HomeMy WebLinkAboutTract Map 16178 Geotechnical Study GEOTECHNICAL INVESTIGATION
for
WINCHESTER COMMERCE CENTER
Riverside County , California
For
RANCHO CONSULTANTS
Temecula , California
By
GEOCON , INCORPORATED
San Diego , California
May , 1981
GEOC ON
I N C O R P 0 71 A 'r I, I) ENGINEERS AND GEOLOGISTS CONSULTANTS IN THE APPLIED EARTH SCIENC[
File Ao . D-2516-JOl
May 8 , : 981
Rancho ; onsultants
Post Office Box 282
Temecula , California 92390
A(:tenti : z : Mr . David Lowry
Subject : 14inchester Commerce Center
Riverside County , California
GEOTECHNICAL INVESTIGATION
CentLem = - :
In acc ) - iance with •your authorization , we have performed a
geotecr:r _cai investigation for Lhe subject projecL . The ac -
comnanr . ig report presents Lhe [findings of our study and our
recomm r.rlations relative Le the I;eoLechnicaL engineering as -
pects ) . project development .
In gens - il , the site was found to be underlain by alluvial
soils , : re upper stratum of which consisted of compressible
and po :I, itiaLly liqueCiahLe silty fine eands, sandy silts and
sandy ; _ . Ly clays . These soils , in their present relatively
loose ,in saturated condition , are not considered suitable
for suu)p )rt of settlement sensitive improvement even if very
Low be,r; nl; capacities are utilized in design . Ilowever , it
is our O )iniun Lhat existing adverse soil conditions can be
satisf,r;: orily mitigated such that the l4inchester Commerce
Center my be developed as presently proposed provided the
reconuneri ations of this report are followed .
Should , �u have questions concerning this report or if we
may be cI further service , please contact our office at
your col, enience .
Very trt y yours ,
GEOCON NCORPORATED
James E. Lik ins Mlchttet_W., Hart John.-A. Drake _
RCE 170' CEG 7C6 RCE 30151
JAD : JEL. m
copies : ( 6) addressee
( 2 ) P . 11 . Lusardi Construction Company
Attn : Mr . 13ruce KeeLOn
(2 ) 'Templeton Cun:; Lruction
L 9S10 UO`Y ; Y Dgr'd Lrl : S,A:(riani), ��°n11,�fURN91A 92120 0 PIIONI: (714) 095-2880
File No D-2516-JO1
May 8 , . 181
GEOTEC14 :CAL INVESTIGATION
Purpose tnd Scope
The pu : > >se of our investigation was to evaluate the surface
and sub:; irface soil and geologic conditions at the site and ,
based nn the conditions encountered , to provide recommenda-
tions : a .ative to the geotechnical engineering aspects of
projec : levelopment as presently proposed .
Our ini ? ; cigation consisted of a site reconnaissance and the
drilli : ; of five exploratory borings . Laboratory tests were
per fonn,� i on selected samples obtained at various depths in
the bo : . igs to evaluate pertinent physical properties and to
provide is with the basis for a meaningful interpretation and ,'
or cor : a .ation with existing data . In addition , we have re-
viewed : ie following geotechnical investigation reports pro-
vided : ) us by your office :
1 , i >ntative Parcel Map 13542 , Rancho California /
\ - >a , Riverside County , California , Licluct -coon ✓
i : idy'' , dated March 22 , 1979 and prepared by
' . )neer Consultants ;
2 . nilt hlazard Investigation , Approximately 11
\ : e Parcel , a Portion of 'I'enCative Parcel Hap
13542 , Riverside County , California ' dated
J , ly, 1979 and prepared by Fugro , Inc . ;
-1-
C~r TIT OCC
File rc D-2516-JOI
May 8 , 981
3 , ault Hazard Investigation , Approximately 100
1 re Parcel , a Portion of Tentative ParceL Map
l 542 , Riverside County , California" dated July ,
l 79 and prepared by Fugro , Inc . ;
4 , ' reliminary Soil Investigation , Winchester Com-
m rce Center , Rancho California Area , Riverside
U unty , California" dated October 31 , 1980 and
l epared by Inland Foundation Engineering , Inc .
Site ar. , Project Description
The sub ect site consists of approximately 100 acres and is
situar.el in the Rancho California area of Riverside County ,
California . The site is bounded on the east by Jefferson
Avenue ind on the west by Murrieta Creek . it is situated
north o ' the intersection of Jefferson Avenue and Via Mon-
tezuma
The s_ : � is essentially flat-lying with natural drainage
trend_ q to the south and west . Numerous erosion gullies and
man-mad ! drainage trenches (ditches ) transect the site . The
trenchn; within the southern site area extend from near Jeffer-
son Aiinae to Murrieta Creek and have been constructed at an
approc _ 1ate north-south spacing of 300± feet . The northern
half ) ' the site is transacted by one major trench trending
- 2-
oTrocc
Pile CC D-2516-JO1
May 8 , 981
northee : t to southwest with east-west trending Laterals drain-
ing tc : common discharge in the south central site area .
A wooc - same house is present in the west center portion of
the site and the remainder is undeveloped Land . Present veg -
etaticr consists basically of a moderate growth of low native
weeds aid grasses .
It is ctr understanding that the site will be subdivided into
approxirately 40 parcels which will be utilized for commercial
and/or Industrial development . No plans for buildings are yet
avai'_ab' e . However , the site is generally located in an area
which is developed with conventional concrete tilt-up warehouse/
office cevelopments . In our opinion it is reasonable to assume
that si- ilar types of construction would be utilized on the site .
Our review of preliminary grading plans prepared by Albert C .
Martin End Associates indicates cuts and fills on the order cf-
5 to 10 feet are contemplated . It is our further understanding
that in,- orted soil will be necessary to balance grading opera -
tions o � the site and Chit the improted soil wi11 be nonexpar -
sive an _ will come from an adjacent site across Murietta Creek .
-3 -
File Nc . D-2516-JO1
May 8 , 11 81
Should Fioject details vary significantly from those outlined ,
Geocon , ncorporated should be notified for review and possible
revisi.cr of recommendations presented hereinafter .
Field lr , estigation
Our fiEl investigation was performed on April 22 and 23 , 198 '
and cor : sled of a site reconnaissance and the drilling of five
explor� t ry borings at the approximate locations shown on the
Site Ply , , Figure 1 , located in the pocket' at the end of this
report .
The exp] ratory borings were drilled to an average depth of
40± feEt below existing grade utilizing a Failing 750 truck-
mountec otary wash bore rig . Relatively undisturbed samples
were olt , ined by driving a three-inch O . D . split tube sampler
into ti.E undisturbed soil mass with blows from a 300 pound
downho] E hammer falling 24 inches . The sampler was equipped
with orE inch-high 2-3/ 8-inch diameter brass sampler rings
to faci ] Cate sample removal and testing . In addition , stan-
dard pEr , tration sampling was performed at selected intervals
in 3orir ; 5 ( two-inch diameter sampler driven into soil mass
with blc� s from a 140 pound hammer falling 30 inches ) .
-4-
File Nc . D-2516-JOI
May 8 , 1 ' 8L
During tle investigation , the soils encountered were continu-
ously E : mined , visually classified and Logged . Logs of the
explorzt ry borings are presented on Figures 10 through 19 of
Appendix A. The logs depict the depth and description of the
various oil types encountered , including the depth at which
sampling, was performed .
Laboratc v Tests
Laborai:c y tests were performed in accordance with generally
accepter. test methods of the American Society for Testing and
Materia: (AS:1•1) and other suggested procedures . SeLecced
reLati(E .y undisturbed drive samples were tested for their
in-place dry density , moisture content , shear strength and
consol:.c. .tion characteristics . In addition , grain-size dis -
tribut:.c [/hydrometer analysis was performed on selected sam-
ples to id in soil classification and evaluation of site
liquefac .ion potential .
The resu .ts of our laboratory tests are summarized in tabular
and grapiical form in Appendix A. In situ moisture/density
relation hips are also presented on the Logs of Exploratory
Boring:;
-5-
C_71OCC
File N) . D-2516-JOl
May 8 , � )81
Soil ail Groundwater Conditions
In gena : il , as indicated by the exploratory borings , the site
was foil to be underlain by alluvium consisting of loose to
dense , - Lghly stratified deposits of silty and clayey sands ,
silty 331dy clay , clayey and sandy silts and relatively clean ,
well gr31ed sand . Due to their present relatively loose/soft ,
saturates conditions , the upper stratum (5 to 20-' feet) of
these s ; '.ls possess moderate to high potential for postcon-
structi . i settlement under the magnitude of proposed project
loads . In addition , localized zones of these soils may be
suscepLIDLe to liquefaction in the event of a major earth-
quake o , the Elsinore , San Andreas or San Jacinto Fault
Zones .
Ground,a. _er was encountered in all exploratory borings at
depths ranging from 3 . 5 to 9 . 3± feet below existing grade .
The res . lts of groundwater measurements performed during the
course _ F this investigation are summarized in Table III ,
Appendix A. Rased on field measurements and laboratory
tests , it is our opinion that a wet/ saturated zone (cap-
ilLary fringe) extending upward from 1 to 2± feet above
the warcr table should be anticipated . Thus , groundwater
-6-
r_rn��
File Pc D-2516-JOI
May 8 , 981
shoulc le assumed at an average depth of five feet below ex-
isting Trade for purposes of analysis and design .
Liquefaction Potential/Seismicity
As discussed under Soil Conditions above , the site was found
to be urderlain by alluvial soils , the upper stratum of which
consist: of relatively loose , saturated , silty , fine sands ,
sandy silts and sandy silty clays . 'thus , localized zones of
these soils may be susceptible to liquefaction indhe event of
major eismic activity .
A revie', of the "Seismic Safety and Safety General Plan Ele-
ments , ( ounty of Riverside" prepared by Envicom indicates that
the specific site area is designated as shaking zone 2C and
that thf proposed site development is of structure class D .
Utilizirg this information , ground accelerations of 0 . 13g are
recommerded for structural design . It is our understanding ,
the present Riverside County Building Code requires a seismic
coefficient of 0 . 18f; to he utilized for structural design cor-
responding to the proposed development . Thus , our analysis
relative to site liquefaction potential , discussed below , is
based ujon site ground accelerations of 0 . 18g . This value is
-7 -
File tic D- 2516-JO1
May 8 , 981
sufficiently high to probably create liquefaction in localized
areas c the site . In our opinion , the mitigation measures con-
tainec lerein will reduce the potential for localized liquefac -
tion to acceptable levels .
Deep soil densification (upper 5 to 20�_- feet ) and/or Lowering
the gro - idwater to a depth of 20± feet below existing grade
over ri - majority of the site would be required to eliminate
site Liquefaction potential as defined under current standares .
However , as previously stated , state-of- the-art methods of an-
alysis . idicate the relar_ively Low potential for Liquefaction
can be nibstantially reduced upon the addition of surcharge
loading; nd Limited dewateri-ng .
Our cal lations , based on grain-size and relative density ,
utilizir ! Seed and Idriss ' simplified procedure for evaluating
soil Ligiefaction and the fact that structural fills on the
order cf 5 to 10± feet are to be constructed during site grad -
ing , indicate that site liquefaction potential will be reduced
to an acceptable risic level under ground accelerations as dis -
cussed a _ :)ve .
-8-
File N : . D-2516-J01
May 8 , L981
In addition , if maximum credible seismic events should occur
within the Elsinore Fault Zone causing significant surface
displacements , it is our opinion , due to the discontinuity
(localized zone) of potentially liquefiable soil underlying
the site , resulting damage would most likely be confined to
differEatial settlement resulting in moderate structural dis -
tress . Total collapse of the warehouse/office structures or
the risk of loss of lives is considered minimal .
Discussion - Foundation Alternatives
Advers _ soil conditions in the form of compressible and po-
centialLy Liquefiable , saturated , fine-grained alluvial soils
were e- ::ountered over the majority of the site . The upper
stratur (5 to 20'_ feet) of these soils in their present con-
dition are not considered suitable for support of settlement
sensitise improvement , even if very low bearing capacities
were 1 : Llized in design .
Deep s : LI densification by conventional meLhods ( i . e . , Lotal.
removal and recompactiun) of these soils would be economically
prohi .) i :ive due to shallow groundwater which would require de-
wacerl of the site . Deep soil densification and foundation
-9-
File ND . D-2516-.I01
May 8 , 1381
support itilizing displacement type piling would he an accept -
able en= ineering alternative . However , it is our opinion that
econcmi: consideration of the proposed development would pre-
clude t.- is procedure .
In our : pinion , limited dewatering and the use of surcharge
loading =an satisfactorily reduce liquefaction potential . IF.
additio - , surcharge loading of compressible soils in conjunc -
tion wi . i carefully sequenced construction is an established
method : f mitigating excessive postconstruction settlement .
Thus , t - e recommendations presented hereinafter incorporate
limited lewatering , surcharge loading within proposed build-
ing limi =es and the utilization of shallow foundations with
convent [ )nal slab-on-grade construction .
- 10-
Fiic. o . D-2516-JO1
May £ 1981
CONC 11 SIONS AND RECOMMENDATIONS
Gene r 1
1 . ] is our opinion that existing adverse soil conditions
can t , satisfactorily mitigated such that the Winchester Com-
merce Center may be developed as presently proposed provided
the recommendations of this report are followed .
2 . , ( verse soil conditions in Cie form of compressible and
poterr iaLly liquefiable , alluvial soils were encountered over
the rr, Jority of the site . As previously discussed , surcharge
fills in excess of proposed structural fills , limited dewater-
ing rcd limited remedial grading of natural soils with sequen-
tial construction utilizing shallow foundations and conventional
cast -( n-grade floor systems is recommended .
Site_( radin
3 . A: 1 grading should be performed in accordance with the
reccrrr ended grading specifications contained in Appendix 3 .
Where recommendations of Appendix 9 conflict with this report ,
the recommendations oC this report shall take precedence .
- L1 -
Pile he D-2516-JO1
May E , 198L
4 . Site preparation should begin with the removal of trash ,
debris and other deleterious matter . These materials , as well
as vegetative matter are not suitable for use in structural
fills . -id should be exported from the site .
5 . Nat .iral soil beneath settlement sensitive improvements
and foc a minimum horizontaL distance of five feet beyond
their . 2rimeter should be overexcavated to a minimum depth
Of four feet below stripping grade prior to the placement of
structural fill . The exposed ground surface should be scar-
ified = a a depth of 12 inches and recompacted to 90 percent
of reLi ::ive compaction . In some areas of the site , ground-
water ray hamper exposed ground surface prepareation . Thus ,
in or13 - to achieve proper compaction of overlying structural
fills , ' t may become necessary to place crushed rock and/or
filter :abric over the bottom of the excavation to create a
bridg 'Li ; effect . Structural fill should then be placed and
ccmpac : �d in horizontal layers until final elevations are
reached Layers of fill should be no thicker than will
alLow .' �r adequate bonding and compaction . All structural
fill :shiuld be compacted to at least 90 percent of maximum
dry dean ity at near optimum moisture content as determined
in ac�:() dance with ASTM Test Procedure DL557 -70 .
- 12 -
rile lo . D-2516-jot
May E 1981
6 . It areas where pavements or exterior flatwork are proposed ,
near surface natural soils should be overexcavated to a minimum
depth of two feet , surface preparation performed and structural
fill : laced as discussed above .
7 . r : � top 30 inches of soil in builing pad areas and the top
12 ii —es of soil in street and parking areas should consist
of ti , aforementioned nonexpansive import . in some areas , it
may In necessary to move overexcavated soil to adjacent' loca-
tion:; �n the site to allow for the 30 inch nonexpansive soil
cap .
8 . E� sting site drainage trenches should be cleaned and
positi e gradients established . Subdrains should then be in-
stalle , in accordance with details shown on Figure 20 , Appendix
A. lr � nch backfill should then be performed in accordance with
recotrrr( nded specifications of structural fill . Additional
draina€ e facilities may be necessary . These will be deter-
mined Ly the soil engineer during construction .
9 . Up ; -t completion of remedial grading and the placement of
struct _ :al fill , a five foot high (above finished grade) sur -
charg =_ _ill should be placed over the entire building area .
-13-
File N : . D- 2516-JOI
May 8 , L981
The fi . a foot uniform fill thickness should extend a minimum
herizo • =al distance of five feet beyond the building perimeter .
SettleTML monuments should be placed and monitored . The sur-
charge 'ill should remain in place until settlements , as indi -
cated : ( the monument readings , have essentially ceased or are
insig -ii 'icant . It is estimated that any settlement resulting
from 3j .charge fill placement will occur relatively rapidly
and s -i-ld be complete within a one to three month period . It
is fu- : :er estimated that the total settlement resulting from
the sl ' .harge and structuraL fills will be on the order of four
to ei ; i : inches , the majority of which is expected to occur
durin ; :.he fill placement .
10 . Tit following sequence of site development is suggested
for c ) i >ideration :
a . iibdivide overall project into samller areas and estab-
� ',sh a priority for area development ;
b . ) trform mass grading (site preparation , subdrainage ,
>_medial grading ,and placement of structural fill ) and
3xrcharge loading in first priority area :
�'�r1rr
File \ :) . D-2516-J01
May 8 , 1981
C . aerform mass grading of remaining areas of the site
ohile monitoring settlement of first priority area ;
d. apon completion of desired surcharge settlement , re-
nove surcharge fill (s ) and place on second priority
area ;
e . :cmplete development of first priority area while
ninitoring settlement of second area ; and
f. repeat procedure for remaining site areas .
Founii :ions
11 . [ Ze site is suitable for use of isolated spread footings
and/ D : continuous strip footings if graded as recommended above .
Such `. )otings should be at least 12 inches in width and should
extetl 18 inches below adjacent finished pad grade .
12 . [ _ is recommended that minimum footing reinforcement Con-
sist : E two continuous No . 4 steel reinforcing bars placed
horiz : itally in the footings , one near the top and one near
the D : = tom . The above minimum reinforcement is based on
- 15 -
�TAL C
Pile D-2516-JO1
May f , 198L
soil claracteristics and is not intended to be in lieu of rein-
f OrCEni nt necessary for structural considerations .
15 . Pi allowable bearing capacity of 1500 psf may be used Eor
found ion construction as recommended above . The allowable
bearir ; capacity is for dead plus live loads and may be in-
creaEci by one- third for transient loads due to wind or
seism , forces .
14 . I is estimated that total and/or differential postcon-
struct . on settlements for foundations designed as recommended
herein will be Less than 0 . 5 inch . Postconstruction settle-
men a sill be long- term and associated with deeper clayier
layers The potential for differential. postconstruction set -
tlement will be reduced proportionately to the uniformity o '
structiral loads .
Concrete Slabs-On-Grade
15 . Concrete slabs -on-grade should have a nominal thickness
of fcu: inches and be underlain by at least two inches of
clear : and . Reinforcement should consist of 6x6-6/ 6 welded
wire n , sh throughout . Where moisture sensitive floor
-16-
CrTJOC
Pile No D-2516-.I01
May 8 .981
cover _u ;s are planned , the slabs should be underlain by a vis -
queen n )isture barrier . A two- inch- thick layer of sand should
be proi _ded above the visqueen to allow proper concrete curing .
16 , 7j >_ to the potential for postconstruction differential
movem_ i : , it is recommended that floor slabs be constructed
indep3iient from column footings .
Site ] : linage and Moisture Protection
17 . r - a provision and maintenance of adequate site drainagc
and m3i3ture protection of supporting soil is an important
design 2onsideration . Foundation recommendations presented
herein assume proper site drainage will be established and
maintained.
18 . R. of runoff should be carried away from the structures
with n. nerosive devices at the ground surface so that erosion
and por ding of water does not occur .
- 17 -
File to . D-2516-JOI
May 8 1981
LI`IIT! PIONS AND UNIFORMITY OF CONDITIONS
1 . Tfe recommendations of this report pertain only to the
site investigated and are based upon the assumption that the
soil conditions do not deviate from those disclosed in the
investigation . If any variations or undesirable conditions
are encountered during construction , or if the proposed con -
struction will differ from that planned at the present time ,
GeOCCr , Incorporated should be notified so that supplemental
reccrrr endations can be given .
2 . Tlis report is issued with the understanding that it is
the responsibility of the owner , or of his representative ,
to er : ure that the information and recommendations contained
hercii are brought to the attention of the architect and en-
ginee for the project and incorporated into the plans , anti
the r cessary steps are taken to see that the contractor and
subcc tractors carry out such recommendations in the field .
3 . ;' e Eindings of this report are valid as of the present
date . llns:ever , chnng,es in the conditions of a property can
-18 -
r..TP
File to . D-2516-JOl
May 8 , 1981
occur ,with the passage of time , whether they be due to natural
processes or the works of man on this or adjacent properties .
In adcition , changes in applicable or appropriate standards
may occur. , whether they result from legislation or the broad-
ening of knowledge . Accordingly , the findings of this report
may bf invalidated wholly or partially by changes outside our
control . Therefore , this report is subject to review and
shout not be relied upon after a period of three years .
-19-
CT�JOC
APPENDIX A
Pile a . D-2516-J01
May 3 , 1981
TABLE I
Summary -) ` In-P1ace Moisture-Density and Direc [ Shear Test Results
Angle of
Dry Moisture Unit Sl,ear
Sample : 2pth Density Content Cohesion Resistance
No . E[ . pcf % pst: deguees
1-1 2 . 0 77 . 1 41 . 7 - - - -
1-2A 5 . 0 81 . 5 38 . 7 -- --
L-2B 5 . 5 87 . 1 33 . 7 -- --
1-3 L0 . 0 117 . 8 15 . 3 280 43
L-4 L5 . 0 118 . 8 14 . 3 - - --
L-5 20 . 0 120 . 2 14 . 7 - - --
1-6 25 . 0 114 . 5 16 . 9 - - --
L- 7 30 . 0 114 . 8 17 . 6 - - --
1-8A 35 . 0 110 . 1 16 . 9 - - --
1-83 35 . 5 99 . 1 25 . 9 -- --
L-9 140 . 0 103 . 0 23 . 1 -- --
2-1 2 . 0 97 . 7 9 . 7 -- --
2-2 5 . 0 79 . 1 42 . 2 -- --
2-3 1.0 . 0 108 . 7 20 . 1 - - --
2-4 15 . 0 109 . 6 19 . 7 - - --
2-5 20 . 0 100 . 8 24 . 1 - - - -
2-6 Z5 . 0 114 . 2 17 . 3 - - --
2-7 30 . 0 120 . 7 15 . 5 -- - -
:2-8 35 . 0 102 . 3 22 . 7 - - --
2-9 !i0 . 0 110 . 8 18 . 0 - - - -
3-1 2 . 0 116 . 2 12 . 4 70 43
3-2 5 . 0 85 . 3 34 . 8 - - --
3-3A 10 . 0 107 . 2 22 . 4 - - --
3-3D 10 . 5 107 . 1 20 . 3 -- - -
A- 1
File H , . D-2516-JOI
May 8 , 1981
TABLE I (Continued)
Summary of In-Place ]Moisture-Densitv and Direct Shear Test ResuLts
Angle of
Dry Moisture Unit Shear
Sample D= Jth Density Content Cohesion Resistance
No . ft . pcf % psf domes
3-4 1 . 0 94 . 9 29 . 2 - - --
3-5 :'. ) . 0 109 . 2 19 . 4 -- - -
3-6 :'. 1 . 0 103 . 9 22 . 7 - - - -
3-7 0 113 . 3 16 . 9 -- - -
:3-8 � . 0 96 . 7 26 . 5 -- --
3-9 1 . 0 115 . 1 17 . 9 -- - -
4-1 1
. . 0 119 . 6 14 . 3 - - --
h- 2 i . 0 ._. 111 . 1 18 . 0 280 35
4- 3 . ) . 0 106 . 5 22 . 0 -- --
4-4 . i . 0 110 . 2 21 . 6 -- --
4-5 '. ) . 0 115 . 3 15 . 5 -- - -
4-6 ii . 0 110 . 7 18 . 9 - - - -
4- 7 3 ) . 0 124 , 0 14 , 7 - - --
4-8A 33 . 0 111 . 7 13 . 0 -- --
4-8B 3i . 5 96 . 6 28 . 5 - - - -
4-9 i ) . 0 114 . 8 17 . 5 -- --
5-1A ? . 0 99 . 9 18 . 8 -- --
5--IB 2 . 5 99 . 9 15 . 0 - - - -
5- 3 5 . 0 73 . 2 47 . 9 -- --
5 5 11 . 0 100 . 6 24 . 9 - - --
5 7 15 . 0 112 . 7 19 . 1 -- --
5 -13 = D . 0 113 . 0 18 . 8 - - --
A-2
i TABLE II
GRAIN SIZE ANALYSIS AND ATTERBERG LIMITS
I�- SAMPLE I 1-3 2-5 4-6 5-2 I 5-4 I 5 -8 5-1
l� DEPTH 10 , I 20 ' I 25 3 ' I 6 ' 16 ' I 41 '
I�/2
/2"
U) -
100 . 0 100 . 0 100 . 0 100 . 0 ( 100 .
� N
99 . 4 100 . 0 99 . 8 100 . 0 99 . 8 99 . 7 99 .
II C
= 10 92 . 9 99 . 9 _ 96 . 7 ( 99 . 9 99 . 6 94 . 5 97 .
� �--- _
T20 84 . 3 98 . 5 90 . 5� 99 . 9 99 . 1 85 . 1 84 .
J
60 �
' 40 T 71 . 6 I 94 . 1 ( 77 . 4 97 . 7 98 . 9 70 . 6 67 .
o
-50 53 . 0 82 . 5 1 65 . 5 95 . 5 93 . 2 53 . 4 53 .
I
=00 59 . 0 79 . 2 59 . 1 91 . 7 17 . 4 52 . 1 44 .
-100 43 . 6 58 . 9 57 . 1 38 . 2 96 . 0 48 . 6 38 .
=200 27 . 5 3C . 3 !, 48 . 0 71 . 6 86 . 9 35 . 8 21 .
rr 05mm 24 . 5 24 . 0 43 . 0 61 . 5 73 . 0 31 . 5
.005mm 9 . 0 10 . 0 19 . 0 24 . 5 28 . 0 13 . 5 l 6 .
� .coi mm 1 6 . 5 I 7 . 5 13 . 5 1 11 . 0 12 . 0 10 . 0 4 .
LIQUID LIMIT
Pln;nc ui.+Ir
PLASTICITY INDEX
I uNirllo SM I SM SM-SC I HL-CT, PiT.-CL S�1-SC Sb'
'l I.L A>SIF ICA r ION -
WINCHESTER COMNERCG CENTER
CT E0 " O1V INC Riverside County , C.-Ili j�1�
File i, D- ? 51', -.i:) '�
:,Inv ,9 , 9R1
I
l: ' ONSOLIDATION CURVE
I
�I
SAMFL N ! - 2A DEPTH 5.0'
Ilr IIII II �� 1i1 III"III
I
'� IIII III IL i I '�I 'I III III IIi q x
,
'I III ,I [ i�'—T'� f t, t ..}1 ^� I�• � '.
IIi III it 'I i I�, I i � I I lil; ll fl I I 1 � II II� IIII , i
__ ______ � I' 11 , I , II I li •I I III 11 .
6 I r I!j 1°''. I � _� 1 I•I �{n ----=--1 •Y-r• ! i I,.
1 � li ;� nlpllll'I�. �' I �ii ' I ,V�I � il , 'I III I I I111111
v IIII IIII �_ III ! '_ I 11 ' h II µl;l 'r ��IIIP `I
o i0 TI12
I I I I ! IIII II II I I I I I rI, I i l I jll I ; III 1�
III 6;'li' .L 1! -I'4.L11'11 i , „I
r 7 .IIII ^ I., •� 'I '"� �r' I'II ';I'�il "
I � I � i� I Illi!I�II 1 � IIII 'II' tl I! I i I i I Illlil
01 _ 0 5 10 5 10 100
ApPI_1ED PRESSURE in KIPS / ftZ
Figure
Pile Uc 1 25Ll',
aay 8 , 981
" ON SOLIDATION CURVE
SAMPI. _ N 2 - 2 DEPTH 5.0'
E
I i III i�pl. l !I ! I i III I I. II �'I I IIII Ill III Ili l�lll'S l
' I' IIII nll II �� I,I dl
4 '
� "� �� 6 I II� � � II I�i � tlll lilll�l ;� II ! I I I I I IIII I II'lll ll(�Ii
. III - 11
I � III III
0 6 I I '.III Ilull'''r I i I �l I 111�1 III; I II LIP �, ��I I 'i I I �f� IIIIIIL I I I
6 I I'I I JII II6�Uf II) . I III III I I iil� I I I .I�I l!I
O (r m r
I777
I 'ICI Ipl i I " I' I Iii,lr.
O
10i I I II�' IIl Il I II II II II I1I-TT
llII rvilII�uIi
I
I h� IIII !�I I'll'.' I III III 'I Uri III ' I '
2
I
I ( iI� l, I I I III I. li' �il 1 1 I ' I � III! ill �Ili II'I,d
.I ' ul Il ny
it I Ili 11 �' III �i i III I IIII it
I
16 ,• ' I . II' � .I I I'lil. ' ,p I IIII III"
01 0 5 10 5 10 53 100
APPLIED PRESSURE ( in KIPS i (12 )
I
Gig�rl. S
FiLe �c D-2516-J01
Hay 8 , L981
TIME RATE- CONSOLIDATION CURVE
tPLE No 2 - 2 DEPTH 5.0' LOAD 1000 psf
1960
LL—
r I r IT I
' � I II I,;I Ij•' I I I I I I�_ _ � I ; � � � ' � I I �I
z000 — —�— —I
2020 — --_ ^`--
�
x I I I III '
� 20,10
jJ
2060 -7-
J I I I I lrllll IIII I�b I �� j, l � � I ' III Illnl ..I. i
2080 ' IIIIII II
LII "'I I III j •I I
— - —210 0
IIIIII'," I ' l
I�II 'lll� ' li ��II IIIIII'Ill., I
� :IIIiu'I�jli�„I II I IIII III III I , - I IIIIII lililjl �l I � ��
2120 --
01 05 , 0 5 ,U LO 100
LOG TIME IN MINUTES
cf tPLE No - 2 -2 DEPTH 5 .0' LOAD : 2000psf
2!60 --�
I 1 ' .I, I, I i I I I I I I I I I I IIII
22OU2220
I IIIIII IIII I!I. d�II�I I , I � ' I I lili I
_.
2240 ___ I_ _ _ • . . _ ._x
I" i I] i, iL„ ! • YII I iII I• I I
II
2260
rc � I�I I III I I III III , I I
� 2200
I •I �- it I.T, I I' I Ills I ' I
2300
2320
I I
I-
I I
' 1 . . I " � III l I � • I I I . I I ,'
2340
O I U 1 0
— LOG TIb,E IN ML'lU 7E5
Fi_ur = Ll
iLe
May 3 , L98 �
1
CONSOLIDATION CURVE
SAirt _ _E N 2 - 3 DEPTH 10.0'
C
Z
7
I
O III III I ' Ii „�I 11 ! IIII � I Ilili,
III�I'I I. b: II IIII III, IIII III I+
Ij !I�,
j I II
�;;1'Il!'q
i I I III � l:il,:� I III � IIII I'.'illll I l,�ll il.�I'
i 11 I IIII ; ° I I'I I�LI i l � I I ' I I I I I III!II �Ifl
CJ 0 5 0 5 U EO 00
I
I
APPLIED PRESSURE In KIPS / fly 1
I'i�;ut 5
rile 1 , , D-25L6-JOL
May 8 , .981
TIME RATE CONSOLIDATION CURVE
Sn IPLE No 2 - 3 DEPTH : 10.0' LOAD = 1000psf
1680 -i- —' it
� �
1700 -'- i i I i I 1 I
II � II
I '' I
_ _�-
, III
I
Ilno
I 1I
1760
�l j it 11
.IIt rj l
- . I I I -
�' I —I —. _
17801 -- ,I tI I ! III IIII II ' I - ' III I1
i 11 ' ll ' ll II ' I III �I I - I I 11 ,I� , I I I j ' IIII IiI �II, I I �iI
1,laco
1. 111 1 1
111I I 111 11 !! �—
i 1020 V 5 1 V 5 IV 50 'Go
i 0
I LOG TIME IN MINUTES
IPLE No 2 - 3 DEPTH : 10.0' LOAD ' 2000psf
1800 �—
I '
—
1
1840 -
I
1860
.,
I 1900
! 1920 - L - -- - - ,- - - I
I I ' j I j II11 .III. I I I _
, I
I I
I I
i l I I I .I , , ' I I I II - I I IIII I IIII I" I' '. � I- �
1960 —• �—
t O I U S I V 5 I V XJ �00
rLIC? ilo a- -' � �r,-_J0L
Mav 8 .981
; ; ONSOLIDATION CURVE
SAMPI_ _ ,J2 3 - 2 DEPTH 5.I'
�� !.I II � ,ill'II I I it 1 ' Dili 6 I I u III
y W
II'I
Rl�
'III l
rt l 1 i I III IIII IT IL � III I ' I l i l�'I �--- Ili HI-77
�iiU�'
,� _ i ii IIII I I'll I IIII ' .',j 1' ili j I I I Ill i ilIlIil�ll IIII'
10
11I
I I I Ili I;II I II!„L,, - I i I I�I it � !' III I I I illll!II�,III
III 11. I I ICCI II'I I Il ll,.,!"III � I :I'I I 'IH
IIII �II I Ipp I I I.III1 ' III � I I II.III ICI
01 _ 0.5 10 5 10 J 00
APPLIED PRESSURE in KIPS / f12 i
'igurI! '
_93L
CONSOLIDATION CURVE
SAMFf E No DEPTH 15.0'
D --1_I` IIII ji ill '.i III (I I Ii lii I IIII. 'II
T; "'I I `ti IIII Ili .—_� I I I �1 � Ifl� llll I I ' ll I � II I� ,I Ill�lll��lp
I I IIII IIII II'I' I III � 1 I I I' I I III III (IIII i all
i f I' II
I�i � I,I III II III L ,.I\ I I III � III i I� IIII� 'II ,. f I IIII IIIIII I I �II r'li III n I''I'I" III Il�il IIII III IIIIII gllill'i I
o
O I I ! C � �1III I �I I I,IIII ; � I y; I IIII Il� l��lil IIII`II I I I � �� i I �I IIIII�IIIII �
__ � II � ( IIIIIIII�1 � II + IIII, o �' ,, � I III II 'I' ltilll 11 ,1
IC
I � III III III III; I IIII IIIIII;' I'Ip, II I I ! I III ! � Il�lhllllll ;Il �Ill
I
° 12 �II
li
14 — F I iIJI
IIII i 'I 1111+�I�II' II li .LI I I� IL I� I III.
16
C a5 C 5 10 `A.) lid
APPLIED PRESSURE in KIPS / (17
Figure 9
° A- lU
Pile No , D-2515-�C1
May 8 , : 931
TIME RATE CONSOLIDATION CURVE
S,,k / 'LE No : 3 - 4 DEPTH 15.0' LOAD 2000psf
2240 " I�� i IIII IIIII IIII Y I' I �I i IIII III i , I �', -il lul�Il I'
I i I III IIII I. I • i II II I _ I'�+
2260
I ' ' I I I. II�• � I I I
2260
� III � I � I � ill 'I � •II n.
2300 — �—
I
� i � Ii IIII I IIII �� II � II I I I � .II � I I I I I I I IIIIIII
K I I I IIII Irl'I I I III' I I I I I I
111 -r
2320
2340 r' IIII III n ,I r !�11 IIII dill
I , I Ili I I I I IIIIIII I �I ,. I I I I � i •� I I II '• ' II '� I i I I I I IIII II I IIII`
rl
I I�II I II I ; l 1. �Ll ' I ' I � II ' IIIIIII IIII
I '' I I ' , � I I1 Ii � � liil III i'.. I IIIIIII I IIIIIII _I
nl11 In IIIII IIII .:I I� � IIII d
2360 I�; — r--- �— -• �I; I - a °� il.f
, I
' I IiI ' I'll" IIr I � ' IrjT� III I II '. I IIII III 1 II, ,
I IIII III''I I I I hUl'' I I IIII I
IIIII II III I- 'III I .�I ! I I, I I IIII
III I I I I I I II III II'pIl ,, . I � -IIII I I � r ILI I t'II I I I I I I III I, � III
2400 5 to r;0 Ico
LOG TIME IN MINUTES
SAP PILE No 3 - 4 DEPTH i 15 .0' LOAD 4000psf
2500 — —
2520
IIII III IIII I II L' I I III ' I I I
I III , IIIII Ilil� I I i I II. I ' I I � II I IIII I I '. I
I
_ I III I I L' .i •. � � I I I I I III I �,_ I '
2.54o
z I ( IIIIIII II I, I I � III III d I- I u I'�I 'illi ,.,IIII,
+ I IIIII iI,. jII - .I:— ILI. ICI I11l III' '..I' I_j I I IIII
*I �
x IIIII III )' j I II ' II '. III 11
I I
0 2560 III .
rc , I �. II I I I, i IIIIIII I' •� � ( I I,II ,.. I Ii... 'I
I 11 '.III I'u li •. I � _; I 'I' rt t ' . _ __,-.
J 2600
I l 'I•'II it i i I II � i III I I,�. . I li I i 'IIIIIII 1 I;I I III.
I _
2620
I !
2640 - —�-- I !—•. . ..._._, __--� I � I I j I I 11 II III !• I
I I I I � i I•III IIII I,� I Ii I . . I I ' IIIIIII ' I I i I ' I I I I�I III I
2660 L
1-- o s 0 S IO �0 100
0
LOG TIn+E Iti MltlUTES
File ND . D-2516-JOL
May 8 , 1381
TABLE III
Summary of Groundwater Measurements
Depth Below
Borin Date Time Existing Grade
1 4/ 22/81 1040 6 ' -10"
4/ 22/ 81 1345 4 ' -0"
4/23/81 0555 4 ' -0"
4/ 23/ 8L 1656 4 ' -0"
5/ 7/ 81 1942 3 ' -6"
2 4/22/ 8L 1405 11 ' 6"
4/ 23/ SL 0600 6 ' -8"
4/ 23/81 L654 6 ' -6"
4/ 23 /8L 1933 6 ' -4"
3 4/ 23/ 81 08L7 1L ' -6"
4/ 23/81 1645 9 ' -2"
5/7/81 1959
4 4/23/81 1L15 9 ' -9"
4/ 23/8L 1650 9 ' -9"
5/7/81 2003 9 ' -3"
5 4/ 22 / 81 1630 6 ' -5"
5/ 7/8L 1955 6 ' -4"
A-12
File No . D-2516-JOL
May f 198L
M/N SI NIL! IC 'f hwr♦/.w OCSCP//IION
O/iI YOrf/UPC
!/u-✓II OCN S!/I GCW/C.Yf
It
0 - _ BORING NO . 1
,I
Loose , moist , brown , fine Sandy
2 SILT to Silty fine SAND with
1-1 2 trace clay (micaceous ) 77 „ 1 h1 . 7
Soft , moist , black , Silty CLAY ,
A / , '' _� trace organics 8L . 5 13 . 7
6 1- 28 87 .
-- —
Sott , moist , brown , San yZ` AY
8 ;= —. - - ,� to Clayey SAND
i
Dense , moist , medium brown ,
10
Clayey medium to coarse SAND
L-3 ;' 17 � 117 . 8 15 . 3
i
14a 7 L: � I
r � 1-4 I. 28 Dense , moist , light to medium 118 8 ; 3 '
� 16- brown , slightly Clayey and Silty ,
F r micaceous , fine to medium SAND
I
18
20 (grading to dark brown and
1-5 .' 46 predominantly medium-grained) 120 . 2 4 . 7
1
21
Dense , brown , wet , slightly
24-� Silty , well graded SAND
26 1-6 9 I 62 L14 . 5 16 . 9
28 - — —
3 )
VigureLC , Lop; of Pest Burial; L Cuntinucd next p;ige
A- 13
File D , D- 2516-JOL
May 8 , 1981
LYtM JI Y/(L L )L 1 M1•wr u.r OC SCR✓I/ON
lM M.Iev LIXIII OAI
rLLr o" vo.N/ oLN s/rr cav/L yr
30 BORING NO . 1 CONTINUED
1 -r 24 Stiff , moist , dark gray -black , ll4 . 8 ll . ii
siigIILLy CLayey , fine , Sandy ,
32 �/ micaceous SILT
Medium dense , moist , dark gray ,
34 Silty , medium to coarse SAND
-�—
A 0 110 . 1 16 . 9
— qC
36 1 83 � � Stiff , moist , dark gray , Silty 99 . 1
1
CLAY , trace sand
38
Dense , moist , dark gray , Silty ,
40 fine , micaceous SAND
1-9 42 103 . 0 1
42
BORING TfaLkIINATLD AT 41 . 0 FEET
Groundwater at 3 ' -6" 5/ 7/81
I
?F I 1
�r
I
L
r �
i
I
Figure 11. 1og of TesL Boring 1 Continued
A- 14
File No . D-2510' -J01
May f 1981
ry voutl(w p '10v ...... awr uOHrW!
/IT1 I ocvs/rr co r(vr
i
BORING NO . 2
Loose , damp , Clark brown , Silty ,
i -- fine Sandy CLAY to Clayey SAND
I- 1 � � 10 - 97 . 7 9 . 7
Loose to medium dense , moist ,
r 4 I ,'. brown , slightly Silty , weLl
-- T." -- graded SAND
2-2 �' I 2 79 . 1 ,
5 4?
--- Soft , moist , dark brown , slight -
;" Ly Sandy , Silty CLAY to Clayey
SiL'1' (micaceous )
Medium stiff , wet , medium brown ,
� 10 ' 2 3 8 Sandy , Clayey SILT to Sandy , 108 7 2-0 1 �
r S11t;! CLAY
12
i
lr y ', I Medium dense , moist , brown ,
Silty Sandy CLAY to Clayey SAND
2-4I � 8 109 . 6 19 . 71
15 , ili . I
20 - — Dense , moist , gray-brown
2-5 ( '0 slightly Clayey , Silty , mica- 1100 . E 24 . 1
ceous , fine to medium SA14D
22 �
, ICI 1
I
� 26 � -- - --
�1 � � Stiff , moist , dark pray-black ,
Sandy Claye STLT interbedded
26-12-� �, �. 20 with Silty CLAY 114 . 2 17 . 3
i
I
i I
28� �
Figure 1 :'. _og of Test Boring 2 Cont. inued next pipe
A- 15
Filc o . D-2516-,JO1
Hav F 1981
O(TCAvnON
O(vTNI C[n/pV/
Syr
BORING NO . 2 CONTINUED
30 2-7 II 84 1 L20 . 7 1 , . 5
Very dense , wet , brown , slight 7
III. Silty , we11 graded SAND
32
III
3 4 I.
2_8 90 102 . 3 22 . 7
36
� I I•
38 _
Very dense , weL' , light greenish-
40~ gray , predominantly coarse SAND
Z-9 70 ll0 . 8 13 . 0
42
[BORING TERMINATED AT 41 . 0 FEET
Groundwater at 6 ' -4" 5/ 7/81
i
i
I
I
FigureL:), Log of 'rest Suring 2 Continued
A- l6
r,nnr
Pile 7o . D-2516-JOI
May 3 1981
—_ ,N-at•CC
prrrN r1N1tr tcc a
IN Noae[e SC ON w.,.ow
per u011 r✓sr
ILZr ) ei.�N OCNJIrr cO rrvr
0 _ BORING N0 . 3
{ I Dense , damp , dark gray-broom ,
Clayey , Silty , micaceous , fine
3 - 1 18 to medium SAND 116 . 2 12 . 4
4 � r
3-2 e 5 Soft , moist , dark gray-black , 85 . 31 3't . 8 `
r 6 slighLLv Sandy , Silty CLAY
�. interbedded with Clayey , mica-
ceous S IL'f
i0- A , � Soft to very soft , moist , gray- i07 . 2 22 . 4 't
13-3 r 3 brown , Clayey , micaceous , SILT ,
3 107 . 1 20 . 3
trace fine sand
r 12�
16 3-4 ui l 4 i , 94 . 9 29 . 2
F 18 �. 11
Medium dense/dense , moist ,
20� grayish-brown , slighLly Clayey ,
3- 5 18 fine , Sandy SILT to Silty , fine 109 . 2 19 . 4 �
SAND (micaceous )
i
2 r, r:
r 3-6 Ij 18 103 . 9 22 . 7
26� ,
I 28
1301
Figure 14 og of Test Sori.ng 3 C01ILLIMCd next pale
A- 17
File M . D-2516-JOI
May 8 , L98L
D(1lN SI v/L[ lOL h.w+w.� Dl SC.V/nON
/N NyYlf.I tCLb](1 .+.,.,/Io DAY VOrTIu+!
/(TI Or Srs�Nr DC S,II CO ir/ I
30 __ BORING NO . 3 CONTINUED
32
34 1
36 3-8 '� � 36 96 . 7 26 - 5
III.
38-1 `I Very dense , moist , Clark gray-
black , Clayey , Silty , medium
to coarse SAND
40 ,ill
j2y BORING TERNINATGD AT 41 . 0 FEET
j Groundwater at 9 ' -0" 5/ 7/81
r � I
- 1
L �
I
I �
i
i
Figure L5, Lc ; of Test Boring 3 Continued
A - IA
FLI(! lo . D-2516-JO1
May f 193L
- ,,-It cr
J[p IH flVi([ ()G 1 hnwrw.w or f cN,pr,JH
pqY uJ/fYpq(
/zj1 p• B/a.vU pCN f,CY COo/!HY
30121 NCi NO 4
� Medium dense , moist-damp , dark
2 brown , Silty , Clayey , medium
4- L 10 SAND 119 . 6 14 . 3
4 . :
I;f
6 4-2 9 111 . 1 L8 . 0
- 8
10 Medium dense , moist , gray -brown ,
4 3 8 Clayey , Silty , tine to medium L05 . 5 22 . 0
12 T SAND
-11- - —
1<< Dense , moist , gray , slightly
Clayey , Silty , Line to medium
16
4-5 _ U SAND , micaceous L15 . 3 15 . 5
--
Dense „ moist , gray-brown ,
181 slightly Silty , well graded SAND
20 i l
� 221
24
26a 4-6 p 18 Stiff to dense , moist , gray - 110 . 7 18 . 9
brown , Silty , Sandy C1_Al' to
1 II . Clayey , fine to medium SAND
28 � - - - - —
30
Figure L6, )g of 'Pest Boring 4 Continued next page
A-19
File 4 - D- 7.516- 701
May 8 , L98L
cYrrH s+ant <oc , n..,.w.,,, orsc"I'lom
a+r �alsru•r
rY Nuv�LA 'IXIr'OV
OC-v SlfY C!n It NI
flORiirIG Pi0 . /, CON'1'INUI?D
30
�0 Very dense , moist , gray-brown ,
� j slight].` Clayey/ Si.1ty , welt
32- graded SAND
}•f I
34 I ) l
36_ ��-83 �1 i Stiff , moist , brown , slightly
Sandy , Silty CLAY to Clayey SILT
38
� I
40 34
114 . 8 17 , 5
� 42 [BORING TERMINATED AT 41 . 0 FEET
i_
Groundwater at 9 ' -3" 5/ 7/81
r
1 '
I
i
{
Figure L7, -I g of Test LSoring 4 Continued
A-20
1T1n�1�
File Po . D-2516-J01
May 8 , 1981
arsr BIeno.v
/N NU4Br.I (P% / H •,.,ro OHI U01(rl/.0
/Lrr 0 Bir�Ni or,s,rr a>+rr yr
Siv, r
BORING NO . 5
0 -
Soft , clamp to moist , brown ,
Silty CLAY to Clayey SILT
. 2- A = � 99 . 9 18 . 8
5- 1B - -6 - 99 . 9 15 . 0
5 8 Loose , moist , gray-brown ,
6 + slightly Clayey , Fine , Sandy
SILT "micaceous ) , interbedded
5 -3 5 wLLh brown , Clayey SILT below 7C . y 47 . 9
5-4 - 8-- T- -
8
i
L0 �
5-5 : 5 100 . 6 24 . 9
12 5-6 5 NO RGc:OVGRY
`I
14
5-7 - 7 112 . 7 19 . 1
'r 16
1 5-8 -31 - - -- —
18 Medium dense to dense , wet ,
brown- pray , Silty Clayey , fine
r � 1 to medium SAND , grading predom-
20 , ; inantly coarse below 19 '
5-9 a 21 NO REWOVGRY
r 22
2l - — — Medium stiff , brown-gray ,
sLighely Clayey , Sandy SILT
5-10 _ 10 NO RE( :OVIiRY
26
30
Figure 18 _ )g of Test Boring 5 Continued next page
A-21
File No . D-2516-J01
May 1981
1N-w/ cc
C[TM Spun! c w /n.....w� a[SC wIwrIOM .
/N hUuw[w lla'I ION ♦i.rr OwI VUf/V1[
_ O[NS,rr cC ,c r
i[P
30 BoRINC No . 5 CONTINUED
5 - 11 19 NO RL :UFRY
3 2
Dense , moist , fray-brown ,
3� slightly Clayey , Silty , Line ,
l micaceous SAND
36
5-12 %'; �' 4L NO RE :OVERY
I
38-
L,.
40 5-13 66 113 . 0 18 . 8
5-14 ,, 60
42 —
BORING TERMINATED AT 43 . 0 FEET
Groundwater at 6 ' -4" 5/ 7/ 81
KEY -
Three- inch O . D . split
tube sample
® Standard penetration sample
I
I
i
Figure L ), Log of TesL Boring; 5 Continued
A-22
r-1-171�r
Pile V _ . D-2516-JOL
May 8 , L981
SOIL DACXFILL
I /
MIRAFI 140
FILTER FABRIC
'o
I �
i
CRUSHED _ ' o
3/4 GRAVEL I o z`-
0
n
4"PERFORATED
i
ORAIN
PIPE M \
I" rO 2" � o � 1 0
�.-- 12"Min,--�
Nor TO SCALE
k T 61 OF PIPE TO BE DETERMINE BASED UPON
A., ' 'AL FIELO LOADING CONDITIONS
_- fl'I' L(;�\I. ;;I'14:;111;1'1\Ch; I11:ALN1\(Ili tiYti'I'IC: '
WINCIIRSrER COMMERCE.. CENTER
Riverside County , California
7�T T 1�T r� �1� f".Ic;C
FlcunE20 GEOCO �i � INCO IZI)OHAA �' D n-23
APPENDIX B
[ ile r o . D-2516-JO1
Play 8 1981
RECCh'PENDED GRADING SPECIFICATIONS
for
WINCH STIR COMMERCE CENTER
River ! ide County , California
1 . 1 General Description
1 . 11 These specifications have been prepared for grading
and site development of Winchester Commerce Cencer
Located in the Rancho California Area in Riverside
County , California . Geocon , Incorporated , hereinafter
described as the soil engineer , should be consulted
prior to any site work connected with site develop-
ment to ensure comptiance with these specifications .
These specifications shall only be used in conjunc -
tion with the soil report of which they are a part .
1 . 1, This tiem consists of clearing and grubbing , prepara -
tion of land to be filled , filling of Land , spreading ,
compaction and control of the fill , and any subsidiary
work necessary to complete the grading of the Cilled
areas to conform with the lines , grades and slopes as
shown on the .accepted plans .
1 , 1:', The soil engineer will test and observe the grading
operations . In the event that any unusual conditions
not covered by the special provisions are encountered
during the grading operations , the soil engineer
should be contacted for further information .
2 . 1 Tests
2 . 1_ The standard test used to define maximum density of
the fiL1 soil wilt be ASTM Test Proceckire DLOW -78 ,
Plethod A or C . All densities will be exPressed as a
relative compaction in terms of the maximum density
obtained in the laboratory by the foregoing, standard
procedure .
B- 1
(1700
File t D-2516-Jog
May £ , 198L
3 . 1 learinn„ and Preparing Areas to be Filled
3 . 11 lny trees not utiLlled in landscaping, ; structures , weeds ,
and other rubbish should be removed , piled , or otherwise.
� isnosed of so as to leave the areas that have been dis-
turbed with a neat and finished appearance , free A0111
nsit;htly debris .
3 , 12 septic tanks , if encountered , and debris should be re -
roved from the site prior to any building , grading or
ill operations . Septic tanks , includinf,, connecting;
rain, fields and other lines , should be totally remove_i
rnd the resulting depressions properly backfilled and
omnacted .
3 . 13 later wells on the site should be capped according to
he requirements of the San Diego County health Depart
-
rent . The strength of the cap should he at least equal
o the adjacent soil . The final elevation of the ton oC
he well casing should be nL least three feet below ad-
. acenL grade prior to grading of fill operations .
3 . 14 uried tanks , if encountered , should be removed and the
esulting depressions properly backfilled and compacted .
3 . 15 egetable matter and soi_1 designated as unsuitable by
he soil engineer should be removed under the direction
f the soil engineer . The then exposed surface should
hen be Plowed or scarified to a depth of at least eight
nches and until the surface is tree from ruts , hummocks ,
r other uneven feature, which would Lend Co prevent
niform compaction by the equipment to be used .
3 . 16 'he original }around upon which the Fill is to he nlacud
hould be plowed or scnrifi-ed deeply , and where the slope
atio of the original ground is steeper than 6 . 0 horLli;on-
al to 1 . 0 vertical., Lhebank should be steeped or hen( hc6 .
the toes of the uiajnr fills ❑nd on the sides lope Dills ,
Ape base key should be , as described elsewhere in thinc re-
)ort , at least A feet in width , cut at tease three feet
.nto the undisturbed or native soil , and sloped bnck iHL0
he hillside at a gradient of not Less than Lwo percent
B- 2
/-iT7r-, (t—,r
r .
File N; . D-2516-JO1
May 8 , 1981
iibseauent keys should be cut into the hillside as the
; Al is brought up the slope . The construction of sub-
; !quent keying operations should be determined by the
; )il engineer during grading operations . In general ,
ie depth of the initial bench key as well as subse -
gient kevs should he such Lhat topsoils are removeu
lid keying occurs within the underlying formational.
:; )ils . Ground slopes which are flatter than G to 1
lould he benched when considered necessary by the
; AI engineer .
3 . 17 " cer the foundation for the fill has been cleared ,
p .owed , or scarified , it should be disced or bLad& an-
1 it is uniform and free from Large clods ; brougho r_(I
ie proper moisture content by adding; water or aera.tinn ,
A compacted to a relative compaction of at least 90
p �rcent .
4 . 1 1 iterials
4 . 11 11iLive soil , free of organic material and undesirahle
V Lecerious material , may be used as fill . Native soil
A ch is expansive should not be placed on the Lop two
' oeL of building pads without the approval of the soil
o igineer .
4 . 12 " ie materials for fill should be approved by the soil
rigineer befor commencement of grading operations . Anv
iported material must be approved for use before beinc,,
bought to the site . The materials used should be Free
' -om vegetable matter and other deleterious moLeriol ,
.lid be nonexnansive . Expansive soil. is deCined as soil
�iiich expands more than 3 . 0 percent when saturated at
9 ) percent relative compaction and optimum moisture
n)ntent under a surcharge of 150 psf .
5 . 1 aci.nj , Spreading , and Compacting Fill Material.
5 . 11 11 material should be placed in layers which , when
mmp'ctc(1 , would permit ndequate bundinr and compaction .
: ich layer should be spread evenly and Lhorougtcl v Andc -
n _xed during the sprendinn to provide uniformity of
niteria1s in each laver .
11- 3
File Nc . D-2516-Jol
May 8 , 198L
5 . 12jen the moisture content of the fill material is helo�✓
_ lat specified by the soil engineer , water should be add-
21 until the moisture content is as specified . 41hen ;:he
iA sture content of the ALL material is above that spec-
ied by the soil enh,i.neer , the fill material may W
prated by bLadWA or other satisfactory methods until
� ie moi.sture content i_s as specified .
5 . 13 fter each layer has been placed , mixed and spread evenly ,
it should be tho-coughly compacted to a relative compac -
tion of not less than 90 percent .
5 . 14 hen fill material includes rock , no rocks should he at-
owed to nest and all voids should be filled and nronerly
ompncted . No rocks larp,er than six inches in diameter
should be permitted in the fill except as specified undt''
` ecti01l 6 . 1 01 Oversized Rock" .
5 . 15 ( ompaction should be by sheepsoot rollers , multiple-wheel
lneumatic- tired rollers , or other types of acceptable _om-
Iactinp, rollers . Rollers should be of such design that
1hev will be able to compact the fill at the specified
toisture content ranee . Rolling of each laver should be
continuous over its entire area and until the rewired
elative compaction has been achieved .
5 . 16 ield density tests should be made by the soil engineer .
'here sheepsfoot rollers are used , the soil may be dis -
urbed to a depth of several inches . Density tests should
e taken in compacted material below the disturbed sur-
ace . when these tests indicate that the density of an'.'
aver of fill , or portion thereof , is below the required
0 percent relative compaction , the particular Layer , or
iortion thereof , should be reworked until the requireu
'elative compaction has been obtained .
5 . 17 he fill operation should be continued in compacted Inv -
!rs , as specified above , until the fill has been hrourhe
o the finished slopes and grades as shown 0n the accept-
d plans .
5 . 1E 'ill slopes should he compacted by means of sheepsfoor:
rollers " track walking" or other suitable eeuipment .
f3-1;