-1369
Maximum Density/Optimum Moisture Proctor ASFNI D698D1557
Project Number: x'44-2106
Procedure Used: DI
Project Name: l arl_el
Prep. Nolethod: Dr\
Lab ID Number:
Rammer Type: N'lechanirtl
sample Location: 43lllk 8 (( 0-5'
Description: Silt\ F sand (SSI)
Sieve Size % Retained
Density: 112.5 pcf
3/4"
(Max
. k Opt IN"loisture• 121%11
3!8"
..4 4 0.0
I11(1
"o all -1
i ,, •1.., `�:Il�lli'll 1'.Il"Ilit.'�'!'lll�' � �.y„�
DIRECT SHEAR TEST
1.6
1.4
1.2
cn
1.0
.8
.6
.4
0
DIRECT SHEAR TEST
0 1) .4 .6 .8 1.0 1.-) 1.4 1.6 1.8
NORMAL LOAD (KIPS / FOOT
0 = 290
r. = I 00psJ,
Where 0 = Shear Angle
c = Cohesion
Boring 8 @ 0 - 5'
'I'l*kri,,ut Store - La QUinLa It D(cvetcjpnicnt
Strect ;111(i I I I I
Sladderi Englneerino,
DATI..': 8-20-02 lvJ0l' No.:
T
--T-
A
I
I
�
�
I I;
i--�-----1
0 1) .4 .6 .8 1.0 1.-) 1.4 1.6 1.8
NORMAL LOAD (KIPS / FOOT
0 = 290
r. = I 00psJ,
Where 0 = Shear Angle
c = Cohesion
Boring 8 @ 0 - 5'
'I'l*kri,,ut Store - La QUinLa It D(cvetcjpnicnt
Strect ;111(i I I I I
Sladderi Englneerino,
DATI..': 8-20-02 lvJ0l' No.:
uie.�.�taQ uoil�'pi�osuoJ
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.09
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.12
.13
III KIPS per SCILML-C Foot
0.010 .57 4.G00
15 2.300
o n -s o I I d a li io n'D ia a I- a I n
nn:.t�,et� uot�t>pt�osuo•�
009 f 008 Z 9L9
Tooj wunUS.t,d SdI`I ut a.tnssatcT
OTO'0
c• T
cT•
Ti•
T'0
60'
S0'
n
c
I 0 • o_
e�
90
n
90•
r
J
J
�.0
z0,
TO*
0'0
u & SIAmOA.RD SIEVE OPENING IN INCHES
3 7 1 1
?
U. S. STANDARD SIEVE NUMBERS KYD" ut A
(ill Alt/ SITE IN MILLIMETERS
C b D c S GRAvCL SAND SILT OR CLAY
co-ilu —Wfoluad
(it, L. CV i. v ktx>n HAI LL PL Pi
Plolecl
.9,2eint NO_._-.._.—._...___....__...____.___. _—.. _._—__.—_. _.__
GRADATION
O--------
GRADATION CURVES
2081 Pro ect No.: 544-2106
Boris, 3 @ 0 - 5'
Dais
P
If c tIAHOA-kf) UFVf OPfHIHC. IN INCHES
U. S. SIANOARD SlEYE NUMBERS
h'rDR044 M A
n
6 4 3 7 1 1
3
4
6
11 10 14 16
20
30
40
50 70 100 14
200
H
r
LL
... ..... . ..------
ti
7-17—
. ....... . .....
iI
I
I
� r �I�
L_ '..
1
_ i
I 1
I
j.. I.f
0
1�
in
So
0
0 5 1 0.5 0.1 005 0.01 0"'J, 0 W:
GMAIN SIZE IN MILLIMCIERS
GRAAL SAHO
COA.W�j I..( ccw� M(OIUW 1111(SILT OR CLAY
w
w a 1,0 i (1- ckplll I c4w6cAwn Hit w LL PL P1
Al,i
GRADATION CURVES Date
2037 Project No.: 544-2 106
Boring 2 @ 10'
Boring
,0 1 @ t7 �W[-100
"
90 1 Z17tS :'ON 10Qf0-1d [80Z" , 9N3
alto S3A6n:--) Noavcv6o
If tory - --- — --- -- — --'----"-__. ..----. _.._.. .._... .._.i. .. .__..... ..----
Id Id
rfmo)m
AYTJ HO klis
13AY80 >110900
SH 3 13 millm NI 371S NIYH9
1 r)r) 0 rl.o,o 10,0 CO 0 1'0 S'o 1 01 Or, :.r)1
w 1
06
09
CIDZ Olt I DO I oz IN Olt K cz 91 V1 01 1 9 v E f t I ti z ( 1 9
w 10 moaG.J.H suvim 3A.31s ovyoNyis vo 53How Ni omw3d0 3Ajis o)ryowyls 's 'n
41-
It
_11
4--
I
�J
j,
I Jill I
I. I j
F-7-
c6z
01
c
CIDZ Olt I DO I oz IN Olt K cz 91 V1 01 1 9 v E f t I ti z ( 1 9
w 10 moaG.J.H suvim 3A.31s ovyoNyis vo 53How Ni omw3d0 3Ajis o)ryowyls 's 'n
41-
It
_11
4--
I
�J
j,
I Jill I
I. I j
F-7-
CIDZ Olt I DO I oz IN Olt K cz 91 V1 01 1 9 v E f t I ti z ( 1 9
w 10 moaG.J.H suvim 3A.31s ovyoNyis vo 53How Ni omw3d0 3Ajis o)ryowyls 's 'n
U. S, 51A.40AR0 SIM OPENING IN INDIES U. S, STANDARD SICYE NUMBERS HYDROMETER
P,
GRAIN SIZE IN MILLIMETERS
COHULLSGRAYCL SAND S)CT (>R CLAY
1- Hit w X LL PL I'l
ploi!sl
No
GRADATION CURVES
ENG 2087 Project No.: 544-21 106
Boring 7 @ 5'
04t.
U. S SU11000
6 ( 3
l
2
SIEVE
OPENING
I 1
IN INOiCS
}
}
3
4
6
1 10
U. S. STANDARD
14 16
20
SIEVE
30
NUMBERS
40
50 70
100 140
200
NYDROWmR
0
1 j i t
I-.–�–
—y —
— —
—
?;
I I
I I I I I
30
�
W
I
301—,—y—f
II
70
I.
1�
i--
90
I
5A 100 50 10 5 1 0.5 0.1 0 05 0.01 0.005 0.001
' GRAIN SIZE IN MILLIMETERS '
COOCLCS GRAYEI
1 CHARS( Ilh[
SANO
SILT OR CLAY
Cf}t Y(DIVV /IN(
to ckpiI, CU>,vhe oon
Nil w x
LL
PL
PI
Plo xl
- 1
Ales
I
OoAnj No
o,l.
GRADATION CURVES
ENG 2087 Project No.: 544-2106
... Boring 8 @ 5'
07/29/28[72 09:41 7145491847 ANAHEIM-fEST LAB -PAGE' 03
.., -ANAHEIM-- -EST-LABORATORY
3008 S. ORANGE AVENUE -- -
SANTA ANA, CALaFORNIA 92707
PHONE (714) Sd4-7267
TO: SLADDEN ENGINEERING:
6782 STANTON AVE, 'SUITE E DATE: 7/29/02
BUENA PARK, CA_ 90621
RO.No. Chain of Custody
Snpw No.
ATTN; BRETT/DAVE Lob. No. A-1728
Stecuhccs7oon:
SOIL
PROJECT: #544-2106
BULK 3 @ 0-5'
ANALYTICAL REPORT
CORROSION SERIES
SUMMARY OF DATA
pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY
per Ca. 417 per Ca. 422 per Ca. 643
ppm ppm ohm -cm
7-'2 440 148 7'30
/ a•
/ I
1./.R ,1W�..�J
/
90w W2
_�---A-N-A-HEIM 'PEST LAB ORA -TOR --Y-_._-- .
r 3005 S. ORANGE AVENUE - --
SANTA ANA, CALIFORNIA 92707
PHONE (714) 549-7267
r ,
TO: SLADDEW ENGINEERING :
6782 STANTON AVE. SUITE E DATE: 7/23/02
BUENA PARK, CA. 90621
Ro. No. Chain of Custody
Shipper No.
ATTN: BRETT/DAVE
Lob. No. A-1702
SnecIficarlon:
Marenol: SOIL
PROJECT: #544-2106
BULK 8 @ 0-5'
-XN •2
ANALYTICAL REPORT
CORROSION SERIES
SUMMARY OF DATA
pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY
per Ca. 417 per Ca. 4.22 per Ca.. 643
ppm ppm ohm -cm
7.5.. 49 630 1,533
POPP
Cbemist
u'isa(j 01tusi,)S :)On L661
D XI4N3ddV
f
� .
1997 UNIFORM BUILDING COD1: INFORMATION
The International Conference of BUilding Officials 1997 Uniform Building Code contains substantial
revisions and additions to the earthquake engineering section summarized in Chapter 16. Concepts
contained in the' 1997 code that will likely be relevant to canstruction of the proposed suRucture 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 aeneratin; large earthquakes. \Major fault zones considered to be most
likely to create strong ground shaking at the site are listed below.
Based on our field observations and understanding of local geologic conditions, the soil profile type
judged applicable to this site is So, generally described as stiff or dense soil. The site is located within
UBC Seismic Zone -t. The following table presents additional coefficients and factors relevant to seismic
mitigation for new construction Upon adoption of the 1997 code.
Approximate Distance
Fault Type —
Fault Zone __—
From Site
(1997 UBC)'
San Andreas
9.1 km
I
-\
San Jacinto
34.0 km
A
Based on our field observations and understanding of local geologic conditions, the soil profile type
judged applicable to this site is So, generally described as stiff or dense soil. The site is located within
UBC Seismic Zone -t. 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, N,
_Factor, N,.
C,
C,.
San'Andreas
I .U3
1.27
0.44 N,
I 0.64 N,
San Jacinto
1..0
1.0
0.44 N,
0.6.4 N,
1 Vers_
I k I n ,.
DETERMINISTIC ESTI.1;ATIOid OF
PEAK ACCELERATION FRC•`•! DIGI'_'IZ=D FAULTS
JOB NUM,ER 55'5-2106
DATE: 10-02-2002,
JOB NAME: Target Store - La Quinta IL Development
La Quinta, California
CALCULA'_ IOP; NAPE: Test Run Analysis
FAULT-D`TA-FILE NAME: CDP,,GFLTE.DAT
SITE COORDINATES:
SITE LATITUDE: 33.7097
SITE LONGITUDE: 116.2908
SEARCH RADIUS: 100 mi
ATTENUATION RELATION: 5) Boore et al: (1997) Horiz - SOIL (31_0)
UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0
DISTANCE,MEASURE: cd_2drp
SCOND: 0
3asen,enL Depth: 5.00 km Campbell SSR: Campbell SHR:
CO,,!?_' --E PEAK HORIZONTAL ACCELERATIO!,!
FAULT -DATA FILE USED: CDMGFLTE.DAT
MINIMUM DEPTH VALUE (km): 0.0
---------------
EQEAULT SUMMARY
---------------
-----------------------------
--
7ETERMINISTIC SITE
RAHETERS
-----------------------------
Page I.
-------------------------------------------------------------------------------
I
(ESTIMATED MAV.
EARTHQUAKE EVENT
I
APPROXIMATE
1 -------------------------------
ABBREVIATED I
DISTANCE-
I
MAXIMUM I
PEAK
JEST. SITE
1AULT NAME 1
ML
AN IEARTHQUAK-1
SITE
!INTENSITY
I
1
MAG. ..,i) 1 ACCEL. ,
!MCD.MERC.
SAN ANDREAS - Coachella 1
5.7(
9.1)I
7.1 1
0.362
1 ix
.SAN ANDREAS - Southern 1
5.7(
9.1)1
7.4 1
0.424
1 x
BURNT MTN. I
1..0::
27.4)1
6.4 1
0.118
i VTI
EUREKA PEAK 1
18.3,
29.0)1
6.4 1
0.113
1 VII
SAN ANDREAS - San Bernardino 1
15.3
29.4)!
7.3 1
0.180
:-III
SAN JACINTO-ANZA 1
21.1,
34.0)1
7.2 1
0.153
1 VIII
SAN JAC.INTO-COYOTE CREEK 1
21.4,
34.5)1
6.8 1
0.123
1 VIT
PINTO MOUNTAIN 1
29.7.
47.8)1
7.0 1
0.106
1 VII
EMERSON''So. - COPPER MTN. 1
31.61
50.8)1
6.9 1
0.096
1 VII
LANDERS I
32.1;
51.7)1
7.3 1
0.117
1 VII
PISGAH-BULLION MTN.-MESQUITE LK 1
33.0
54.4)1
%•i I
0.101
I VIT
SAN JACINTO - BORREGO 1
35.7'
57.4)1
6.6 1
0.075
1 VII
SAN JACINTO-SAN JACINTO VALLEY 1
36.0;
58.0)1
6.9 1
0.087
1 VII
NORTH FRONTAL FAULT ZONE (East) 1
37.Oi
59.01
6.7 !
0.093
! `.'II
EARTHQUAKE VALLEY 1
40.1.
64.6)!
0.5 1
0.065
1 VIT
BRAWLEY SEISMIC ZONE I
41.99
67.4);
6.4 1
0.059
1 VI
JOHNSON VALLEY (Northern) 1
42.9(
69.1)1
6.7 1
0.068
1 VI
ELSINORE-JULIAN 1
43.41
69.9)1
7.1 i
0.084
1 VII
CALICO - HIDALGO 1
44.4(
72.1)1
7.1 1
0.082
! VII
ELSINORE-TEMECULA 1
47.51
76:4)1
1.6 i
0.067
1 `•.1I
LENWOOD-LOCKHART-OLD WOMAN SPRGSI
48.7.:
79.4)1
7.3 1
0.085
1 `ii
NORTH FRONTAL FAULT 'LONE (West) 1
49.0(
78 . S) i
7,0 1
0.088
; I i
ELMORE RANCE 1
49.3.
:.3)1
6.6 1
0.058
1 VI
ELSINORE-COYOTE. MOUNTAIN 1
51.6:
83.11i
6.2 i
0.062
i %I
SUPERSTITION MTN. (San Jacinto) 1
53.91
86.7;1
6.6 1
0.054
! VI
SUPERSTITION HILLS (Sar. Jacinto)1
54.11
39.1!1
6.6 1
0.054
1 VI
HELENDALE - S. LOCKHARDT 1
56.5;
91.0)1
7.1 1
0.068
1 VI
SAN JACINTO-SAN BERNARDINO 1
59.4 ;
94 .0) 1
6.7 1
0.054
1 ''/I
ELSINORE-G_EN _VY
6:._
93.
6.3
0.055
1 `/I
CL•P:GHORN
65n;
105.:..
6.5 1
0.044
V1
=MPE;RIAL
69.K .
-....,
7,0 0
0.055
`
LAGUNA SA.LAn .
72.0
_ . . 0 .
7.3
0.054
:
CHINO -CENTRAL AVE. (Elsinore) 1
73.0.
112.01
6.7 1
0.055
1 VI
NEWPORT-INGLE:•:OOD (Offshore) 1
75,8'
1::2. C) !
6.9 1
0.045
1 VI
ROSE CANYON I
75.91
1. 2. _ 1
6.9 !
0.049
1 V1.
WHITTIER
...0:
125.65
6.5
0.045
I
SAN .ANDRE'... - Kujave
S2-5:
--....
1.1
0.051
�
SAN :--\NDREA - 1557RuC•..,.,..�
82.5
132.- 1
: .
.014
._.:.
i
-----------------------------
D E T ER:`,17 _� IISTIC SITE
. 1
-----------------------------
Page 2"
7 ------------------------------------------------------------------------
APPROXIMIATIE
-------------------------------
ABBRiE
DIST
,])a. X T V..ANCz,
A
FAUL'i ::'AME
mi
K m) JEARTHQUAKE!
S T -P
N Ir E:1: c�
MAG. (1-1w) I
---------------------------------
-- - - - - - - - - - - - - ---- - - - - - - - -
GRAVEL HILLS-- HARPER LAKE
- -
i 88.0(
141.7)i
6.9 1
0.04-3
1 VT
SIERRA MADRE
88.0(
161.7)I
7.0 1
X56
ELYSIAN PARK T R 7" S
90.3(
14, 5. 3
6.7
CORONADO BANK
91.1(
1416.6);
7.4
3-::
NEW PORT- I NGLEWO-1 E. %L.A.Basin)
94.2(
13, 1 . 6)!
6.9
":-^.'_
CLAMSHELL-SAWPILT
96.6(
155.5)
6.5
C'C'M?TON THRUST
96.9(
156-0)
6.8 i
PALOS VERDES
99.2(
159.7)
7.1 i
-.0t'4
I
T
ACKWATER
100.0(
160-9�
6.9 1
_.039
1
-k
-P-ND OF SEARCH- 19 FAULTS
FOIU:--';� ;IJITHIN
THE S.:71-TFIED SEARCH
_:kADI US.
THE SAN ANDREAS Coachella
FAULT IS CLOSEST TO THE
S=T E.
IT IS ABOUT 5.7 P1 -LES (9.1
km) 'W'Y.
LARGEST MAX IMUI'-]-
STT'::' n,.,--CELERATION.: 0.4237
9
CALIFORNIA FAULT MAP
l"argot Store,- La Quinta II / La Quinta
:1100
1000
900
800
700
600
500
400
300
200---
100 ♦�D' SITE
o �
0
-100 i
-400 -300 -200 -100 0 100 200 300 400 500 600
STRIDE -SLIP FAULTS
5) Boore et al. (1997)Noriz. -SOIL (31.0)
M=5 M=6 M=7 M=8
19,
3
1
1
[II
.001
1 10 100
Distance [adist] (km)
DIP -SLIP FAULTS
5) Boore et al.. (1997) Horiz. - SOIL (3 10)
M=5 M=6 M=7 M=8
n
.001
1 10 100
Distance (adistj (km)
o
.1
:-a
c�
Q)
.001
1 10 100
Distance (adistj (km)
n
RT TN II_TNRTTRT FAT T7 TS
.5) Boore et al. (1997) Horiz: - SOIL (33 10)
Elm offlummm
M=5 M=6 M=7 M=8
1
a.>
U
U
� .01
001
1 10 100
Distance (adistl (km)
MAXIMUM EARTHQUAKES
Target Store - La pLllnca u ; La Quinua
1
.001
1 1 10 100
Distance (mi)
r
MAXIMUM EARTHQUAKES
Target Store - La pLllnca u ; La Quinua
1
.001
1 1 10 100
Distance (mi)
EARTHQUAKE MAGNITUDES & DISTANCES
Target Store - La Quinta 11 / La Quinta
7.75
7.50
7.25
73
7.00
73
ca
6.75
6.50
1 1 10 100
Distance (mi)