HomeMy WebLinkAbout3001 S Susan St - Soils ReportJUN 22 l98l
2301 1 moulton parkway, suite j-1 0, laguna hills, calif ornia 92653
(7 1 4) 77 0-8s28
d.a. evans inc.
engineering and geological
consultants in applied
earth sciences
Our Job 81-20-00
June L2, 1981
REPORT OF GEOTECHNI CAL I }WEST IGAT I ON ,
PARCEL 1 , SUSAN STREET, CITY OF
SANTA ANA , CAL I FORN IA
for
Cadillac- Fairview
Our Job B1-20-00
INTRODUCTION . . . . . .
PURPOSE.......SCOPE.......'
PRE\TIOUS REPORTS . . . .
LOCATION.o......
PROPOSED DE\TELOPMENT . .
FINDINGS . . . . . . . .
SURFACE CONDITIONS .
SUBSURFACE CONDITIO];S
Unengineered Fi 1i
A1 luvium . . . . .
GROUNDWATER ....
SEISMICITY . O ' ' .
CONCLUSIONS . . O ' ' .
TABLE OF CONTENTS
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FEASIBILITY. O
SOIL EXCAVATIONRippabilityTrenching .
Shrink- Swe 11
SEISI,IICITY . . .
FOUNDATION DESIGN
GROUND WATER . O
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RECO},II{ENDAT I ONSSITEPREPARATION.........
General . . . . . o . 'i, . ' ' '
Removal of Existing Improvements
Stripping . . . . . . .- - . - -
F I LL MATERIAL AND PLACEI\{ENT . . . .
Suitability . . . . . . . . o .
Processing . . . . o . . . . . -
FOUNDATIONDESIGN. . . . . . . . .
Footings o . . . - . . . . . . '|'SlabsonGrade...o---o.LateralLoading...-o..-Actual Foundation Soil Conditions
PAVEMENTDESIGN. .. . . .. . ..
CONCRETE AND },IETAL CORROS I ON . . .
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PLATES
Plate 1
Plate 2
Location }rlap
Dri1l Hole Location I{aP
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Our Job 81-20-00 Page i i
TABLE 0F CONTENTS (cont'd)
APPENDIX A
PAGE
SUPPORTING DATA AND PROCEDURES
EXPLORATION......
TESTING . . . . . . . .
Moisture-Density . .
Compaction Tests . .
Cons o1 idat i on Tes ts
Direct Shear Tests .
Expans i on Tes ts . .
Chemical Tests . . .
PLATE S
Plates A- 1. 1 thnr A- 1. 4
Plate A-2
Plate A- 3
Plates A- 4. 1 thnr A- 4. 3
Plate A- 5
Plate A- 6
A-1
A-1
A-4
A-4
A-4
A-5
A-5
A-6
A-7
Log of Dri11 Hole
Legend to Logs
Compaction Test Data
One-Dimensional Voh:me Change Test Data
- Shear Test Data
Legend to Test Data
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Our Job 81-20-00
TABLE 0F CONTENTS (cont'd)
APPENDIX B
MI N IMU]\{ STANDARD GRAD I NG SPEC I F I CAT I ON .
SCOPEANDPURPOSE.........
DEFINITION OF RESPONSIBILITIES . .GENERAL............
CLIENT ............
PROJECT EI,IGII{EER . o . . o . .
D. A. EVANS, INC. . . . . . . .
CONTRACTOR...O""..
GEOTECHNICAL FIELD INSPECTION . O O
SCOPE AND L II.{ITS OF INSPECTI ON
}{ODIFICATIONS OF SPECIFICATIONS
RECO}O{ENDATIONS IN THE FIELD
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PAGE
B-1
B- I
B-1
B-1
B-1
B-2
B-2
B-3
B-3
B-3
B-4
B-4
B-5
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B-6
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B- 8
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B-10B-ll
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5.0
5.1
5.2
5.3
6.0
6.1
6.7
6.3
6. 31
6 .32
6. 33
7.0
8.0
REPORTS . O '
S ITE PREPARAT I ON
DEBRIS REMOVAL
STRI PPING . .
FILL }IATERIAL . . .
GENERAL....
ROCK I'LATERIAL .
EXPANS I\TE SOI L
PLAC I NG OF CO}'IPACTED F I LL
GENERAL.OOOOO..
CO}{PACTION . O O ' ' O
FILLSLOPES.O'
Compact i on .
Slope Rol l ing
Cutt ing Back
PROTECTION OF WORK .
CUTSLOPES .... O
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TREAT}.TENT OF AREAS TO RECEIVE FILLKEYITAYS.....
BENCHING ... O
General . . .
Canyon Fi11 .Sidehill Fi11
Fi11 lrlasses Above Cut Slopes
Buttress Fil1 Masses . o .
Other Fi1l Masses o . . o .
SUBDRAII'IS . . . o . o o . . o .
General . . o . . . . i' . .
Canyon SubdTains o . . . o
Subdrains Behind Si dehi1l an
Buttress Fill Masses . . .
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Our Job 81-20-00 Page iv
TABLE 0F CONTENTS (cont'd)
PAGE
PLATES
Plate B
Plate B
Plate B
-1
-2.1
-2.2
- Daily Report of Inspection G Testing
- Dpical Sidehill Fil1 Mass Above Natural Slope
- Trcica1 Sidehill Fi11 },{ass Above Existing
Cut Slope- Dpical Buttress Fi1l- D"ical Canyon Subdrain- Dpical Subdrain - Sidehill And Buttress
Fi1l Masses- Fi1l Compaction l{ith Large Rock Fragnents
- Stripping Detail - Removal of Daylight Line
- Stripping Detail - Existing Canyon Fill
$ri*" tlp Canyon Axis)- Stripping Detail - Existing Canyon FiIl
CView 0f Canyon Side)- Stripping Detail - Stabilization Fill
Plate B- 3
Plates B-4. 1 and B- 4 .2
Plate B-4.3
Plate B-
Plate B-
Plate B-
5
6.1
6.2
Plate B- 6. 3
Plate B-6.4
I I,{TRODUCT I0N
PU RPOSE
This report presents the results of our evaluation of
soil and foundation conditions relevant to the proposed construction
of a tll 93,000 square-foot industrial building. This work was
authorized by Cadillac-Fairrriew, Inc. and represents an evaluation
of existing geotechnical conditions.
SCOPE
The scope of our evaluation was discussed with Mr. Charles
N. Mitchel1, Director of Building Development, Cadil.lac-Fairview
and is outlined as follows:
1. Review available soil engineering reports and data
pertinent to this and adjacent property.
2. Perforn subsurface exploration to examine existing
soil conditions and obtain undisturbed soil samples.
3. Perform limited laboratory testing and engineering
analysis as a basis for providing foundation design
cri teria.
4. Prepare this report sumrnari zing our findings, con-
clusions and reconnendations.
Our Job 81-20-00 Page 2
PRE\TIOUS REPORTS
The following reports were reviewed as part of our
evaluation:
(1) "Soi1 Engineering Evaluation, Proposed Spec. Building
No. 23, Alton and Fairview, Santa Ana, California,
for Cadillac-Fairview/CaLifornia", dated June 19,
1979, by D. A. Evans, Inc. (0ur Job 79-71-00)
(2) "Report of Geotechnical Investigation, 7.7 Acre
Industrial Site in City of Santa Ana, California for
Cadillac-Fairview", dated April 10, 1979, by
D. A. Evans, Inc. (Our Job 78-15-00)
(3) "Soi1 Engineering Evaluation, Proposed Spec. Building
No. 15 Site, 0range County Industrial Center, for
Cadillac Fairview/California, Inc.", dated January 6,
L977, by Evans, Gbffnan 6 McCormick (Job No. 76-LSZ)
LOCAT I ON
The site consists of approxinately 4.6 acres, bounded by
Susan Street on the west and an existing rail spur on the east,
approximately 1,000 feet north of the intersection of Alton and
Susan Streets, in the City of Santa Ana, California (see Plate 1 -
Location Map).
Our Job 81-20-00 Page 3
PROPOSED DEVELOPI'fENT
We understand that the site will accommodate a single-
story, concrete, tilt-up industrial building with adjoining parking
facilities. For purposes of analysis, we have taken into con-
sideration the following estimate forwarded by the architects,
Gilbert Aja 6 Associates.
1. Finish floor elevation will be approxinate\y one to
two feet higher than the existing grade.
2. The eastern portion of the building will be "dock-
high" construction with service from the existing
rail spur to the east.
5. The maxinun interior column load will not exceed 65
kips (with columns 48 feet center-to-center).
4. The maximum perimeter, wal1 panel loads will not
exceed 150 kips (with a 36 foot 111 panel width).
FINDINGS
SURFACE CONDITIONS
At the time of our field inrrestigation, the site was
vacant and elevated approximately three to four feet above the
adjacent properties with gentle to moderately steep peripheral
slopes. The renainder of the site is near-let'el with apParent
drainage to the northeast at an approximate gradient of less than
one percent.
Our Job 81-20-00 Page 4
Vegetation on the site consisted of scattered dry weeds
and grasses. It appears that the elevated condition of the site
is due to excess soil dumped on the site during the development of
the surrounding properties. There are a few scattered piles of
debris and concrete across the site and numerous rodent holes
throughout.
SUBSURFACE CONDlTIONS
Unen ineered Fi11. The soil in the upper three to roughly
4Lzfeetbe1owgroundsurfaceconsistsof"%Mfi11which
was apparently loosely placed. This material consists of sand, silty
sand and fragments of both asphaltic concrete and concrete rubble.
The existing fill material is considered to be non-expansive.
Alluviurn. Alluviun underlies the fill and consists of
continuous layers of mediun dense to dense silty sand with silt
lenses to a depth of approximately L4 feet. Below this depth to
the depth of exploration (31 feet i\g;i11 hole DH-3), the alluvium
consists of a stratum of mediun stiff to stiff, silty c1ay.
GROUND WATER
Ground water as a zone of free moisture was present at
the tine of our exploration from six feet below the existing ground
in dril1 hole DH-1 to 11 feet in drill hole DH-4.
Our Job 81-20-00 Page 5
SEISMICITY
Seismicity is concerned with the abrupt release of accun-
ulated strain energy in the rock material of the earth's crust.
Recurring accumulations and releases of such strain energy have
resulted in systems of faults or zones of weakness in the earthrs
crust, some of which are likely to be associated with recorded
earthquakes. Faults which have been associated with recorded earth-
quakes or which show indications of relative movement within Holocene
geologic time, generally considered to be within the last 11,000
years, are referred to as "active faults". Other faults which do
not show Holocene relative movement and have not been related to
recorded earthquake activity are considered "inactive".
The site is located about 21< miLes northeast of a napped
branch of the Newport-Inglewood fault zone which was associated
with the "Long Beach Earthquake" of lr{arch 11, 1933, having a
Richter Magnitude of 6.3. The epicenter of this earthquake has
been placed about eight miles southwest of the site. Recurring
earthquake activity of up to Richter Magnitude 4.5 has been asso-
ciated with this fault zone. 0ther I'active" faults which could
influence the site are the Whittier fault located about 17 niles
to the northeast, and the Norwalk fault located about 11 niles to
the northeast. These faults have been associated with earthquake
activity of up to Richter Magnitude 4.7 during the last 48 years
(the approximate duration of detailed study of Southern California
Our Job 81-20-00 Page 6
location of the site, the possibility of damage to any future
structure due to ground rupture, liquefaction, landslide or inun-
dation due to Sea waves is extremely remote. Accordingly, ground
vibration and dynamic consolidation are the effects of earthquakes
which should be considered in the development and use of the
subject property.
Further seismic actirrity along the Newport- Inglewood and
San Andreas-San Jacinto fault systems are the most likeIy and
frequent source of strong shaking in the Southern Orange County
area. The recurrence of seisrnic activity along these systems may
be indicative that strain relief occurs at a fairly consistent
point of maximum strain. If this assumption is correct, it is
anticipated that future earthquakes along this system should not
be significantly stronger than those experienced in the past, i.e.,
Richter Magnitude 6.3 to 6.8. The relationship between Richter
Magnitude, M, and ground acceleration, a, in centimeters per second
per second, 8t the epicenter may be roughly estimated by the
expression: |vt = 2..2 + I. 8 1og a. Based on this relationship,
which assumes a point source of energy release, a Richter Magnitude
6.3 corresponds to a ground acceleration of about 0.20g at the
epicente r.
statistical analysis of california earthquake data
indicate that the probabilities of ground acceleration with respect
to a 50-year life of the proposed improvements are as follows:
Our Job 81-20-00 Page 7
Gror:nd Acceleration
(g- acgeleration of gravit,
Once Per
50 Years Probabili_ty
88%
64eo
40%
?2%
t0%
SOI L EXCAVATION CHARACTERI STI CS
Rippability. A11 near-surface, oD-site soil can
be easily excavated with scraper-type equipment with no
ripping. Ground water, however, may be encountered belott
six feet of the existing ground surface, and special
equipment or dewatering may be necessary for deep excavations.
Trenching. Excavation of utility and footing
trenches can be accomplished with a conventional trenching
rnachine or a backhoe. Trench walls will be prone to caving
0g
5g
0g
5g
0g
0.1
0.1
0.2
a.2
0.3
Conclusions pertaining to the probability, intensity
and type of shaking are presented in Section 1.30 of this report.
CONCLUS I ONS
1.10 FEASIBILITY
It is our opinion that it is geotechnically
feasible and practical to develop the property essentially
as assumed under "Proposed Development" provided the recom-
nendations presented in this report are followed in the
design and construction of t.he improvements.
I .20
1.21
1.22
Our Job B1-20-00 Page 8
1.23
in the upper clean sand stratum (SP-Sl'1). Ground water
may be encountered at six to 11 feet below existing grade.
Shrink-Swe1l. Based on the results of field and
laboratory tests, we estinate that the change in volune due
to excavation and reconpaction of the on-site fill soil to
an average of 93 percent will be on the order of 20 percent.
The change in volume of alluvial soil under similar grading
conditions is estinated to be on the order of 15 percent.
1.30 SEISNIICITY
Seismicity presents no unusual hazard to the
sitei i.e., unusual when compared to the rest of the southern
California area. Although the site wiLl be comparatively
responsive to earthquake excitation, the probability of
ground rupture is extrenely remote, and the site is not vu1-
nerable to liquefaction under limited vibration conditions.
Dynamic consolidation and ground shaking are the two con-
ditions which must be considered in evaluating the response
of the site to earthquake vibration.
Seismograms close to the epicenter of an earth-
quake are generally rich in short period (high frequency)
vibration. The relationship between vertical and horizontal
components of ground acceleration at a given site depends
on (1) the type of fault movement, (2) the depth of the
earthquake below the ground surface, and (3) the distance
Our Job 81-20-00 Page 9
of the epicenter fron the site. We suggest that the
magnitude of the horizontal and vertical components of
ground motion be considered equa1.
In assigning relative earthquake risk for
specific areas, the terms "maximum probable earthquake"
and "maximum credible earthquake" have been developed.
The "maximum probable earthquake" is the maximum intensity
earthquake which night occur with a fairly high probability
and for all but the most critical considerations, is gen-
era11y used synonymously with the "naximum design earthquake".
The "maximum credible earthquake" would be the
largest earthquake which appears capable of occurring based
on known facts, irrespective of probability. Itthile the
occurrence of such an event is highly unlikely, it is still
a believable event and could occur within the present geo-
logic frarnework. Such an earthquake would presumably be
used as a "design" earthquake for only very critical struc-
tures such as nuclear power plants, where the social con-
sequences of a failure are catastrophic.
With respect to ground shaking at the site, the
"maximun probable earthquake" would, in our opinion, be
one of Richter Magnitude 6.3; i.e., epicentral activity on
either the Newport-Inglewood or San Jacinto faults, or
7.0 to 8.0 along the San Andreas fault system. Earthquake
activity on the Newport-Inglewood or San Jacinto fault
Our Job 81-20-00 Pag e 10
zones could be expected to produce ground accelerations
of up to 0.2g at the epicenter with a period of strong
motion of from 0.5 to 2 seconds for a duration of 15 to
20 seconds. Statistically, there is a 40 percent prob-
ability of this event occurring once during a SO-year
interval. Excitation occurring from a Richter lr{agnitude
8.0 event on the more distant parts of the San Andreas
fault system could be expected to produce site ac'celera-
tions in the range of 0.729 to 0.159, a period of 1.0
second or longer for a duration of as rnuch as 40 seconds.
1 . 4O FOUNDATION DESI GN
It is our opinion that the proposed structure
can be supported by a shallow foundation system consisting
of isolated wal1 panel and column footings and slabs on
grade. This conclusion is predicated on the assumptions
that (1) the site is prepared in accordance with recom-
mendations presented in this rePort, and (2) the foundation
system is designed to be conpatible with the settlement
induced by the foundation loading. Our analysis indicates
that footing settlements should be less than one inch and
differential settlements should be less than %-inch if
footing design and site preparation are performed in
accordance with the recomnendations contained herein.
Our Job 81-20-00 Page 1 1
1. 50 GROUND WATER
The presence of ground water may be anticipated
in all construction excavations extending to a depth of
six feet or more below the present ground surface. Special
equipment or dewatering nay be necessary for deep excavations.
RECOI\{]\IENDAT IONS
2 .10
2 .11
SITE PREPARATION
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2.13
General. Except where rnodified by recommendations
presented in this report, all site preparation and grading
should be performed in accordance with our Minimum Standard
Grading Specification included as Appendix B.
Removal of Existing Improvements. A11 abandoned
pipelines, cesspools, septic tanks, irrigation lines and
other buried improvenents encountered during grading should
be removed in accordance with the recommendations of the
soil engineer.
Stripp ing. The following stripping, i. €., removal
of existing soi1, should be performed:
. In all areas to receive fill, the existing
unengineered fill should be removed. We esti-
mate the thickness of this rnaterial to be three
to four feet.
. In cut areas of less than the depth of the
unengineered fi11, the remaining portion of
Our Job E1-20-00 Page 12
the unengineered f i 11 should be removed and
the exposed natural soi 1 processed as recom-
mended in Section 2.22 of this report.
In cut areas where all of the existing fill
i s remo\r€d , the exposed natural soil should
be processed as discussed in Section 2.22 of
thi s report .
F I LL IvI.ATERIAL AND PLACE}{ENT
Suitability. A11 on-site near-surface soil is
suitable for use as compacted fill provided debris and
organic matter are rernoved and provided it is brought to
near the optimum moisture content for the soil (i.e., fll
two percent).
Processin . A11 surfaces to receive fi11, in-
cluding the surfaces exposed by stripping, should be
scarified, watered if necessary, mixed and compacted to
a depth of at least six inches.
FOUNDAT I ON DES I GN
Footings. Assumin g site preparation is performed
according to recolrunendations presented in this report,
footings nay be sized according to the following criteria
o
2.2A
2.?l
2' .22
2.30
? .31
Our Job E1-20-00
Least Footing
width (ft)
or more
3
4
5 or more
Page 13
A11ott'3b1€ Bearing
PressureFooting Shape
Square
( Interior Colurrr)
Rectangular
(Perimeter Panel)
4
5
6
20 00
2500
3000
2000
2 500
3000
2.37,
The recommended ninimun footing embedment is 12
inches into compacted subgrade.
Prelininary settlement calculations indicate that
,- to 3/4-inch of settlenent should be anticipated for the
square footings with 65 kip loading, and at least one inch
of settlement for the exterior rectangular footings. When
the final footing sizes are determined, further settlement
analysis may be warranted.
S1 abs on Grade.Assuming the surficial on-site
soil within the building area is properly recompacted and
will be utilized for slab on grade support, w€ would expect
that soil to exhibit 1ow expansion potential.
A nodulus of subgrade reaction, i.e., of 200
psi/ inch may be util ized for the design of concrete slabs
on grade subjected to heavy wheel loadings. Floor slabs
to be carpeted or tiled should be underlain by a vapor
barrier, i.€., 6-.nil Visqueen topped with one to two i4ghes
of sand.
2 .33
z .34
Our Job 81-20-00 Page 14
Lateral Loading. We recommend that foundation
elements designed to accommodate lateral loads be sized
using active and passive earth pressures of 30 and 300
pounds per cubic foot, respectively. A coefficient of
friction of 0.4 may be used for determining resistance
along a soil-concrete interface.
Actual Foundation Soil Conditions. These
foundation design criteria should be confirmed for accuracy
when the building pad subgrade has been constructed to
rough grade.
2 . 40 PAVE}'{ENT DE S I GN
We recommend that for preliminary planning pur-
poses, a stabilometer "R"-va1ue of 20 be used for deter-
mining thickness of the pavement in the parking areas and
driveways. This should be verified by testing prior to
completion of the grading. If this value is rePresentative
for the subgrade soi1, a structural section consisting,
for example, of three inches of asphaltic concrete (i.e.,
CalTrans, Type B, %-inch) over four inches of aggregate
base (i.e., CalTrans, Class II , 3/4-inch), and three inches
of asphaltic concrete over five inches of aggregate base
would be adequate for light-duty (parking) and medium-duty
(truck access), respectively. We recommend that use of
at least four inches of PCC pavement supported by four
inches of aggregate base in truck loading areas.
Our Job 81-20-00 Page 15
2 .5 0 CONCRETE AND I'{ETAL CORROS I0N
Previous testing indicates that the soil to be
in contact with the foundation elements is not significantly
corrosive to concrete. This should be verified prior to
foundation cons truction.
The Plates and Appendices which are attached and comPlete
this report are listed in the Table of Contents.
Respectfully submitted,
D. A. EVANS, rNC.
€- }'",.*ZP,
David Colbau gh
CE 63
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Revi ewed by:Denni s A. Evans
CEG 19
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%LZl linch 'Vt allc
co5fi MEh4
NONTH
a. evans Inc.
LOCAT I ON I'IAP
JOB NUMBER 8I- 2O-OO PI3TE T
CAD I LLAC - FAI R\II EI{/
cALIFORNIA, Il,J C.
9own
C-or:;r
Pueee
Our Job 81-20-00
APPENDIX A
SUPPORTING DATA AND PROCEDUN.ES
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Our Job 81-20-00 Page A- 1
APPENDIX A
SUPPOR.T I NG DATA AND PROCEDURES
EXPLORAT I ON
Exploration at the site, suPPlemented by a review of
available reports, consisted of four exploratory dri1l holes ranging
in depth fron ?L to 31 feet. The estimated locations of these
dri1l holes are shown on Plate 2.. The drilling was acconplished
using a truck-mounted, rotary-wash dri11 rig.
The dri1l holes were logged by an engineer, and "undis-
turbed" samples were taken at various selected depths. The "undis-
turbed" sanples were taken using a 3.375-inch outside diameter
drive sampler which contains a 2.625-inch inside diameter, brass
sanple sleeve, eight inches in length. All sanples are capped
and seal.ed immediately upon extraction. A bulk sample of repre-
sentative surficial soil type was also taken. The "undisturbed"
sampling was supplemented with standard Penetration testing.
The logs of each dri11 hole are presented as Plates
A-1.1 through A-1.4 - Log of Dril1 Ho1e. The geologic and engi-
neering field descriptions and classifications which appear on
these logs are prepared according to Corps of Engineers and
Bureau of Reclanation standards. Major soil classifications are
prepared according to the Unified Soil- Classification System.
Since the description and classification which appears on the
Log of Dri1l Hole is intended to be that which most accurately
Our Job 81-20-00 Page A-2
describes a given interval of dri11 hole (frequently an interval
of several feet), discrepancies do occur in the Unified Soil
Classification System nomenclature between that interval and a
particular sample in that interval. For example, an eight-foot-
thick interval in the Log of Dri1l Hole may be identified as a
silty sand (SM) while one sanple taken within the interval may
have individually been identified as a sandy silt (ML). This
discrepancy is frequently allowed to remain to enphasize the
occurrence of 1oca1 textural variations in the interval.
Plate A-2 is a "fold-out" legend to the Log of Dri11
Ho1e. The descriptive terninology generally conforms to current
ASTM standards and is summarized as follows:
a. Soil Type - per Legend to Logs
b. Color - at field moisture
c. Moisture - (as estimated during drilling)
ttdryrt
"damp" - some noisture but less than optimumfor conpaction
ttmoisttt - near optimum
rrwetrr - above optinum
"saturated" - containing free moisture
d. Grain Size - ttfinet', "medium" and t'coarset'
e. Density (granular soils) - "Ioose" and "dense"
Our Job 81-20-00
f
Page A- 3
(cohesive soils)
eas i 1y penetrated several inches
wi th thumb
Consistencv
ttsofttt
tt f i rmtt penetrated
thumb r.'i th
s eve ra 1 inche s wi th
moderate effort
o6 Stratification
"thinly laminated"
ttlaminatedtt
"very thinly bedded"
"thinly bedded"
" th i ckly bedded"
Fracturing
"intensely fractured"
"very fracturedt'
"moderate ly frac tured"
"s1ight1y fractured"
It'eathering
ttve ry
wea thered"
"moderately
weathered"
"s1ight1)'
h'eatheredt'
less than 7/lA inch
l/lA to L/2 inch
l/Z to 2 inches
2 inches to 2 feet
more than ? feet
less than 1 inch spacing
1 to 6 inch spacing
6 to l? inch spacing
lZ to 36 inch spacing
Abundant fractures coated with
oxides, carbonates, sulfates, mud,
etc . , thorough discolor ation, rock
dis integratioD, mineral decomPo-
sition
Some fracture coating, moderate
or 1oca1i zed discoloratioD, 1itt1e
to no affect on cementatioD,
slight mineral decomposition
A f ern' sta ined fractures ' s l ight
discoloratioD, 1itt1e to no affect
on cenenta t i oD , no mineral decom-
position
Unaffected b1' weathering agents,
no appreci abl e change with dePth
h
1
ttfreshtt
Cur Job 81-20-00 Page A-4
TESTING
I'{oisture-Densit}'. Field moisture ccntent and in-p1ace
density were determined for each drive sarnple of undisturbed soil
material obtained. The field noisture content is determined
according to ASTM Test Method D2216-66 by obtaining one-ha1f the
moisture sample from each end of the drive sleeve. The in-place
dry density of the sample is deternined by using the wet weight
of the entire sample.
At the same time the field moisture content and in-place
density are determined, the soil material at each end of the sleeve
are classified according to the Unified Soil Classification S1'stern,
and for cohesirre soi1s, the shearing resistance is estimated
using a hand-operated pocket penetrometer device. The results
of the field moisture content and in-p1ace density determinations
are presented on the right-hand column of Plates A-1.1 through
A-1.4 - Log of Drill Ho1e. The results of the visual classifi-
cation and pocket penetrometer tests are used in finalizing the
field dri11 hole 1ogs.
Compaction Tests. A bulk sample representati\re of the
surficial, oD-site soil was tested to determine the maximum dry
density and optimum noisture content. These compactive character-
istics were determined according to ASTM Test Method D1557'70.
The results are summarized on Plate A-3 - Compaction Test Data.
\I
Our Job 81-20-00 Page A- 5
Consolidation Tests. The one-dirnensional consolidation
properties of "undisturbed" samples of alluvium obtained by means
of drive sleeves, were evaluated according to the provisions of
ASTM Test Method D2435-70. In all cases, sample diameter is 7..67.5-
inches and sample height is 1.00 inches. Water was added at a
normal stress approxinately equal to the overburden stress plus
the weight of the planned fi11. Exclusive of special readings
during consolidation rate tests, readings during an incrernent of
load are regularly read until the change in sanple height is less
than 0.0001 inch over a two-hour period. The results of the con-
solidation load tests are summarized on Plates A-4.1 through
A-4.3 - Consolidation Test Data
It should be noted that the graphic presentation of
consolidation data is, in fact, a presentation of volume change
with change in axial load. As a result, both expansion and con-
solidation can be illustrated.
Direct Shear Tests. Slow direct shear tests were
performed on remolded samples of alluviun to establish the shearing
strength of compacted fill under low normal stress.
The test is performed using remolded samples with a
dianeter of Z.62 inches and a height of two inches. The samples
were remolded on the wet side of optinum to approximately 90
percent relative conpaction. After preparation, the samples were
placed in a consolidometer and the appropriate normal stress uas
applied. Each sample was then, in turn, placed in the direct shear
Our Job 81-20-00 Page A- 6
apparatus. The normal stress was reapplied; the sample was sub-
merged and allowed to stabilize for one hour prior to shearing.
The normal stress is applied through a loading frane. The sanple
is sheared at a rate of 0.005 inches per ninute. The normal force
and shearing force are measured by means of electric load ce11s.
Horizontal displacement and vertical morrement of the sample are
monitored by LVDTs. Shear force, normal force, and vertical move-
ment of the sample are all automatically plotted versus displace-
ment on'an X-Y recorder. Test results are presented on Plate A-5
Shear Test Data.
A11 samples exhibited a reduction in thickness, as
measured by the vertical- strain indicator, with increasing shearing
s train.
Expansion Tests. The one-dinensional expansion of a
remolded sample of the on-site surficial fill material was evaluated.
To provide a standard definition of one-dimensional expansion, the
test was performed according to the Expansion Index Test referred
to as Standard Test 29-2 of the Uniform Building Code, fnternational
Conference of Building Officials. The results from this test pro-
cedure are reported as an "expansion index".
The procedure basically consists of performing a loailed
swe1l test on a sample one inch high and four inches in diameter,
renolded to a density equivalent to a compactive energy of about
10,300 foot-pounds per cubic foot, at a nrcisture content equivalent
to percent saturation not less than 49 nor more than 51.
Our Job 81-20-00 Page A-
r.ihele
Expansion index equals 1000 (Ah) F
Ah is the change in sample height in a Z4-hour period
F is the sanple fraction passing the No. 4 sieve.
The results of the expansion test performed as part
of this work are summarized below:
Locat i on
Geologi c
Uni t
Initial
Drl'
Dens i t1,
pcf
Ini tial
Moisture
o,o
Final
Moi sture
o.'o
Expansion
Index
DH-4 e 0-1'| FiI1 113 9 77 11
Chemical Tests. Tests to determine the pH and minimum
resistivity of the foundation soil were performed for us by
Anaheim Test Laboratory. Total available sulfate was deternined
in our laboratory by means of a Turner, Model 330 Spectrophotometer.
The results of the tests are summarized below:
Locati on Depth
0-I
Calif. 643C
_pH
Soluble
Sulfate
ppm
Minirni-un
Res is t ivi ty
Ca1if.643C
ohm- sn
DH- 4 6.9 595 14 00
DATEDRILLED 4-14-81 WITH
DIAMETER OF DRILL HOLE (INCHES)
LOGGED BY EDC
SURFACE ELEVATION (reET) :g*DATUM I'IEAN SEA LE\IEL
ROTARY I,JASII
4 7 /6"
r&
=,a
:F)s(Dtl
ENGINEERING
CLASSIFICATION AND
DESCRIPTION
TEST DATA
MDO
G E OLOG ICA L
CLASSIFICATION
D ES CR IPTION
z9trIr
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-l-IH
lrJ g
Jo
CD
=a
ir
=>4F
I
?q
I
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D 5
,'lu
t3+:
D lc,
+E+:
ftT{
SS L7
a
30
D
D
D
D
D
3
. l0-
'15 -
IRJ
D
SS
10
9
-25
D
a
a
a
O
a
o
o
o
o
a
o
o
a
a
3
-20
-
D
-
?o-
D 8
CI{
13
L2
27
29
95
96
- 15
-
D
D
a
D
D
D
?5-
30'
. ?RrJJ
SILTY SAND (SM) , broL?n
damp to moist, loose to
medium dense.
S ILTY SAND ( St'11 , b rown
mois t, medium dense,
slightly micaceous.
SAND (Sf; coars€r brown,
wet, medium dense.
S ILTY CI-AY (Cf 1 dark gray
very mois t , med ium s t if f
to s tiff .
Bottom of hole at 2I feet
No caving, water 1eve1 at
6 feet on April 16 , 19 81.
Hole backf il1ed,
FILL
ALLUV ITN'.I
DRI\tr hEI C+lT = 47 5 LBS
Cfu)ILIAC- FAIR\TIHt'EN
d. a. g\rans hG
LOG OF DRILL HOLE
SHEET 1 OF
JOB NUI,{BER 81-20-00 pl.ATE A-1.1
I
GEND ON PLATE A-
a
-
-
o
a
a
o
o
a
O
ota
o
o
-
D
a
D
D
DATEDRILLED 4-ts-81 WITH
DIAMETER OF DRILL HOLE (INCHES)
LOGGED BY EDC
SURFACE ELEVATION (reET) :st DATUM I'tnAN SEA LE\IEL
ROTARY WASH
4 7 /9"
lJ-
=
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:F)g
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EN GINE ERING
CLASS IFIC ATION A N D
DESCRIPTION
TES T DATA
MDO
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GE CLOGICAL
CLASSIFICATION
D ESCR IPTION
I D 9
s rLTY SAND ( S},1) , 1 i gh t
brown, damp, loose to
mediuur dense.
-35
Drc i
lq'rq
ffit
Ielq
hYciIO iC
ffi
D 6
-30
-D
D
-
D
D
-5 -
. f O-
D
SS 24
-?5
l) lL!' :
ro l0Dtot
ffi+:
I
'15-
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30
D
D
8
7
-20.
D10 -
-I
-
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-
-
15
-
D
D
D
CN30
32
34
27
9
92
96
SILTY SAIID ( St't; , brown ,
very moist, medium dense
with silt lenses,
SILTY SAND (SM), gray-
brown, very mois t , dens e .
SILT)' CIAY (CL) , dark srayvery moist, stiff.
Occasional sand lenses
below 26 f eet .
Bottom of hole at 31 feet.
No caving , wa ter leve 1 a t
8 feet on April 16 , 19 81 .
Hole b a ckf ilIed .
D
5
a AErJV
I
I
I
FILL
ALLUV IU},I
l
EN
d. a. evians inc'
LOG OF DRILL HOLE
SHEET 1 OF 1
JOB NInIBER 81- 20-00 P],ATE A-L.z
DRI\E ltEI GFII = 47 5 LBS
CADILTAC- FAIR\'I EIT
LE GEND OhJ PLATE A-2
DH- 2
DATE DRILLED 4-rs-81 wlTH
DIAMETER OF DRILL HOLE (INCHES)
LOGGED BY
SURFACE ELE VATION (F E ET) 37!DATUM }.itA}i SEA LEvEL
ROTARY WASH
4 7 /8"
l&
c,
=
a
TES T DATA
MDO
F
*?o*JsGul
o-
EN GINEERING
CLASSIFICATION AND
DESCRIPTION
z9F
xE
t!,
-FrH
trJ g
Joo
=a
trJ.
dH->qFo
GEOLOGICAL
CLASSIFICATION
D ES CR IPTION
35
i'?al
+31i D 6
S ILTY SAI,ID ( S]1) , b r own ,
damp to mo j-s t, loose to
mediurn dense.
r+id
f'clrYc
mfi
G
30
D
D
-
D
-5 -D 8
S ILTY SA}{D ( Sti; , b rown 'moist, medium dense.
t
'f 0-
#l\r,ioi(
ffi
I+3.
SS L2
-25
D I
D
I
I
D
D
7
6
2A-
D -
D
D
' 15 -
?a-
18
19
55
32
33 89
90
CN
. ?5-
,30'
r {hr
S ILTY SAI{D ( SM) , Bray-
brown, mediurn dense with
s ilt lenses .
SILTY CLAY (CL) , dark BraI,
very moist, stiff .
Bottom of hole at 2l feet.
lrc caving. Water level at
8 feet on April 16, 1981.
Hole backf illed.
15
D
D I
D
-
ALLUVlUM
FILL
\
I
LOG OF DRILL HOLE
SHEET 1 oF 1
JOB NI]]"[BER 81- 20-00 PLATE A-1.3
EN
d. a. gvans inc"
DRI\E l{EI GHI = 47 5 LBS
CADILTAC- FAIRVIBT'
LEGEND ON PLATE A-7
DH- 3
a
f
I
D
G
D
D
-
-
DATE DRILLE D 4-15-81 WITH ROT}I.Y I,JASI]
DIAMETER OF DRILL HOLE (INCHES) 4 7lB"
LOGGED BY EDC
SURFACE ELEVATION (FEET) 361 DATUM I.IEAli sEA LE\IEL
t-J
L.
a
TES T DATA
MDO
-F-IH
trl s
Joo
=a
u1r.,
Ec-
=-4l-a
F
iFo*)g@tl
L
ENGINEERING
CL ASSIFIC ATIOl''I AND
DESCRIPTION
G E OLOG ICA L
CLASSIFICATION
DESCRIPTION
zQC
l-tkl{
td tr
trJ
ffiI
Hi$
x B
-35
i'.1' jLiJiL
r3+l
fd$,t
idlu
Hft
ffifi
-30
-25
-
D
!-
-
D
-5-
. lO-
D
I
I
SS
SS
D
L2
2t
5
SILft' SAIiD (Slt), brown, dry
to darnp, 1oose.
S ILTY SAIID ( Slt) , b rown , very
moist, rnedium dens€, occas-
ional silt lenses.
Contains minor amounts of
pea gravel belor^' 10 f eet.
I D
D
B
5
'20 '
-15
-
-
D
- 15-
.20-
?5-
FILL
ALLUV IU]'I
34
3!+
34
22
26 93
91
88
CP,DS
10
D
D
30
35.
SILTY CLAY (CL), dark gray
very moist, stiff .
Bottom of hole at 26 feet.
No caving. Water 1evel at 11
feet on April 16, 1981. Hole
backf i1led.
LOG OF DRILL HOLE
SHEET 1 0F I
JOB NUMBER 81-20-00 PISTE A-1.4
mffi
d. a, evans ing
DRI\,E hEI GIT = 47 5 LBS
CADILTAC- FAIR\TIE{
LEGEND ON PLATE A-?
DH- 4
D
-
D
)
I
I
I40 0
MOISTURE CONTENT l"/" DRY h'EIGHT)
s 10 15 20
r30
^ro
aDt-\
o2\/
traz
lrJo
E,o
ZERO AIR VOIDS
S.G. E 7.70
t?0
110
100
LOCATION
BORING OR TEST PIT
DEPTH, IN FEET
REPRESENTATIVE FOR
SURFACE
SOIL CUASSIFICATION
GRAIN SIZES IN PERCENT OF DRV YVEiGHT
SAND ( RETAINED OI'i # 2OO SIEVE)
FINt S ( PAS SING # 2OO SIE VE )
ATTERBERG LIMITS,II.T PERCENT OF DRY LVEIGHT
LIOUID LIMIT
PLASTICITY INDEX
SOIL TYPE AND DESCRIPTION
SILTY SAIiD (Sltl ), light brornn
COMPACTION PROPE RT IES
METI{OO OF COM PACTION
ASTI,t STANDARO TEST METHOD D-1557 -TOl EOUIVALEXT TO A.A.S.I{.O.
SOIL COMPACTION T EST T I8O.57( I/IO CUBIC FOOT MOLD, IO POUND HAXUER
FALLtN6 t8 TNCHES, 25 BLowS pER LAyER ).
oPTtMuM MOtSTURE CONTE hT, tN pEpCENT OF DRy WEtc HT 10
MAXTMUM DRy DENStTy, TN POUNDS PER CUS|C FOOT . v6
\
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CADILLAC- FAIR\IIBf
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COMPACTION TEST DATA
PI^ATE A- 3JOB NU)'IBER 8l-20-00
LOAD Ih'POUNDS PER SOUARE FOOT
ooos
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LINE SYtIBOL rIlErrD -G-TEEED
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cursstFtcATtox SI\,I
SA YPLT TYPE
T ')a
D 96
OPT. I
XAX.D
nc
@ r TATER ADDED
ONE-DIMENS}ONAL
IOLUME CHANGE TEST DATACADILLAC- FAIR\/IEI\
aaals
LEGE}iD O};LATE A- 6
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LOAD IN POUNDS PER SQUARE FOOT
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LIXE SYXBOL F- 1:.r -I!'-tffiEasE e r- Irr} cE
Loc^Troh,oEPTH DH- 2 G 6-7'
cLASStFICATtox Sl,!
SA UPLE TYPE
ll 3C)
D u.i
OPT. U
HAX.D
nc
@ I I^TER TDDED
CADILLAC- FAIR\'] EIi
ONE- DI}*IENSIONAL
IOLUME CHANGE TEST DATA
81 - 20- 00
E Oli PLATE A- t)
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F
LOAD IIi POUNDS PER SC'UARE
C)oor,
FOOT
oootr
P e8E g1ro69
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LOCATIO}J, DEPT H Dr-l-3 e l4-15'
cLAsslFtcATloli CL
SAD{PLE TYPE
I -1.r
D 89
OPT. I
HAX.D
RC
e r wITER ADDE D
ONE.DIMENSIONAL
TOLUME CHANGE TEST DATA
81-20-00 A-
CADI LIAC- FAI RVIR\
Elit)N PLAT A-6
h -
-
EID EE aG/-Da-llr-DiDr-
I
0 l
SHEAR ETBE}rSTH ( I * lft,}
,r-!J
0
1
2
5
Ara
e>\!
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o
oJ
J
I3oa
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JA.
' ?4(4M7{7qb1
700c = 21O ?r+
oL?lqN
+=
irc.
SHEAR TEST DATA
-581- 20-00
CADILLAC- FAIRV IEW
SYMBOLS
AL GRANULAR SOIL
COHESIVE SOIL OR ROCK
TEST AT SATURATED MOISTURE CONTENT
TEST AT MOISTLJRE CONTENT AS INDICATED
WATER AODED DURING TEST
c o
I
@
ABBREVIATIONS
DH.16
TP-IZ
GU 7',
(Su)
DRILL XOLE NUMBER
TEST PIT NUUBER
DEPTH BELOW GRAOE IN FEET
SOIL TY PE E XP R E S SE D IN LETT ER SYM BOL OF
UNIFIED SOIL CUASSIFICATION SYSTEM
AL(45ttO) -ATTERBERG LIMITS
(LIOUID LIMIT/ PLASTICITY IruDEX)
N
F
R
TYPE OF SAMPLE TESTED
UNDISTURBED NATURAL SOIL
UNDISTURBED COMPACTED FILL SOIL
SOIL REMOLDED IN LABORATORY
i,l
D
MOISTURE CONTENT
IN PERCENT OF DRY WEIGHT
DRY DENSITYIN POUNDS PER CUBIC FOOT l
AT WHICH
TEST WAS
INITIATEO
OPT. M
MAX.D
RC
CPT I MtJ tl MOI ST U R E CONT E NT
IN PERCENT OF DRY WEIGHT
MAXIMUM DRY DENSITY
IN POUNDS PER CUBIC FOOT
RELATIVE COMPACTION
IN PERCENT AF MAXiMUM DRVOENSITY
t x -
TIME (lN MiNUTES) FCR "x" PERCENT 0F C0NSOLI DATI0N
TO TAKE PLACE
LEGEND TO TEST DATA
JOB 8l-20-00 d. a..evans. inc.PLATE A- 6
DAE-Fr4 12-78
.rrllrrl-ffi-
GyE,* G.r'!-r'ra-d... r.a{I t$:Ehic.tr' drrl
Cur .-Tob 81-20-00
.4PPENNi X B
]'1 .t N]}'fu}.l STA}]D.ARD GRADING SPECIF]CATION
Our Job 81-20-00 Page B-1
AFFENDJX B
}1 ] ]'i J }lLI}l STA}iDAF,.D GR-AD I NG SPEC I F J CAT 1 CN
1.0 SCCPE AND PUR.POSE
This.Appendix presents the minimum and usual
requirements for fieid operations performed under the in-
spection testing servjces of D. A. E\IANS, INC.
Thi s Appenciix covers al l general uork phases
required in grading operations. A11 specific grading
requirenents for a particular project are discussed in the
body of this geotechnical rePort, memoranda or other cor-
respondence issued regarding the Project.
?.4 DEFI}iIT]ON OF RESPONSIBILIT]ES
7,1 GEi\'EkAL
z.?
The follouihg linits of responsibilities are herebl'
defined, are assurned to exist unless specifically superseded,
in uriting, and agreed to by D. A. E\IANS, INC., and are used
in these spec i fi cat i ons .
CL I ENT
The cljent of D. A. EVAliS, INC., or his authorized
repreSentative, sha1l have the resPonsibility of revieuing
recommendations made by D. A. EVANS, INC., and shal1 either
authorize or cause to have authorized, the contractor to
perform such xork as required to comply with said recommenda-
ti ons.
nAL..+
Our .lob 81-2C-00 Fage B- ?
?.3 FFO-] ECT EiiCJNEER..
TlLe Project Engi.neer is defj;recl as the Civil Entineer,
c\r his repr€.-c€rrtati\,e, rn']ic is rest.ons jble fcr the Cesign anC
preparat jon of the constructjon pian and the or,erall coordl;la-
tion of all enginc-e:-i:'tg, sul'\'e,virrg, and constructicn of the
proiect.
D. A. E\'.ANS INC.
D. .A. E\:.{NS, INC., referred to in these -cpecifjcations
as "Consut t ant" , prol'i des f i ei d inspect ion and test i.ng ser\ii c es
on behalf of it-. client encompassing all engineering geoloBY,
soil and rock engineering. The Consultant ui11 be represented
on the project b;' competent Personnel in the applied earth
sciences who r"i11 inspect and test geotechnical field operations.
The Consuttant will provide competent analyses of geologic and
soil engineering problems encountered during grading operations
and promptil' transmit that information to the client.
The Consultant's representative shall be responsible
to the cljent for the following specific phases of the geo-
technical field inspection and testing:
(a) Engineering Geology. The Consultantrs rePresentative
shall be respon-sible for deternining conditions involving
bedrock integrity, ground h'ater conditions, the influence
of geologic conditions on the stability of cut slopes,
and the supPort of filt and other geologic factors which
ma)'be related to overall stability.
Our Jc,b 81-20-00 age
and Rock Ensineering. .4I1 earthxorl perf ormed(b) So j I
?.5
ujll be sub-iect to inspectiorr and testiiltl of the
Consultant. Field tests will be F'erforned as nece'ssar)'
to <iete:^r:ine the conpaction of all fiil J,laced and ti,e
conpetenc)' cf the scj I and rock nat erj a1 encountered.
liithin the engineering pha-.e of tl:e geotechnical ea:-th-
ucrk inspection and te-sting, reco;,-^:iendaticr:s as to
de-qign of fjil (butti.e-sc, stabilization or normal) and
cut s l opes xi 1 1 be Provi ded .
CONTRACTOR
The Contractor shal1 be considered to be re-cponsibie
for the general safetl,of al1 personnel on the project and
the construction of the project in accordance with the plans
and Specifications or any amendments thereto, issued by the
client. The Contractor, or his representative, shal1 be on
the project site u'hi1e work !-s in progre-ss and shall exercise
direct supel\:i sion an<i control of the construct ion operat ion.
3.0 GEOTECHN I CAL F] ELD IiiSPECT ] O].{
3.1 SCCPE AND LII', ITS OF Ih\rSPECTlohj
All clearing, site preparation or earthsork performed
on any project under the inspection of the Consultant t*'i11
be inspected b1' a Consultant's fiejd rePresent.ative.
The Consultant will exercise positive inspection and
testing of all earthwork Performed r+ithin the project boundaries'
This ui11 include inspection and testing of all filI placed
Our Job 81-20-00 Page B- 4
on the project, including streets or other areas, which na)'
be designated as public rights-of-way. In those instances
uhere streets or other areas are tested and approved by
governmental agencies, Consultant will coopelate with these
agenci es .
It sha1l be the responsibility of the Contractor
to keep the Consultant advised as to the starting date,
working hours and anticipated work schedule for construction
of the proj ect. Any work requiring inspection by the
Consultant, which is performed without inspection by the
Consul tant , will not be aPProrred.
3.? I-IODIFICATIONS 0F S PEC I F I CATI ONS OR RECO}.O{ENDATI ONS IN THE
FIELD
-r,5.5
Any and all recommendations and specifications
presented by the Consultant in the Report of Geotechnical
Investigation will be subject to continuous re-evaluation
during construction, and may be subject to change or nodi-
fication based on the conditions exposed.
REPORTS
The consultantrs field representative will issue
Daily Reports of Inspection and Testing, with copies to the
client or his rePresentative and any other party designated
by the client. These Ieports discuss job Progress and Pre-
sent teSt results and comments on geotechnical problens
encountered. A sample coPy of this rePort is shown as Plate
B- 1.
Our Job 81-20-00 Page B- 5
After completion of the operations requiring
Consultant's services, a Final Report of Geotechnical
Inspection and Testing i+i11 be issued. This report ui11
present a summary discussion of all work perforned and
include the Consultantrs conclusions relative to the suit-
ability of the r+ork and conpli ance r+ith geotechnical aspects
of plans and specifications. Recommendations for foundation
design and the results of laboratory and field tests per-
forned during the uork operation will also be presented.
4.0 S I TE PREPARAT I ON
4.1 DEBRIS REI',O\IAL
Al 1 deleterious rnaterial , e.8. , lumber, logs ,
pipes, brush including roots and rubbish, shal1 be removed
from the site.
A11 soil or rock material deemed unsuitable as a
fill or structure foundation material or for placement in
a compacted fill sha11 be stripped and exported frorn the
job site. Any foreign material, such as concrete, asphaltic
concrete, plaster, or import material contemplated for
incorporation with soil rnaterial in fifl masses ' must be
specifically approved by the Consultant prior to placement.
Any existing underground structures, such as
cisterns, septic tanks, we11s irriSation 1ines, etc., are
to be renoved in accordance with criteria provided by the
Project Engineer and/or the Consultant. The removal of
existing underground structures is generall.y discussed in
Our Job 81-20-00
the body
prepared
4.?
Page
of this report or in the plans and specifications
by the Project Engineer.
All stripping and removal operations are to be
under the inspection and testing of the Consultant.performed
STR, IPPING
Stripping shal1 be considered to be the removal of
soil and rock material which is unsuitable for use in its
present condition. Unless otherwise specified in the
gation report, the material may be considered suitable
use as compacted f i11. lt'here stripping is recommended
investigation report, either detailed criteria will be
included or reference to one or more of the follor+ing
will be provided:
Plate B-6.1 - Stripping Detail - Removal of
Daylight Line
Plate B-6.2 - Stripping Detail - Existing
Canyon Fi11
1n\rest1-
for
in the
standards
Plate B-6.3 St ripping Detai 1
Canyon Fi 1 1
Existing
Plate B- 6.4 Stabil Lzation
4.3 TREATMENT OF AREAS TO RECE IVE F I LL
The ground surface to receive fill shall be Pre-
pared by plouing or scarifying to a minimum depth of six
inches and/or until it is free of ruts, hummocks or other
uneven features which would inhibit uniform comPaction.
The scarified zone should then be brought to near optimun
moisture content, rnixed as required and compacted to a
St ripping Det a i 1
Fi11
-6
4.4
Our Job 81-20-00 Page B- 7
relative compaction of at least that specified in this report,
as determined by the applicable laboratory compaction tests.
Unusual geologic or soil conditions requiring deeper
treatment, such as landslides, slurnps , tree basins or com-
pressible soi1, are specifically discussed in this report or
in memoranda issued during construction. All areas prepared
to receive fill are to be approved by the Consultant prior to
placement of fi11.
KE)'WA)'S
In general, keyways are constructed to provide support
for all fill masses placed upon natural slopes with an incli-
nation steeper than five horizontal to one vertical and/or
compressible natural soi1. This includes all sidehill fill
masses, end slopes of canyon fill masses and fill over cut
s lopes .
In addition to the itens listed above, all buttress
and other special structural fill nasses are to be constructed
with keyways as deternined by stability analyses.
The keyways will be excavated into firm earth
material as approved by the Consultant. Plates B-2.1 and
B-2.2 - Typical Sidehill FiIl Mass and Plate B-3 - Typical
Buttress Fi11 illustrate typical keyways.
Our Job 81-20-00
4 .5 BENCH ] NG
General. In general, benching is to be performed
for all fill nasses placed on slopes with an inclination of
five horizontal to one vertical or steeper, to remove com-
pressible earth material and to provide vertical and lateral
support for the fi11. Benching is sometimes required on
flatter slopes where stripping has not removed all compressible
soil. A11 benching is to be performed in accordance with
the recommendations of the Consultant and is subject to his
approval.
4.51
4 .52
4.53
CanYon Fi11.Prior to placing fill in an)' can)'on
bottom, all earth nraterial not suitable for support of the
fill is to be removed. Detailed reconmendations for this
removal and the installation of subdrains, where required,
are discussed in this report or later memoranda. Canyon fill
is to be keyed into firm earth material as it is placed, in
accordance with recommendations rnade by the Consultant.
Sidehill Fi11. Sidehill fill masses are to be
placed on horizontal benches cut through the soft soil and
weathered rock extending into form earth rnaterial. Plate
B-2.7 - Typical Sidehill Fi11 Mass illustrates the typical
benching required for support of a sidehill fill mass. The
actual width and height of the benches will depend on the
k eyway rt'idth, the slope inclination and the thickness of
the soft earth rnaterial; benches are to be arranged so that a
gradual change (increase or decrease depending on geometry
or fill) in fill width is accomplished. Specific recommen-
Our Job 81-20-00 Page B-9
dations for benching and subdrains are discussed in the
geotechnical report or memoranda issued on a particular
proj ect .
Fi11 lrlasses Abo\re Cut Slopes. Pr eparatory grading
for fill slopes shal1 completely renove the soft earth
material at the contact between fill slope and existing or
future cut s1ope. Plate B-?.2 - T1,pica1 Sidehill Fi11 }lass
illustrates a typical benching requirement for such a fi11.
Specific recommendations for benching and for sidehill fill
drains are discussed in the geotechnical report or nemoranda
issued on a particular project.
Buttress Fi11 Masses. Buttress fill masses are
to be placed on the excavated interface benched into firn
earth material. Plate B-3 - Typical Buttress Fi11 illustrates
the typical design required. Benches may either be built
as the excavation for the buttress is made or as the fill
is being placed.
4 .54
4.55
4.56
4.6
Other Fi11 Masses.The design of other special fill
masses will be discussed specifically in the geotechnical
report on a particular Project.
SUBDRAINS
General. Subdrains are to be installed (a) below
canyon fill masses after the striPping operations are
completed and prior to placing of fil1, and (b) behind
sidehill buttress or stabilization fill tnass prior to their
placenent, when reconmended by the Consultant.
4.61
4 .6?
Our Job 81-20-00 age
Subdrains, which serve to collect and di-scharge
water, are placed where water is encountered at the time
of construction or where the occurrence of seepage is
anticipated. Subdrains are provided to prevent saturation
and/or consequent h,vdrostatic pressure buildup.
Detailed recommendations for subdrains are given
in the geotechnical report or in memoranda issued on a
part icul ar proj ect.
CanYon Subdra ins .Can)'on bot ton subdrains are
to be installed in a rrvrr ditch or trench cut into the firn
earth material in the lowest portion of the cut nade to
remove unsuitable material. Subdrains sha1l con-sist of
perforated, asbestos cement, plastic or asphalt-coated netal
pipes, with a crushing strength of at least 1000 pounds
(or equivalent), embedded in filter material specified by
the Consultant. The subdrain rnust be placed with a minirnum
gradient, as specified, tor"'ard the outlet.
The detailed design of the subdrain will depend
on loca1 conditions, and any departure from the standards
discussed in this Section will be sPecified in the geo-
technical report. Plates B-4.1 and B'4.2 - Typical Canyon
Subdrain illustrate two tyPes of typical canyon subdrain.
4.63 Subdra ins Behind Si dehi 1 1 an d Buttress Fi11 Masses-
Subdrains
sidehill
water is
as specified above are also to be installed behind
and other structurally critical fill masses wherever
expected. Plate B-4.3 - Typical subdrain, sidehill
Our Job B1-20-00 Page B-11
and Buttress Fi11 I'lasses il lustrates a typical sidehill
fill subdrain.
5.0 FILL TIATERIAL
5. 1 GENERAL
All material used as conpacted fill is subject
to the approval of the Consultant.
ROCK MATERIAL
Boulders and/or rock fragments of eight inches in
diameter or larger will require special treatment and should
be utilitzed as fill material only in accordance with the
recommendations of the Consultant. See Plate B-5 - Fi11
Compaction With Large Rock Fragnents for one geotechnically
acceptable technique.
EXPANSIVE SOIL
Expansive soil will also require special treatment.
Its occurrence and treatnent is described in the investi-
gation report or in memoranda issued on the subject project.
5.2
5.3
6.0 PLAC I NG OF COMPACTED F I LL
6. 1 GENIERAL
Fi11 rnaterial placed under the inspection and
testing of the Consultant shall be placed and compacted
according to criteria included in the investigation report.
Limitations on the use and control of moisture within the
filf material are frequently included in the investigation
report, and it shall be the primary resPonsibility of the
6.2
Our Job 81-20-00 age
Contractor
testing by
CO}'{PACT I ON
to adhere to these limi tations subj ect to
the Cons u1 t ant .
Fi11 material shal1 be compacted to a dry density
which is within the range specified in the int,estigation
report. This report will also specify the laboratoiy com-
paction test standard used to determine the acceptable 1eve1
of compaction.
It shall be the direct responsibility of the Con-
tractor to regulate the thickness of 1ifts, the amount of
mixing, and the adding or removal of moisture to achieve the
optimun compaction.
When testing indicates the density of any layer of
fill or portion thereof is below the required relative com-
paction, or inproper soil moisture is evident, the Particular
layer or portion sha11 be reworked until the required density
and/or moisture content has been attained. No additional fill
shall be placed over the deficient area until the deficient
fill has been reworked, tested and found to meet the density and
moisture requirements and that lift approved by the Consultant '
If work is interruPted by heavy rains, fill
operations shal1 not be resuned until inspection and testing
by the Consultant indicates the moisture content and density
of-the fill are within the limits previously specified.
Our Job 81-20-00 Page B-13
6 .3 F I LL SLOPES
Compaction. Fi11 s1o pe surfaces sha11 be com-
pacted to a dry density and soil moisture content that is
within the range specified in the investigation report.
Compaction of fill slopes should be accornplished primarily
by rolling on or near the brow of the fill slope during
placement of horizontal lifts and secondarily by rolling of
the slope surface.
Any appreciable amount of loose soil on the face
of the finished fill slope must be removed.
S1 e Ro11in . The surface of fill slopes may be
finished by back-ro11ing with sheepsfoot and grid rollers '
or equivalent equiprnent, which will produce a satisfactorily
conpacted surface. Rollers shall be supported from the top
of the fill so that the drainage bern at the brow and
drainage benches within the slope surfaces are preserved.
6. 33 Cut t ing Back .Overbuilding and compacting the
fill slope beyond the finished slope line with subsequent
trimming of all excess material can be considered as an
alternate method of finishing fill slopes.
6. 31
6 .32
7.0 PROTECTION OF WORK
During construction, the Contractor shall properly
grade all excavated surfaces to provide good drainage and
prevent ponding of water. He shall control surface water
to avoid danage to adjoining proPerties or to finished work
8.0
Our Job 81-20-00 Page B- 14
on the site. The Contractor shal1 provide erosion control
measures and take remedial measures to prevent erosion
of freshly graded areas. After completion of grading and
after the Consultant has finished his observations of the
work, Do further excavation or filling sha11 be done except
with the approval of the Consultant.
CUT SLOPES
A11 cut slopes which nay be affected by geologic
conditions will be inspected by the Consultant at vertical
intervals not exceeding ten feet. It sha11 be the respon-
sibility of the Contractor to notif,v the Consultant when
cut slopes are started and when the ten-feet intervals are
ant i cipated.
If, during the work, adverse or potentially adverse
geologic conditions are encountered which were not anticipated
in the investigation report, the Consultant sha11 pronptll'
investigate, analyze, and make recommendations for treatment.
Unless otherwise specified in the investigation
report, Do cut slopes shall be excavated higher or steePer
than that allowed by the ordinances of controlling govern-
mental agencies.
DAILY REPORT OF
INSPECTION 8 TESTING 230.l I rrroultOn pariwBy Surte I l0
laguna hrlls catrfornra 92653
a.elrans
.pe r.CCaTrOfi REFoffr JfguEragf xo.
ruNPOSE O FltJ- S }TATURT tr STn1.TCTTNT TE T. IN'PFOTTED UTE orY of uEf.x
OEHERAT. C0xTRACTOfi GRADIXG OR I.ART }IUORX COI{TRACTON
cor{Tn^crofi's 3rP'T Or rOnf,}.AX
SOUiil A DESCNIPTIOX OF FILL I^TERIAL wEATnt R
APPFOT'IATI YARDAOE
PTACEO THIS 9{f T TOTAL YO OrTt
Tt,ST
x0
TEST LOCATION ELTVATIOX
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DESCRIPTION OF WORK PERFORMED
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BEDROCK
Typical
benching NCIITE; Do]r,r]stream Z0' of
pipe at outlet shall be
non-perforated'
-7/
\\
PROPOSED CChIPACTED FILL ,/,/
Natural gpowrd /
Colltn itrn and
\ Alluvirsrr Removal\\\\
t- a--
-.-
For runs of .500 feet or more use 6-inch diarneter pipe.
Filter l,laterial+{inimum of nine
cubic feet per foot of pipe. See
Plate B- 4 . 3 for requi red gradation.
In lieu of filter material use grEI:
vel encased in filter fabric
(}.{irafi 140 or eqtul) .Minimr.un 4 -inch- diameter, asphal t- coated rnetal
or FVC or ABS Schedule 40 with a cnrshing
strength of at least 1000 pourrds , _h".th -ninimmr of 8 uniformly spaced perforations
per foot of pipe, installed with perfoTations-on bottom ol pipe as shonn on Plate B- 4 .2
a
a
a
TYPICAL CANYON SUBDRA]N
}IINIMUM STANDARD GRADING SPECIFICAT]ONS
d. o. GYoDs,rnc
PLATE B -'.I
/
\
aa
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See detail belot
D"ical
BEDROCK
I,IIIE: Downstream 201
of pipe at outlet shall
be non-perforated.
\PROPOSED MMPACTED FILL ,/\,///\\\\
/
./Natural Grourd /
\\Collwirm and
Alluriuun Rernoval
/a
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a /\\-/
\r-.-
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or more use 6-inch
diameter pipe.mm
Filter l.{aterial -}*Iini -
of nine cubi c feet per
of pipe. See Plate B-foot
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4 .3 for requi red gradation.
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use gravel encased in fi I -
ter fabric tMirafi 140 or
4-inch-diameter ,
asphal t -COB ted neta1,or PYC
ABS Sctredule 40 wi th a crush-
l8t'gf Pipe. - ,
12" miir.
6 r' min
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si g"-
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MINIMUM STANDARD GRADING ICATIONS
d. o.GYONS inc.
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t\t\
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al
HI
hori zontally placed
compacted fill
Building
Finished Grade
clear area for fourdations,utilities, ffid sr."i-nuning pools 13 | l,lin.(10' ninirm.un in non-
slrinnLing pool areas or
areas urhere utilities
are not belor^' l0' deep. )
SIREETOOLa.L-o D
4 l*fin 15 '-lI[in.
\"'
windrow oo O oG
10I or below depth of
deepest utiliry trench- -
ufiichever greater
Typicol Windrow Detoil (edge view)Granular soil flooded
to fill voids
Min.
oversized material
15
Prof ile View
l.lC[TE: l.arge rock fraglrents are all fragments over 8".
FILL COMPACTION WITH LARGE ROCK FRAGUENTS
XINIMUM STANDARD GRADING SPECIFICATIONS
d. o. evons-, fulc.?LTTE It 5
a
Cut Lot
a- t- a"--
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a'- " '2 '2a'2
l- O to '2'
5I min. J
I
5t min
3r min.
Overexcavate and
Recurpact
a?--?Soil or Rock
l,laterial Acceptable
Consultant
Cut Fill Lot (Tro nsition)
,
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5r min
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a""?
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cp -
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e to Csrsultant
STRIPPING DETAIL - REMOVAL OF DAYLIGHT LINE
ilNI*UM STANDARD GRADNG SPECFICATIOOT]S
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Compactecl FiLL
h'
It
T_1r tilt back (mfn)
as corpacted fill
If recomnended
cut portion of -by the consuLtant, the remaining
tlre sLope nay be removed anC replaced
lInweathered Bedrock or
material acceptable to
consultant
a
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1 /Finished Gror-urd
//
/.//\[ase/
{'r\stdo}e
/
}loTE:
l. SuMrains are not required rnless specified.
2. "h'' shall be equipnent rt'idth (15') for slope heights less than 30 feet. For
slopes greater than 30 feet "h'shaLl be determined by the consuLtant.
5. 'HI" per grading plan.
4. 'HZ" determined by consultant.
STRIPPI NG DETAIL - STABILIZATION FILL
UIN IMUTI STANDARD GRADIilG SPECIFICATIONS
o. Gvons "trTE ! - 3.aI
a