0302-208 (OFC) Geotechnical InvestivationGEOTECHNICAL INVESTIGATION
PROPOSED TARGET STORE &
" SURROUNDING RETAIL COMPLEX
SOUTH SIDE OF HIGHWAY 111
BETWEEN WASHINGTON &ADAMS STREETS
LA QUINTA; CALIFORNIA
}
4
-Prepared By-
Sladden Engineering
39-725 Garand Lane, Suite G
Palm Desert, California 9221 1
(760) 772-3893
.644%
C� W4
Sladden Engineering
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
AuL-test 28. 2002 Project No. 544-2 106
U2-US-�S�
Washington 1 11. LTD.
c/o Dale Frank Associates
7525 Southeast 76th Street
'Mercer Island, Washln,ton 95010
Attention: Mr. Dale Frank
Project: Proposed,Target Store & Surround.ing Retail Center
1-1i�I I hway 1 Between Adams Street and Washin'-ton Strect
La Quinta, California
Subject: Geotechnicallnvesti«ation
Presented herewith is the report of our Geotechnical htvestiLy,ation conducted at the site of the proposed
Target Store and surrounding mixed use commerci.il development to he located on the south side of
Highway I I I between Adams Street and 'Washington Street in the Citi of La Quinta, California. The
investi(yation was performed in order to provide -recommendations for site preparation and to'assist in
foundation desi;n for the proposed Target Store as'\\ell as the associated retail/commercial snuctures and
the related site improvements.
This report presents the results of our field investi`,ation and laburator\ te;tin`, alonU With conclusions
and recommendations fur foundation design and site preparation. Thi, report complete; our original
scope of sery ices as outlined within our proposal dated .lune 26. 2002.
We appreciate the opporrimity to provide service co you on this proieCt. If you have any questions
regarding this report, please contact the undersigned
Respectfully submitted,
SLADDEN ENGINEEI
Brett L.°i�ndersun
Principal 1-:11`,ineer
Sl---R/pc
Copies: 6!1`),ile Frank & Associates
Slnrlfleil P'll"ineeriil,
August 28, 2002 -I Project No. 544-2106
02-08-485
INTRODUCTION
This report presents the results of our Geotechnical Investigation performed in order to provide
recommendations for site prepamtiop and the design and construction of the foundations for the proposed
Target Store and surrounding retail/commercial complex: The project site is located on the south side of
Ilighway I 1 I between Adarns Street and 1Vashington Street in the City of La.Quinta. California. The
preliminary plans indicate that the proposed project will include a ne" Target Store and several
surrounding multiunit retail/commercial buildings. The associated site improvements are expected to
include paved roadways and parking area& 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. Our
investigation 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. VVe make no other warranty. 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
Sheet 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 lighoveight wood -frame, steel-tyme, 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 conjunction with
the development of the Lowe's site. A large retention basin has been excavated within the cenuml portion
of the site. The,eastern portion of the site includes several large sand dunes that provide surface relief of
over 10 feet. The existing Lowe's facility is located just west of the Tartlet building site along l6ghway
I 1 I. 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 %with relatively light"Qht corm"ercial swocuiretas wdl as the
loading information provided within the Target Developers Guide , we expect that isolated Column loads
may be up to 120 kips and wall loading nmy be up to i.0 kips per linear toot. Grading is expected 10
include minor cuts and tills to match the nearby elevations and to construct slightly elevated bull(Iln=, pa(Is
to accommodate site drainage. This does not include removal and reconlpaction ofthe foundation bearing
soils within the building areas. II' the anticipated foundation loading or site grading Varies substantially
frons that assumed; the recommendations included in this report shoul(I be ree"duated.
August 28, 2002 -3- Project No. 544-1106
02-08-483
Caving did Occur to varying degrees within each of our exploratory borin.,,s 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. we anticipate that the majority of the subsoils will conform to those described by CalOSHA
as Type C. Soil conditions should be.Verified in the lield b� n "Comperes! .I)eI'On" en)ployed h� the
Contractor.
The majority of the surface soils encountered during, our investi,ation were found to be non -expansive.
Laboratory testing indicated expansion indices less than 20 for the surface silh'sands and sandy slits that
correspond with the "very low" expansion 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. 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 satisfactory support for the proposed structure. Overexcavation
and recompactios should be performed as described in the Site Grading Section of this report.
Footings should extend at least 12 inches beneath lo\�est adjacent grade. Isolated square or
rectanjular 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 !maximum 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 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 con)pacted soil. All grading 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 dis[Urbed materials.
Settlements: Settlements may result from the.anticlpated foundation loads. These estimated
ultimate settlements are calculated to be a maximum of I inch when using the recommended
bearing Values. As a practical matter. differential >etlleinents between footings can be assumed as
one-half ol'the total settlement. -
Lateral Desian: Resistance to lateral loads can be provided by a combination of friction acting
at the base of the slabs or toundations incl pa;siye earth pressure alon`, the sides of the
foundations. A coefficient of friction of 0.40 between soil and concrete may be used \\ Ith dead
load force, only. A passive e-Irth pressure of 230 pounds per quai-c 1:001. per foot of,depth. nrty
be used l6r the sides of IOotln`,s, which are poured against properly compacted native soil;.
August 28, 2002 -5 Project No. 544-2 106
02-08-48'5
The recommended pavenlent sections should be provided with a uniformly compacted sub,rade
and precise control of thickness and elevations dLII_IIlg plaCelllellt. Compaction should be verified
by testing.
Shrinkage and Subsidence: VOILImetric shrinkage 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 scarilled and compacted should be
between 2 and 3 tenths of a foot. This will vary depending, upon the t� pe ol'equipnlent used. the
nloisttu'e,COntent of the soil at the time of grading and the actual degree ofcompaction 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 vegetation, debris,
foundations, slabs, pavements and underi round utilities \ill be very important. All
surfaces to receive compacted till should be cleared of roots. 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 till under the direction of the
Soils Engineer.
2. Preparation of Building and Foundation Areas: Building areas should be
overexcavated toga depth of at least 5 feet below existing grade or 4 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 percent relative
compaction is attained. Once roots and other unsuitable materials are removed, the
native material mai be placed as controlled compacted fill. Owerexcavation should be
observed by a representative of Sladden Engineering and compaction should be verified
by testing.
Wet soils removed during excavation should be dried back to near optimum moisture
content or mixed with dry soils prior to placement as engineered fill material. The
bottom of the excavations should be stable and unvielding prior to fill placement.
3. Preparation of Surfaces to Receive Compacted Fill: Other area., to receive compacted
till should be brought to near optimum moisture content and compacted to a mininlunl of
90 percent relative compaction. '
4. Placement- of Compacted ,Fill: Fill materials consisting of on-site soils or approved
imported granular Soils. SIIOIIId be spread in thin lifts, a11d compacted at near optinlunl
moisture content to a mininlunl of 90 percent relative compaction. Imported material
shall have an Lxpansion Index not exceeding 30. The contractor shall notify the Soils
Vil,,Ineer at least 48 hours in advance ol' inlp0rti1lQ soils in order to provide sullwicnt
time li)r IIIc proper evaluation of proposed 11111)01"t Ill,ltel'Ials.
The contractor shall be responsible for delivering material to the site. \\hich complies
with the project specilIcatio11s. Approval hy the Soils Ln_Meer \\ ill be based upcin
material delivered to the ;itc and not the preliminan cvaluntion of import source,.
s
In,
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T'VOCL SLorc - La QW11M 11
Wilsllill'(' toll Street & f-fi,olivvilv I I I
LJ QLIilltl. California
sladdell 1`11,611cerill"
r
Target Store - La Quinta II Development
Washington Street and Highway 111 / La Quinta, California
Date—:7 '-02 Boring No. 2
- Job No.: 544-2106
> •0
o DESCRIPTION r
Q REnLARKS
[,
----- —
o Silty Sand: Brown. Sm
fine
tine grained
5
5/10/15 Sandy Silt: Brown, clayey ML 95 g ___
10
9/14/22
-
Sand: Brown,
SP/SN
slightly -silty, fine grained
103
1
15
14/22/27
Silty Sand: Brown,
SM
102
1
fine grained
zo
-
11/17/24
•
Sandy Silt: Brown, clayey
ML
88
2
-
Recovered Sample
Total Depth
Bedrock
25
No Groundwater
:30
-.35
40
I
I
,
-
-
-, 5
�
I
i I
i
I
50
-
-
i
I
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I
.
If C: Tlr:.;l nICi:lc:lti u, li,u:.;
�
i
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n:prv.<cnl rh�� :I,,,,rnsun:uc
l,i und;lriu.; l.:Ca'cen the sutl t,,ie:;
I
I:Itc Iralt;ltuin: ,,,:,�.� lie �,rn,lual.
Target Store - La Quinta II Development
Washington Street and Highway 111 / La Quinta, California
Date: Boring No. 4
— _Joh ?oto.: 544-2..1
c'
2
y y on DESCRIPTION QZ Cz 'REMARKS
o
.o
C/O U c o
0 Silty Sand: Brown, SM _
very silty, fine grained, clayey
5
7/13/14 " „ 95 3 ---
LO
9/13/18
Sand: Brown,
SP/SM
99
1
slightly silty; fine grained
35
14/22/28
Silty Sand: Brown,
S�9
107
1
fine grained
20
Sand: Brown,
SP,•'SM
19/38/50
_sIightly silty, fine grained
108
0
® Recovered Sample
Total Depth = 21.5'
No Bedrock
No Groundwater
:30
35
i
40
:;ll
1
I I I
II
-
-
I
I
i
Note: The strarification lillc.s
i5
l I
lvpresent the approximate
boundaries between the soil 1_:pcs:
tllc trall.Gltions Ill'.iv be gradu:ll.
Target Store - La Quinta II Development
Washington Street and Highway, 111 / La Quinta, California
Date: 7-S-02 Boring \to• 6 __Job No.: 044-21(1(1
J p
,. DESCRIPTION „ l cz
REACARKS
oCL
C�� rn U Ge "U
Silty Sand: Brown,
SM
I ----
tine grained
4/7/14
Silty Sand: Brown,
SM
93
0
very silty, fine grained
to
9/11/15
Sandy Silt: Brown,
ML
Sb
2
very sandy
c
t;
Silty Sand: Brown,
SM
EM
9/15/20
very silty, tine gained
99
3
---
Recovered Sample
Total Depth = 16.5'
No Bedrock
20
No Groundwater
25
_
1 -
30.
35
-
I
40
.
j
I
-
15
I
,:TO
I
I
Voce: The str;itirit:arion !incl
''
i represent the npprosimare
b-Modaries buricn the ,uil tv1>c ;
I
rha transit.ion.;he
Target Store - La Quinta II Development
Washington_ Street and Highway 111 / La Quintal California
Data: 1 -02 Borin-, No. S Job No ' S 1-(-'? lOG
5 O
DESCRIPTION U
w REMARKS
W U o4
— �D
-----
Silty Sand: Brown. SM
fine grained with thin
I! -
interbedded clayey silt layers
5
13/20/26 „
to
Silty Sand: Broxvn
SM
9/16/25"
veno silt , fine grained
---
2
.._
® Disturbed Sample
Total Depth = 11.5'
no Bedrock
15
'
No Cround\cater
20
'
25
f
F
I
:10
35
4U
15
1
50
-
55
! Note: "Ch1 slr:t(ilk:ltulllife,
I
l
I I hull lld:l l'llf.� t'l (N'Ci.'q lhC Nil `Il (l'�n�.i;
I
I
I I tll l' tl':1 t;.ill 111 ll� Ill:l t' ll�� �r:lll Ll:l 1.
Target Store -
La Quinta
II Development
Washington Street and
Highway
111 / La
Quinta,
California
Date:
7-10-02
Borinc
\o. l0
Job No.: 544-2106
C)
o
DESCRIPTION
5.i U O
�
-0
3
.o
. REALARKS
t'
I Silty Sand: Brown,
Si"1 `
very silty, fine grained
j
I
s
10/15/21
-
10
10/10/22 „
I
-
-
-
i
I
i
I t
15
13/19/28
Silty Sand: Brown,
S,1:1
i
2
i
fine grained
I
21
Sandy Silt: Brown,
ML
15/20/33
slightly clayey
1
® Disturbed Sample
Total Depth = 21.5'
I
No Bedrock
25
�
No Groundwater
30
" -10
-
Li
II
•
50
it I
I
I
l
i
-
I
\nlr: 'l'he sn•;Irificaritm line.;
35
i I
I
i
rcprc.senr Che ;Ippr zimatc
huund:u•ics hctv.ven the sod erpc.::
the transitiun< !nay he gr;k(I il.
Target Store - La Quinta II Development
Washington Street and Highway 111 / La Quinta, California
Date: 7-2A 11 ' -
Borin- No. 14 Job No.: � i4-2106
C J _
0) _6 DESCRIPTION '
\ _C REMARKS
0 o. _
U)
i.
Silty Sand: Brown, SM l
very silty, fine grained j
i I ,
5/7/12 Clayey Silt: Brown with ML _._ t g
interbedded silty fine sand lavers
LO .
- 4/4/6 Sand: Brown, fine grained SP 0
rs Clayey Silt: Brown with ML i
7/12/15 interbedded silty fine sand lavers 0 .--
® Standard Penetration I Total Depth = 1G.:5'
- Sample No Bedrock
20 No Groundwater
25
:30
i
;35
t -
40
i
-1:i
� 1
• I I I
50
r I I NWC: Thr 61rltificr,tiun line;
',I � I ri:llresCn[ the ,Ippruznn;Itc
I I I I � lunuul:u'ie� I,ct��'ci•n 1.
by uil'h'Ix:.;:
j i 11v translt!nns nlzn- he ,cra.lii,.tl.
Target Store - La Quinta II Development
Washington Street and Highway lli / La Quinta, California
Date: 7- 2 1 02 Boring No. 16 Job No.: 51=1-2106
• � � � o
0
a) o DESCRIPTION Q N � REMARKS
Q M u asx
- C/) �D o _ 0
_
Sandy Slit: Brown,
ML
slightly clayey with scattered
interbedded silty sand layers
5
2/2/4
---
13
10
4/s/9
15
6/12/15
---
14
® Standard Penetration
Total Depth = 16.5'
Sample
No Bedrock
20
No Groundwater
25
30
35
40
,15
-
II
t
Note: 'riit: stl';I Ci�icM ion llne52
5.5
�'
I
I I I Cn! the ilppr0S111111 tC
h iuntl;u'Ics hctw(.-un Clic soil
the Cran:itior.; m Ic he ',radutl.
Target Store - La Quinta II Development
Washington Street and Highway 111 / La Quinta, California
Date: 7-24-02 _
BorinvNo. 18 _Job Into.: 544-2106
J
y
o
o DESCRIPTION Q REACaRIiS
��) 3 o e
Iry rn U W
o
Silty Sand: Brown-
i SM
—
—._— -----
Fine grained
5
3/4/G
"
10
6/15/19
Sand: Brown,
SP"ISM
1
slightly silty, fine grained
15Ulu
Silty Sand: Brown,
SM
-
8/17/25
fine grained
---
2
---
TStandard Penetration
.Total Depth = 165'
Sample
No Bedrock
20
No Groundwater
23
30
I
3;i
i
'10
"
IS
I
I
iI
'I
50
I
I
1
,
II
Nwo: The Stl'NUtl:::iLlull li:h—
°i'�
�
I i
�" I I
r' -present tyle ;11)p1'0\II118fi-
ii
I
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i I
I11!ll 11 1171 rle.i hl-'t1t'I_cll tllt' ,..11
I
I
I
i
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Ill•.: tr;lll.ill-.11)11.; i11;1 l'
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 testin`,. laboratory testing was generally performed in two
phases. The first phase consisted ol'testing in order to determine the compaction of the existinLl natural
soil and the general en;ineering classifications ilf the soils underlvin, the site. This testin, �� is
performed in order to estimate the engineering characteristics ole the sk-il and to serve as a basis for
selectins samples for the second phase of testis,. The second phase consisted of soil mechanicstesting.
This testing includin; consolidation, shear strength and expansion testin<_� 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
testis; 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 oil the Borin,g Logs.
Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for
nlaximunl density' determinations. This testing was performed in accordance with the AST -.\1 Standard
D1557-91, "fest Method A. The results of this testing are presented graphically in this appendix. The
nlaximunl densities are compared to the Held densities of the soil in order to determine the exist'1110
relative compaction to the soil. This is shown on the Boring Logs, and IS useful in estimating the strength
and compressibility of the soil. y Z
Classification Testing: Soil samples were selected for classification tc;tins. This testin consists of
mechanical `,rain 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 engineerina. characteristics. The
results of this testing arewery useful in detecting variations in the soils and myselecting samples for
Further testin,.
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 desi`,n and lateral deshm. Testing was performed using recontpacted test specimens. which
were saturated prior to testing. Testing was performed using a strain c�...)ntrolled test apparatus with
normal preSSUI-es railgillg from 800 to 2300 pounds per square foot.
Expansion Testing: One bulk sample was selected for Expansion tcsting. Expansion testing was
performed in accordance with the LIBC Standard 18-2. This testin, consists of remolding 4 -inch diameter
by I -inch thick test specimens to a moisture content and dry density corrvsprndill `, to approxiniatek 50
percent saturation. The samples are subjected to a surchar`;e of 1.1-4 pounds per square foot and allowed
to reach equilibrium. At that point the specimens are inundated mth distilled water. The linear
expansi()n is then nleasured.ugtil complete.
Consolidation Testing: Five relatively undisturbed gambles were seli:cte(l f')r Consolidation testin_. For
this testin`? one-Hich thick test spCcilllens are subjected tO vertical 10ads gar, in_ from 575 psf to 1 1520 psi
applied pro,rz;siwcly.
The. con;ulidation at each load increment \\as rccorded prior to placement ol,each
subsequent load. The Specmens were saturated at the i75 psi i�r 7�'0 psi' I pail increment.
Sladden rnbineerino, August 1 1.303
N 6753 Stamm Avenue, Suitc A
Buena Park, CA 9063 1
(71=4) 53 i-0953
FAX (714)>23-1369
-' Maximum Density/Optimum JN�Moisture Proctor ASTN-1 D698D1557
Project NUmbCI.: X44 10(, Proceilure Used: DI5>?-:\
Project Name:- T-11 Prep. Nelethud: nn
Lab ID Number: Rammer Type: N,Iechanical
Sample Location: Bulk S ri: 0-i'
Description: Silt\ F Sand (SNI)
Sieve Size % Retained
Max Densis I I Z.5 pcf 3/4"
Opt Moisture:12':,; 3!8"
` 44 0.0
1A
tau
Zero Air Voids Lines.
se :-2.65. 3.70. 3.75
t ;u
t�
t �u
tt�
• i its . , d
tu.
to
u t t _'5 40 �>
til:i�l�li•n I:i•t�tit;c•�•ri;t:�
DIRECT SHEAR TEST
1.6
1.4
---- ---------
1.2
V
1.0
t8
C/)
6
I.
.4
c/)
2
0
DIRECT SHEAR TEST
0
.4 .6 .8 1.0 1.-) 1.4 1.6 1.8
NORMAL LOAD (KIPS / FOOT
0
0 = 29
c = I 00psj,
where 0 Shear Angle
c = clollesioll
Boring; 8 @q () -Vii'
T,lrllet store - La Quinta It D(.!%,elopmcnt
Street ;I 11(l lij,"'hwilv I I I
Sladdert lin gjlle01.1'illc I
8-'o-u'7,JOH NO 5It.-, to(;
---- ---------
V
W
_T_
I I
I
I
i
_j
--
� I
!
0
.4 .6 .8 1.0 1.-) 1.4 1.6 1.8
NORMAL LOAD (KIPS / FOOT
0
0 = 29
c = I 00psj,
where 0 Shear Angle
c = clollesioll
Boring; 8 @q () -Vii'
T,lrllet store - La Quinta It D(.!%,elopmcnt
Street ;I 11(l lij,"'hwilv I I I
Sladdert lin gjlle01.1'illc I
8-'o-u'7,JOH NO 5It.-, to(;
u(v.Izvlc[ LiolluplJOSU03
09L'9 OSS Z, OZL"O 010*0
iooj, aietibSaod Sjl`l iii atnssaaj
Vo
60'
30'
2
LO•
90•
90'
PO'
F, 0'
10'
0*0
0.
{
u,l>.i. e,n uo,aepliosuoo
009 r OOF*7, 9L9" OT0'0
�oo1 aaenbS .,ait cll�1 u, a.mssa�d
£i'
c"• i
IT�
T'0
60'
80'
c;
cn
J
LO'
_r
C
90
f:
50
"J.
`v
r
IF0'
n
co,
Z0"
10'
0'0
Consolidation in Inches per Inch
1
�- �- �•-- � o 0 0 0 0 0 o c c �
cr 47 GJ LJ O
p
tlJU-lrlP[C[ UOIjVj)ljOSLIO,)
009*f OOC'Z LIT 010,0
iood wunb(
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C-1
CT
T T'
l'O
60'
SO'
1-0 R.
90*
0
.0.
Fo*
zo*
10'
0'0
U. & SIA.ROAR0 WYE OPENING IN INCHES U. S. SIMOARD SIEVE NUMBERS KYDROW M A
6 4 3 2 1+ 1 4 + 3 4 6 1 10 14 16 'N20 30- 40 W 20 100 140 2W
T
PL
2',
X)
In a
fn
i 0 5 1 0.5 0.1 0 05 0.01 0 Dyj 0 CII.,
GMAIN SIZE 114 MILLIMETCHS
COEB"(S GRAVEL SANG VLT OR CLAY
l',,( w(D.vw
cuwt"-.tI0n Nil vI < LL PL PI
Plo !ct
GRADATION CURVES Oslo
2081 Project No.: 544-2 106
Borim) 3 9c 0 - 5'
I I U C_ SIA.40ARO SIM OPENING IN I?lCJ4[S U. S. SIMOARD SIEVE NUMBERS KYDROQMA
3 4 6 1 10 14 16 20 30 40 50 70 100 140 ?CO
T
I
1A-
I
J i
-74
L..i
1
-I
-i.
I.
_L.
I
0
2,
Y)
Sn
-u
ii
-�5 "1, 00;;
;0 1 0.5 0.1 0011 0.01 0 lK
GtIAIN SIZE IN WILLIMCIERS
COW, l' GRA/(L SAND
SILL DR CLAY
I.. W(O,U. tin(
ho 0- v G, Pin ct, w6cjuon Hit w X LL PL PI
GRADATION CURVES
2067 Pro'ect No.: 544-2) 106
Boring 2 @ 10'
U. S. SIAnOARD SIEVE OPENING IN INCHES U. S. STANDARD SIEVE NUMBERS HYDROWMR
6 t 3 ' 2 I I } 3 t 6 1 10 . 14 16 20 30 40 50 70 100 140 200
0
10
30
h
y
V
70
ao
90
I0:
10 1 0.5 0.1 0 05 0.01 0.075 OCA I
_ - GRAIN SIZE IN MILLIMETERS
--' C05ULL,— _GRAVEL SAND SLIT OR CL1Y
f-' �'-- trht �to�w tr�t
S�myi� Nu EIS. a QaVlh CLas416"tion NSI w X LL PL PI
Pr of ed
GRADATION CURVES
Ei1G , ,°Y a, 2081
Data
Project No.: 544-2106
Boring 4 @ 10'
I
I i
-� --
I
I � I
r ,
t,. . .
-
701-
FFFF-
I
!
' i I
i+H
-
-
---
!
.I
I
! I
r
0
10
30
h
y
V
70
ao
90
I0:
10 1 0.5 0.1 0 05 0.01 0.075 OCA I
_ - GRAIN SIZE IN MILLIMETERS
--' C05ULL,— _GRAVEL SAND SLIT OR CL1Y
f-' �'-- trht �to�w tr�t
S�myi� Nu EIS. a QaVlh CLas416"tion NSI w X LL PL PI
Pr of ed
GRADATION CURVES
Ei1G , ,°Y a, 2081
Data
Project No.: 544-2106
Boring 4 @ 10'
I
I i
-� --
I
-
-
FFFF-
I
!
I
i+H
-
-
---
I
0
10
30
h
y
V
70
ao
90
I0:
10 1 0.5 0.1 0 05 0.01 0.075 OCA I
_ - GRAIN SIZE IN MILLIMETERS
--' C05ULL,— _GRAVEL SAND SLIT OR CL1Y
f-' �'-- trht �to�w tr�t
S�myi� Nu EIS. a QaVlh CLas416"tion NSI w X LL PL PI
Pr of ed
GRADATION CURVES
Ei1G , ,°Y a, 2081
Data
Project No.: 544-2106
Boring 4 @ 10'
r
i U. S. SIANOARD
6 1 )
SIEVE OPENING
1 1+ I
IN INDIES
_
}
J
1
6
1 10
U. S. STANDARD
14 16
20
SICVE
30
NUMBERS
40
50 20
100 114
200
HYD"ETER
0
v:i- '—j
10
)
)0
V,
I I I
I
i
I
cx .0
'I 111
iT
, !
i.
1
I
I
I
i0
�
1 i
Vii'---—
I
I
70
—90
_
10?
A I OO 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001
GRAIN SIZE IN MILLIMETERS
— --
CODULLS--
-----GRAv(l
SAND
SILT DR CLAY
--
—
Im(
Or, w CKpm
Cos. iNcs(wn
Mat w X
LL
PL
PI
Profit ---'-
'
I
otl.
GRADATION CURVES
" 2oa� Project No.: 544-? 106
ENG .,, ,
Boring 7 Cl 5'
i
I U. S SIAt10ARO
SIEVE
OPENING IN IhOi(S
U.S. STANDARD
SIEVE
NUMBERS'
HYDROUMR
6 1 3
t
I 1 }
}
3
4
6
1 10
14 16
20
30
0
50 70
100 140
'?00
I
10
—
—120
i
—•—,—� t— —
—
—I---
—
—
—
30
I i
40
i
i
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_4__4
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I
liar-l—c-----------•i-Ij -I-I
--
-
--
90
i I
0 I I
10]
»� 1 UJ 50 10 5 1 0.5 0.1 0 0S 0.01 0.005 0.001
GRAIN SIZE IN MILLIMETERS '
`— COOCLCS GRAYEI
SANG
SILT OR CLAY
[I- to Loggr.
C(+wbulwn
Nat
LL
PL
PI
.
PID xl
•
-'-'---' --"-- -.... _... -'- --... _.
.-'---.. .----'--'------ -----
--
Ales
-
,
I
80llnt 110..
D,I.
GRADATION CURVES
`2087
ENG , ,a„ �,
Project No.: 544-2106
A Boring 8 @ 5'
07/29/2002 09: 41 714549184/ ANAHEIM TFST LAB PAGE €73
ANATI-MEA I TEST LABORATORY
' 3008 S. ORANGE AVENUE
i SAMA ANA, CALiFORN1A 92707
PHONE (714) Si9-7267
T6 SLADDEN ENGINEERING:
6782 STANTON AVE. SUITE E DATE: 7/29/02
BUENA' PARK, CA. 90621
ro.No. Chain of Custody
$nipper No.
ATTN: BRETT/DAVE'• Lob. No. A-1728
Soeuhcoioon:
►Ao+erd: SOIL
PROJECT: }544-2106
BULK 3.@ 0-5"
i.
i
f
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
7.2 440 148 730
i
1
t
RESPE LY
POPPY
�u n
ANAHEIM 'T'ES'T' LABORATORI'.
3008 S. ORANGE AVENUE
SANTA ANA, CALIFORNIA 92707
PHONE (714) 549-7267
`O: SLADDEN-ENGINEERING.
6782 .STANTON AVE.. SUITE E DATE: 7/23/02
BUENA PARK, CA. 90621
P.O.No. Chain of Custody
Stepper No.
ATTN: BRETT/DAVE
Lob. No. A-1702
k ecItIcQtion:
Material: SOIL
PROJECT: #544-2106
BULK 8 @ 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
ppmPPm ohm -cm
7.5 49 630 1,533
SPE LL L
Popp)4mID ER C
,ili . 1.1,2,111 . li"llp"I.%
1997 UNIFORM E; 13UILDING CODINFORMATION
The International Conference of Building Officials 1997 Unil'orm 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 construction of the proposed ;tructw-e 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.
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 stil'f or dense soil. The site is located within
UBC Seismic Zone -J. The following table presents additional coefficients and factors relevant to seismic
niitigation for new construction upon adoption of the 1997 code.
i
i
Approximate Distance
Fault Type
Fault Zone
From Site
(1997 UBC)
San Andreas
9.1 km
I
Factor, N,
Factor, N,
C;, C,.
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 SD, generally described as stil'f or dense soil. The site is located within
UBC Seismic Zone -J. The following table presents additional coefficients and factors relevant to seismic
niitigation for new construction upon adoption of the 1997 code.
i
i
Near -Source
Near -Source
Seismic Seismic
Seismic
Acceleration
Velocity
Coefficient Coefficient
Source
Factor, N,
Factor, N,
C;, C,.
_
San Andreas
1.03
127
0.44 N;, 1 0.64 N,
San Jacinto
1.0
1.0
0.44 N, 0.64 N,
1 � _
rE Q _ A U L. _
Vers_.... 3.00
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FRO DIGITIZ_D FAULTS
"e
JOB NUM3ER: 549-2106
DATE: 10-02-2002
{
JOB NAME: Target Store - La Quinta II Development
La Quinta, California
CALCULATION NAME: Test Run Analysis
FAULT-DATA-FILE NAME: CDMGFLTE.DAT
SITE COORDINATES:
SITE LATITUDE: 33.7097 .
SITE LONGITUDE: 116.2908
SEARCH RADIUS: 100 _mi
AT'T'ENUATION RELATION: 5) Boore at•al. (1597, 2oriz. - SOIL (310)
{ UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0
DISTANCE MEASURE: cd 2drp
SCOND•. 0
Basement Depth:. 5.00 km Campbell SSA: Campbell SHR:
t
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT-DATA FILE USED: CDMGFLT'E.DAT
i
MINIMUM DEPTH-VALUE (km): 0.0
r
a
---------------
EQE'A .._ Siji'A R Y
-----------------------------
----------------------- - - - - - -
a
Page 1.
r
----------------------------------------=--------------------------------------
I
I ESTIMATED MAX
I
APPROXIMATE
I -------------------------------
ABBREVIATED I
DIST=.NCE I
MAXIMUM I
PEAK
JEST. SITE
FAULT NAME
rn L
: Q :'="K=1
.... I EARTi
SITE
i--•-ENS_T-
1
(-N?,.:) I
ACCEL. g
!'...._.r;ERC.
SAN ANDREAS - Coachella I
5.';
9.1)!
7.1
0.362
Tx_
SAN ANDREAS - Southern 1
5.7(
9.1)1
7.9 1
0.929
1 x
BURNT MTN. I
1".0::
27.4)1
6.4 1
0.112
; VTT
EUREKA PEAK I
1c.:i.
29.0)1
6•=; 1
0.113
i VTI
SAN AN!,REAS - San Beri:ardino I
1` "3
29"9) !
7.3 i
0.120
-III
SAN JA_NTO- :NZA 1
.. _
�-_z 4 . 0)
. 2 I
0.15-
:% II
SAN JAC.INTO-COYOTE CRE',_ti 1
'i•
5)I
6.�
0.123
PINTO MOUNTATN
0. 106
1 JII
EMERSON So. - COPPER MTN. 1
31:6;
50.2)1
6.9 1
0.096
1 VII
LANDERS 1
32.1:
51_.711
7.3 1
0.117
1 VII
PISGAH-BULLION MTN.-MESQUITE LK 1
33.8(
54.4)1
i 1
0.101
I VIT
SAN JACTNTO - BORREGO 1
35.7
_7.9)!
<:.6 I
0.075
1 VII
SAN JACINTO-SAN JACINTO VALLEY 1
36"0:
58.0);
. !
0.097
1 VII
NORTH FRONTAL FAULT ZONE (East) !
3,.%
0.093
! II
EARTHQUAKE VALLEY I
'v. -.
c•= .6) !
I
0.065
'T
BRAWLEY SEISMIC ZONE I
91.9:;
67.31!
6._ 1
0.059
; VI
JOHNSON VALLEY (Northern) I
z2.9(
69.1)1
6•? I
0.062
I /I
ELSINORE-JULIAN I
93.4:1
69.9)!
7.'_ I
0.08-1
j. `JII
CALICO - HIDALGO I
99.8(
72. i)1
7.1 1
0.082
! VTI
ELSINORE-TENECULA 1
9-•5.
,6.-"•)1
6.3
0.067
! 'I
LENWOOD-LOCIHART-OLD WOMAN SPRGS i
43 • ?
'S • ='•) !
? • 3 I
0. 085
1 `:'I
NORTH E'RON?.L FAULT 'LONE (West)
49,kf,
%8 " S)
0.098
: I I
ELMORE RAMC"r: I
=! %' . _ .
_ . 3) ;
a .'6 I
0.052
/
1 T
ELSINORE-CO`_OTE MOUNTAIiJ 1
C .
6.:3
0.062
! %I
SUPERSTITION `ITN. (San Jacinto) 1
53.9.
86.7;1
6.6 1
0.059
1 'JI
r SUPERSTITION HILLS (San Jacinto)!
54.'7.-'
33.111
6.0 1
0.059
1 VI
HELENDALE - S. LOCKHARDT I
56.5;
3:.011
7.1 i
0.062
1 VI
SAN JACINTO-SAN BERNARDINO t
54.3
,..0) I
6..
0.05=•1.
IT
Ei.SINORE-GT .VY !
ul...
: _ . _
�.3
0.055
/:
CI:F.GiiORN
0.09;
In,IPER. IAL
C H I NO -C 1 -:NT R=.1 L.VE. (Elsinove)
-'3. i
=::.y) i
6..
0.0`5
J
I %T
NEW PORT -INGLE[dOOD (0;'.Lsilore) !
75.
i_:2.G) !
b.9 ;
0.049
I !I
ROSE CANYON I
1WHITTIE:R
'ID
0.095
:: hd ^.NDP.E ... - !10 aVc
_.....'
:.:....
I
-----------------------------
DE T _E.RMINISTIC
----------------------------DETERMINISTIC SITE
------------------------------
Pa-ge
PPPROX-.
1!,1,
- - - - - - - - - - - - - -
- - - - - - - -
- - - - - - - - - -
A B BR:,-� D
D I ST A,',j'C E
)a.X T t -,j Lj!.,:
FAULT :.dont
ml.
(I m) JEARTHQUAKC,
MAG. ([,Iv!) 1 A
C--' E L .
j1,1OT-.:
GRAVEL HILLS "HARPER LAKE
88.0(
141.71 i
6.9 I
.:.043
i VT
SIERRA MADRE
.83.0(
141.71i
7.0 1
.056
ELYSIAN PARK T R
90. 3(
145.3,
6.7
CORONADO BANK
91.1(
146.6)
7.4
NEWPORT- INGLEWOCD
94-2(
151-6)1
6.9
CLAMSHELL-SAWPIT
96.6(
155.511
6.50
00LOPTON THRUST
96.9(
156.0)
6.3 i
?=LOS VERDES
99.?(
159."-'-
7.1
04
57ACKWATER
100.0(
160.9':
6.9 I
039
1
w
k
-END OF SEARCH- J9 FAULTS FOL::-"-
f,JITHIN
THE GIFTED S EA RC
D 'U S .
THE SAN ANDREA -S Coachella
FAULT IS CLOSEST TO THE
IT IS ABOUT 5.-7 �17rES (9.1 km)
AW': Y.
LARGEST MAX IMUM-7 �---.RTHQUAKE SIT:
.,CCELERATION: 0.4237
9
t
CALIFORNIA FAULT MAP
Target Store - La Quinta II / La Quintet
S.TR.IK.E-SLIIP FAULTS
5) Boore et al. (1997) 'Hor,iz. - SOIL (31.0)
M=5 M=6 M=7 M=8
r.
f
t
i
i.
�i U
til
DIP -SLIP FAULTS
5) B.00re et al. (1997) Horiz. - SOIL (3 10)
M=5 M=6 M=7 M=8
.01
.001
1 10 100
Distance [adistj (km)
1
1
�
0
L
a�
U
U
l
1
1,
,
1.
DIP -SLIP FAULTS
5) B.00re et al. (1997) Horiz. - SOIL (3 10)
M=5 M=6 M=7 M=8
.01
.001
1 10 100
Distance [adistj (km)
1
BLIND -THRUST FAULTS
5) Boore et al. (1997).Horiz. -SOIL (3 10)
M=5 M=6 M=7 M=8
1.
10 100
Distance [adist] (km.)
MAXIMUM EARTHQUAKES
Target Store -,La Qui'nta II. / La Quinta
1
ZI
01
1 10
Distance (mi)
100
1
MAXIMUM EARTHQUAKES
Target Store -,La Qui'nta II. / La Quinta
1
ZI
01
1 10
Distance (mi)
100
r
t
EARTHQUAKE MA:GNI�TUDES & DISTANCES
Target Store - La Quiizta II / La Quinta
7.75
7.50
7.2.5
a�
4-4
7.00
ca
''-6.75
6.50
r
r ,
1 1 10 100
Distance (mi) .
--ILE
no
1 . r— - r.L •Z• _ - - �.' - .. .. _ �T"f ICS T •h'T' {
- .'�:�.� _ - - - _ .{-i . - ... .. • . .. ....may _ / h��
'�''.�-1 .` :'! _yam CT_•y�,��'C.j.
PRELIMINARY GEOTECHNICAL INVESTIGATION,
'.. ; :.'.. PROPOSED WASHINGTON SQUARE COMMERCIAL CENTER,
LOCATED AT THE SOUTHEAST CORNER OF
WASHINGTON STREET AT HIGHWAY 111,
LA QUINTA, CALIFORNIA
VA
_ -�
Y� l t > ~yal "��-:..,.7r�r�. - `.� 1._ �.+'/ir%a' i'
Sk
3'�l:li„ :j;�'.s;; .y�T'1., .�'-�•':'•-• "•�^.:Sr�•''nl. hC^ .`,,F!�,t` S.Q�,• -�f•s
?x-„v'�,' ;:4c�k"�r '•Si,'Y't�:f=A_t�h:: 'ri5 io.� VJ7
s , il:/.t-' ✓' ?�'��.`�1n ,�^yam -! ; �%,a.
...
�`.�'� -ti '�s_"���'CF - _� J is : 'ta-J L.<�_ `< �'�:' `- •1,'.:'-C: 1: � .�v, � .y wrl� 15 .rJ'.: �'s;Y�� i
`,.,•, as4: � • .`- �' _•�iN - 1. .:i4•. - L'_ �• ..
T'� y-� - F_. .^': -iA b i!. Z�:.IY'.41,.. b.�. 311:..). _.:.I��.}� ..� S.a. • � _� �n�-
.�S• ;� ;, `-\-1'�rs`r-".., ^9'�::-.: "'"t l'YYrffp,,, +4� i:,- My
�i1a
.I �u��'` ;:,�. •^I :irk:,.,- 'LIS arj.i; t�: _ ItL :-r;y :-•^?r.� ...r. 'i.ti •� �Y���, _ ic... •;r�
LEIGHTO --SDAzi�iOC
- _T'�, G`_': � .,,. a.xf!-:.�,o., wjat�• •y„i K''ti':'.1�- ':i :i•,•_• .1.:: � ,w. �.`:.�
' 7�j•';�-'.. _`: ..-17.7^. :�+•� _'•s't_. .a��'Ct?',.t�„r - ...... ..5,`��In__ .�„ei.
:q�l���: L"•: �_ : • . J.`J'-1 r,,=�'��'1'T�-+�1.; ���,'�"��.5}�^'.:. s +..^:
.. • L7•'?`+�' �•_ Ic EYP
G"'otechnical.and E virbnmental sneering s:
... ,. Y���•-a.. . , i's�.L,.r `"��Np����� � ''??i �r°,!,:�t6 _ �°'�2. � �, :=- oyy:,' '�1�'.::E:+, i,�t , � `ii
�. '�'.X` t}�,4:�,#'. :�,��yy[a'�L�•I��-rte: •^' :ice'`"''' ,I a:. _��.zt� :1,,:` ,:���`��;�. .. 4'�:
_. ..... i34C�Y•rl% ';' ��'>�� :�Y��:-14'^r5 %��}ai:.. ..: ���;1:Ei: - � .' 4 _ .�;: :
�'"-•� � �- � ':��� �,1 :^. . i-'. �' � _ .. ... � ..�71f,`...,>4iic Y=�,.�i��tij63�- .R,Y.
OR
A roti _
.years
° LEIGHTON AND ASSOCIATES, INC.
1961• Geotechnical and Environmental Engineering Consultants
SJE. R`4
r
y
PRELIMINARY GEOTECHNICAL INVESTIGATION,
PROPOSED WASHINGTON SQUARE COMMERCIAL CENTER,
LOCATED AT THE SOUTHEAST CORNER OF
WASHINGTON STREET AT HIGHWAY 111,
LA QUINTA, CALIFORNIA
February 4, 1991
Project No. 6901579-01
• E
ti
Prepared For:
BIRTCHER
72-010 Varner Road
Thousand Palms, California 92276
1737 ATLANTA AVENUE, SUITE 1. RIVERSIDE. CALIFORNIA 92507 (714) 788-5800
• FAX (71.1) 788-0831
6901579-01
SCOPE OF WORK
The scope of our work for this investigation included:
• Review of available geotechnical' data.
Site reconnaissance by Senior Staff Geologist.
• Excavation of 7. exploratory borings up to 30 feet in depth.
• Laboratory. testing of representative soil samples.
• Analysis of field and laboratory test data.
• Preparation of this report presenting our findings, conclusions and
recommendations.
• t
We have used a map titled "Conceptual Grading Plan," dated January 15, 1991,
prepared by Engineering Service Corporation (ESCO), as a base for our
Geotechnical Map (Plate 1 - In Pocket). This map shows the conceptual layout of
the.proposed building pads and the tentatively proposed pad grades. No existing
topography is shown on this map. We have also reviewed a set of 40 -scale
topographic maps of the site, and also prepared by ESCO, dated June 11, 1990.
Accompanying Maps and Appendices
Figure 1 - Site Location Map - Page 2
Plate 1 - Geotechnical Map - In Pocket
Plate 2 - Spread Footing Design Chart, Rear of Text
Appendix A - References ;
Appendix B - Geotechnical Boring Logs
Appendix C - Laboratory Test Results
Appendix D - General Earthwork and Grading Specifications
t
I
scale feet
SITE LOCATION MAP
Base Map: USGS 7y' Series La Quinta Quadrangle, 1959 (Photorevised 1980).
Proposed Washington Square Commercial
Development, East .of Washington Street and
South of lligh+iay 111, La Quinta, California
Project No. 6901579-01
�I
Date FPhruary 4- 1991
1060 889
Page 2 Figure No. 1
4
1
SUMMARY OF GEOTECHNICAL CONDITIONS
Earth Materials
6901579-01
The earth materials encountered in our investigation consist predominantly of
windblown deposits composed of gray, fine grained sands and silty sands with
occasional layers of alluvial silt and fine sandy silt. Layers of these silty
soils, form when runoff water carrying suspended fine grained soil particles
collects in low-lying areas, allowing these fine soils to' settle out. Because
the sand dunes migrate over time, these silt layers are eventually buried beneath
the dunes.
The sandy soils are generally loose and dry near the ground surface, and become
medium dense at depths below approximately 10 feet. Laboratory testing of. 3
samples of the sandy soils indicated 9 to 26 percent passing the No. 200 sieve,
with sand equivalent values ranging from 34 to 63.' Based on their classification
(SM, SP -SM and SP) and granular nature, these soils are expected to have a low
potential for expansion when wetted.
As discussed previously, the silty soils (ML) are present in the form of layers
within the windblown sand. Laboratory testing of these soils indicated 70
percent passing the No. 200 sieve, with a low sand equivalent value of 4. An
Atterburg limits test was performed on a representative sample of the silt, and
it was found to be non -plastic. Field classification also indicates that these
soils are non -plastic (NP) . Based on this, these soils are also expected to have
a low potential for expansion when wetted. Because these soils are dry and only
soft to medium stiff, they may have some potential for collapse when wetted.
The silty soils appear to be most prevalent in the southwest corner of the site.
Because of the limited scope -of this preliminary investigation, we cannot
precisely determine the extent to which these soils will affect building
foundations in this area. Additional building -specific investigations should be
performed for structures proposed in the southwest corner of the site in order
to delineate the vertical and lateral extent of these silt layers, and to
determine their potential for collapse. The collapse potential (if any) of these
soils can be readily mitigated by processing and densification of the near
surface soils during grading, in accordance with the recommendations in this
report, and future, more detailed, geotechnical reports.
Groundwater
No free ground water was encountered in any of our borings at the site. The
Coachella Valley Water District (CVWD) has a well located near the intersection
of 47th Avenue and Adams Street, adjacent to the southeast corner -of the site.
CVWD indicates that the average annual depth to groundwater in that well during
1989 was 117.5 feet below the ground surface. The average annual depth to ground
water in another CVWD well located just to the northwest of the site was 112.4
'feet below the ground surface. This level may fluctuate seasonally, however,
ground water is not expected to impact construction at the site.
4
6901579-01
Faultinq/Seismicity
Pio active faulting is suspected to be present. at or immediately adjacent to the
site based on our investigation and data review. The hazard from ground rupture
due to fault movement within the site is therefore considered to be negligible.
The nearest active or potentially active fault to the site is the San Andreas
fault, located approximately 5- 1/2 miles northeast of the site. Northwest of the
site, this fault becomes two major northwest -southeast trending branches: the
Banning Fault and" the Mission Creek Fault. The active San Jacinto Fault is
located.within the mountains, about 17 miles to the southwest.
We have performed a computerized deterministic seismic analysis which evaluates
the peak horizontal ground acceleration, the duration of shaking and the
predominant period of shaking that would be expected to occur at the site as a
result of a Maximum Credible Earthquake (MCE) occurring on any of the significant
known faults 'within' a 100 kilometer; (62 miles) radius of the site. The MCE is
the largest earthquake that a fault appears to be capable of producing,
regardless of time, given the current understanding of the regional tectonic
framework. Because we assume that the MCE will occur at the point on each fault
that is nearest the site, it is inherently a conservative analysis. Our analysis
indicates that the San Andreas System would be(expected to be the source of the
strongest ground motions at the site. If the MCE, considered to be a magnitude
8.0 event (Working Group, 1988; Idriss, 1987), were to occur nearby on the San
Andreas Fault, a maximum peak horizontal ground acceleration of 0.47g could be
expected to occur at the site (Campbell, 1988). Such an event wouldproduce 50
seconds of groundshaking (based on interpretation of Dobry, 1978; and Trifunac,
1975), with a predominant period of 0.40 seconds (Seed, 1969).
Because of the significant depth to groundwater, liquefaction is not considered
to pose a hazard to development at the site.
Wind Erosion
The presence of the sand dunes at the site indicates that erosion, transportation
and redeposition of sand by the wind is an ongoing process at the site. The
United States Department of Agriculture, Soil Conservation Service (USDA -SCS,
1967) has mapped wi.nd erosion status and hazards within the Coachella Valley.
The USDA -SCS mapping indicates that the wind erosion hazard in the site area is
classified as Slight .to Moderate. Blowing dust and sand can be expected when
soils are disturbed during grading operations.
C Rv
6901579-01
CONCLUSIONS
This preliminary geotechnical investigation indicates that the subject site is
generally suitable for the proposed development, from a geotechnical standpoint,
if the recommendations provided in this report are implemented in the project
design and construction. Based on a review of more detailed grading plans and
structural load information, when available, additional investigation may be
necessary in order to provide final site preparation and foundation design
recommendations. However, there are no known geotechnical constraints affecting
the site which cannot be mitigated by proper planning, design and sound
construction practice.
Additional conclusions are summarized as follows:
• The onsite earth materials are suitable for use as compacted fill and can be
readily excavated using conventional heavy duty earthmoving equipment in good
.working condition.
• The near surface soils are loose and dry, and therefore will require some
overexcavation, moisture conditioning (by thorough watering/flooding) and
recompaction in order to provide adequate bearing capacity and minimize
potential settlements.
• Based on their classification and non -plastic nature, the onsite soils are
expected to have a very low potential for expansion.
• No known faults are present at the site and therefore, ground rupture hazard
is very low. However, significant ground shaking resulting from nearby
earthquakes should be anticipated during the' life of the proposed
development. .
• Ground water is on the order of 100 feet or more below the ground surface and
therefore should not impact construction at the site. Liquefaction is not
considered to pose a hazard for development of this site.
• Onsite soils are prone to wind and water erosion. Blowing sand would be a
consideration during and after grading.
2
3
4.
6901519-01
RECOMMENDATIONS
Grading/Foundation Plan Reviews
A plan review should be performed by this office when grading and
foundation plans, and more detailed structural load information become
available. Additional site specific investigation(s) may be, warranted
based on this review.
Site Preparation
Proposed building and pavement areas should be cleared of all vegetation,
trash and debris which should be disposed of offs.ite. After clearing,
structural areas should be over -excavated to an elevation at least three
feet below existing ground or proposed pad grade, whichever is deeper.
This excavation should' extend at least five feet outside the proposed
exterior footing lines, or 1:1 (horizontal to vertical) projection form
the edge of exterior footings. The exposed excavation bottom should be
scarified, thoroughly watered to saturate the soils and recompacted to at
least 90 percent relative compaction. The soils engineer should observe
and approve all over -excavation bottoms prior to replacement of compacted
.fill to achieve design grades. All areas to receive fill should be
scarified, thoroughly watered and compacted to 90 percent relative
compaction prior to fill placement.
In addition to the above, all footings should rest on at.least 2 feet of
controlled compacted fill.
Compacted Fill
Onsite soils, excluding any deleterious materials, are anticipated to be
suitable for use in compacted fills. Any imported soil to be placed as
fill -should be approved by the soil engineer. All fills should be placed
in 6- to 8 -inch (loose) lifts and compacted to at least 90 percent
relative compaction relative to the maximum dry density as determined by
the. Standard Test M.ethod ASTM 01557-78.
Shrinkage Factor/Subsidence
Removal and re.compact-ion of the near surface soils should result in a
shrinkage of approximately 20 percent (tS percent). This is based on an
average 92 percent relative compaction. An increase in relative
compaction obtained would corri�—spoingly increase this shrinkage factor.
Furthermore, a.subsidence of 0.25 foot should be considered during site
preparation. These value exclusive of losses resulting from
stripping and removal of any un erground obstructions.
G
1 4_�
M
1
6901519-01
Tentative Foundation Design
For planning purposes, the use of shallow continuous footings or isolated
spread footings should be feasible after site preparation as recommended.
Footings should be a minimum of 12 inches wide and embedded at least 12
inches below lowest adjacent firm grade. The allowable bearing pressure
corresponding to width and embedment may be obtained from Plate 2, Spread
Footing Design Chart. The maximum allowable bearing pressure is 2,500
psf. This value may be increased by one-third for transient loads such as
those imposed by'wind or seismic forces. Footings should be reinforced
with at l,east one No. 4 bar at the top and bottom to reduce the potential
for cracking due to temperature and shrinkage stresses and a limited
,amount of hydroconsolidation. Foundation design parameters for heavier
structures should be based on specific structural load information and
site specific geotechnical investigation.
It is important to minimize the infiltration of water into the foundation
soils after construction to reduce the potential for.adverse amounts of
settlement.. Positive drainage should be provided to direct surface water
away from structures and slabs towards the streets or approved drainage
devices.
Slabs -On -Grade
Typical floor slabs should be at least 4 inches thick and should be
reinforced in .accordance with local codes and structural considerations.
We suggest that slabs -on -grade be reinforced by either wire mesh (6 x 6 -
10/10 WWF) or No. 3 rebars at midheight in the slabs, spaced 24 inches on
center in both directions. We recommend that a moisture barrier
consisting of a 6 -mil polyethylene sheet be placed beneath slabs in.areas
sensitive to moisture damage. Openings in the vapor barrier (for utility
connections etc.) should be carefully sealed, and the vapor barrier
carefully, installed to avoid puncturing it and reducing its effectiveness.
Any slabs which will be subjected to heavy loads should be designed based
on structural considerations.
Lateral Earth Pressures/Walls Below Grade
The following lateral earth pressures and soil parameters may be used for
design of retaining walls with free draining, level backfills. Resistance
to lateral loads can be developed by frictional resistance on the footing
bottoms and passive pressure against footing sides. The top one foot of
embedment should be neglected when computing passive pressure unless the
area adjacent to the foundations is confined by a slab or pavement.
• Active Earth Pressure (Pa):
• At Rest Pressure (P.):
35 pcf (EFP), drained, yielding
condition
55 pcf (EFP), drained, unyielding
condition
4
- 8 - 1 I (n I lyti
e a V
E:l
9
10.
• :Passive. Earth Pressure (PP):
• Lateral Earth Pressure Due
to Areal Surcharge (Pq):
Horizontal Coefficient of
Friction (µ):
6901579-01
300 pcf (EFP), with a maximum value
of 2,500 psf
0.30 x Surcharge Weight t
(Rectangular Distribution)
0.30
• Unit Soil Weight (y,): 110 pcf
Note: If passive earth pressure and friction are combined to provide
required, -resistance to lateral forces, thee value of the passive
pressure should be reduced to two—thirds of the above
recommendations..
Cut and Fill Slopes
Cut and fill slopes should be graded at inclinations of 2:1 (horizontal to
vertical) or flatter. All fill slopes should be overbuilt and trimmed
back to expose compacted slope surfaces.
Cement Type/Corrosion Potential
Although no sulphate tests have been performed, we suggest the use of
Type II cement for concrete in contact with earth materials. The use of
low slump concrete, not exceeding 4 inches at the time of placement, is
recommended. Metal pipes may be protected by bituminous coating or
galvanizing, etc. If considered critical, corrosion potential should be
evaluated by a corrosion engineer.
Drainage
To minimize the potential for hydroconsolidation, special attention should
be given to avoid the saturation of foundation soils. Adequate positive
drainage should be provided to direct surface water away from the
foundations and into approved drainage devices. Planters with open
bottoms should be avoided in areas adjacent to foundations. Drainage
devices should a-lso-be designed to prevent the flow of water over graded
,slopes.
Trench Excavations and Backfills
Trenches greater than 5 feet in depth should be shored or sloped at 1:1
(horizontal to vertical) in accordance with California OSHA requirements.
Backfills in the utility trenches should be compacted to at least 90
percent relative compaction. The onsite soils, if free of deleterious
materials, are expected to be suitable for use as backfill material.
Sandy materials with a sand equivalent value of at least 30 should be
utilized for the pipe zone.
- 9 -
pR
■ \
6901579-01
12,. Tentative Pavement Design
On the basis of laboratory classifications of onsite soils, we are of the
opinion that the tentative pavement design may be based on an estimated R -
value of about 40, corresponding to the near surface soils. For planning
purposes, -a tentative pavement section consisting of at least 3 inches AC
over 4 inches aggregate base -is recommended for parking and driveway
areas. Pavement areas which will be subjected to truck traffic should be
tentatively designed using 3 inches AC over 6 inches aggregate base.
PCC paving at entrance and driveways may consist of 7 inches and 7.5
inches (over native subgrade compacted to at least 95 percent in the upper
12 inches) for 4,000 psi and 3,000 psi concrete compressive strength,
respectively.
Final pavement design recommendations should be based on R -value tests of
representative pavement subgrade soils upon the completion of rough
grading..
13. Seismic Considerations
Seismic design considerations for structures in the Southern California
area are critical because of high regional seismic activity. As a minimum,
seismic design for the proposed structures should be in accordance with
the most current edition of the Uniform Building Code, and the seismic
design parameters of the Structural Engineers Association of California,
and should consider the seismicity information presented in this report.
14. Wind Erosion
Special consideration should be given to the blowing dust and sand which
will probably occur during grading operations at the proposed site.
Adequate pre -watering of exposed soils prior to grading and watering
during grading, combined with limiting the area of dry, exposed soils can
be expected 'to mitigate this condition during earthwork construction. -
After site development, a level of mitigation against wind erosion could
be provided by maintaining moist surface soils, planting stabilizing
vegetation, and establishing of wind breaks, such as rows of tamarisk
trees, and/or perimeter block walls. These procedures have been used
successfully elsewhere in the valley.
15. Observation and Testing -During Construction
The recommendations provided in this report are based on preliminary
design information and subsurface conditions obtained from the exploratory
borings at the site. Leighton and Associates should review the final
project drawings to verify that the recommendations provided in this
- 10 - 1961
6901579-01
report are incorporated in the -project plan. Construction should be
observed by Leighton and Associates at the following sta9es:
• Upon completion of clearing and during excavation of building and
pavement areas.
• During all stages of 'grading and earthwork -operations including
overexcavation, scarification, recompaction, and utility trench
backfilling.
• Prior to paving or.other construction over fill or backfill.
When any unusual soil conditions are encountered during construction.
A final report should' be prepared upon completion of the construction
summarizing the compliance with the recommendations of this report and
geotechnical observations made during,the grading work. If conditions
during construction appear to -be different from those indicated in this
report, this office should be notified.
16. Materials Testing/Deputy Inspections
r
Materials testing for concrete, steel, masonry, grout, etc., and deputy
inspections should also be performed by Leighton and Associates,. Inc.,
'during construction'.
SPREAD FOOTINGS DESIGN CHART
s
r
L
Y
5
W
Cc
D
U)
cn
W
q.
c
co
4
z
Q
v:
W
m
W
3
J
M.
QQ
f J
0
J
r
Q
2
CU
Q,
Soil Parameters
=
32.5-
c =6psf
Yt = 110 pSf
NOTE:
of = Depth of Footing
FF S = Factor of Safety..
Project No. 6901579-01
2 . . 3 4 5
B,WIDTH OF SPREAD FOOTING (FEET)
Nolo : Maxenum Allo%vable Bearing
Pressure - 2,500 _ psf
Minimum Fooling Width = 1.0 fool
Hinimum Footing Depth
Below Lowest Adjacent Grade = 1.0
Plate: 2
6901579-01
J,
APPENDIX A
References
Campbell, -K. W., 1988, Preliminary Report on Empirical Studies of Horizontal
Strong Ground Motion for the Diablo Canyon Site, California, Prepared for
the U.S. Geological Survey, Reported to the U.S. Nuclear Regulatory
Commission, dated October 1988.
Coachella Valley Water District, 1991, Personal Communication with Mr. Brad
Gummer, January, 29, 1991.
Dobry, R., Idriss, I. M., and Ng, E., 1978, Duration Characteristics of
Horizontal Components of Strong Motion Earthquake Records, Bulletin of the
,Seismological Society of America, 68 (5) 1487- 1520.
Idriss,. I.M., 1987, Earthquake ground Motions, Lecture Notes, Course of Strong
Ground Motion, Earthquake Engineering Research Institute, Pasadena,
California, April 10 -11, 1987.
Riverside County Comprehensive General Plan,.March 6, 1984, by the Board of.
Supervisors of Riverside County Resolution 84-77, with revisions through
December 22, 1987..
Seed, H. B., Idriss, 'I. M., and Kiefer, F. W., 1969., Characteristics of Rock
Motions During Earthquakes, Journal of Soil Mechanics and Foundation
Division, ASCE 95, Vol. 95, No. SM5, Paper 6783, pp. 1199-1218.
Trifunac, M. D., and Brady, A. G., 1975, A Study On The Duration of Strong
Earthquake Ground Motion, Seismology Society of America Bulletin, Vol. 65,
pp.581-645.
The Working Group on California Earthquake Probabilities, -1988, Probabilities of
Large Earthquakes Occurring in California on the San Andreas Fault, U.S.
Geological Survey Open-F.ile Report 88-398, pp 62.
A-1
AHWIFAM
-17 ":
qg
oa -
i. Milw hW3r-
.
vt
3M.
'rv..
* W41
11NAI'l
N,
16
A.,
r
r—
RANGE OF GRAIN SIZES
TYPICAL NAMES
RAJOR DIVISIONS
SYMBOLS
FICATION
-GRAVELS
GW0
WeiI-gradcd gravels or gravel sand ■rztures.' ltccle or no fine
N.1111meters
BOULDERS
Q P
Q Q
Poorly graded gravels or gravel sand xlxture a or
12' to 3'
(mc re than 1/2 0f
GRAVEL
3' to No. l
no (Ines
COARSI
coerse fraction >
16.2 to 19.1
YINI
1/1' to No 1
19.1 to 1.76
S ANDNo.
4 to 200
sleve s:rel
G M
No. 4 to 10
1.16 to 2.o0
XEOIUN
Silty gravels. ;ravel sand silt �!xcures
o c
W
F1NI
No. /0 to 100
I
0.120 to 0.074
SILT ::&:C�YBEL�OwNo.�200�8E�LCV=0.071
i
z ;
cc
Clayey gravels. -,ravel-sand-clay mixtures
o
v N
SANDS
Sw
s •'• •
• • •
Well -graded sands or gravelly sends. 11ccie
• •
or no f;, -es
v
(Nor• then :/2 0(
SP
0• �s
Poorly graded sands or gravelly sande, little or no fines
coarse fraction (
no. / sieve wire)
Sm
��
ddd
Silty sands• sand -silt mixtures
Sc
Clayey sands, sand clay mixtures
ML
Inorganic silts and very fine sands, rock flour. Silty or
SILTS G CLAYS
clayey fire sands or clayey wilts vjLh slight plasticity
CI'
Inorganic clays of low W medium pinscicity, gravelly claFs,
..
o
LL ( 50
sandy clays• silty clays, lean clay%
N
OL
Organic silts and organic ellty clays of low plasticity
_ C:)
:
sl N
1�
Inorganic silts. micaceous or diatc—sceoue (Ins Bendy or silty
r t g
W
SILTS G CLAYS
80113, elastic silts
_
v
LL > 50
C $
Inorganic clays of high plasticity, fat clays
0g
/ �����/
Organic clays of tedium to high plasticity, organic silty
clays, organic silts
HIGHLY ORGANIC SOILS
pt
Peat end ocher highly organic soils
CLASSIFICATION CHART
(UNIFIED SOIL CLASSIFICATION SYSTEM)
GRAIN SIZE CHART
0
RANGE OF GRAIN SIZES
CLASSI-
FICATION
U.S. Standard
Grein Size In
Steve SIS•
N.1111meters
BOULDERS
ABOVE 12'
ABOVE 305
COBBLES
12' to 3'
305 to 16.2
GRAVEL
3' to No. l
76.2 to 1.76
COARSI
1• to 1/1'
16.2 to 19.1
YINI
1/1' to No 1
19.1 to 1.76
S ANDNo.
4 to 200
4.76 to 0.071
COARSE
No. 4 to 10
1.16 to 2.o0
XEOIUN
No. 10 to 10
2.00 to 0.120
F1NI
No. /0 to 100
I
0.120 to 0.074
SILT ::&:C�YBEL�OwNo.�200�8E�LCV=0.071
i
GRAIN SIZE CHART
0
10
7
a
0
0 20 10 40 ,0 i0 :0 30 10 ;>0
LIQUID LIMIT
METHOD OF SOIL CLASSIFICATION
PLASTICITY CHART
69015_79-01 &
F'Dlect Hame Bi rtcner
Ca=• Figure Ao.
CH
ctt
a1
c
i
10
7
a
0
0 20 10 40 ,0 i0 :0 30 10 ;>0
LIQUID LIMIT
METHOD OF SOIL CLASSIFICATION
PLASTICITY CHART
69015_79-01 &
F'Dlect Hame Bi rtcner
Ca=• Figure Ao.
KEY FOR
GEOTECHNICAL LOGS
SAMPLING/TESTING
® -
RING SAMPLE
® -
y
BAGSAMPLE
* -
MUNSEL SOIL COLOR NOTATION
® -
.STANDARD PENETRATION TEST
(90) -
RELATIVE COMPACTION
GS -
GRAIN SIZE ANALYSIS
SE -
SAND EQUIVALENT
CP -
MAXIMUM DENSITY/OPTIMUM MOISTURE
CN -
CONSOLIDATION
DS' -
DIRECT SHEAR
RS -
REMOLDED SHEAR
EI. -
EXPANSION INDEX
AL -
ATTERBERG LIMITS
NR -
NO RECOVERY
;® =
GROUND WATER
6901579-01
UL -kJ I LL. 11111 L.P1L UUI\111U LUU
Date— 1/21/91 Drill Hole No. _.6-1 Sheet 1 of 1
Project Name Birtcher/Washington Square Project No. 6901579-01
Drilling Co. Datum Type of Rig CME 75/All Terrain
:ole Diameter 8" Drive Weight 140 lbs. Drop 30" Elevation --
Dept
Feel
—— �v �.�.V vrrV rr lel Ll♦ VVI%IIIU VllU I\I ILL.LLJ
. I
Type
Tube
Blows
Dry
Mois.
Soil
GEOTECHNICAL DESCRIPTION
h/
Earth
of
Samp.
per
Dens.
Cont.
Class
Logged by DG
Material
Test
Test
6 -inch
pcf
%
USCS
Sampled by DG
WIND
SP/SM
SAND/SILTY SAND: Gray, fine grained,
BLOWN
dry, loose, micaceous.
SANDS
(Qwbs)
2
3
3
GS
4
87
7
SM
With interlayers .of thinly laminated
SE
34
4
brown silt and brown, fine to coarse
grained silty sand.
Percent Passing No. 200 Sieve = 18.
5
6.-
.7
7
Medium dense, no silt layers.
-
.12
101
3
21
>
ALLUVIUMd
1
11
I.iL
SILT: Light gray, dry, stiff, thinly
(Qal)
11
laminated with light gray, fine siltyt
sand layers. II,
i
r
-
,WIND
SP/S11
SAND/SILTY SAND: Gray, fine grained.
BLOWN
Idry, loose, micaceous.
SANDS
7
NR
1
DEPTH AT 25' EASY DRILLING
(Qwbs)
!
14TOTAL
7
j
.In rlinM.In IIATrn nnniw, nArVrTI I rnl I
—— �v �.�.V vrrV rr lel Ll♦ VVI%IIIU VllU I\I ILL.LLJ
ULV I L1. 111\l-1 UVf\III U LVU
Date. 1/21/91 Drill Hole No. B-2 Sheet 1 of 2
Project Name - Birtcher/Washington Square Project No. 6901579-01
Drilling Co. Datum Type of Rig CME 75/All Terrain
-Hol e Diameter 8" Drive Weight' 140 lbs. Drop 30" Elevation --
CRIPTION
brown, fine
f
•y fine
.iff with
Onated brown L
fine
•y, medium
..hin layers of
silt.
,.fine grained,
Date 1./21/91 Drill Hole No. _3-2 Sheet 2 of 2
Project Name Birtcher/Washington Square Project No. 6901579-01
Drilling. Co. Datum Type of Rig CME 75/All Terrain
:tole Diameter 8" Drive Weight 140 lbs. Drop 30' Elevation -_
Depi
Feel
2'
3
r
7
Type
Tube
Blows
Dry.
Mois.
Soil
GEOTECHNICAL DESCRIPTION
.ii/
'Earth
of
Samp.
per
Dens.
Cont.
Class
Logged by DG
Material
Test
Test
6 -inch
pcf
%
USCS
Sampled by DG
WIND
SP/SM
SAND/SILTY SAND: (Continued).
BLOWN.
SANDS
(Qwbs)
SP
SAND: Light gray, fine grained, dry,
dense.
12
14
16
TOTAL DEPTH AT 30'
NO GROUND WATER
EASY DRILLING
BORING BACKFILLED
i
I
I
I
i
7
Date 1/21/91 DriII Hole No. B-3 _ Sheet 1 of 1
Project Name Birtcher/Washington Square Project No. 6901579-01
.Drilling Co. Datum Type of Rig CME 75/Al1 Terrain
Aole.Diameter 8" Drive Weight 140 lbs. Drop 30" Elevation --
Type Tube Blows Dry . Mois. Soil GEOTECHNICAL DESCRIPTION
Depth/ Earth of Samp. per Dens. Cont. Class Logged by OG
Feet Material Test Test 6 -inch pc.f �o USCS Sampled by OG
WIND SP/SM SAND/SILTY SAND: Gray, fine grained,
BLOWN dry, loose, micaceous.
SANDS
(Qwbs) 3 Disturbed
4 in Bag
5 2
2 SP Less silt with 2" layer of brown,
2 fine grained silty sand.
I
SM SILTY SAND: Light brown, fine
1 GS 5 111 2 grained, damp, medium dense.
SE = 36 7
1 5
6
7
ALLUVIUM
SP
SAND: Light olive -gray, fine to
2
(Qal)
7
I
coarse grained, slightly damp and
9
dense.
10
WIND
I
SM
SILTY SAND: Light brown, fine
BLOWN
8
grained, slightly damp, medium dense.
SANDS
I
11
(Qwbs)
13
j
I
TOTAL DEPTH AT 25' NO GROUND WATER
25
EASY DRILLING BORING BACKFILLED=
• v ��11 . 111 UV1%111U lVU
,
Date 1/21/91 Drill Hole No. B-4 Sheet 1 of 2
Project Name Birtcher/Washinaton Square Project No. 6901579-01
Drilling Co., Datum Type of Rig CME 75/All Terrain
dole Diameter 8" Drive Weight 140 lbs.' Drop 30" Elevation --
Dept
Feet
1
Type
Tube
Blows
Dry
Mois.
Soil
GEOTECHNICAL DESCRIPTION
h/•
Earth
of
Samp.
per 'Dens.
Cont.
Class
Logged by DG
Material
Test
Test
6 -inch
pcf
y.
USCS
Sampled by DG
WIND
SP/SM
SAND/SILTY SAND: L.ight brown, fine
BLOWN'
grained, dry, medium dense.
SANDS
(Qwbs)
7
104
4
10
SM
SILTY SAND: Light brown, fine
1
grained, dry, medium dense.
SP/SM
SAND/SILTY SAND: Gray, fine grained,
dry, medium dense.
6
C
6
ALLUVIUM
SP/SM
SAND/SILTY SAND: Light olive -gray,
(Qal)
8
112
2
fine to medium grained with
14
occasional coarse grained sand,
slightly damp, medium dense.
i
ML
SANDY SILT: Light gray, very fine to
9.
fine grained sand factor, dry,
11
medium stiff.
12
WIND
-
SM
SILTY SAND: Light gray, fine
BLOWN
grained, dry, medium dense.
SANDS
(Qwbs)
7
11
--
--
i
ULV 1 Ll.IMI\ .r%L UVf\111U LVU
Date •1/21/91 O'rill Hole No. B-4 Sheet 2 of 2
Project Name Birtcher/Washington Square Project No. 6901579-01
Drilling Co. Datum Type of Rig CME 75/All Terrain
.tole Diameter 8" Drive Weight 140 lbs. Drop 30 Elevation --
Dept
Feet
2`
J
.h/
Earth
Material
Type
of
Test
Tube
Samp.
Test
Blows
per
6 -inch
Dry
Dens..
pcf
Mois.
Cont.
%
Soil
Class
USCS
GEOTECHNICAL DESCRIPTION
Logged by DG
Sampled by DG
WIND
SP
SAND: Gray, fine grained, dry,
BLOWN
dense.
SANDS
(Qwbs)
14
20
30
TOTAL DEPTH AT 30'
NO GROUND WATER
EASY DRILLING
BORING BACKFILLED
GLUItCHNICAL BURING LOG
Date 1/21/91 Drill Hole No. B-5 Sheet 1 of 1
Project Name Birtcher./Washington Souare Project No. 6901579-01
Orilling Co. Datum Type of Rig CME 75/All.Terrain
.pole Diameter 8" Drive Weight 140 lbs.. Drop 30" Elevation --
Type
Tube
Blows
Dry
Mois.
Soil
GEOTECHNICAL DESCRIPTION
Depth/
Earth
of
Samp.
per
Dens.
Cont.
Class
Logged by DG
Feet
Material
Test
Test.
6 -inch
pcf
`6
USCS
Sampled by DG
ALLUVIUM
ML
SANDY SILT: Light brown, very fine
(Qal)
to fine grained, dry, medium stiff,
thinly laminated with interlayered
GS
7
88
3
silty sand.
SE ,=
4
9
Percent Passing No. 200 Sieve = 70.
AL
6
Nonplastic.
7
WIND
SP/SM
SAND/SILTY SAND: Light gray, fine
I 1
WN.
BLONDS
11
92
1
grained, dry, medium dense.
18
(Qwbs)
I i
I
ALLUVIUM
ML
SANDY SILT: Whitish gray, very fine
1
(Qal)
9
grained sand, dry, medium stiff.
9
9
SP/SM
SAND/SILTY SAND: Light gray, fine
+
grained, dry, medium dense.
2
15
NR
25
TOTAL DEPTH AT 30'
I
NO GROUND WATER
,
14
EASY DRILLING I
—
17
I
I
I
I
19
BORING BACKFILLED I
GEOTECHNICAL BORING LOG
Date 1/21/91 Drill ,Hole No. B-6 Sheet 1 of 1
Project Name Birtcher/Washington Square. Project No. 6901579-01
Drilling'Co. Datum Type of Rig CME 75011 Terrain
i
Hole Diameter 8" Drive Weight 140`1'bs: "Drop 30" Elevation --
Type
Tube
Blows
Dry
Mois.
Soil
GEOTECHNICAL DESCRIPTION
Depth/
Earth
of
Samp.
per
Dens.
Cont.
Class
Logged by DG
Feet
Material
Test
Test
6 -inch
pcf
%
USCS
Sampled by DG
WIND
SP
SAND: Gray, fine grained, dry,
BLOWN
loose.
SANDS
(Qwbs)
12
97
1
11
Medium dense. j
8
13
1
20
SP/SM
Slight silt content.
r
Occasional layers of silty sand.
GS
8
97
1
1
SE =
63
16
a
Percent Passing No. 200 Sieve = 9.
12
18
2
With layers of thinly laminated silt.
TOTAL DEPTH AT 25'
NO GROUND WATER
EASY DRILLING
16
BORI.IIG BACKFILLED
19
2
GEOTECHNICAL BORING LOG
Date 1/21/91 Drill Hole No. B-7 Sheet 1 of 1
Project Name Birtcher/Washington Square Project No. 6901579-01
Drilling Co.- Datum Type of Rig CME 75/All Terrain
.ole Diameter 8" Drive Weight 140 lbs. Drop 30" Elevation --
Depi
Feel
Type
Tube
Blows "Dry'
Moi:s.
Soil
GEOTECHNICAL DESCRIPTION
h/
Earth
of
Samp.
per
Dens.
Cont.
Class
Logged by DG
Material
Test
Test
6 -inch
pcf. .
%
USCS
Sampled by DG
WIND
SM
SILTY SAND: Light brown, fine
BLOWN
grained, dry, loose.
SANDS
(Qwbs)
CP
6
84
3
8
5
(73)
6
9
6
88
2
18
(77)
•
11
22
SP/SM
SAND/SILTY SAND: Gray, fine grained,,
24
dry, dense.
TOTAL DEPTH AT 25'
NO GROUND WATER
EASY DRILLING
BORING BACKFILLED
2.
-
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MOISTUPE CONTENT IN PERCENT OF DRY WFIGIIT
120 5 10 15 20 25
115
U
W
C.
64
I
U) 105
z
Q
LOCATION
Boring or Test Pit B-2
Depth, in Feet 1-3
Representative For Wind -Blown Sands (Qwbs)
SOIL CLASSIFICAT70N
Grain,Sizes_in Percent of Dry Weight
Coarse (Retained on #200 Sieve) --
Fines (Passing #200 Sieve) --
Atterberg limits, in Percent of Dry Weight
Liquid Limit --
Plasticity Index --
Soil Type. and Description SAND/SILTY SAND (SP/S1-1): Light brown, fine grained.
COMPACTION PROPERTIES
Method of Compaction'
ASTM 'Standard Test Method D1557-78 Equivalent to A.A.S.H.T.O.
Soil Compaction Test T180-57 (1/30 Cubic Foot Mold 10 Pound Hammer
Falling 18 inches, 25 Blows Per Layer)
Optimum Moisture Content, in -Percent of Dry Weight 14.0
-Maximum Dry Density, in Pounds per Cubic Foot 111.0
Project No. 6901579-01?late No, C-3 �
LEIGHTON AND ASSOCIATES, INC.
Zero Air Voids
2.50
LOCATION
Boring or Test Pit B-2
Depth, in Feet 1-3
Representative For Wind -Blown Sands (Qwbs)
SOIL CLASSIFICAT70N
Grain,Sizes_in Percent of Dry Weight
Coarse (Retained on #200 Sieve) --
Fines (Passing #200 Sieve) --
Atterberg limits, in Percent of Dry Weight
Liquid Limit --
Plasticity Index --
Soil Type. and Description SAND/SILTY SAND (SP/S1-1): Light brown, fine grained.
COMPACTION PROPERTIES
Method of Compaction'
ASTM 'Standard Test Method D1557-78 Equivalent to A.A.S.H.T.O.
Soil Compaction Test T180-57 (1/30 Cubic Foot Mold 10 Pound Hammer
Falling 18 inches, 25 Blows Per Layer)
Optimum Moisture Content, in -Percent of Dry Weight 14.0
-Maximum Dry Density, in Pounds per Cubic Foot 111.0
Project No. 6901579-01?late No, C-3 �
LEIGHTON AND ASSOCIATES, INC.
MOISTURE CONTENT IN PERCENT OF DRY WEIGHT
. r
5 10 (15 20
125
c
0
i
120
U
W
il..
M
105
LOCATION
_Boring or Test Pit B-7
Depth, in Feet 1-4
Representative For Wind Blown,Sands (Qwbs)
SOIL CLASSIFICATION'
Grain Sizes in Percent of Dry Weight
Coarse (Retained on 4200 Sieve) --
Fines (Passing #200 Sieve) --
Atterberg limits, in Percent of Dry'Weight
Liquid Limit --
Plasticity Index --
Soil Type and Description SILTY SAND (SPS): -Light brown, fine grained.
COMPACTION PROPERTIES
Method of Compaction
ASTM Standard Test Method D1557-78 Equivalent to A.A.S.H.T.O.
Soil Compaction Test T180-57 (1/30 Cubic. Foot Mold 10 Pound Hammer
Falling 18 inches, 25 Blows Per Layer)
Optimum Moisture Content, in{Percent of Dry Weight 16.0
Maximum Dry Density, in Pounds per Cubic Foot 114.5
Project No. 6901579-01 -Plate No. C-4
LEIGHTON AND ASSOCIATES, INC
+•:,'� tom'- •T:�!�' ^-..... l.•:.; - •o.:.... �,y
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4.
4:
6901579-01
APPENDIX D
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
1.0 General Intent
These specifications present general procedures and requirements for
grading and earthwork as shown on the approved grading plans, including
preparation of areas to be filled, placement of fill, installation of
subdrains, and excavations. The recommendations contained in the
geotechnical report are a part of the earthwork and grading specifications
and shall supersede the provisions contained hereinafter in the case of
conflict. - Evaluations performed by the consultant during the course of
grading may result in new recommendations which could supersede these
specifications or the recommendations of the geotechnical report.
2.0 Earthwork Observation and Testing
Prior to the commencement of grading, a qualified geotechnical consultant
(soils engineer and engineering geologist, and their representatives)
shall be employed for the purpose of observing earthwork procedures and
testing the fills for conformance with the. recommendations of the
geotechnical report and -these specifications. It will be necessary that
the consultant provide adequate testing and observation. so that he may
determine that the work was accomplished as specified. It shall be the
responsibility of the contractor to assist the consultant and keep him
apprised of work schedules and changes so that he may schedule his
personnel accordingly.
It shall be the sole responsibility of the contractor to provide adequate
equipment and methods to accomplish the work in accordance with applicable
grading codes or agency ordinances, these specifications and the approved
grading plans. If, in the opinion of the consultant, unsatisfactory
conditions, such as questionable soil, poor moisture condition, inadequate
compaction, adverse weather, etc., are resulting in a quality of work less
than required in these specifications, the consultant will be empowered to
reject the work and recommend that construction be stopped until the
conditions are rectified.
Maximum dry density tests used to determine the degree of compaction will
be performed in accordance with the American Society of Testing and
Materials tests'met.hod ASTM D1557-78.
3.0 Preparation of Areas to be Filled
3.1 Clearing and Grubbing: All brush, vegetation and debris shall be
removed or piled and otherwise disposed or
3'.2 Processing: The existing ground which is determined to be
satisfactory for support of fill shall be scarified to a minimum
depth of 6 inches. Existing ground which is not satisfactory shall
1N
6901579-01
be 'overexcavated as specified in the following section.
Scarification shall continue until the soils are broken down and
free of large clay lumps or clods and until the working surface is
reasonably uniform and free of uneven features which would inhibit
uniform compaction.
3.3 Overexcavation: Soft, dry, spongy, highly fractured or otherwise
unsuitable ground, extending to such a depth that surface processing
cannot adeouately improve the condition, shall be overexcavated down
to firm ground, approved by the consultant.
3.4 Moisture Conditioning: Overexcavated and processed soils shall be
watered, dried -back, blended, and/or mixed, as required to attain a
uniform moisture content near optimum.
3.5 Recompaction: Overexcavation and processed soils which have been
properly mixed and moisture -conditioned shall be recompacted to a
minimum relative compaction of 90 percent.
3.6 Benching: Where fills are to be placed on ground with slopes steeper
than 5:1 (horizontal to vertical units), the ground shall be stepped
or benched. The lowest bench shall be a minimum of 15 feet wide,
,shall be at least 2 feet deep, shall expose firm material, and shall
be approved by the consultant. Other benches shall be excavated in
firm material for a,minimum width of 4 feet. Ground sloping flatter
than 5:1 shall be benched or otherwise overexcavated when considered
necessary by the consultant.
3.7 Approval: All areas to receive fill, including processed areas,
removal areas and toe -of -fill benches shall be approved by the
consultant prior to fill placement.
4.0 Fill Material
4.1 General: Material to be placed as fill shall be free of organic
matter and other deleterious substances, and shall be approved by
the consultant. Soils of poor gradation, expansion, or strength
characteristics shall be placed in areas designated by consultant or
shall, be mixed with other soils to serve as satisfactory fill
material.
4.2 Oversize: Oversize material defined as rock, or other irreducible
material with a maximum dimension greater than 12 inches, shall not
be buried or placed in fills, unless the location, materials, and
disposal methods are specifically approved by the consultant.
Oversize disposal operations shall be such that nesting of oversize
material does not occur, and such that the oversize material is
completely surrounded by compacted or r;ensified fill. Oversize
material shall not be placed within 10 feet vertically of finish
grade or within the range of future utilities or underground
construction, unless specifically approved by the consultant.
0-2
a
6901579-01
4.3 Import: If importing of fill material is required for grading, the
import material shall meet the requirements of Section 4.1.
5.0 Fill Placement and Compaction
5.1 Fill Lifts: Approved. fill material shall be placed in areas prepared
to receive fill in near -horizontal layers not exceeding 6 inches in
compacted thickness. The consultant may approve thicker lifts if
testing indicates the grading procedures are such that adequate
compaction is being achieved with lifts of greater thickness. Each
layer shall be spread evenly and shall be thoroughly mixed during
spreading to attain uniformity of material and moisture in each
layer.
5.2 Fill Moisture: Fill layers at a moisture content less than optimum
shall be watered and mixed, and wet fill layers shall be aerated by
scarification or shall be blended with drier material. Moisture=
conditioning and mixing of fill layers shall continue until the fill
material is at a uniform moisture content ,at or near optimum.
5.3 Compaction of Fill: After each layer has been evenly spread,
moisture- conditioned, and mixed, it shall be uniformly compacted to,
not less than 90 percent of maximum dry density. Compaction
equipment shall be adequately sized and shall be either specifically
designed for soil compaction or of proven reliability, to
efficiently achieve the pecified degree of compaction.
5.4. Fill Slopes: Compacting of slopes shall be accomplished, in addition
to normal compacting procedures, by backrolling of slopes with
sheepsfoot rollers at frequent increments of 2 to 3 feet in fill
elevation gain, or by.other methods producing satisfactory results.
At the completion of grading, the relative compaction of the slope
out to the slope face shall be at least 90 percent.
5.5 Compaction Testing: Field tests to check the fill moisture and
degree of compaction will be performed by the consultant. The
location and frequency of tests shall be at the consultant's
discretion. In general, the tests will be taken at an interval not
exceeding 2 feet in vertical rise and/or 1,000 cubic yards of
embankment.
6.0 Subdrain Installation
Subdrain systems, if .required, shall be installed in approved ground to
conform to the approximate alignment and details shown on the plans or
herein. The subdrain location or materials shall not be changed or
modified without the approval of the consultant. The consultant, however,
may recommend and upon approval, direct changes in subdrain line, grade or
material. All*subdrains should be surveyed for line and grade -fter
installation and sufficient time shall be allowed for the surveys, prior
to commencement of filling over the subdrains.
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7.0 Excavation -
Excavations and cut slopes -will be examined during grading. If directed
by the consultant, further excavation or overexcavation and refilling of
cut areas shall be performed, and/or remedial grading of cut slopes shall
be performed. Where fill -over -cut slopes are to be graded, unless
otherwise approved, the cut portion of the slope sha11 be made and
approved by the consultant prior to placement of materials for
construction of the fill portion of the slope.
8.0 Trench Backfills
8.1 Trench excavations for utility pipes shall be backfilled under
engineering supervision.
8.2 After the utility pipe has been laid, the space under and around the
pipe.shall be backfilled with clean sand or approved granular soil
to a depth of at least one foot over the top of the pipe. The sand
backfill shall be uniformly jetted into place before the controlled
backfill is placed over the sand.
8..3 The onsite materials, or other soils approved by the soil engineer,
shall be watered and mixed as necessary prior to placement in lifts
over the sand backfill.'
8.4 The controlled backfill shall be compacted to at least 90 percent of
the maximum laboratory density as determined by the ASTM compaction
method described above.
8.5 Field density tests and inspection of the backfill procedures shall
be made by the soil engineer during backfilling to see that proper
moisture content and uniform compaction is being maintained. The
contractor shall provide test holes and exploratory pits as required
by the soil engineer to enable sampling and testing.
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