HomeMy WebLinkAbout; Lowder Lane - Paseo Del Norte; Soils Report; 1975-04-09I
. -
,' i '~ A -, .. **
SOIL INVESTIGATION REPORT
PROPOSED CmERCIAL COMPLFX
,, 6 ,,"~ , .. .\yri ' , ,y,, t : : %~.
MAY 2 4 1977
CITY OF CARLSBAD
PREPARED FOR : Building Department
Chamac, Incorporated 747 Enterprise Street Escondido, California 92025
PREPARED EY:
Southern California Testing Laboratory, Inc.
Post Office Box 20627
6280 Riverdale Street
San Dieqo, California 92120
(.”
April 9, 1975
Chamac, Incorporated 747 Enterprise Street
Escondido, California 92025
SCT 512069
Report No. 1
Attention: Mr. Tony Buckman
SUBJECT: Soil Investigation for the Proposed Site of a Commer- cial Complex, Lowder Lane, Carlsbad, California.
Gentlemen:
In accordance with your request, we have performed an investiga- tion of the soil conditions at the subject site. We are trans- mitting herewith a report of this investigation.
The analysis of our findings is intended to provide the required information to design the foundation and grading plans for the proposed development.
In general, we found the existing on-site fills to be relatively
free of deleterious material and to have low to moderate settle- ment characteristics. Provided the recommendations presented within the body of this report are followed, it is our opinion that the site will be suitable for the proposed development.
not hesitate to contact this office.
If you have any questions after reviewing our report, please do
This opportunity to be of service is sincerely appreciated.
Respectfully submitted,
SOUTHERN CAJ-IFORNIA TESTING LAB., INC.
CHC : j le cc: (6) Submitted (2) Mr. Russ Richards
(1) SCTL, Escondido
REPORT OF SOIL INVESTIGATION
PROPOSED SITE OF A COMMERCIAL COMPLEX
LOWDER LANE
CARLSBAD, CALIFORNIA
PROJECT DESCRIPTION AND SCOPE
This report presents the results of our soil investigation for the
Lane and to the south of Palomar Airport Road in the City of Carls- site of a commercial complex to be located on the west side of Lowder
bad, County of San Diego, State of California. A brief legal descrip-
tion of the site is Parcel 1 of Parcel Map No. 3415 filed in the Office of the County Recorder. It is our understanding that six single story
concrete block structures with slab-on-grade construction are planned
for the site.
It is further understood that the proposed site grading will consist of the following:
0) The placement of approximately 17 feet of fill in the drainage
channel on the south side of building pad no. 1 and lowering the north portion of this pad by approximately nine feet.
2) Lowering building pad nos. 2 and 3 by approximately two to
four feet.
3) Raising building pad nos. 4, 5 and 6 by four to seven feet.
The site configuration and test boring locations are shown on the attached plot plan (Plate No. 1) .
This soil investigation was undertaken to:
a) Determine the physical properties of the prevailing soils
teristics. including their supporting capacities and settlement charac-
b) Provide design information regarding foundations and site grading including stability of cut and fill slopes.
. -
SCT 512069 April 9, 1975 Page Two
c) Determine potential construction difficulties and provide recommendations concerning these difficulties.
FINDINGS
Site and Soil Conditions
The present site topography slopes gently downward in a southerly direction. Near the southerly boundary the topography falls off
relatively steeply to an inundated ,drainage channel. This topo- graphy is approximately shown on the attached plot plan (Plate No. 1). The existing slope between the drainage channel and the upper
pad has experienced severe erosion damage that has resulted in two
Concrete chunks and other debris including deleterious material have
eroded channels with near vertical side walls 10 to 15 feet in height
been dumped in the northerly eroded channel apparently in an attempt to retard the erosion rate.
During the construction of the Interstate 5 freeway, fill material was placed within the site boundary to form the upper gently sloping area. Our field explorations indicated that the fill is relatively
exposure on a portion of building pad no. 6 to approximately 26 feet free of deleterious material and that it varies from natural ground
used to construct the fill were found to consist of a mixture of in depth in the vicinity of building pad nos. 1 and 2. The soils
silty sands and clayey sands with occasional pockets of sandy clay. We estimate that approximately 60 to 70 percent of the fill soils will be detrimentally expansive. Laboratory tests indicate that, in
dense wtth occasional pockets of loose to medium dense material. general, the consistency of the fill ranges from medium dense to
Consolidation tests performed on the fill material indicate that the fill has low to moderate settlement characteristics.
The natural undisturbed soils underlying the fill raterial in the
northerly one-half of the site were found to consist of approximately
two feet of medium dense silty sands to clayey sand topsoils which,
one-half of the site, the dense formational materials are overlain in turn, are underlain by dense formational soils. In the southerly
The depth of these sedimentary deposits are believed to be in excess
by saturated drainage channel sediments which contain organic matter.
Uf 10 feet. Apparently the loose sediments in the drainage channel were not removed and recompacted prior to placing the existing on-
and 29 feet below the surface in test boring nos. 4, 5, and 6, respec-
site fills. Free groundwater was encountered at a depth of 34, 31,
channel at the southerly end of the site. tively. Free groundwater was also noted in the bottom of the drainage
SCT 512069 April 9, 1975 Page Three
At the time of our investigation, the site was free of existing struc- tures and vegetation was noted to consist of sparsely scattered brush and low grass.
RECOMMENDATIONS
General
The settlement characteristics of the existing fill and channel sedi-
mentary deposits warrant special consideration with regard to site preparation and/or footing design. Methods to alleviate potential settlement problems consist of removinq and recomDactina the entire
designed foundatipa system in connection'with a mat of uniform1
fill, Etilizinq pier or pile foundations 02 WJizinq a specially-
chnpacted soil. The general intent oi tnls recmendatioii?s to minimize the possible settlements and the projects report is to provid2
development cost. With this in kind, the use of a compacted ioii mat with specially designed footings should provide the most econ- omical means for developing the proposed project. Based on this, the following recommendations are provided.
Site Preparation
conditions to an extent that spread footings can be used to support In order to minimize the potential settlement of the existing soil
on a mat of uniformly compacted soil. The general configuration the proposed structures, we recmend that the structures be founded
of the mats necessary to provide adequate support for the structures
addition to the construction of the soil mats, special preparation is shown in the typical cross-section provided on Plate No. 1A. In
will be necessary in the drainage channel located in the southerly portion of the site. We anticipate that excessive time dependent consolidation could'oocur in the channel sediments due to the imposed
fill loads. In order to minimize the settlement potential and reduce the consolidation time, the following preparation is recommended.
1) Since the anticipated settlement will be time dependent, the southerly building pad should be the first of the six pads to be constructed.
2) A drag line should be used to remove all organic matter and at least 2 feet of the sediments from the bottom of the chan- nel. Consideration should be given to removing the sediments
ment, as well as the time required to achieve the ultimate tQ depths greater than two feet since the ultimate settle-
settlement, will be reduced proportionately.
SCl' 512069
c.
April 9, 1975 Page Four
Once the channel is processed as recommended above, the
or crushed rock. The use of crushed rock for the bridging inundated areas may be bridged with either the on-site soils
in lieu of the on-site soils would accelerate the consolida- tion time by providing both a self-compacted fill and a free drainage surface to dissipate pore pressure build up in the underlying sediments. The bridge lift should be at least 3 feet higher than the water level to reduce the possibility of
excessive pumping.
Once the building pad is complete, settlement monuments should be placed at finish grade to monitor the settlements which will occur in the old fill and sedimentary deposits which are not removed. These monuments should be read at least once a week
until it can be determined that secondary consolidation has been established and that further settlements are not likely to be excessive. Only at this time should building construc- tion begin.
In order to further accelerate the consolidation process, con- sideration should be given to using this building pad as a stockpile area for the soils excavated from the other pads
during the construction of the compacted soil mats.
Foundations
General: Tn order to reduce the pbssibility of structural damage due
mentary deposits, we recommend that continuous footings that will sup- to 1Ong-tenn consolidation in the old fill material or channel sedi-
port the concrete block walls be founded a minimum of 18 inches below
adjacent finish grade and be reinforced with a minimum of one No. 5 bar pO8itioned three inches below the bottom of the footing and one No. 5 li)*r positioned one inch clear below finished floor. The isolated interior column footings should be founded a minimum of 12 inches be- low the bottom of the slab and should have a minimum width or diameter of 24 inches.
The interior on-grade slabs should be constructed as free floating slabs and should be reinforced with 6" x 6"-10/10 welded wire mesh. The On- grade slabs should have a minimum nominal thickness of four inches and
should be underlain by a four inch blanket of clean sand, crushed rock or pea gravel.
Beatin@ Capacity: The allowable soil bearing pressure for the pre-
vailing Soils prepared as recommended above under "Site Preparation"
circular spread footings: i6 expreeaed by the following formulas for continuous, square and
SCT 512069 '. -
"
"
"
Continuous Footings
Circular Footings
Square Footings
April 9, I975 Page Five
q = 1.40 + 0.77D + 0.40B
q = 1.68 + 0.77D + 0.32B
q = 1.68 + 0.77D + 0.24B
Where q = Allowable soil bearing pressures as limited by shear in kips per square foot for full live and dead loads.
D = Footing depth below adjacent grade in feet.
B = Footing width or diameter in feet.
The above allowable stresses may be increased by one-third for wind and/or seismic loading and should be decreased by one-fourth for dead load only.
The allowable soil bearing pressure as determined by the above equa-
tions should be limited to 4.5 kips per square foot in order to reduce
at different bearing levels should be so located that the slope from the possibility of excessive settlements. Adjacent footings founded
bearing level to bearing level is flatter than one horizontal to one vertical.
Settlement Characteristics: Provided the recommendations presented within the bodv of this reDort are followed, the anticipated total and/or differential settlements may be considered to be- less than the settlements necessary to produce structural damage or distress within the proposed buildings. It should be noted, however, that
after construction. some minor cracks may occur and that minor repairs may be necessary
Slope Stability
The cut and fill slopes as proposed on the grading plan presented
by Roy L. Klema Engineers, Inc. dated January 20, 1975, were found
that the proposed slopes are changed, this office should be contacted to be stable with relation to deep-seated failures. In the event
for verification of the slope stability.
Earth Retaining Structures
AlbWable Passive Pressure: The allowable passive pressure for the prevailins soil condition is 180 DSf at the sruface, increasing at -*e tate of 136 psf per foot of dipth. This passive pressure has
one-third for wind and/or seismic loading. bean cdlnputed using a factor of safety of three and may be increased
The coefficient of friction of concrete to soil may be assumed to
be 0.43 for resistance to horizontal movement.
.
I-
,-
,-
,-
"
(- i J
SCT 512069 April 9, 1975 Page Six
Active Soil Pressure: Active soil pressures for the design of earth retaining structures may be assumed to be equivalent to the pressure of a fluid weighing 35 pcf and 55 pcf for unrestrained and restrained retaining walls, respectively. These soil pressures are for no sur- charge and for a drained and level backfill condition. If the backfill will not be level, or if a surcharge is anticipated, this office
should be contacted for the necessary increase in soil pressure.
EARTHWORK
Earthwork and grading contanplated for site preparation should be
Specifications and Special Provisions. Structural backfill should accomplished in accordance with the attached Recammended Grading
mined by A.S.T.M. 1557-66TI Method A.
be canpacted to a minimum relative compaction of 90 percent as deter-
FIELD EXPLORATIONS
Six subsurface explorations were made at the locations indicated on the attached Plate No. 1 on March 21, 1915. These explorations consisted of borings drilled by means of a rotary bucket type drill
rig. The explorations were conducted under the observation of our engineering geology personnel.
The explorations were carefully logged when made. These logs are presented on the following Plate Nos. 2 through 9. The soils are
described in accordance with the unified Soils Classification System as illustrated on the attached simplified chart. In addition, a verbal textural description, the wet color, the apparent moisture, and the density or consistency are given on the logs. Soil densities
for granular soils are given as either very loose, loose, medium dense, dense, or very dense. The consistency of silts or clays are given as either very soft, soft, medium stiff, stiff, very stiff, or hard.
Representative core samples were obtained by means of a split tube sampler driven into the soil by means of the "kelly bar" of the drill rig. The energy required to drive the split tube sampler is indicated
were carefully removed, sealed, and returned to the laboratory for on the boring logs as the "penetration resistance". The core samples
testing.
Dimturbed samples of typical and representative soils were also obtained and returned to the laboratory for testing.
LABORATORY TESTING
Laboratory tests were performed in accordance with generally accepted American Society for Testing and Materials (A.S.T.M.) test methods or suggested procedures. Representative samples were tested for
their natural densities and moisture contents. The results of these tests are presented on the boring logs.
April 9, 1975 Page Seven
i,-
1 I.
The expansive potential of clayey soils was determined in accordance with the following test procedure and the results of these tests appear on Plate 10.
I..- Allow the trimmed, remolded sample to air dry to a constant
; moisture content at a temperature of looo F. Place the dried sample in the consolidometer and allow to compress under a load
its expansion from an air dried to saturated condition. - of 150 psf. Allow moisture to contact the sample and measure
- In addition, the maximum density and the angles of internal friction
The results of the tests are presented on Plate 10 of this report.
and cohesion were determined for typical and representative samples.
- Four consolidation tests were performed and the results of these
tests are presented in the form of curves on Plate Nos. 11 and 12.
CLASS
j BORING NUMBER 1
DBSCRIPTION E -
Medium Dense, SANDY CLAYS,
FILL - Multi-Colored, Humid,
CLAYEY SANDS, AND SILTY SANDS 12
13
12
(Plastic Bags)
12
9
organic Order, Piece of Lumber
NATURAL TOPSOILS - Brown, Humid 7 to Moist, Med. Dense, VERY CLAYEY SAND
Olive-Gray, Wet, Stiff, VERY CLAYEY - SlWD 8
(Continued on Plate No. 9)
FOR LEGEND SEE PLATE NO. 9
Y -
117.4
121 .o
102.5
P -
3.8
11.2
22.5
Sr(l0 MVERMIJ? STREET
(uw -0, CALIFORNIA 82120
Carlsbad, California
*.i, . .: Cl
('
BORING NUMBER 2 1
DESCRIPTION
Medium Dense, CLAYEY SANDS,
SANDY CLAYS & SILTY SANDS
Tract of Organic R.emains
NATURAL TOPSOILS - Light Orange-B
Dry to Humid, Medium Dense, SILTY
Light Gray, Humid, Dense, SILTY
SAND
.. -. .
18'
FOR LEGEND SEE PLATE NO. 9
E -
10
12
13
11
'rown,
SANE
19
Y -
120 .o
116.1
129.3
120.5
t,! -
9.2
14.6
16,l
9.4
Commercial Complex
Carlsbad, California
Louder Lane
BORING LOG BY DH 3/21/75
No' 512069 I PLATE NO. 3
BORING NUMBER 3
CLAYEY SANDS, AND SILTY SANDS
Dark Yellow-Brown, Humid to
Moist, Dense, SILTY SAND .. -. .
14-: : :. .. .
I..
_. .. 16 ' "
FOR LEGEND SEE PLATE NO. 9
E -
18
19
14
Y -
10 4.3
M -
2.3
SOUTHERN CALIFORNIA Commercial Complex
TESTINQ LABORATORY, INC. Louder Lane
"E STREET Carlsbad, California
MN DIMO, CALIFORNIA 02l20
BORING LOG
BY DH
PLATE NO. 4 512069
M*E 3/21/75
1 BORING NUMBER 4
DESCRIPTION E
FILL - MultiWolored, Humid, Medium Dense, SANDY CLAYS,
CLAYEY SANDS, & SILTY SANDS
15
7
Plastic Bass - 7
7
Organic Traces 17
NATURAL - Der# Gray-Brown, Wet,
Medium Dense, CLAYEY SAND
(Continued on Plate No. 6)
13
Y -
0. 6
121.2
118.1
104.2
Y -
13.5
13.0
11.5
12.9
FOR LEGEND SEE PLATE NO. 9
$OUTHERN CALIFORNIA Commercial Complex TESTINQ LABORATORY. INC. Louder Lane
"L€ STREET 6RN DiEQO. CALIFORNIA 02120
Carlsbad, California
I
WRIWG LOG BY DH 3/21/75 lJoB 512069 I PLE.TE NO. 5
I
c BORING NUMBER 4 (CONTINUED)
DESCRIPTION
SC/ Dark Gray, Moist, Loose, VERY CLAYEY SAND
Gray to Yellow-Gray , Saturated, Medium Dense, CLAYEY SAND 38’
FOR LEGEND SEE PLATE NO. 9
E
5
-
9
Y M - -
107.9 17.6
SOUTHERN CALIFORNIA Commercial Complex
TESTIN(3 LABORATORY, INC. Louder Lane
0900 RlVEROALE STREET
(UN “0. WWORNIA 92120
Carlsbad, California
-#G LOG By
JOB NO.
DH 1” 3/21/75
61 3nca DTnmP x1n c
\ , 1, 1
BORING NUMBER 5
DESCRIPTION
FILL - Multi-Colored, Humid, Medium Dense, SANDY CLAYS,
CLAYEY SANDS, & SILTY SANDS
"-
Wet
NATURAB CHANNEL VUCX - Black, Moist, Medium Stiff, SANDY CLAY
Material) (Cbntains Plastic Bags & Organic
Gray, Wet, Med. Dense to Dense,
z xv
~~
E -
18
7
9
9
7
7
Y -
106.0
106 .O
106.5
112.9
106.4
102.4
~~
M -
8.9
8.9
11.4
11.2
21.2
19 .8
FOR LEGEND SEE PLATE NO. 9
SOIJTHERN CALIFORNIA
TE&TlNa LABORATORY, INC. Commercial Complex
Louder Lane
8AN Dlabo. CALIFORNIA 92120
Carlsbad, California WERDALE STREET
BORING LOG BY DH I"' 3/21/75
512069 I PLATE NO. 7
k"
,-
BORING NUMBER 6
DESCRIPTION
FILL - Multi-Colored, Humid,
Medium Dense , SANDY CLAYS,
CLAYEY SANDS & SILTY SANDS
7
Loose to Medium Dense
NATURAL CHANNEL MUCK - Black, Foist, 5 Medium Stiff, ORGANIC CLAY
3oJ FOR LEGEND SEE PLATE NO. 9
Y -
126.9
108.2
114.9
M -
10.7
10.6
10.9
8oufmRN CALIFORNIA TESTlNQ UBORATORY, INC. Commercial Complex Louder Lane
(IAN -0, CALIFORNIA 92120 "LE 8TftEET Carlsbad, California
BOzyNG LOG BY DH 1" 3/21/75
512069 I PLATE NO. 8
Z!
i .I '
E' JURING NUMBER 6 (CONTINUEL?) 1 +-
CLMS DESCRIPTION E Y M - - -
Gray, Moist, Loose to Medium Dense, CLAYEY SAND 5 105.6 18.9
34J LEGEND - : Sample Location
- - v. Water Table
E: Samples Penetration Resistance (Ft. Kips/Ft.)
Y: Natural Dry Density (pcf)
M: Natural Moisture Content (% of Y)
-
fDWHERN CALIFORNIA TESTING LABORATORY. INC. Commercial Complex
Louder Lane
MU DIC(I0, CALIFORNIA 02120 "LE STREET Carlsbad, California
I
BORING LOG BY DH I"' 3/21/75 lJoe 512069 I PLATE NO. 9
' DIRECT SHEAR C :'EST RESULTS
SAMPLE I DESCRIPTION
B2 @3.5' Undisturbed 33 200
B2 @2.5-3.5' Remolded to 90% 33 150
B5 @4.5-5' Remolded to 90% 33 150
B6 @5-6' Remodaed to 90% 22 200
MAXIMUM DENSITY 8 OPTIMUM MOISTURE CONTENT
ASTM 1557-70" METHOD A
I SAMPLE I DESCRIPTION Cmtent P/d
B2 e2.5-3.5 Yellow-Brown, Clayey Silty Sand 130.0 9.4
B4 @1.5-2.5 Lt. Orange-Brown, Clayey Silty Sand 122.7 11.7
J
B6 @5-6 12.2 120.0 Yellow-Brown, Clayey Silty Sand
I.
EXPANSION TEST RESULTS
SAMPLE B2 @ B6 @ B4 @ 2.5-3.5' 5-6 ' 1.5-2.5'
CONDITION Air Dried
Rem. @go%
Air Dried Air Dried
Rem. @90% Rem. @90%
INITIAL M.C. (@/e) 4.6 5.1 4.2
I tNlTlAL DENSITY(pcO I 127.6 I 123.4 I 121.3 I I I
NORMAL STMS (Wf) 150 150 150
WPANSION (*/e) 11.5 11.1 2.4
SOUTHERN CAUFORNIA TESTING LABORATORY, INC. DATE 4/4/75 BY CH
i 8AN DIEGO. CALlFORNlA 92120 0 RIVERDALE STREET JOB NO. 512069 PWTE NO. 10
LOAD kips/sq. ft.
Southan CaPtFnta % CONSOLIDATION vs LOG PRESSURE
BY CHC DATE 4/8/15
gesttng Sfabohatohy. 9nc. . PLATE NO. 11 Jo8 NO, 512(369
LOAD kips/q.ft.
Southem Cu&@rra % CONSOLIDATION vs LOG PRESSURE
BY CHC DATE 4/8/75
Fksttng Sfabonatoay. 9nc. JOBNO, 512069 I PLATE NO: 12
RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS
GENERAL INTENT
The intent of these specifications is to establish procedures for
clearing, compacting natural ground, preparing areas to be filled
and placing and compacting fill soi.l'to the lines and grades shown
on the accepted plans. The recommendations contained in the prelim-
inary soil investigation report and/or the attached Special Provi-
sions are a part of the RecoAended Grading Specif,ications and shall
supersede the provisions contained hereinafter in the case of conflict.
INSPECTION AND TESTING
A qualified soil engineer shall be employed to inspect and test the
earthwork in accordance with these specifications. It will be neces-
sary that the soil engineer or his representative provide, adequate
inspection so that he may certify that the work was or was not accom-
plished as specified. It shall be the responsibility of the contractor
to assist the soil engineer and to keep him appraised of work schedules,
changes and new information and data so that he may make these certi-
fications.
If, in,the opinion of the soil engineer,'substandard conditions are
encountered, such a,s questionable soil, poor moisture content, inade-
quate compaction, adverse weather, etc., he will be empowered to
either stop construction until the conditions are remedied or corrected
or reconmend rejection of the work.
APPENDIX A, PAGE 2 JOB NO. 512069 DATE 4/9/75
8. [<'
,i
k.
;.-
Soil tests used to determine the degreq of compaction will be performed
in accordance with the following American Society for Testing and Mat-
$:: erials test methods:
',< L' , "
,is
*.. ._
Maximum Density h Optimum Moisture Content - A;S.T.M. D-1557-70
- Density of Soil In-Place - A.S.T.M. D-1556-64
.- PREPARATION OF AREAS TO RECEIVE FILL
All vegetation, brush and debris shall be removed, piled and burned
or otherwise disposed of. After clearing, the natural ground shall be
scarified to a depth of 6 inches, brought to the proper moisture con-
tent, compacted and tested for the minimum density specified in the
.-
I Special Provisions or the recommendation contained in the preliminary
soil investigation report.
-
When the slope of the natural ground receiving fill exceeds 20% (5
- horizontal units to 1 vertical unit), the original ground shall be
stepped or benched.' Benches shall be cut to a firm competent soil
condition. The lower bench shall be at least 10 feet wide and all
" other benches at least 6 feet wide. .The horizontal portion of each
bench shall be compacted prior to receiving fill as specified herein-
before' for compacted natural ground. Ground slopes flatter than 20%
Shall be benched when considered' necessary by the soil engineer.
-
-
FILL WTERIAL
- Materials placed in the fill shall be approved by the soil engineer
and shall be free of vegetable matter and other deleterious substances.
Granular soil shall contain sufficient fine material to fill the
-
APPENDIX A, PAGE 3 JOB NO. 512069 . DATE 4/9/15
voids. The definition and disposition of oversized
and/or detrimental'soils are covered in the Special
rocks, expansive
Provisions. Ex-
pansive soils, soils of poor gradation or strength characteristics may
be thoroughly mixed with other soils to provide satisfactory fill mat-
erial, but only with the explicit consent of the soil engineer.
PLACING AND COMPACTION OF FILL
Approved fill material shall be placed in areas prepared to receive
fill in layers not to exceed 6 inches in compacted thickness. Each
.layer shall have a uniform moisture content in the range that will
allow the compaction effort to be efficiently applied to achieve the
.
specified degree of compaction. Each layer shall be uniformly com-
pacted to a minimum'specified density with adequately sized equipment,
either specifically designed for soil compaction or of proydn relia-
bility. The minimum degree of compaction to be achieved is specified
in either the Special Provisions or the recommendations contained in
the preiiminary soil investigation report.
Pie14 tests and Inspections to check the degree of compaction of the
fill will be taken by the soil engineer or his representative. The
location and frequency of the tests shall be at the soil engineer's
discretion. In general, the density tests will be made at an inter-
val not exceeding 2 feet in vertical rise and/or 500 cubic yards of
embankment.
.
APPENDIX A, PAGE 4 JOB NO. 512069 . DATE 4/9/75
SEASON LIMITS
Fill shall not be placed during unfavorable weather conditions. When
work is interrupted by heavy rain, filling operations shall not be
resumed'until the proper moisture content and density of the fill has
been achieved. Damage resulting from weather shall be repaired be-
fore acceptance of work.
UNFORESEEN CONDITIONS
In the.event that conditions are encountered during the site prepara-
tion and construction that were not encountered during the preliminary
soil investigation, Southern California Testing Laboratory, Inc. assumes
no responsibility for conditions encountered which differ from those
conditions found and; described in the preliminary soil investigation.
..
.' .
('
RECOMMENDED GRADING SPECIFICATIONS
SPECIAL PROVISIONS
The minimum degree of compaction to be obtained In conpacting
natural ground and in the compacted fill shall be 90 percent.
Detrimentally expansive soils is defined as soil which will
- swell more than 3 percent against a pressure of 150 pounds
per square foot from a condition of 90 percent density and
optimum moisture content to saturation. -
I . Oversized fill material is defined as rocks or lumps over 6
- inches in diameter. At least 40 percent of the fill soil
shall pass through a No. 4 U. S. Standard Sieve.
I
Y
..
UNIFIED SOIL CLASSIFICATION CHART
SOIL DBSCRIPTION S;Rm SYMBOL
1. COARSE GRAINED, More than half of material is laruer than No. 200 sieve size.
CLEAN GRAVELS GRAVELS
More than half of coarse fraction is
sieve size but larger than No. 4
smaller than 3". GRAVELS WITH FINES (Appreciable amount of fines)
- SANDS CLEAN SANDS More than half of coarse fraction is smaller than No. 4 sieve size. SANDS WITH FINES
of fines) (Appreciable amount
11. FINE GRAINED, More than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS
Liquid Limit less than 50
SIYrS AND CLAYS
Liquid Limit greater than 50
HIGHLY ORGANIC SOILS
ow
GP
OM
Gc
sw
SP
SM
SC
ML
CL
OL
m
CH
OH
PT
TYPICAL NAMES
Well graded gravels, gravel- sand mixtures, little or no fines . Poorly graded gravels, gravel sand mixtures, little or no
Silty gravels, poorly graded fines .
gravel-sand-silt mixtures. Clayey gravels, poorly graded gravel-sand, clay mixtures.
Well graded sand,gravelly sands, little or no fines.
sands, little or no fines. Poorly graded sands,gravelly
Silty sands, poorly graded sand and silt mixtures.
Clayey sands, poorly graded sand and clay mixtures.
Inorganic silts and very fine sands, rock flour, sandy
mixtures with slight plast- silt or clayey-silt-sand
icity Inorganic clays of lm to medium plasticity, gravelly clays, sandy clays,silty clays, lean clays. Organic silts and organic silty clays of lm plasticity
Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts.
plasticity, fat clays.
Inorganic clays of high
Organic clays of medium to high plasticity.
Peat and other highly organic soils.
SOUTHERN CALIFORNIA
TESTING LABORATORY