HomeMy WebLinkAbout; Plaza Camino Real; Soils Report; 1975-09-17INVFSTIGATT~N FOR THE PROPOSED ,A"'. 1 ..:iy p'.
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TABLE OF CONTENTS
LETTER OF TRANSMITTAL
SCOPE OF WORK
DESCRIPTION OF PROJECT
FIELD INVESTIGATION
PLANS AND PREVIOUS SOIL REPORTS REVIEWED
LABORATORY TESTS AND EVALUATION OF SOIL PARAMETERS
SITE AND SOIL CONDITIONS
SUMMARY OF FINDINGS, DISCUSSION AND CONCLUSIONS
RECOMMENDATIONS
LIMITATIONS
FIGURE 1 - SITE PLAN _- /
FIGURE 2 - KEY TO LOGS
FIGURES 3 THROUGH 21 - LOGS OF TEST BORINGS
FIGURES 22 AND 23 - GRAIN SIZE DISTRIBUTION CURVES
1
2
3
4
4
6
13
17
27
FIGURE 24 - FILL SUITABILITY TESTS
FIGURE 25 - PLASTICITY CHART
FIGURE 26 - LOADED SHELL TESTS
FIGURES 27, 28 AND 29 - CONSOLIDATION TEST
ATTACHMENT I - R-VALUE TESTS
ATTACHMENT II - SPECIFICATIONS FOR CONTROLLED FILL
ATTACHMENT III - GUIDE SPECIFICATIONS,FOR SUBSURFACE DRAINS
WOODWARD-CLYDE CONSULTANTS
CON5”LTING ENGINEERS. GEOLOGISTS AND ENY(RONMENTAL SCIENTIST5
WESTERN REGION
3467 Kurtz Street
San Diego
Calilornia92110
Phone (714) 224.2911
September 17, 1975
Project No. 75-173
May Stores Shopping Centers, Inc.
611 Olive Street
St. Louis, Missouri 63101
Attention: Mr. Norman Barth
In accordance with the request of Mr. Lawrence ROgDway of Shuirman,
Rogoway & Associates, and our authorized proposal dated July 7, 1975, we
have made an investigation of the underlying soil conditions in the area
of the Plaza Camino Real Expansion to be located west of the existing
Plaza Camino Real Shopping Center in the City of Carlsbad, California.
During our study of the site, we have identified three particular conditions
that will require special consideration during the development of plans
for the subject expansion. These are as follows:
(1) Test borings indicated that variable subsurface soil conditions
are present in the areas of the proposed Sears store and the Marron Road
extension. 'These areas of development are underlain by both relatively
soft potentially compressible bay-estuary deposits and relatively unyielding
dense formational soils. In the case of Sears Store, the soft deposits
range from 0 at the southeast corner of the store, where the underlying
soils consist of hard and dense Tertiary sediments, to a thickness on
the order of 100 feet in the northwest corner. Marron Road is underlain
by alternating areas of relatively unyielding compacted fill and Tertiary
sediments and potentially compressible bay deposits, the latter having
thicknesses ranging from 10 to 80 feet.
(2) Present plans indicate that in the proposed Sears store area,
the existing ground surface is such that finish grades will result in i
irregular and variable fill loading conditions ranging from approximately j
10 feet of excavation to 18 feet of new fill. This variable loading, '
along with the variable soil conditions, could result in significant
differential building settlements if not properly considered. i
(3) Along the alignment of the proposed Marron Road extension,
much of that portion of the road underlain by bay deposits has been
surcharged; however, there are two "notch" areas not previously filled
or surcharged. It is anticipated that significant settlements will
occur under planned fills in these areas.
May Stores Shopping
'Project No. 75-173
September 17, 1975
Centers, Inc.
The accompanying report presents our conclusions and recommendations in
Page 2
regard to soil conditions at the site, as well as the results of the
subsurface exploration and laboratory tests upon which the recommendation.s
acre based.
The engineer assigned to this project is Mr. Richard P. While of our
firm. If there are any questions concerning this project in which we
may be of help, please call or write at your convenience.
WOODWARD-CLYDE CONSULTANTS
LJL/RPW/jr
(2) May Stores Shopping Centers,. Inc.
(2) Shuirman, Rogoway & Associates
wnnn”llD” P, vne ,nuc,,t T”UTP
Project No. 75-173
SCOPE OF WORK
This report describes an investigation of the underlying soil
conditions at the site of the proposed Plaza Camino Real Expansion in
the City of Carlsbad, California. The site is located west and adjacent
to the existing shopping center which is northwest of the intersection
of Marron Road and El Camino Real. Our studies are intended to provide
subsurface information, including depth‘of existing fills, characteristics
of Potentially expansive and compressible soils and general groundwater
conditions. This data provides a basis for conclusions and recommendations
regarding 'site preparation and earthworking, soil stabilization, foundation
design, estimates of settlements‘to be expected and paving requirements.
Specifically we are presenting the following:
Buildings- For building areas we are presenting recommendations
for site preparation and grading, surcharge schemes for soil stabilization,
foundation design including spread footings and piles, and design
recommendations for retaining~walls.
Paving Around Buildings- For these areas we are including
recommendations for site and subgrade preparation and pavement
design for various areas including car parking, loading docks and
access roads.
Marron Road- For the Marron Road improvements, we are presenting
site and subgrade preparation, earthworking and surcharge recommendations,
and preliminary pavement designs; also discissed is the effect of
. . settlement on the proposed storm drain.
WOOOWARO-CLYDE CONSUITIINTS
Project No. 75-173 Page 2
DESCRIPTION OF PROJECT
It is our understanding that the proposed expansion will
generally include a two level Sears Department Store; a two level mall
shops area; car parking, access roads, and loading dock areas around the
stores; and the Marron Road extension, which will extend around the
southern boundary of the lagoon from the existing terminus to Jefferson
Street at the extreme western edge of the project.
It is further understood that plans for.the expansion are in a
very early stage of development; however, we were furnished with preliminary
plans, dated December 20, 1973 and prepared by krumm and Sorenson,
showing the basic size and location of structures. Rough estimates of
finished grade elevations and building column loads were provided by
Shuirman, Rogoway & Associates. This information indicates that the
site will be graded into two pad levels with the lower level being
approximately 27 ft, the existing level of the adjacent Penneys Store,
and the upper level will be approximately 44-1/2.ft. The higher elevation
will exist adjacent to the southern boundary of the Mall Shop and Sears
and extend around the western edge of Sears. Retaining walls will
separate the two levels. Maximum column loads to be expected in 'the
building areas will be on the order of 250 kips and it is assumed that
the construction w~ill be either tilt up wall masonry or steel frame with
wall panels.
The proposed buildings will be surrounded with car parking,
a'ccess roads, and loading dock areas. For purposes of design, traffic
indexes of 3.0 for car parking areas, and 5.0 for access roads and 6.0
for truck lanes was assumed.
wnnnwa~n.rI vnc PnbJcIIIT”~TP
Project No. 75-173 Page 3
Marron Road will be extended from its existing paved terminus
along the south side of the project and will join Jefferson Street near
an existing bridge. Two "notches" in the existing roadway embankment
will be filled and a 5 ft diameter RCP storm drain will be installed in
the roadway having a cover over the pipe ranging from 3 to 4 ft. The
design traffic index for Marron Road as received from Shuirman, Rogoway
& Associates is 7.5.
FIELD INVESTIGATION
A field investigation was performed at the site during,the
period between July 22 and August 19, 1975. The investigation included
a review of previous studies, a visual reconnaissance of the site and
.- the drilling of test borings to determine the subsurface soil conditions.
Four 4-in. diameter rotary wash borings and nine 6-in. diameter, continuous
flight, truck-mounted, power auger test borings were made at the approximate
locations shown on the attached Site Plan, Fig. 1. Two-in. diameter modified
California drive samples, 3-in. diameter 2-l/2 fi long pitcher samples,
and disturbed bags or sack samples were obtained at representative
depths in the borings. The drilling was done under the supervision of
an engineering geologist of our firm who prepared field boring logs on
the basis of an examination of the samples secured and the excavated
material. The Logs of Test Borings presented on Figs. 2 through 21 are
based on an inspection of the samples'in the laboratory, the laboratory
_ test results and on the field boring logs. The vertical position of
each sample secured is shown on the Logs of Test Borings.
WOODWARD.CIYllF CflNSlllfllNTS
Project No. 75-173 Page 4
PLANS AND PREVIOUS SOIL REPORTS REVIEWED
The test borings were located in the field with the aid of the
previous mentioned Krumm and Sorenson plan provided us by Shuirman,,
Rogoway & Associates. Other plans reviewed include the City of Carlsbad
topographic survey sheets applicable to the area, a plan entitled "Interim
Grading Plans - Carlsbad" prepared by Shuirman,Rogoway and Associates,
dated December 9, 1971, and a recent undated plan entitled "Plans and
Profiles For Street Improvements of Marron Road" also prepared by
Shuirman,Rogoway and Associates. A "Report of Foundation Investigation
Proposed Shopping Center El Camino Real near Vista Freeway, Carlsbad,
California for Plaza Camino Real"‘prepared by Leroy Crandall and Associates,
dated August 12, 1966, as well as two compaction reports, one of existing ,-
filling and one of settlement analysis (also prepared by Leroy Crandall
and Associates) dated April 29, 1968 and February 3; 1972, respectively,
were also reviewed. A preliminary report for Hosp Grove area south and
adjacent the Marron Road prepared by Woodward-Clyde & Associates was
utilized in our study of Marron Road. Compaction and settlement analysis
reports concerning grading in the Marron Road area and prepared by
Woodward-Gizienski & Associates, dated .December 2, 1971 and September
10, 1972, respectively, also provided additional data.
LABORATORY TESTS AND EVALUATION OF SOIL PARAMETERS
The soils encountered in the'test borings were visually classified
_ and representative samples evaluated with the respect to strength and . .
compressibility chamteristics, dry density, moisture content and swelling
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Project No. 75-173 Page 5
characteristics. The visual classifications were substantiated by grain
size analyses and the determination of plasticity characteristics on
representative samples of soils. The strength of the soils were estimated by
unconfined compression strength tests, a direct shear test, and by a
consideration of the penetration resistance of the sampler, the geologic
characteristics of the formational soils, and the water content and dry
density of the samples. Compressibility characteristics were established
by consolidation tests on representative samples, a consideration of the
water content and plasticity characteristics of the soils, and a study
of settlement data on file. Swelling characteristics were estimated by
loaded swell tests on both compacted and undisturbed samples and a
consideration of plasticity tests. Fill suitability tests, including a
laboratory compaction test, grain size analyses, a direct shear test on
a compacted sample and classification tests, were performed on a sample
of near surface existing fill soil. The characteristics of anticipated
subgrade soils for the various areas to be paved were determined by R-
value and grain size analyses tests on representative samples.
The results of tests on relatively undisturbed samples, except
for the consolidation tests and the loaded swell test, are shown with
the penetration resistance of the sampler at the corresponding sample
location on the Logs of Test Borings. The grain size distribution
curves and the fill suitability tests are found on Figs. 22, 23 and 24,
respectively. A chart of the plasticity characteristics and the results
of a loaded swell test on a relatively undisturbed sample are presented on
. ..^^_..._ -- _... -- __.._... -~~.-.
Project No. 75-173 Page 6
Figs. 25 and 26, respectively. The results of the consolidation tests
are reported on Figs. 27 through 29. The R-value tests, which were
performed by Testing Engineers, San Diego, are attached.
SITE AND SOIL CONDITIONS
General Site Location and Natural Setting
The subject site is situated on reclaimed marshland in the
Buena Vista lagoon area approximately 1 mile from the Pacific Ocean.
The site is located relatively close to the southern boundary of the
lagoon, where somewhat steep side slopes rise from the lagoon to an
elevated terrace area several hundred feet above the lagoon surface.
The elevation of the lagoon marshland prior to any site development
_- ranged from 5 to 10 ft (MSL). Several relatively large natural ridges
extended in the lagoon having side slopes inclined on approximately 2 to
1. Tributary draws separate these ridges within the low level of the
lagoon which extends into the tributary mouths. Relatively thick marsh
vegetation covers undeveloped portions of the lagoon.
Development History
According to reports on file, the shopping center site was
graded in phases with the first phase grading being done to accommodate
the' existing shopping center buildings. The first phase grading extended
west into the area of the proposed expansion and generally consisted of
the placing of fill over the marsh area and beyond the limits of the
-p.roposed Sears Store some 300 ft. The fill material was derived from
the cutting of the nose of a prominent ridge extending into lagoon.
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Project No. 75-173 Page 7
Approximately 20 ft of fill was placed during this period. A second
phase of grading was initiated closely following the first phase and
consisted of the placing of an excess of fill, to raise the existing
fill grade to various pad heights in the area of the proposed Sears
Store, and extending the fill out over the native marsh area encompassing
the proposed parking area west of the Sears store and north of Marron
Road. Settlement monuments were installed in the fill placed in the
proposed parking area but not in the Sears store .area.
The Phase I grading was done during the period of July to October
1966 while the Phase II grading was done during'the period of January
and February, 1968. The compaction of the fills was observed and compaction
tests were taken by Leroy Crandall and Associates. Reports of grading ,.-
observations and compaction testing were issued on January 12 and April
29, 1968 for Phase I and II, respectively.
The area of Marron Road extension was graded during the period
of May 27, and September 12, 1972, and consisted.of the placing of fill
from adjacent sources in the road right-of-way along the southern edge
of the lagoon. The fill was compacted and brought to the design road
grade, and 10 ft of surcharge was placed over the road embankment. Two
"notches" were left for drainage purposes in the embankment and surcharge
at approximate Stations 35 and 46+50. ' (Reference stationing of new
plans). The grading observation and compaction testing were done by
Woodward-Gizienski & Associates and reported on December 2, 1972.
_,.I
Settlement monuments were placed at several locations along the roadway;
and readings were taken over a l-1/2 year period. These monuments could
not be located during our recent reconnaissance of the site.
WOODWARD.CIYllF CfTNSIIITINTS
Project ho. 75-173 Page 8
Existing Site Conditions
At the t'ime of our recent field work, the subject site appeared
to be in the same general condition as at the time of final grading
inspections in 1968 and 1972. In the Sears store area several pad
levels exist at site elevations ranging from approximately 26 to 27 ft
over the northern third of the store, 38 ft over the southern two-thirds
and at the southwestern corner of the proposed building the existing
~elevation rises to an approximate elevation of 44 ft. (The pad elevations
were estimated using pacing and hand level measurements with reference
to available maps and no actual surveying was done). Fill banks with
approximate 2 to 1 inclinations separate the various pad ~levels.
The area of the Mall shops is currently occupied by~an asphalt -._
concrete parking lot ranging in elevation from approximately 27 ft,
adjacent to the existing Penneys Store,to 22 ft at,the west edge of the
parking lot. Some local pavement distress was noted.
The proposed parking area extends west from the Sears and Mall
shop area at an approximate elevation ranging from 26 to 44 ft, for a
distance of approximately 300 ft, where a bank slopes down to a lower
level, which extends from elevation 22 ft to elevation 16 ft at the
extreme western portion of the proposed parking lot.
The surface of the fills in unpaved areas are covered by a sparse
growth of native grasses and weeds, and some piles of dumped trash and rubble
were scattered over the site. AnimaLburrows appeared to be numerous throughout.
It was also noted that several of the fill slopes had developed erosion gullys,
sbme on the order of 5 to 10 ft in depth.
WOODWARD-CLYDE CONSULTANTS __......_..._ _.._... ____ __^.^_.___ _"_ _" -.-_ ll.l_.. __._I_._-.
Project No. 75-173 Page 9
The fills and surcharges along Marron Road have developed
erosion gullys and are generally covered by a sparse growth,of weeds and
grasses. Some of the surcharge has been removed in the area of Stations
31+50 to 33+00 to accommodate the installation of a sanitary sewer, which
extends east from the intersection of future Monroe Avenue and Marron
Road (Station 33+20) along Marron Road and thence north across the
filled area to a trunk sewer located in the center of Buena Vista Lagoon.
Subsurface Soil Conditions
Sears Department Store - The proposed Sears store is underlain v--..-.-,.... ~,. ~- ,. -~. ~, :.: .., ,~ ~/F
by compacted fill;ranging in depth from 15 to 34 ft. The fill appears .-,,,- ,...1 -
to range from clayey and silty sand to silty and sandy clay and according
to reports, has been compacted to an indicated minimum relative,compaction
of 90% of ASTM-D 1557-66T (modified to three layers in lieu of five). The
upper layers of the fill appear to be primarily clayey sand to lean
sandy clay, which has been classified as low to moderately expansive in
nature having a potential swell between 3 and 6 percent under a surcharge
load of 160 psf. Modified penetration values throughout the fill range
from 16 to 28 percent with an average on the order of 21 ft. Water
contents ranged from 21 to 26 percent, with an average 23 percent. Dry
densities were on the order of 123 pcf.
Underlying the fill soils over most of the building area were
found bay and/or estuarine deposits consisting of soft to stiff silty
and sandy clay with minor clayey silt interbedded with layers and lenses
of silty to clayey sand and local layers of clean sand and gravel.
wnnnwaRn.cI vnr PflNClIl TANTC
Project No. 75-173 Page 10
These deposits range from 0 at the southeast corner to somewhat over 100
ft at the northwest corner. In general, two zones of the bay deposits
were recognized. An upper approximate 25 ft zone composed primarily of
clayey soils having water contents from 22 to 65 percent, with an average
on the order of 40 percent. Dry densities ranged from 55 to 105 pcf,
with an average on the order of 90 pcf. A lower layer, below approximately
25 ft,is composed primarily of sandy soils having moisture contents ranging
from 21 to 32 percent, with an average of 25.percent. Dry.densities ranged
from 83 to 112 pcf with an average on the order of 100 pcf. Unconfined
strengths of the clayey portions of the bay deposits averaged on the
order of 1,200 to 1,500 pcf in the upper layer, to 1,700 to 3,500 pcf
for the lower layer. Modified penetration values averaged from 9 to 19
_-
blows per foot for the upper and lower layers, respectively.
Underlying the southeast corner of the store, and the bay
deposits at depth, is found very dense and hard silty clay and silty to
clayey sand similar to materials found in local formational sedimentary
deposits of Tertiary age. Geologically the materials would be considered
poorly to moderately indurated claystone and sandstone.
Mall Shops - Test borings made in the area of the mall shops
indicate that this area is underlain by 0 to approximately 20 ft of
compacted fill similar to tha; found in the Sears store area. The fill
is underlain by hard silty clay and very dense clayey sand of the Tertiary
sediments. Penetration values in the compacted fill were similar to
_,.-
those encountered in the area of the Sears store. In Boring 10, approximately
WOODWARD-CLYDE CONSULTANTS
Project No. 75-173 Page 11
20 ft of compacted fill was encountered underlain by relatively clean
medium dense alluvial sands, to a depth of approximately 30 ft,where
Tertiary sediments were encountered. According to cross sections drawn
through this area and based on available maps, this should have been an
area of approximately 15 ft of cut. Based primarily on the presence of
alluvial soils, it is our opinion that this area was probably a narrow
local drainage gully,not expressed in topographic maps,which was also
subsequently filled. No potentially compressible bay deposits were
,encountered in the shops area; however, it is possible that they may
infringe slightly into the area on the northwest and northeast corners.
Parking Lot Areas - The proposed parking areas surrounding the
Sears and mall shops are underlain by Tertiary sediments, in the southeast
.-
portions of the site, and compacted fill, bay deposits then Tertiary
sediments over the western and northern portions of the site. The
Tartiary sediments appear to be similar to those previously described.
The compacted fill ranges in thickness from 11 to 35 ft, and is composed
of materials similar to those previously described. Visual observations,
previous reports and laboratory tests indicate that the soils at or near
finish grade range from silty clay to clayey sand having R-value strengths
ranging from 5 to 25.
Marron Road - The proposed Marron Road extension is currently
covered by a surcharge fill, which is underlain by compacted fill, bay
deposits and Tertiary sediments at depth. The thicknesses and distribution
. . . of various materials are somewhat variable along the alignment. From
WOODWARD-CLYDE XONSIJLTANTS
Project No. 75-173 Page 12
the beginning of the section, approximate Station 19+00 to Station 31+50
the alignment is underlain by 0 to approximately 5 ft of compacted fill
which is underlain by Tertiary sediments. From Station approximate
31+50 to 36+00 the alignment crosses a tributary draw extending to the
south. With the exception of a relatively narrow notch, at Station
35+00, the soils here consist of 10 ft of surcharge underlain by approximately
15 ft of compacted fill underlain inturn by bay deposits with a maximum
thickness on the orderof 80 ft. The bay deposits are underlain at
depth by Tertiary sediments. From approximate Station 36+00 to Station
38+00 the alignment is underlain by approximately 10 ft of surcharge and
0 to 5 ft of compacted fill, which is underlain inturn by Tertiary
sediments. From approximate Station 38+00 to Station 41+00, 10 ft of
surcharge is underlain by 0 to 10 ft of compacted fill, 10 to 40 ft of
bay deposists and then Tertiary sediments. From Stations 41+00 to
44+00, conditions similar to those encountered between Station's 36+00
and 38+00 are present. In the final section from Station 44+00 to the
end of the alignment, the roadway enters into the.deeper parts of the
lagoon, and except for a drainage "notch" at Station 46+50, the soils
encountered are approximately 10 ft of surcharge, underlain by approximately
10 ft of compacted fill, up to 100 ft of bay deposits and then Tertiary
sediments.
Records indicate that the su,rcharge was placed in work-like
manner; however, no compaction tests were taken to indicate the degree
. . of compaction. The compacted fill beneath the surcharge was compacted
to a minimum of 90% relative density, as compared to D 1557-70. The
Project No. 75-173 Page 13
upper zones of the fill appeared to be generally granular in nature;
however, there is no indication that special effort was made to provide
special select soils at finish grade. A previous test boring indicates
the bay deposits at the tributary crossing are similar,in regard tp soil
classification, thickness of various layers and soil parameters,to bay
deposits in other parts of the lagoon. Similarly, the Tertiary deposits
are expected to consist of poorly to moderately indurated claystone and
sandstone.
Groundwater
Test borings indicate that the groundwater level over most of
the shopping center site is slightly higher than the assigned level of
the lagoon. Groundwater levels in the stores were measured at 'approximate ,- / elevations ranging from 10 to 15 ft (MSL). Along Marron Road in the
area of the tributary,groundwater, as indicated by previous borings, is
at approximate elevation 5 ft.
SUMMARY OF FINDINGS, DISCUSSION AND CONCLUSIONS .
Sears Store
The proposed Sears store occupies an area that is characterized
by four different level pad areas at elevations of approximately 22 ft,
27 ft, 38 ft and 44 ft. The subsurface soil conditions are also variable
consisting of 15 to 35 ft of compacted fill underlain by 0 to over 100
ft of potentially compressible bay deposits which are underlain at depth
-by poorly to moderately indurated Tertiary sediments; the latter soils
underlay the extreme southeast corner of the site at a relatively shallow
depth directly beneath the fill.
WOODWARD-CLYDE CONSULTANTS
Project No. 75-173 Page 14
In regard to the grading of the building area, it appears that
the grade changes will range from 10 ft of excavation to as much as 18
ft of fill adjacent to the western boundary of the site. The effective
overall uniform building loads on the underlying compressible soils are
assumed to.be the equivalent of approximately 3 to 4 ft of fill.
An examination of settlement curves from the monuments placed
in the adjacent proposed parking area indicates that most of the settlement
has taken place under the existing fill loads. The anticipated settlements
under the new loading conditions are expected to range from a few inches,
to as much as 12 in. total and differential primary settlement. These
types of settlements are generally not tolerable in construction of the
proposed store. It is our opinion that pile foundations and/or subsoil
stabilization by surcharging could be employed to minimize the estimated
differential settlements.
For preliminary consideration, it is anticipated that piles
having lengths from 50 to 130 ft will be required. It is our opinion
that piles most suitable for use in this case would include steel H-beam
concrete filled pipe or a combination pipe and step taper type piles.
Individual pile capacities ranging from 50 to 100 tons are anticipated.
Minor surcharging for fill and floor loads will generally be required in
order to minimize differential settlements. Surcharges ranging from 5
to 10 ft in height over a period of 12 months should be considered for
preliminary estimates.
_,i. . . In order..~to minimize differential settlements, and in order
to utilize spread footing foundations, it is our opinion that stabilization
WOODWARD-CLYDE CONSULTANTS
P~roject No. 75-173 Page 15
of the soft subsoils by surcharging could be used. Surcharge heights
ranging from 5 to 20 ft of variable geometry across the building area
would be necessary and loading periods would generally range from 12 to
18 months. Residual differential settlement over periods of 5 and 20
years are estimated to be on the order of 1 to 2 in. after completion
of a suitable surcharge stabilization.
A preliminary evaluation of the bay deposits underlying the
subject building site indicate that liquefaction of the soils could
occur under large seismic shocks. This could result in additional
settlement of structures on spread. footings or large lateral loads on
piles. A study of this condition is beyond the scope of our present
investigation, but we are available to discuss this condition if such an ,- I analysis is desired.
Mall Shops
The mall shops area is generally underlain by relatively competent
soils consisting of compacted fill and Tertiary sediments. As indicated
previously, the upper layers of these soils are generally granular in
nature, but may be slightly expansive requiring either undercutting and
replacement with nonexpansive soils, or reinforcing of slabs and footings.
The northeast and northwest corners of the mall shops may be underlain
by minor zones of bay deposits and some special consideration may be
required in these areas.
It is anticipated that 0 to 5 ft of newcompacted fill wills be
placed in the area of the shops. Some excavation may be required along
. the southern edge of the shops where a fill slope currently exists.
WOODWARD-CLYDE CONSULTANTS
Project No. 75-173 Page 16
No grade change is anticipated at the northeast corner; more
over records indicate that this area was surcharged previously for
adjacent existing structures. The northwest corner however may receive
up to 5 ft of fill and a minimum surcharge may be in order to stabilize
the subsoil.
It is our opinion that the proposed mall shops may generally
be founded on conventional spread and continuous footings founded at
depths of approximately 24 in. in properly compacted suitably select ii \
fill.
Parking Areas,Access Roads and Loading Dock Areas
Areas to be paved are generally underlain by compacted fill
primarily composed of clayey sand materials; in some areas, however, ,-
patches of silty to sandy clay may be encountered at grade. Since
actual grades are unknown at this time , a range of anticipated subgrade
soil conditions was. identified and the corresponding strength and classification
characteristics established. The results of laboratory tests performed
for this investigation and our experience in the areas around the subject
project, indicate that materials similar to those of the subject site
have R-values ranging from 5 to 25. In loading dock areas where relatively
heavy trucks may be parked for extended length of time, PCC pavements
may be more suitable than flexible asphalt concrete pavements.
Marron Road
To reiterate, the soil conditions along-the Marron Road alignment _ . . .
rgnge from surcharge fill areas overlying bay deposits with relatively
competent Tertiary sediments at depth, to compacted fill overlying
WOODWARD-CLYDE CONSULTANTS
Project No. 75-173 Page 17
Tertiary sediments; these latter conditions constitute relatively unyielding
areas. A review of previous reports issued on the performance of the
surcharge indicate that most of the design settlement under the permanent
fill loads placed along the alignment has taken place. Additional
settlement will take place upon addition of the fill load in the unload
"notch" areas. Settlements on the order of 8 to 10 in. (total and
differential) are estimated.
The proposed storm drain will, to our understanding, be
placed along the proposed road alignment and will be constructed of
reinforced concrete pipe. It is anticipated that the pipe will settle with
the fill in the previously indica‘ted "notch" areas.
,- RECOMMENDATIONS
Building Areas - Site Grading
(1) It is recommended that the site be cleared of vegetation
and piles of trash and rubble. Soil and rubble may be incorpo;ated into
fills below a depth of 2 ft outside building and-utility areas providing
the rubble,is broken down into pieces no larger than 24 in. in maximum
dimension. All vegetation and perishable material should be disposed of
offsite.
(2) Prior to placing any new fills or foundations, it is
recommended that the upper 12 in. of rough grade be scarified, watered or
dried as required, and compacted to a minimum relative compaction of 90
- ,percent as compared to laboratory compaction ASTM D-1557-70. All loose
piles of soil fill should be excavated, properly prepared, replaced and
.- compacted in accordance with the specifications.
WOODWARD-CLYDE CONSULTANTS
Project No. 75-173 Page 18
(3) It is recommended that any highly expansive soils existing
in building areas be excavated from the upper 3 ft of rough grade and
replaced with properly compacted suitably select soils. Suitably select
soils are defined as those having a potential swell of less than 6
percent under a surcharge load of 160 psf under saturated conditions, at
least 40 percent passing a No. 4 sieve size and a maximum size of 6 in.
Similarily, the upper 3 ft of any design fills placed in, the building
areas should be composed of properly compacted suitably select soil.
Highly expansive clay soils, that is, those swelling more than 6 percent,
may be placed and properly compacted in deeper portions of the fills.
The building area is defined as the outline of the structure plus a
minimum distance of 5 ft outside the structure limits. Areas requiring
undercutting will be determined in the field by the soil engineer at the
time of grading. It will beg necessary to excavate shallow pits at rough
pad grade during the initial stages of grading in order to determine
actual limits of highly expansive clay soils. .
(4) It is,recommended that all loose ma~terial be removed from
erosion gullies in any fill slopes that are to remain and the area
properly prepared and filled with properly compacted soil as a part of
the grading operation.
(5) It is recommended that all earthworking on the site be
done in accordance with the attached "Specifications for Controlled
Fill". Grading at the site should be observed and compacted fills
tested by Woodward-Clyde Consultants.
WOODWARD.CLYDE CONSULTANTS
Project No. 75-173
Building Areas - Surcharge Design
; : Page 19
i 1
(1) For preliminary designs, it is recommended that the
heights and general limits of surcharges illustrated in the sketch below
be considered.
P
10’ !cir.
~~~~2~~ ----A
---~--jpl;-h-=~ -I;;' 0' rnj;:.
Jr
J+;yjj$p"'
I
mi;:.
P- I..~.’ :,: * ,
-z-q- $~<‘Eqx;~.~ .;Li
lkEY &d-2 E;,,50+ . . ,._I :::.,., .’ .‘.I ~1
iL: Kl :-,
SKFTCH-NO SCALE
This surcharge design is based on certain preliminary assumptions
in regard to existing and proposed grade and building loads. Final
surcharge configuration should be determined when this data is more
firmly established.
(2) It is recommended that the surcharge fills be compacted
'to a minimum 85 percent relative compaction and that they be placed
WOODWARD-CLYDE CONSULTANTS l,."..l*.l"...""l" . . . . n.l.,n~,...."".*"l"..*".*..L .cI."ll.r.
Project No. 75-173 I Page 20
e.... _.~
in a workmanlike manner. Surcharge side slopes should in general be no
steeper than l-1/2 to 1 (horizontal to vertical).
(3) Approximately 6 to 8 settlement monuments should beg
placed in the building area prior to placing any fill and the settlements
recorded by a licensed surveyor on a weekly basis during grading and for
the first one or two months upon completion of grading; readings may be
made monthly thereafter. The location of the‘settlement monuments
will be determined in the field at the time of grading.
(4) It is estimated that,the surcharge period should not
exceed 18 months. Settlement readings should be forwarded to Woodward-
Clyde Consultants for periodic analyses so that the actual date of
removal can be established from this data.
.- (5) Upon removal of surcharges and excavation to finish rough
grade, the surfaces exposed should be scarified to a depth of 12 in.,
watered as required, and compacted to a minimum 90 percent relative
compaction in accordance with earthwork specifications.
Foundation Design - Sears Store
(1) Conventional spread or continuous footings founded in a
properly compacted suitably select fill, which is underlain by stabilized
subsoils or dense suitably select natural formational soils, may be
designed for an allowable soil bearing pressure of 4000 psf at a minimum
depth of 24 in. below compacted or rough pad grade. All footings should
have a minimum width of 18 in. A one-third increase of the bearing
.pressure may be used for loads that include wind forces only. No increase
is allowed for seismic forces.
WOOOWARD-CLYDE CONSULTANTS
Project No. 75-173 Page 21
~.- .
It is estimated that long term secondary differential settlements
on the order of 1 to 2 in. over a period of 5 to 20 years, should be
anticipated across the building following soil stabilization. A more
detailed estimate of those settlements will be made upon completion of
the surcharge stabilization.
(2) It is recommended that all continuous wall footings
reinforced and interior slabs-on-grade be reinforced and underlain with
base material in accordance with Paragraph 2, Section Foundation Design-
Mall Shops.
(3) The design recommendations for resisting lateral forces
are presented in' Paragraph 3 under Foundation Design-Mall Shops.
Foundation Design - Mall Shops Area
(1) Conventional spread or continuous footings founded in
properly compacted suitably select fill or dense suitably select natural
formational soils may be designed for allowable soil bearing pressures
of 4000 psf at a minimum depth of 24 in. below compacted or rough pad
grade. All footings should have a minimum width of 18 in. Atone-third
increase in the bearing pressure may be used for ,loads that include wind
or seismic forces. It is estimated that total and differential settlement
under anticipated building loads in this area will be 1 in. and l/2 in.,
respectively.
(2) It is recommended that all continuous footings be reinforced
with a minimum one No. 4 bar top and bottom. The interior concrete
slabs-on-grade should be a minimum 4 in. in thickness and should be
reinforced with 6x6, lO/lO flat welded wire mesh placed at the midpoint
WOODWARD-CLYDE CONSULTANTS
Project No. 75-173 Page 22
of the slab. The slab should be underlain by a minimum 4 in. of coarse
sand, crushed rock or gravel. A plastic membrane should be supplied
beneath the slab wherever floor coverings are sensitive to moisture.
(3) In order to resist lateral forces, friction between the base
of the footing and the underlying soil or passive resistance of the soil
adjacent to the footing or a combination friction and passive resistance
may be utilized. If friction alone is used, an allowable friction value
of .4 may be applied to designs. An allowable passive fluid weight of
300 pcf may be used for passive resistance. If passive and friction is r~
used together, a reduced friction value of .25 should be employed.
Building Areas - Retaining Wall Design
(1) For the design of cantilevered retaining walls, it is
recommended that an equivalent fluid weight of 45 pcf be used to determine
lateral earth pressures. For this condition, it is assumed that suitable
select on-site granular soil will be used for backfill and thezbackfill
will have a level surface. For basement type walls that are partially
restrained from movement at the top, it is recommended that an additional
uniform horizontal pressure of 100 psf be employed. If any other conditions
or surcharge loads such as footings or vehicles are anticipated, we
should be advised so that additional recommendations can be provided for
design.
(2) For the design of retaining wall footings, the soil
parameters previously established for the Mall shops and Sears store in
regard to allowable bearing and lateral resistance, may be utilized.
WODDW,ARD-CLYDE CONSULTANTS
Project No. 75-173 Page 23
(3) It is recommended that all retaining walls be properly
drained or the walls should be designed to withstand hydrostatic pressures.
A typical drain installation and specification is attached for your
information.
Building Areas - Pavements
(1) It is recommended that all areas to be paved around
buildings be generally cleared of vegetation and debris and that the
upper 12 in. of subgrade in areas to receive asphalt concrete pavements
be scarified to a depth of 12 in., watered as required, and compacted to
a minimum relative compaction of 95 percent as compared to ASTM D-1557-
70 laboratory compaction.
.^
(2) In the case of loading dock areas, it is recommended that
the upper 12 in. of subgrade be composed of properly compacted nonexpansive
granular soils compacted to a minimum relative compaction of 95 percent.
Nonexpansive soils are defined as those select materials swelling less
than 3 percent under a surcharge load of 160 psf.under saturated conditions. .
Where shallow cuts or fills are made or,where no grade changes
are made, it may be necessary to undercut expansive soils and replace
them with nonexpansive material. The areas requiring this treatment
will be determined in the field at time of grading.
(3) For preliminary pavement design, it is recommended that
the following table be considered.
. i . .
WODDWARD-CLYDE CONSULTANTS
Project No. 75-173 Page 24
Use Design R-value = 5 Design R-value = 20
A.C. Base A.C. Base
Car parking and
traffic 2 6 2 4
Access roads 2-l/2 11 2-l/2 8
Truck lanes 3 14.5 3 10.5
Loading docks 6 inches of PCC pavement placed over compacted
select subgrade
The above table is based on the assumption that soil conditions
at subgrade could range from silty clay to clayey sand soils. If the
clay soils are excavated and replaced with granular materials in the
upper 12 in. of grade, the higher R-value design may be realized in
final analyses.
(4) It ,is recommended that the asphalt,concrete paving and
base materials conform to the State of California Standard Specifications
1973 Addition. The asphalt concrete should conform to Section 39-.04
and the material should be Class II aggregate base in accordance with
Section 26-1.0218.
Marron Road
(1) It is recommended that the existing surcharge be removed,
all erosion gullies in permanent embankment side slopes be cleaned of
loose material, properly prepared and filled with properly compacted
soil and all slopes be backrolled to compact the surface.
(2) It is recommended that in areas where new fills are to be
piaced along the alignment, the surface be properly prepared and compacted
WOODWARD-CLYDE CONSULTANTS
~Project r40. 75-173 Page 25
and the fills placed and compacted in accordance with the attached
earthwork specifications. The grading should be observed and compacted
fills tested by Woodward-Clyde Consultants.
(3) In the area between the approximate Stations 36+50 to
Station 47+50, the current road alignment and proposed finish grade
extends up into the overlying surcharge. It is recommended that in these
areas and any other similar areas, the fills be excavated to a minimum
depth~of 1 ft below the old finish grade, the area prepared and the fill
replaced and compacted in accordance with the specifications.
(4) It is recommended that the "notches" in the area of
Station 35+00 and the area at the end of the roadway alignment be cleaned
of loose material, properly prepared and filled with properly compacted
.- soil. These areas should be surcharged with a minimum 15 ft high fill
for as long a period as possible to help minimize future settlements.
The top of the surcharge should extend a minimum distance of 10 ft
beyond the permanent fill toe on either side of the roadway embankment
and for a minimum distance of 20 ft on either side of the notch in a
direction of the road alignment. One or two settlement monuments should
be placed in the surcharge at each location and read on a weekly basis
for the first one or two months and monthly thereafter. The readings
should be provided to Woodward-Clyde Consultants for periodic analyses
An estimate of remaining settlement will be made when it is decided to
remove the surcharge.
. .
WOODWARD-CLYDE CONSULTANTS Ov*.YLII** .“.lD”..“., *.OLOl)l.v. ““e ***,““*m.*rA, .01.*,1.1.
Project No. 75-173 Page 26
(5) It is recommended that the upper 12 in. of subgrade
throughout the alignment be composed of suitably select soil compacted
to a minimum relative compaction of 95 percent as compared to ASTM D-
1557-70. fin order to accomplish this, it may be~necessary to excavate
highly expansive clay soils to a depth of 12 in. below sugrade surface
and replace them with suitably select material. The areas of subgrade
requiring this treatment will be determined in the field at the time of
grading. Suitably select soil-has been defined previously in Paragraph
3 under Building Areas - Site Grading. ~ __
(6) For preliminary consideration, a pavement section consisting
of 3-l/2 in. of asphalt concrete placed over 14-l/2 in. of base material
is recommended. This section assumes a design R-value of 20, a traffic
index of 7.5, and a general 20 year life.
(7) It is recommended that the asphalt concrete and base
materials conform to the specifications outlined in Paragraph 4under
Building Areas - Pavements.
(8) It is recommended that the proposed storm drain interceptor
be located as far south in the roadway alignment as possible. It should
be anticipated that some special treatment of the drain will be required
in the "notch" areas noted above. This may include raising of the
drain at some later .date.
, i. .-
wnnnwat9n.rt vnc FflMCIII TlllTP
Project No. 75-173 Page 27
General Recommendations
(1) It is recommended that additional studies be made as
required when plans are further developed. Final recommendations for
foundations for the Sears store, either piles or surcharging, can
be presented in addendum reports. If a pile foundation is chosen,
additional test borings will be necessary in order to estimate the
pile lengths.
(2) It is recommended that Woodward-Clyde Consultants review
all grading and foundation plans prior to finalizing. Additional
analyses and recommendations, as required, may be presented in addendum
reports.
(3) It is recommended that prebid and preconstruction
conferences be held with the owner, architect, civil engineer, contractor
or contractors and the~soil engineer in attendance. Any questions
regarding special soil handling or foundations may be answered at
that time.
LIMITATIONS
The conclusions and recommendations made in this report
are based on the assumption that the soil conditions do not deviate
appreciably from those disclosed by the test borings. If variations
are encountered during construction, we should be notified so that we
may make supplemental recommendations; if this should be required.
Evaluation and utilization of soil materials and rock . .
formations for support of structures includes investigation of the
~.
WOOOWARO-CLYDE CONSULTANTS
Project No. 75-173 Page 20
_-
subsurface conditions, analysis, formulation of recommendations, and
inspection during grading. The soil investigation is not completed until
the soil engineer has been able to examine the soil and rock in excavations
or cut slopes so that he can make the necessary modifications, if needed.
We emphasize the importance of the soil engineer continuing his services
through the inspection of grading, including construction of fills and
foundation excavations.
.
. .
- Location
-
Boring Number Elevation
OTHER SAMPLE
I I TfST.3 NLWBER SOIL DESCRlPTlORl
‘r I Very dense, damp, brown silty sand (SM)
SOIL CLASSIFICATION - Soil Clarrificariom are baped on the Unified Sail Clarrification System
and include mlor, mistwe and ccmiwmzy. Field descriprionr have
been modified to reflect mwlts of laboratory analyses vAere
*ppropriate.
DISTURBED SAMPLE LOCATION Obtained b” collecting the auger cuttings in a plastic 0, Clofh bag.
UNDISTURBED SAMPLE LOCATION MODlFlED CALfFOANlA SAMPLER Sample wiih recorded blowr per foot was obtained with a Modified
California drive rambler 12” inside diameter. 2.5” outside diameter, lined v,ith ramble tubes. The rampler was driven inn, the soil at the
bottom cd the hole With a 140 PO”cd hammer falling 30 inches.
INDICATESSAMPLE TESTED FOR OTHER PROPERTIES GS- Grain Size Oktribution CT - Consolidation Test LC- Laboratory Compaction “CS- “nmn‘ined Compre.rion Test Tert
Pi - Afterberg Limitr Test
ST - Loaded Swell Test
cc - Confined comprerrion
T.?$f
NOTE: In this column the results of there tests my be recorded
where applicable.
BLOW COUNT Number of blows needed to advance samqler one foot or as indicated.
DRY DENSITY PO”nd, per Cubic Foot
MOISTURE CONTENT Percent 0‘ Dry Weight
NOTESON FIELD INVESTIGATION
‘.. 1. REFUSAL indicnta the irubility t* extend excavation. practically. With E-qqUipmnt Lwaing wed in the invertipation.
KEY TO LOGS
PLAZA CAMINO REAL
nPaWUm". II! c I .-ucr"."P"."Jl~l Dll,-.lC,-Tsu.. 7c 171 nlTC. n ? 7c I 51"llD.z tin. c)
OEPT
c
IN FEE
5
10
15
20
25
30
35
. .
‘H
r *
--
-
-
MC -
21
26
34
!l
ro,
TG -
-
L -
‘SC -
03 18
21
16
82
05
-_
9
-
-
07; rm -
HER XS
*PI
-
jAMP* l”MBl -
I-1.
l-2
l-3
4 ,-
-5
: : : : : : :
$ 1
, , 9 :
1
:
Boring 1
SOIL DESCRIPTION
Compacted, damp, brown clayey sand
FILL
Compacted, damp, dark gray silty clay with
silty~sand zones
FILL
- scattered gravel and rubble
Firm, saturated, very dark gray silty clay
(CH) .
Loose, saturated, brown silty sand with
interbedded sandy clay (SM-CL)
Firm, saturated, dark gray silty clay (CH)
with thin interbeds of silty fine .sand --L ---__-
Continued on next page
*For de,cription 0‘ wnboll.‘es Figur* 2.
I LOG OF TEST BORING 1 I
PLAZA CAMINO REAL
DRAWNBY: Al q I CHECKEOBY:~ PROJECTNO: 75-171 DATE: q-7-75 FlO”RE NO: R
,-
DEPTH TES iN FEET *MC *
-. 44
40 -
45 -
- 36
50 :
23
55 --? I
60 --
T 0. -
‘DO -
77
-.
‘BC -
4
8
9
63
OTHEi rwrs
-
3S,P
- -
jAMPLE IUMBEF
l-6
l-7
l-8
-9
-10 I
- -
Boring 1, continued 1
SOIL DESCRIPTION
I
Firm, saturated, dark gray silty clay (CH)
with thin interbeds of silty fine sand
Firm, saturated, dark gray silty clay (CL) to
loose, saturated, gray silty to clayey sand
(SM-SC)
Very dense,,saturated, gray fine to medium
sand (SP)
Medium dense, saturated, gray to light olive
gray clayey fine sand (SC) to stiff, sandy'
clay (CL) -------_
Continued~on next page
*For description of wl7boll. *ee Figure 2.
LOG OF TEST BORING 1
PLAZA CAMINO REAL
n"AW%R"! Al c I P"F#-YF"raY. t&If mnn,EPTUn. 7r.-177 nATF. (I-3-7K I ClnllnFNnl n
.-
DEPTH TES IN - FEET ‘MC +
: 26
I55 1 24
70 -I
75 -
80 -
-a-.- 82 -
. .
;T 0 -
TM3 -
-
-
BC -
2c
16
27
22
* Ic OWE TEST6
-
ucs=
3500
-
R : i I
I
SAMPL, WMBE,
l-11
l-12
1-13
I -14
Borinq 1, continued
SOIL DESCRIPTION
I
Medium dense, saturated, gray to light olive
gray clayey fine sand (SC) to stiff, sandy
clay (CL)
Stiff to very stiff, saturated, dark gray
silty clay (CH)
Medium dense, saturated, gray silty medium
to fine sand (SM)~
Medium dense, saturated, light olive gray
clayey medium to fine sand (SC)
- sand
Bottom of Hole
‘For dslcription 0‘ wmbcdt. lee Figure 2.
LOG OF TEST BORING 1
PLAZA CAMINO REAL
DRAWN BY: ALU CHECKED BY: * $lpJl t%loJecTNO: 75-173 1 DATE: q-2-75 f=fO"RENO: 5
-
DC -
03
55
-
‘BC
25
_
JTHE EST!
‘I ,c
.-
I-1
-2
:
:
:
:
:
:
:
:
:
;
Borinq 2
SOIL DESCRIPTION
1
Compacted, damp, brown clayey sand
FILL
Compacted, damp, brown silty to sandy clay
with clayey sand interbeds
FILL
- sand
Compacted, saturated, brown silty sand
FILL
gravel
Firm, saturated, dark gray silty clay (CH)
with organic material
brown
Firm, saturated, gray to dark gray fine
sandy clay (CH) to loose, silty to clayey
sand.(SM-SC)
-----T--P--_
Continued on next page
‘For description of rvmbolr. see Figure 2.
LOG OF TEST BORING 2
PLAZA CAMINO REAL
DRAWN BY: I\L.S 1 C”ECKEDeY:&9.4I PROJECTNO: 75-l 73 I DATE: o-2-75 I FIOURENO: fi
_~
DEP,
E IN FEE
40
45.
50
55
60
65
70
/;. . .
TEST DATA
-
OTHE rmn
33
24
24
-
9'
0:
-
2'
l{
-
JCS=
!500
R
z-4 I
t-5
Borinq 2, continued
SOIL DESCRIPTION
Firm, saturated, gray to dark gray fine
sandy clay (CH) to loose, silty to clayey
sand (SM-SC)
Medium dense, saturated, gray silty fine
sand (SM)
Stiff, saturated, dark,gray sandy clay to
clayey sand (CH-SC)
Medium dense, saturated, gray clayey sand
(SC)
-. - - ----
Continued*on next page
-For dslcriptian 0‘ rymbotr. sea Figura 2
LOG OF TEST BORING 2
~PLAZA CAMINO REAL
DRAWN BY: ALS CHECKED BY: Ilxs"II PROJECTNO: 7.5-173 1 OATE q-2-75 FfO"RENO: 7
DWTH IN - FEET *MC
1 19
75 -
80 -
1 33
85 :
90 -I
- 39
95 -
100 - 1 30
102 --
.,.. _ . .
: A
-
r 0, -
DO -
83
94 -
-
3THE TEST!
-
16 ZT,F
15 JCS=
17oc
15 GS,P - -
iAMPLE IUMBEF
!-7
t-8 I
Boring 2, continued
SOIL DESCRIPTION
\ (SC)
Medium dense, saturated, gray clayey sand
Dense, saturated, gray silty sand (SM)
I- gravel
Stiff, saturated, gray silty clay with
interbedded clayey sand (CH) with 'organic
material
Medium dense, saturated, gray clayey sand
(SC)
I - scattered fine well rounded gravel
1 some interbeds of sandy to clayey silt (ML)
I’ interbeds of silty clay (CL)
Bottom of Hole
‘For dercriprio” of wnbol~. see Figur* 2.
LOG OF TEST BORING 2
PLAZA CAMINO REAL
DRAWNFW: ALS LCHECKEDBY: $$q PROJECTNO: 75-173 1 DATE: g-2-75 FlG"RE Pm: 8
5
10
15
20
25
30
.-
i”
T a
-
-
‘MC
22
21
-.
iT
Fl -
-
-
‘BC
25
20
22
22
23
‘For de~crioh” 0‘ *“Inbats. ree FiGwe 7
3-2
3-3
3-4
3-5
Boring 3
SOIL DESCRIPTION I
Compacted, damp, light brown silty fine
sand
scattered medium gravel
FILL
Compacted, damp, dark gray to black silty
clay
FILL
Compacted; moist, brown clayey fine sand
FILL
Compacted, moist, brown silty sand
FILL d-P---__-
Continued on next page
LOG OF TEST BORING 3
PLAZA CAMINO REAL
DRAWNBY: ALS i CHECKEDBY: $&I PROJECTNO: 75-173 1 DATE: q-7-75 F,(I”RE NO: q
Borinq 3, continued
TEST DATA
35 -
I 37
40 -
- 31 93
45 7
- 41
50 i
7 22 1 05
52
-
:-T
. . .
8
a
16 -
KS=
1200
3-6
3-8 1
: : : : : : : : : : I
; : :
SOIL DESCRIPTION
Compacted, moist, brown silty sand
FILL
Firm, saturated, gray-brown silty clay (CH)
with roots and organic matter
Very ,loose, saturated, gray sand (SP)
Firm, saturated, dark gray silty to sandy
clay (CH)
Medium dense, saturated, gray silty sand
with interbedded clayey sand (SM-SC)
Bottom of Hole .
-For description or s”mbalr. ree Figure 2 . .
LOG OF TEST BORING 3
PLAZA CAMINO REAL
DHAWN BY: Al $ 1 CHECYEDW:VJ.~~~ PROJECTNO: 75-171 DATE: q-7-75 1 FIGURENO: I,,
- OEP,
cl- IN FEE
5
10
15
19
TEST DATA -
‘MC
12 -
-
‘DO
14 -
-
BC
1:
2(
22
1E
5c
3THE ~E!m
iS,P
KS= 1500
R i I
;T
,I
-
4-1
4-2
4-3
4-4
Boring 4
SOIL DiZSCRIPTION
Compacted, damp, brown sandy clay
FILL
Compactedi damp, gray-brown silty clay
FILL
Dense, damp, light brown sandy to clayey
silt (ML)
Poorly to Moderately Indurated Siltstone
Bottom of Hole
*Far deKripti0” 0‘ l”mbOk. see Figure 2.
LOG OF TEST BORING 4
PLAZA CAMINO REAL
DRAWN By: I\LS 1 CHECKED IIY: g&i1 PROJECT NO: 75-l 73 1 DATE: g-2-75 1 FICVR~ NO: 11
Borinq 5 E L EPTH IN - FEET
5-
10 -
15 y
20 -
!5 --
TEST DATA
-
‘SC - T *, I 3THE rwr! SAMPU VVMBEI
5-1 [
5-2 [
5-3 I:
5-4 c
5-5 [
--
SOIL DESCRIPTION
Compacted, damp, brown silty to clayey sand
with clay zones
FILL
- clay
- sandy clay
Compacted, moist, dark gray silty clay
FILL
-----__--_
Continued on next page
‘For *ercriDrion of WnbOlS. see Fipurs 2.
LOG OF TEST BORING 5
PLAZA CAMINO REAL
. . ..L... "Y. "9 r I ^..-^.,r^ -ht,&tl ^^ ,..-,. . .,-. 7r 17- ^___ ^ e ..v -.^..- _ ..^~ . ^
OEPT
II IN FEE,
30
35
40
45
50
52
_,i. . .
H
r *
.-
c
-
‘MC -
27
23
34
28
42
34
29
39 -
J
r DI - DO -
- -
-1 1 F
3THEI
ESTS
-
-
SAMPLE ““MBEF
5-6[
5-7 [
5-8 [
5-9 c
5-lO[
5-1lC
5-12[
5-13[
5-14[
: : : : : : : : : : : : : : : : : : !
I :
$
Boring 5, continued 1
SOIL DESCRIPTION
1
Compacted, moist, dark gray silty clay
FILL
Stiff, moist, Blacks silty clay (CH)
I,
Firm, wet, olive sandy clay (CL)
Firm to stiff, saturated, olive silty clay
(CH)
Medium dense, saturated, gray clayey sand
, (SC)
Medium dense, saturated, brown clayey silt
OIL)
Stiff, saturated, gray silty clay (CH)
Bottom of Hole
‘For *a,cription Of ~ymbolr. ItO Fipura 2 _
LOG OF TEST BORING 5
PLAZA CAMINO REAL
-.
owl
c
IN
FEE
5
10
15
20
25
. .
‘H
r
-
*MC -
37
41
To - ‘DO -
--
-
,THE ‘ESTS
-
R ?.AMPU
WMBEI
j-1 t
j-2 C
j-3 C
j-4 C
j-5 C
--
Boring 6
SOIL D.ESCRIPTION I J
Compacted, damp, brown silty to clayey sand
I
-
$
FILL
dark gray sandy clay
TCompacted, wet, dark gray silty clay
- **
FILL
Stiff to medium dense, saturated, gray clayey
sand to sandy clay (CH)
Firm, saturated, gray sandy clay (CH)
----____
Continued on next page
** Water level approximately 26 days
after drilling.
*For description Of rymbolr, ree Figure 2.
t LOG OF TEST BORING 6
PLAZA CAMINO REAL
DRAWNBY: ALS 1 CHECKEOBY:~~~'~~ PAOJECTNO: 75-173 I DATE: g-2-75 I FlOURE NO: 14
30
35
40
45
52
TEST DATA
28
52
37
35
30
- -
SAMPLE JUMBEA
6-6 1
6-7 c
6-8 [
6-10 c
Boring 6, continued
SOIL DESCRIPTION
Firm, saturated, gray sandy clay (CH)
Medium dense, saturated, gray clayey sand
\ (SC)
Firm, saturated, gray sandy to silty clay .
(CH)
Medium dense, saturated, gray clayey sand
(SC)
firm, saturated, gray silty clay (CH) with
some interbeds of clayey sand (SC)
r shells
Bottom of Hole
*For dercriptio” cd rwnbdr, see Figure
LOG OF TEST BORING 6
PLAZA CAMINO REAL
DRAWNBY: ,,LS 1 C"ECKEDBY:f.$%jI PROJECTNO: 75-173 1 DATE: 9-z-75 1 FlO"REHO: 15
Boring 7
GS,P
:AMPLE IVMBEF
7-l t
7-2 C
r-3 C
‘-4 C
SOIL DESCRIPTION
1 l:: F6;rlt Concrete
Hard, damp, brown silty clay (CL)
1 Poorly to Moderately Indurated Claystone
I Very dense, damp, light brown clayey sand
~ (SC)
Poorly to Moderately Indurated Sandstone
Very dense, damp, brown clayey sand to sandy
clay (SC-CL)
Poorly to Moderately Indurated Sandstone
and Claystone
Bottom of Hole
.
*For descri!xion 0, tymtmk. res Figure 2
t LOG OF TEST BORING 7
PLAZA CAMINO REAL
DRAWNBY: AI c I CHECKED BY: bwl PAOJECTNO: 75-177 DATE: (1-7-75 I FlD”RE NO: 16
DEPT
c
IN FEE
5
15
18'
-
5
10
.,i. . .
14
TEST DATA -
‘MC 0
12 7
.,
ii
Borinq 8
OTHER SAMPLE TESTS NUMBER SOIL DESCRIPTION
51 GS,DS 8-l !il=29"
c-1440
95
W -
!3 - 37 -
I
4" Asphalt Concrete
4" Base
Very dense, damp to saturated, gray clayey
sand (SC) with very thin interbeds of
sandy clay (CL) 8-2
Poorly to Moderately Indurated Sandstone
Bottom of Hole
*For .Je,cription Of rymbolr. se* Figwe 2.
I LOGS OF TEST BORINGS 8 AND 9 1
PLAZA CAMINO REAL
DRAWN DY: A1.S 1 CHECKED BY: f,fl”I PROJECT NO: 75-173 1 DATE: g-2-75 1 F,C"RE NO: 17
.-
-
23
26
-
WPLE JMBER
O-l I
o-2 I
o-3 I
3-4 j E
Boring 10
SOIL DESCRIPTION
1
Asphalt Concrete and Base
Compacted, damp, brown silty sand with clay
FILL
Compacted, moist, brown to gray silty clay
FILL
Compacted, damp to saturated, gray silty
to clayey sand
FILL
g
Medium dense, saturated, gray medium to fine
sand (SP)
Very dense, saturated, olive gray clayey
sand (SC) Moderately Indurated Sandstone
Bottom of Hole
‘For deICripti0” 0, rymbok, IBe Fiwra 2.
LOG,OF TEST BORING 10
PLAZA CAMINO REAL
DRAWN BY: A, $ 1 CHECKED BY: $#, PROJECT NO: 75-173 1 DATE: q-7-75 1 FlO”RE NO: ,R
DEPTH 1N -
FEET *MC
3--
3 I-.-
,,.. . .
roa -
‘DD -
VWEF ‘ESTS -
;s,p:
YI
BC T
c
G
I
I s N
11
[ 1
C
-
iS,Pl
lS,L
-
/\MPCE UMBER
1
1-l
-
12-l
J
.
Boring 11
SOIL DESCRIPTION
Very dense, damp, light brown clayey sand
(SC) Moderately Indurated Sandstone
Bottom of Hole
Boring 12
Compacted, damp, brown clayey sand
FILL
Bottom of Hole
-For dn,cription 0‘ r”mbcl,. see Figure 2.
LOGS OF TEST BORINGS 11 AND 12 I
, PLAZA CAMINO REAL
DRAwNL3Y: A1.S 1 CHECKEDBY: btvb%l PFWNECTNO: ]f,-173 1 DATE: g-2-75 f=lC"RE MO: , q
Borina 13
83
18
8
13-l
13-2s
13-3
13-4
'3-5
-J
SOIL DESCRIPTION
Compacted, damp to moist, light brown to
light gray silty fine sand
FILL
Soft, saturated, dark gray silty clay (CH)
Medium dense, saturated, dark gray silty medium sand (SM) with slight organic odor
Soft to firm, saturated, gray silty clay
(CH) with silt layers
Very loose, saturated, very dark gray fine
sandy silt (ML)
Soft to firm, saturated, dark gray silty
clay (CH)
Loose to medium dense, saturated, gray silty
fine sand (SM) -- -----
Continued on next page
LOG OF TEST BORING 13
PLAZA CAMINO REAL
DRAWN fw /\LS CHECKED BY:) & ti PROJECTNO: yj-,yj 1 DATE: g-2-75 1 FlOUREWO: 20
To. - ‘DD -
12
10
-
- , - ‘BC -
c
a
15
19
10
24
-
I
-
DTHE ESTS
KS=
2600
'I
-
R
Boring 13, continued
;AMiYx lUMBER SOIL DESCRIPTION
I
Loose to medium dense, saturated, gray silty
fine sand (Sk!)
Medium dense to dense, saturated, gray silty
13-12
Hard, saturated, olive gray-brown fine sandy
clay (CL-CH)
Poorly Indurated Claystone
Poorly to Moderately Indurated Claystone
'Fordercription o‘,yrnboll,*ea Figure 2. I
LOG OF TEST BORING 13
PLAZA CAMINO REAL
DAAWN By: ALS CHECKED BY: 1 yLi1 PAoJeCTNO: 75-173 1 DATE: g-2-75 FIOURE NO: 21
GRAVEL COBBLES I SAND
C&?rse Fine SILT and CLAY cows kdium Fine I
Mesh Opening - ins. Sieve Sizes I Hvdrcxneter AnLlvsis I I 1
‘. . .
100 50 10.0 5.0 I.0 0.1 0.05 0.01 0.005 O.OOl
GRAIN SIZE IN MILLIMETERS
SAhiPLE CLASSIFICATION AND SYMGOL *LL 'PI
l-4 Silty clay (CH) 60 39
l-6 88 64 ._ Silty clay (CH)
2-9 Siltv&ay (CL) 37 15
4 -1 Sandy clay (CL) -- --
4-5 Sandy silt (ML) 36 10
7-1 Silty clay (CH) 56 30
*LL = Liquid Limit
'PI = Plasticity Index
I GRAINSIZE DISTRIBUTION CURVES I
I PLAZA CAMINO REAL
DRAWNDY: ALS j CHECKEOUY:~~~~ P”OJECTNO: 75-173 1 DATE: g-4-75 PIOVRE NO: 22
GRAVEL COBBLES I SAND
Coarse Fine SILT and CIAY coars Medium Fine I
Mesh Opening - ins. Sieve Sizes Hvdrometer Analvsis r I I I
100 0
90 IO
60 7.0
70 30
z
0
60 1K)z
Y 2
0. is
5 2 50 505
2 %
90 60
30 70
20 60
IO 90
0 loo
100 50 10.0 5.0 I .o 0.1 0.05 0.01 0.005 0.001
GRAIN SIZE IN MILLIMETERS
_,:. . .
‘LL = Liquid Limit
‘PI = Plasticity index
GRAIN SIZE DISTAIBUTION CURVES
I PLAZA CAMINO REAL
D”AWN “Y: A1.S CHECKED OY: uq PROJECT NO: 75-173 1 DATE: g-4-75 FIOURE NO: 23
PLASTICITY CHARACTERISTICS 12-1
Liquid Limit, % 31
Plasticity Index, % 13 Classification by Unified Soil
Classification System SC
COBBLES1 ;A;y 1 c, Fy f 1 SILT b CLAY
150
ZERO AIR VOIDSCURVES
GRAIN SIZE. mm
MECHANICAL ANALYSIS
DIRECT SHEAR TEST DATA 12-1 I 1
b* “D”ri+l, nr‘ I, 1, n I I I , Y”‘as.,, r”, I, I, .+ I
Initial Water Content. % 11.6 1 t
Final Water Content, % WI!
Apoarent Cohesion. orf 410 I I
Apparent Friction Angle, degrees 20
I SWELL TEST DATA I--I I .I
Dry Qenaitv, pcf I
water content, % I t
._ -_ -- 40 LABORATORY COMPACTION
LABORATORY COMPACTION TEST TEST METHOD: &m D 1 !i!i?'-7f-l
I FILL SUITABILITY TESTS 1
I PLAZA CAMINO REAL
DHAWN DY: A[ s CHECKED BY: vi% ~PROJECT NO: 15-173 1 DATE: g-4-75 FIGURE NO: 24
I I 7-l
0 0 IO 20 30 110 50 60 90 loo
LIQUID LIMIT. LL
PLASTICITY CHART.
For Classification of Fine - Grained Soils in Unified System
Legend
CL
CH
ML
HH
OL
OH
SM
SC
Inorganic clay of la, to medium plasticity.
Inorganic clay of high plasticity.
Inorganic silt of lcw plasticity.
Inorganic soil of high plasticity.
Organic silt or clay of Icw plasticity.
Organic clay of high plasticity.
Silty sand.
Clayey sand.
,
. .
I PLASTICITY CHART
PLAZA CAMINO REAL
O"AWN~,Y: I\I,.S 1 CHECKEOBY:‘#~l PROJECTNO: 75-173 1 DATE: g-4-75 1 FIOUHENO: 25
RESULTS OF LOADED SWELL TESTS
-!I
iample
lumber
4-l
Initial
Dry ensit)
&
106.3
fiater
>nteni
Ji=
13.8
*
aturatio -s-
67
Final T
Dry ensit:
pcf
101.4
,Diameter of Samples: A-6"; inches
Height of Samples: . 9 inches
Water
ontent
L
23.5
*
aturatio
-7L
99
P
n 1 T
'ressur'
psf
160
Expansion
% of Initial Heigh
4.8
*assumed specific gravity - 2.65
LOAOEDSWELLTESTS
L PLAZA CAMINO REAL
DRAWNOY: ALS 1 C"ECKEoBY:$p~ PROJECTNO: 75-173 1 o*TE: n-29-75 1 FlO"REN0: 26
. ..-^_..._^- ^. .,^_ ^ ^_._... --..w,.
SAMPLE 1 - 4
1.24
1.16
1.08
0 5
E 1.00
z
4
e0 -
--
PRESSURE - Tons per sq. ft.
. .
I CONSOLIDATION TEST
PLAZA CAMINO REAL
SAMPLE 2 - 2
2.2
2.0
1.8
1.6
1.4
1.2
1.0 10.0 PRESSURE - Tons per sg. ft.
-
-
-
-
-
-
-
-
-
100
. .
CONSOLIDATION TEST
PLAZA CAMINO REAL
DRAWNBY: Al < I CHECKED fw: \.; 'W, PROJECTNO: 75-171 DATE: q-a-75 I Flo"RENO: 31)
SAMPLE ~2 - 7
0.72
U.b8
o 0.66
2
~1 0.64
G
0.62
0.60
0.58,
0.56
0.01 0.1
i . .
PRESSURE - Tons per sg. ft.
INITIAL DRY DENSITY, pcf 95.4 SPECIFIC GRAVITY OF SOLIDS 7.67
INITIAL WATER CONTENT, % 30.0 INITIAL VOID RATIO, eo 0.75
INITIAL SATURATION, $ 100 COMPRESSION INDEX, c, 0.114
FINAL DRY DENSITY, pcf 101.8 SWELL INDEX, C, 0.031
FINAL WATER COKTENT, % 25.4 EFFECTIVE OVERBURDEN PRESS, P',,. tsf 2.56
FINAL SATURATION, $ 100 MAX. PAST PRESSURE, PC. tsf 0.79
CONSOLIDATION TEST
PLAZA CAMINO REAL
DRAWN BY: ALS 1 CHECKED BY: k WI PROJECTNO: 75-173 I DATE: 9-4-75 I Flo"REN0: 29
l”,nn”lr,““n n, “nr ““.,.-III IL.IIC
Project No. 75-173 ATTACKlENT I
Page 1 of 2
TESTING ENGINEERS - SAN DIEGO
3467 KUR’IZ ST.. P.O. BOX 80985. SAN DIEGO. CA 92138 (714) 225.9641
Lneon*TonY NilMBER, SD3&3,95 Job No. 1086 DATE August 8, 1975
JOB m&T*: Plaza Camino Real Expansion SAMPLE DATA:Job No. 75-173, S/N i: 11-l.
Woodward-Clyde Consultants 3167 Kurt2 street
San Diego, California 92110
Boring #ll. Sample subkited to the
laboratory August 1, 1975.
X
GRADlNG ANALYSlS
;IE”E SUE
3”
2”
%”
I,(, .’
_o*’
-4
8
a6
r30
=50
,- 100
PERCENT PASSlNG As RCVD. AS “*ED --
izxm
:M*RKS: *.
1 cc.
TllC : nn
zz
-
=
cOMP*cTOR PRES5 P.S.,.
h4msr @ CDMPACTlON 76 -
DENslrr 1 #,CU. FT.
R-VALUE STABILOMETER
EX”D. PftESSURE P.S.,.
STAFI THICK FEET
EXPAN. PRESS. TH,cx.FEET
1 T. 1. ~AssuMco, = m-v
z=z
R- “I\L”E DATA
F
23.9 I I
99.3 1 I
“I\L”E DATA c D r E
130
23.9 --
99.3
15
570
---
0.50
15 I I
0.50 I I
BKSTAB. @ 300 P.S.!. EXUD. = 8
BY EXPANSION PRESSURE = ---
AT Es!JlLleRl”M = a
=
SAND E.aUl”ALENT =
----
DUR*BIL,TY cCo*nsE, =
3”RABILITY (FINE, =
LlQ”lD LlMlT =
PLASTlC LlMlT =
P. 1. =
Project No. 75-173' ATTACHMENT I 'on"'n"
Page 2 of 2
TESTING ENGINEERS - SAN DIEGO
3467 K”Rl-2 ST.. P.O. BOX 80985. SAN DIEGO. CA 92139 (714) 225.9641
__
LIIBORIITOHY NUMBER SD30-3736 Job No. 1086 D*TE August 8, 1975 -
JO" DATA: Plaza Camino Real Expansion SAMPLE DATA: Job No. 75-173, SIN 1112-l.
Woodward-Clyde Consultants
3467 Kurtz Street
San Diego, California 92110
GRADING ANALYSIS
4CYE
.~> IL E
2,”
3,,
_, ,,
i ”
-4”
L,!, -8
.)S I,
f ‘j
:~ 8
2 1 6
=30
250
~‘100
PERCENT PASSING AS RCVD). AS UsEo
_-
rT(cm .i.
:;%I*RK*:
1 CC.
,-
Boring #12. Sample submitted to the
laboratory August 1, 1975
1
cOMP*CTOR PRES5. P.S.,.
MOET 0 COMPACTtON %
- .,
DENSITY . +,cu. FT.
R.“AL”E STABlLOMETER
EXVD. PREBSURE . P.S.,.
ST*% THICK . FEET
Em-AN. PnEss. THICK-FEET
T. 1. fA55”MEDl = .
- 1
1
I
150 95 120
13.8 15.6 14.7
18.1 113.3 116.3
16 9 13
380 180 260
--- --- ___
0.53 0.03 0.27
--- ---
E
-__
~-
Y
$;
BY STAB. B 300 P.S.,. EX”D. = 15
:; BI EXPANSION PRE5SURE = ___
AT E9UILIBRI”M = 15
SAND EwJI"ALENT = --
DURABILITY ,Co*nsE, = LlQ”l.3 LLMIT =
Dun*eluTv (FINE, = PLISTK LIMIT =
I=. 8. =
-.Y
n
I.I,P. r.”
;g.yjgg
‘Plmmna l, P,.nn”.n” 1, r.. 111 1001
.~
~-.
I
II
.- III
Project No. 75-173
.-
ATTACHMENT I1
'Page 1 of 4
SPECIFICATIONS FOR CONTROLLED FILL
GENERAL
These specifications cover preparation of existing surfaces to receive fills;
the type of soil suitable for use in fills; the control of compaction and the
methods of testing compacted fills. It shall be the Contractor's responsibility
to place, spread, water and compact the fill in strict accordance with these
specifications. A Soil Engineer shall be the Owner's representative to inspect
the construction of fills. Excavation and the placing of fill shall be under
the direct inspection of the Soil Engineer ; and he shall qive written notice
of conformance with the specifications upon completion of grading. Deviations
from these specifications will be permitted only upon written authorization .
from the Soil Engineer. A soil investigation has been made for this project;
any recommendations made in the report of the soil investination or subsequent
reports shall become an addendum to these specifications.
SCOPE
The placement of.controlled fill by the Contractor shall include all clearing
and grubbing, removal of existing unsatisfactory material, preparation of the
areas to be filled, spreading and compaction of fill in the areas to be filled,
and all other work necessary to complete the grading of the filled areas.-
MATERIALS
1. Materials for compacted fill shall consist of any material imported or
excavated from the cut areas that, in the opinion of the Soil Engineer, is
suitable for use in constructing fills. The material shall contain no rocks
or hard lumps greater than 24 inches in size and shall contain at least 40% 1
of material smaller than l/4 inch in size. ('Materials greater than 6 inches
in size shall be placed by the Contractor so that ~they are surrounded by com-
pacted fines; no nesting of rocks shall be permitted.) No material of a perish-
able, spongy, or otherwise of an improper nature shall be used in filling.
2. Material placed within 24 inches of rough grade shall be select material
that contains no rocks or hard lumps greater than 6 inches in size and that
swells less than 3% when compacted as hereinafter specified for compacted
fill and when subjected to an axial pressure of 160 psf.
3. Representative samples of material to be used for fill shall be tested
in the laboratory by the Soil Engineer in order to determine the maximum
density, optimum moisture content and classification of the soil. In addition,
the Soil Engineer shall determine the approximate bearing value of a recom-
pacted, saturated sample by direct shear tests or other tests applicable tom
the particular soil.
4. During grading operations, soil types other than those analyzed in the
report of the soil investigation may be encountered by the Contractor. The
Soil Engineer shall be consulted to determine the suitability of these soils.
Project No. 75-173 .4TTACHr,iENT II
Page 2 of 4
IV COMPACTED FILLS
1. General ',
(a) Unless otherwise specified, fill material shall be compacted by the
Contractor while at a moisture content near the optimum moisture content
and to a density that is not less than 90% of the maximum density deter-
mined in accordance with ASTM Test No. D1557:70T, or other density methods
that will obtain equivalent .results.,
(b) Potentially expansive soils may be used in fills below a depth of
24 inches and shall.be compacted at a moisture content greater than the
optimum moisture content for the material.
2. Clearing and'Preparin9~Areas to~be.Filled
(a) All trees, brush, grass, and other objectionable material shall be
collected, piled and burned or otherwise disposed of by the Contractor
so as to leave the areas that have been cleared with a neat and finished
appearance free from unsightly debris.
(b) All ~vegetable matter.and objectionable material shall be removed by
the Contractor from the surface upon which the fill is to be placed and
any loose and porous soils shall be removed or compacted to the depth
shown on the plans unless otherwise.specified in writing by the Soil Engineer. The surface shall than be plowed or scarified to a minimum‘
depth of 6 inches until the surface is free from uneven features that s
would tend to prevent uniform compaction by the equipment to be used.
'(c) Where fills are constructed on hillsides or slopes, the slope of the
original ground on which the'fill is to be placed shall be stepped or
keyed by the Contractor as shown on the attached Figure. The steps shall.
extend completely through the soil mantle and into the underlying for-
mation materials.
(d) After the foundation for the~fill has been cleared, plowed or scari-
fied, it shall be disced or bladed by the Contractor until it is uniform
and free from large clods, brought to the proper moisture content and com-
pacted as specified for fill.
3. Placing, Spreading, and Compacting Fill Material
(a) The fill material shall be placed by the Contractor in layers that
when compacted shall not exceed 6 inches. Each layer shall be spread
evenly and shall be thoroughly mixed.during the spreading to obtain uni-
formity of material in each layer.
. . (b) When the moisture content of the fill material is bel that speci-
fied by the Soil Engineer, water shall be added by the Contractor until
the moisture content is as specified.
(c) When the moisture content of the fill material his above that speci-
fied by the Soil Engineer, the fill material shall be aerated by the Con-
tractor by blading, mixing; or other satisfactory methods until the moisture
content is as specified.
Project No. 75-173 ATTACHMENT II
Page 3 of 4
V
,._VI
(d) After each layer has been placed, mixed and spread evenly, it shall
be thoroughly compacted by the Contractor to the specified density. Com-
paction shall be accomplished by sheepsfoot rollers, vibratory rollers,
multiple-wheel pneumatic-tired rollers or other types of acceptable corn7
patting equipment. Equipment shall be of such design that it will be able
to compact the fill to the specified density. Compaction shall be con-
tinuous over the entire area and the equipment shall make sufficient trips
to insure that the desired density has been obtained.
(e) Surface of fill .slopes shall be compacted so that the slopes are
stable and there shall be no excessive loose soil on the slopes.
INSPECTION
1. Observation and compaction tests shall be made by the Soil Engineer during
the filling and compacting operations so that he can state his opinion that the
fill was constructed in accordance with the specifications.
2. The Soil Engineer shall make field density tests fin accordance with ASTM
Test No. D1556-64T. Density tests shall be made.in the compacted materials
below the surface where the surface is disturbed. When these tests indicate
that the density of any layer of fill or portion thereof is below the speci-
fied density, the particular layer or portion shall be reworked until the
specified density has been obtained.
PROTECTION OF WORK
1. During construction the Contractor shall properly grade all excavated
surfaces to provide positive drainage and prevent ponding of water. He shall
control surface water to avoid damage to adjoining properties or to finished
work on the site., The Contractor shall take remedial measures to prevent . '
erosion of freshly graded areas and until such time as permanent drainage
and erosion control features have been installed.
2. After completion of grading and the Soil Engineer has finished his obser-
vation of the work, no further excavation of filling shall be done except under
the observation'of the Soil Engineer.
_,.- . .
Project No. 75-173 ATTACHXNT II I
Page 1 of 2
GUIDE SPECIFICATIONS FOR SUBSURFACE DRAINS
I. DESCRIPTION
Subsurface drains consisting of standard drain tile, perforated
Orangeburg drain pile, or perforated corrugated metal pipe, shall be
installed as shown on the plans and in accordance with these specifications,
unless otherwise specified by the Engineer.
II. MANUFACTURE
Underdrains shall be manufactured in accordance with the following
requirements:
1. Standard drain, tile shall conform to the requirements of ASTMD-C4.
2. Perforated Orangeburg pipe shall conform to the Federal Specifi-
cations SS-P-356.
3. Perforated corrugated metal pipe shall conform to the AASHOD-M136.
III. FILTER MATERIAL
Filter materiallfor use in backfilling trenches around and over under-
drains shall consist of clean, coarse sand and gravel or crushed stone cbn-
forming to the following grading requirements:
SIEVE SIZE PERCENTAGE PASSING SIEVES
2-112" 100 i
l-l/2" 80-100
314" 60- 95
No. 4 35- 65
No. 8 25- 50
No. 30 L 5- 25
No. 200 o- 3
IV. LAYING
Trenches for underdrains shall be excavated to
to the outside diameter of the pipe plus I!.foot and
below the top of the wall footing or as directed by
of the trench~shall then be covered ftill width by a
a minimum width equal
to a depth of 2 inches
the Engineer. The bottom
layer of plastic film or
building paper, and the drain pipe shall be laid. Unless otherwise specified,
perforated pipe shall be laid with the‘perforations at the bottom and sections
;I shall be joined with couplers. Drain tile shall be laid with a clear opening
of l/2" between sections. The pipe shall be laid on's minimum slope of 0.2%.
After the pipe has been placed, the trench shall be backfilled with
filter material to the elevation: shown on the plans, or as directed by
Engineer. The remainder of the trench shall then be backfilled with an
impervious soil which shall be compacted to the requirements for engineered
fills.
Project No. 75-173. ATTACHMENT III
Page 2 of 2
GUIDE SPECIFICATIONS FOR SUBSURFACE DRAINS (CONTINUED)
s- . *,v . a.;
,‘_ ; ’
:. .,
A’
,q ‘:
:. . .
. ‘9.
.% - *
..{’
: .:. .
9.’ ..:
:-,:a
s* p
lUPERVlOUS SOIL r ‘-
WATERPROOF MEMBRANE
FILTER MATERIAL 16” Min.
TYPICAL SECTION
4” DIA. PIPE
PLASTIC FILM CR
BUILOING PAPER