HomeMy WebLinkAboutCT 73-23; NORTH WESTERLY OF POINSETTIA AND LOWDER LANE; SOIL INVESTIGATION; 1974-12-16•
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PACIFIC SOILS ENGINEERING, INC.
17921 SKY PARK CIRCLE (SUITE G) IRVINE, CALIF. 92707
TELEPHONE: (714) 557-9450
Occidental Land, Inc.,
'4201 Birch Street
Newport Beach, CA. 92660
Attention: Mr •. J"gmes.D.uJ.ebobp ,
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,.subject: , Soil Engineering and Foundation Investigation;
Tract 73-23, 31.48 Acres Multi~Family Residential
Subdivision, Northwesterly of Poinsettia Lane and
Lowder Lane, in the City of Carlsbad,. California •
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, Gentlemen:
, L.A. COUNTY OFFICE
1402 W. 240th Street
Harbor City, Ca. 90710
(213)' 325-7272 or 775-6771
VENTURA COUNTY OFFICE
'Post Office Box 75
Thousand Oaks, Ca. 91'360
(213) 889 .. 9919
(805) 495-6513
December 16, 1974r
Work Order 100361
This report presents the r~sults of a soil engineering a~d 'foundation investigation performed
on the subject site.
A 4o-scale grading plan, prepared by WilHam G. Chuch and Associates,. was used for refer-
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ence during our field exp'loration and preparation of this report -It Tract boundaries ond p~o-
posed lot and street areas. are also. shown on t~is' map.
The site is to be developed as a multi-family residential subdivision with a recreation area
located in the ce~tral portion of the project. Pr~posed site grading will consist of on-site
cut and fill to attain building pad areas. It is anticipated that there will' be an excess of
materials on-site which will be exeorted.' ...... ~~ , C {jJ}{t; Rt::-(.
, Exclud!ng the perimeter fill slope proposed along the easterly tract bounpary line~ all cut
~nd compacted fill slopes ar~ programmed 'at gradients of two horizontal. to one vertical.
The fill slope at the easterly tract boundary is to be constructed at a one and one-half
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,Work Order 100361
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, horizontal to one vertical gradient • .cut slopes are proposed up to about 1O-feet in vertical
height; fill slopes up to 33-feet. In general, grading will consist,of cutting'a north-south
,trending central ridge and placing the excavated materials, as compacted' fill, on the east
and west flanks of the ridge.
-SITE LOCATION AND DESCRIPTION
• ' The site is an irregular shaped 31.48 acre parcel located northeasterly of Poinsettia Lane and
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,Lowder Lane, in the City of Carlsbad. The majority of the property is recently abandoned
farm land. The site is traversed in a north-south direction by an eight inch diameter steel.
main water I~ne with at-least three,laterals extending westerly beneath Lowder Lane, fo~
irrigation of farm la~d adjacent to the west. Other lines may exist on the site, but none,
'were -observed during our field exploration~ -
The majority of ',the site supports only a light growth of vegetation •. However, the easterly
p~rti,on of the property,is covered with a dense growth of dry brush and weeds,.,
The, topographic relief of the site consists,' in general, of a central north-south trending. ridge
with a gently.sloping west flank and a relatively steep east flank. The easterly portion of the
property is traversed by a ca'nyon located ~diacent and r~ughly parrallel to the easterly sub-
division boundary.
PACIFIC SOILS ENGINEERING. INC.
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Work Order 100361
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. DISCUSSION
•.. The site issonsidered sutt,SJblefQ.t,the type of deY-elQPment ~from a soil engineering
. standpoint;, however, the finar'grading plan should be submitted to the project soil enginee'r
for review a':ld co~ment prior to commencement. of grading. • '''!}'-. -. ," :-. " ..
Anticipated foundation soils are granular and non-expansive in nature.
Maximum relief, measured from Q high, on the ridge in the northerly part of the site, to a
• ·Iow in the canyon bottom in the east central portion, is on the order of 50-feet •
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Natural slope gradients range from as flat as seven pe~ent in the westerly part of the p~operty
to two horizontal to one vertical on. the easterly ridge flank.
_ An existing 15-feet + high, one and one-half horizontal to one vertical gradient cut slope
descends ~rom the southerly subdivision boundary to the northerly -edge of the present align-
ment of Poinsettia Lane. This slope is considered grossly stable but has suffered moderately
severe erosion damage.
The soil profile, as revealed in the test pits, generally consists of one dnd one-half t6 three
and one-:-half feef of reddish-brown, silty sands underlain by a variable depth of yello\Al'""brown
clayey sands, underlain in turn by interbedded silty sands and clayey sands to ~he depths explored •
The.. aforementioned soils consist of marine terrace deposits and ar~ the predominent onsite soils.
The upp~r one to two feet of terrace materials were found to be moist and loose. Below two.
feet to the depths explo~ed, .the soils are well consolidated. Removal and/or processing of
the upper soils will be required to provide a suitable base for compacted fill orfoundations.
PACIFIC SOILS ENGINEI:;:RING, INC.
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Work Order 100361
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Alluvial soil,s were encountered in test pit 8, made in the canyon bottom in'the easterly portion
of the property. The alluvium is comprised of interlayered silty sands, clayey sands and sandy"
--clays~to depths ex'plored. These materIals vary from damp to moist and are well consolidated
below a depth of two and one-half feet. Excavation of a toe bench, minimum IS-feet in width
and removal of the upper poorly consolidated soils will be necessary to provide a suitable base
'for the proposed compacted fill alon9. the ~y_subdivision boundary __
:. ,Cut slopes may be constructed below the toe of fil,1 slope, along portions of the easterly project
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boundary,.in fut~re grading development of the properties adjacent to the east. The toe bench
excavation made to establish the compacted fill at the easterly tract time should be deepened
'and/or widened, as necssary, to provide' for stability maintenance during and after theadiacent
site gradi ng is accomplished.
The depth of loose, poorly consolidated surface soil varies from one to two and one-half feet
in depth. Soils below these depths are medium dense. Upper soils wHi have to be processed,
,,-cleaned of roots, and thoroughly compacted beneath the 'proposed compacted fill. Removal
of two to four feet of native soils will be required where compacted fills are to be foundec;l
. above proposed cut slopes, to provide suitable support for the compacted fill and stability of
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the subjacent cut slopes.
Cut and compacted fill slopes will be considered grossly stable as planned. The possibility
that loose, cohesionless sands will be exposed by excavation of proposed cut,slopes is con-
sidered remote. Should cohesionless sands be encountered, the cut slopes would have, to be
und~rcut and repla~ed as equipment width compacted stabilization fills •
PACIFIC SOILS ENGINEERING. INC.
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December 16, 1974
Work Order 100361 Page 5 .
Silty and clayey sands will be -the dominant material exposed on finished cut and compacted
fill slopes~ These materials will ,be subject to surface erosion during periods of heavy rainfall.
, It is recommended that cut and compacted fill slopes~ five feet and greater in vertical height,
beseede~ oraplant~d as soon as practical ,,!fter completion of grading in order that veg~tal growth
is eStablished at the earliest possible time.
PropOsed on-site excavation wiH reduce the height of the' existing cut slope adjacent to Poin-, ,1 ,
, settia Lane to about nine feet. Subsequently, the slope is to be recut. to a two hQrizontal to
'one vertical gradient. This wHl result in a satisfactorr permanent cut slope~
Stability calculations have been made using shear stren~th parameters'determined for the most
, critical soils encountered. The Swedish Circu~ar Method was utilized for the stabHity calcu-
lations. The results are presented on Plat~s C-l through C-] 3 •
The ultimate bearing capacity was determined utilizing remolded shear strength characteristics.
The calculations, presented on Plate 8, indicate the native soils in a compact natural state or
-when properly plac~d as compacted fill, wHl h?ve' adequate bearing c,apac-ify to support the
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proposed residential structures.
9round water was not encountered in the exploratory excavations; nor is any anticip~ted -during
the proposed cut and fill grading operations.
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PACIFIC SOILS ENGINEERING. INC.
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December 16, 1974
Work Order 100361 Page 6
CONCLUSIONS AND RECOMMENDATIONS
Based upon the field exploration, laboratory testing and analyses, and our visual observations
of field conditions, the following conclusions and recommendations are submitted.
Site Preparation and Grading
1. Vegetal cover should be cleared from the site surface and removed from the property.
Some hand picking of roots may also be required during the progress of grading.
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2. All irrigation pipe(s) should be removed.
3. , Prior to placing compacted fill, the upper 12-inches of terrace materials should be pro-
cessed and compacted in-place to a minimum of 90 percent of the laboratory standard. '
Shallow cut . areas and areas left at natural grade should also be processed a~d compacted
in-place, as described above •
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4. The.upper alluvial soils in the easterly canyon bottom (vicinity of test pit 8), should be
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removed and the underlying 12-inches of materials processed and compacted to a minimum
of 90 percent of the laboratory standard to pr.ovide a suitable base for the proposed com-'
pacted fill. Removal of tYlO to four feet of alluvium is anticipated to be required.
A level toe bench excavation, minimum 15-feet in width,. should be made to establish
the proposed' compacted fill on the natural slope along the easterly tract boundary. Thi's
toe bench excavation may have to be deepended and/or widened, as previously discussed,
in consideration of possible future grading of the property adjacent to the east.
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Work Order 100361 Page 7
6. Where compacted fills are emplaced on natural slopes having gradients of five horizontal
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to one vertical or greater, benching removal of loose surface soils will be required as
filling progresses~ to provide a bond between the base of the compacted fill and natural
slope, and to expose dense soils for support of the fill. Benches should, in general, be
four 'feet in vertical height and should be made at intervals sufficient that all loose sur-
face materials are removed beneath the compacted fill.
S~nce the depth of loose, poorly consolidate~ surface soils on the site is variable, finaL
determinations regarding depths of removal and the need for processing of shallow cut
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areas will have to be made in the field during grading.
.In consideration of differential settlemel)t, the cut portion of building areas traversed by
daylight transition lines of cut to fill, should be undercut to a depth of 3D-inches,
the bottom processed and then replaced as compacted fill ..
Fill should be spread in thin lifts, watered or air-dried as necessary. to attain a near .
optimum moisture content and compacted to a minimum of 90 percent of the laboratory
standard.
Fill slopes should be back-rolled with a sheepsfoot roller at intervals of four feet, or
less; in height as filling progresses. The finished fill slope surfaces should then be
~ompacted either by track-rolling or utilizing a sheepsfoot and grid roller operated
from a side boom tractor. The moisture content of soils at the finished slope surfaces
should be at or near optimum moisture at the time slope compaction is accomplished.
PACIFIC SOILS ENGINEERING. INC.
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Work Order 100361 Page 8
Low height fill slopes may be over-filled and trimmed back to a compact surface in lieu
of grid-rolling •
. Design
1. With the provision that foundations bear in native onsite soils either utilized as compacted
fill or .in a compact natural state, a bearing capacity of 2,000 pounds per square foot may
be used for foundation design. Interior and exterior footing embedments for single-story
construction should be a minimum of l2-inches below the lowest adjacent grade. Exterior
footing embedments for two story construction should be increased to la-inches.
All footings should be a minimum of 12-inches wide. Bearing capacity calculations,
based on direct shear strength parameters, are presented on Plate B. An alloWable
lateral bearing of 300 pOunds per square foot per foot of depth to a maximum of 1500
pounds 'per square foot and a lateral sliding coefficient of 0.4 may be utilized in
foundation design. The above values may be increased by one-third to resist wind
and seismic loads. Continuous and isolated pier footings may be I)tilized.
Native onsite soils, which will be involve~ in grading, are nonexpansive in nature •
Based upon the onsite materials and F. H .A. criteria, the following foundation design
may be anticipated:
Non-Expansive Soils (Continuous Footings):
Siabs-on-grade:
PACIFIC SOILS ENGINEERING, INC.
No special retnforcem~nt .
6-inch by 6-inch, No. 10 by
No. 10 welded wire mesh
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Work Order 100361
Page 9
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Floor slabs-on-grade should be a minimum of four inches in thickness. A rock base
capillary break beneath floor slabs is not regarded as necessary. A moisture barrier
membrane such as a 1 (}-mit "Visqueen", or equivalent, placed on compacted subgrade
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should be provided beneath living area floor slabs. The hanier membrane should be
covered with a minimum of one inch thickness of clean sand to protect it and provide
, for proper curing of the concrete.
, Neither wire mesh reinforcement; nor a' moisture barrier membrane are regarded as -" ..
necessary for garage floor slabs.
Surface drainage should be directed away from fo~ndations. Roof and area runoff should
be directed away from the buildings.
Footing excavations should be trimmed neat and should be £ree from slough or loose
material; prior to placing concrete.'
Anticipated differential settlement under the estimated structural loads should be less
than one-quarter inch for foundations designed and constructed as recommended, and
in consideration of the recommended site grading ,recommendations.
Cut and compacted slopes will be considered grossly stable at the gradients arid the
heights programmed, provided that they are constructed in accordance with the
recommendqtions set forth in this report.
PACIFIC SOILS ENGINEERING. INC.
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December 16, 1974
Work Order 100361
SEISMICITY
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The site is located about equidistant from three maior fault systems (Newport-Inglewood, Agua-
. Caliente and Whittier-Elsinore). Numerous earthquakes along these fault systems have taken
,seismic factors.
Residential and light commercial structures should be designed in accordance with current
~ismic design criteria of the City of Carlsbadf which is contained in the 1973 edition of
the Uniform Building Code.
The site is located approximately 44 miles southeast of the Newport-Inglewood fault zone,
26 miles southeast of the Whittier-Elsinor fault zone, and 34 miles southwest from the Agua-
Caliente fault zone (See Figure 1).
The Long Beach Earthquake of 1933, the epicenter of which occurred in the Pacific Ocean
off of Newport Beach approximately 50 miles northwesterly of the site, registered 6.3 Richter
, Magnitude.
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A Richter Magnitude of 5.5 to 5.9 epicenter is the next highest recorded earthquake nearby.,
That epicenter is about 43 miles northwesterly of the property near Santiago Peak and is
associated With the Whittier-Elsinore fault zones.
PACIFIC SOILS ENGINEERING, INC. C1J)
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December 16, 1974
Work Order 100361
" Fa u It Dis p 1""0 c e" m 'e n t
Pa~e 11
No faults were indica!ed on the property in our search of available publications, nor was there
any evidence to indicate the presence of faulting during our field investigation • .In addition,
no faults that are considered active are located in the near proximity of the property; there-
fore, surface ground rupture appears remote.
G round Shaking
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The site will experience ground shaking during the life of the project. The effect of ground
" ' shaking will be influenced by not only the nature of the soils and underlying bedrock, but
also by the magnitude of the seismic event and the distance from the causative fault. Pre-
dominant period of motions and duration of shaking are also factors; however, for the type
of structures planned~ it is not considered necessary to include these parameters in the ground
shaking evaluation presented below:
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LIMITED SEISMIC ANALYSIS DATA SHEET
Epicenter
Miles from Mag-Max. Intensity
LocalitY of Epicente~ Epicenter nitude Accl. {mod.mercali
No. Relative to Site Fault Name. to Site {Richter} % scale
1 50 6.3 0.07 IX
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offshore Newport Beach Newport-
(Long Beach Earthquake Ingle'NOOd V ~ ~ ~
2
3
4
'1933)
near Santi gao Peak Whittier-43
(1938) Elsinore
Sylmar (1971) San Fernando lOS
Bryn Mawr (1923) San Jacinto 62
PACIFIC SOILS ENGINEERING, INC.
5.5
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6.3
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Work Order 1 00361
5 Hemet (1918)
6 Tehachapi (1952).
:7 Fish Creek M ountai ns
(1942)
Liquefaction
San Jacinto
White Wolf
Agua-Caliente
Page 12
48 6.8 01J75 IX
152 7.7 -0.00 . XI
82 6.5 0.04 ?
No -water was encountered over the project area to the depths explored. Based upon the sub-
surface investigation, the soils encountered were dense and not conducive to liquefaction.
Pacific Soils Engineering, Inc. warrants that its findings and recommendations contained in
this report are predicated upon the specific test pits and laboratory data as noted. The strata
immediately adjacent or beneath may have different characteristics. This warranty is expressly
in lieu of all other warranties expressed or implied; and no person, firm or corporation is
authorized to make any other warranty in lieu thereof on behalf of Pacific Soils Engineering,
Inc. .
This report is subject to review by the controlling authorities for the subject project. : .
Respectfully submitted,
PACIFIC SOILS ENGINEERING, INC. Reviewed by:
-By:
. f.) 62 J l-Ih0 R~tTTER: R~--
General Manager
Dist: (8) Addressee
By:
AJJ:RU:RPK/scb
PACIFIC SOILS ENGINEERING, INC.
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Reference:
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Ilnch=IO miles
ENGINEERI NG 'FEATURES AND FAULT MAP
Proctor, R. j;, 1966. index Map of S'ele~ted Maior Geologic and
~ngineering ,Features of Southern California in Engineering Geol'ogy
in Southern California; Special publication of Association of 'EngineE?ring
Geology, Southern California Section, ,1966, reprinted edition, 1969.
PACIFIC w.o. 100361
SOILS
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ENGINEERING, INC.
DATE 12-1:3 -74
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December 16, 1974
Work Order 100361
REFERENC ES
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Housner, G .• W., 1965, Strong Ground Motion; in Earthquake Engineering, Prentice-HaU,
. pp. 75-92. .
,Proctor, R.J., 1966, Index Map of Selected Major Geologic and Engineering Features of
Southern California in Engineering Geolog in Southern California; Special publication
of Association of Engineering Geo ogy, Sout ern California Section, 1966, reprinted
edition, 1969.
PACIFIC SOILS ENGINEERING. INC.
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December 16, 1974
Work Order 100361
A. 'Field Investigation
APPEN DIX
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Ten exploratory test pits were made to depths ranging between seven and 13-feet with
a rubber-tired backboe, at the locations indicated on the enclosed plan. Bulkand
. undisturbed samples were obtained from the exploratory excavations for testing in our
laboratory •
The material' encountered was continuously logged by our field engineer and classified
by visual examination i.n accordance with the Unified Soil Classification System, as
shown on Plate A •
B. Laboratory Tests
1. Laboratory maximum density determinations were made on r~presef'ltative samples
of the upper soils to determine compaction characteristics, and for use during earth
grading operations •
. 2. Particle size determinations were performed on representative samples to aid in
classification of the soils.
3. Shear tests were performed on remolded and undisturbed samples with a direct shear
machine of the strain control type in which the rate of strain is 0.05-inches per
minute. The machine is so designed that tests may be performed without removing
the specimens from the rings in which they were remolded or obtained, insuring a
minimum of disturbance from the initial condition. Specimens'were subjected to
shear under various normal loads •
. 4~ Moisture-density tests were performed on each of the undisturbed'samples obtained
during our field exploration.
5. Swell tests Were made on a'remolded samples considered to be the most critical of, j'
the various soils encountered. [
The above laboratory testsare presented in Table II •.
A consolidation test was performed on a specimen of the representative soils. The
consoHdometers, like the direct shear machine, are designed to receive the speci-
mens in the rings in the field condition. Porous stones, placed at the top and bottom
of each specimen, permit the free flow of water from the 'specimen during the test. :
Water was introduced at a loading of one-half ton per square foot. Progressive and
final settlements under increasing load increments wer~ recorde.d to an accuracy of
PACIFIC SOILS ENGINEERING, INC.
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Work Order 10036] . A P PEN D I X (conti nued)
O.OOO1-inch~. The final settlements so'obtained are plotted to determine the curve'
shown on Plate D •
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~ACIFIC SOILS ENGINEERING, INC.
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MAJOR D'IVISIONS -SYMBOLS' TYPICAL NAMES
COARSE
GRAINED
SOILS
(More fhan 50%
of material is
LARGER
than 200 sieve
size)
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• 61:.-Well graded grav,els, grovel-sand mixtures,
little or n'o fines. . '(1.' GW CLEAN ~:,o',
GRAVELS ~,~.~~----~~--------------~
GRAVELS (Little or no fines :':'~".' GP Poorly graded grovels or grovel'sand mixtures,
..... , 'lift I~ or no fi nes, , ,
(More thon 50% ofl-------j~·-T'·"':"·;_-+_----------------_t
coarse fraction is ~" i'
LARGER than the GRAVELS' t. ~ ,. GM Silty grovels, gravel'sand-silt mixtures. ~I;I~ No.4 sieve size.) WIT H FI N ES ti->-:-:.,.. .... +---+----------------1
(Appreciable omt ''': ~
of fine5) (.;;; GC Clayey grovels, orovel~sand-.clay mixtures.
, . . .. . . . ..•. :. sw Well graded sands, gravelly sands,
. • " little or,no fines. '=: CLEAN SANDSr.-:-:'-,:·' '~.f--t--------------_f. .... ... .
. SANDS •• ' • . .. . SP Poorly graded sands or gravelly sonds,
little or no fines. (More than 50% . : .
of coorse fracfionl-------jr.-;~r.~I."t·'--+-----------------.........
Is smaller thon '.:.: SM Silfy sands, sand-silt .mixtures.
" , the No.4 sieve SANDS ':kl~
, $'z ) WITH FINES h-'.~ •• t--t--------------_I , I e, Y-
o (Appreciable omf :. ':( sc
. of fines) {y.:
ML
SilTS AND CLAYS
(Liquid limit less than 50) ~
fl.NE ~ CL
GRAINED ' ~ v
SOILS "v OL
Clayey sands, sand-cloy mixtures.
Inorganic silts and very fine sands, rock
flour, silty or cloyey fine sanas or ~Iayey •
sills with slight plasticity.
Inorganic clays of low to medil./m
plasticity, gcavelly cloys, sandy cloys,
silty clays, lean cl·ays.
Organic silts,' and organic silty cloys.
tI: (More {hon 50% I------------:HTJ-,H--+--------------......... -----i
of.moferial is MH Inorganic silfsf micaceous or diati;>moceous
, ·S~.~AlLER fine sandy or silty sorls,~!astic silts .
,than 200 sieve
size)
SILTS AND CLAYS,
(Liquid limit More. than 50)
HIGHLY. ORGANIC SOILS
~CH Inorganic clays of high plasticify, fat cleys,
Organic clays of medium to high
piasticity, organic si.lts.
~-::: Pt Peat Q'nd other highly organic soils. --
BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of fwo groups are designated by,
combinations of group symbols. •
UNIFIED SOIL CLASSIFICATION SYSTEM.
, R -Un,disturbed SompJ e a.:. Bul,k SO;11ple
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~ Groundwater Table or
. Groundwater Seepage
Reference:
The !.::-~~;c= 3~H C:=ss:::.:=~io:l Sys~e~t Cor:s cf
Engineers, U. S. :'~my 7ec::niCG/ Mem;)rondum No. 3"'35-;
PACIFIC SOILS 'ENGINEERING, INC.jii
17875 Sky Park North, Irvine, Calif. Vol. I, Mar.ch, 1953 .. (Revised' April, 1960)
(714) 557 9450
W.O. looa<D1 Datel2Afo Of74-~
Plate A
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December 16, 1974
',Work Order 100361
.. TABLE I
.LOG OF TEST' PITS
Test Pit Depth (feet) USCS
1 SM
.
,3.5-7.0' SC
. ~.
,,"\
Description
TERRACE DEPOSITS: Silty Sand, brown, moist, loose;
light brown and medium dense at 1.0· •
Clayey Sand, yellow-brown, moist, dense.
"END OF EXCAVATION'
NO W,ATER -NO,CAVING
--------------------------------------------------------------------------------
2 0.0 -3.0 SM
3.0 -8,0 SC
TERRACE DEPOSITS: Silty Sand, reddish-brown, moist,
'loose; light brown, medium dense at 1.51
• ,
. ::'
Clayey Sand, yellow-brown, moist, dens~i contains thin
interbeds of light gray, silty sand below 5.0·
END' OF EXCAVATION
NO WATER -NO CAVING
-~--------~------------~----------------------------------------------------
3 0.0 -2.0
,2.0 -4.0
4.0 -8.0
.
8.0 -10.0
SM
SC
SM/
SC
SC
TERRACE DEPOSITS: Silty Sand, reddish-brown, moist,
loose •
. Clayey Sand, yellow-brown, moist~'dense.
Interbedded Clayey Sand and Silty $Qnd, orange-brown,
,and light gray, moist, dense.
Clayey Sand, brown, moist, partially cemented,' very
dense.
END OF EXCAVATION
NO WATER -NO CAVING
PACIFIC SOILS ENGINEERING. INC. ,
•
December 16, 1974
• . WorkOrder 100361
••
•
•
•
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4 0.0 ... 2.5
, . ,
_ 2~5 -7.0
-,
7~O-9.0
SM
sM/
SC
SC
TERRACE DEPOSITS: Silty Sand, reddish-brown, moist,
loose; medium dense at 1.51•
Interbedded Clayey Sand and Silty_ Sand, orange-brown,
and light gray, moist, dense. .
Clayey Sand, orange-brown, moist, partially cemented,
very dense.
. END OF EXCAVATION
NO WATER ... NO CAVI NG
---~--~----------------------~--------------------------------------------------, -
5 0.0-.1.5 SM
1~5 ... 4.0 SC
4.0'-9.0 -SM/
SC
_ 9.0 -11.0, SC
TERRACE DEPOSITS: Silty Sand, reddish-brown, moist,
loose. '
. Clayey Sand, yellow-brown, moist, dense.
interbedded Clayey Sand and Silty..sand, orange-brown,
and gray, moist I dense.
Clayey Sand, reddish-brown, moist, partially cemented,
. very dense. '
END OF EXCAVATION
, .
NO WATER ... NO CAVING
--------------------------------------------------------------------------------
6 0.0 -2.0
2.0-7.0.
SM TERRACE DEPOSITS: Silty Sand, reddish-brown, moist,
. loose. ' . .
.... . .
SC Clayey Sand, yellow-brown, motst, dense; brown and
very dense at 7.01•
END OF EXCAVATION
NO W,ATER NO CAVI NG
PACIFIC SOILS ENGINEERING, INC.
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Decembe,r 16, 1974
Work Order 100361
7 0.0 ~ 1.5
,. . ~
1.5 -4.Q
..
SM . TERRACE DEPOSITS: Silty Sand, red¢lish-brown, moist,
loose •
..
SC ,Clayey Sand, yellow-brown" moist, medium dense.
SM/
SC
Interbedded Clayey Sand, and Silty Sanq~ orange-brown,
" and gray, moist,. medium dense to dense.
"
.END OF EXCAVATION
NO WATER -NO CAVING
. --~--~-------~-----~-------------------------------------------~----------------
8 .O~O-1.0
. .
1,,0 -2.5
2:'5 -3:0
.. .
3.0 -5.0
~ 'i-
5.0 -8.0
80 0 -12.0
.. SM ,ALLUVIUM: Silty Sand, browr:ti. nioist~' loose:
SC
CL.
SC·'
CL
SC
Clayey Sand,· g.ray-brown, damp, medium dense.
Sandy Clay, dark 'gray, da~.;, hard. . ..... ~,
, .' • • -:;-". < ~
" ,'.
. Clayey Sand; grciy~b~oWn~ .ooist:dense·~' .,
sandy Clay, motfled gr~y and light 'br~wn; moist; ve~
hard.,' .. ' '.." , .': .
Clayey Sa~d, y~lIoW""'brown, moi'st, dense~
EN 0 OF EXCAVATION'
NO WATER -NO CAVING
--------------------------------------------------------------------------------
. .
9 0.0 -2.5
" ~
2.5 -13.0
SM
SC
TERRACE DEPOSITS:' Silty Sand, brown, moist,' loose;
tan and medi urn dense at I. O· •
CI~yey Sand, gray-brown, moist, medium dense; brown
arid ·dense at 6.0'.
END. OF EXCAVATION
NO WATER -NO CAVING
------~-------------------------------------------------------------------------
f:'ACIFIC SOILS ENGINEERING, INC.
..
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December 16 r ,1974
Work Order 100361
. ,
'10 '0.0-1.0
,
1.0-,10.0
. ' .
,"; "
SM, TERRACE'DEPOSITS: SiJfy Sand, "brown r moistr loose.
-
SC Clayey Sand, gray-brown, moist, medium dense.
, .
'10.0-11.0 SC Clayey Sand, light brown, moist, dense. "
.' "" END OF EXCAVATION
NO WATER -NO CAVING
~~---------~----------------~---------------------------------------------------
, "
.· .. i
PACIFIC SOILS ENGINEERING, INC.
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December 16, 1974
Work Order 100361
Com paction Data
, TABLE II
LABORATORY TEST RESULTS
L_aboratoryStandard: ASTM:D 1557-70
Soil Txpe
Hydrometer Analysis
(%-Sand, Si It, Clay)
Depth &
Location
Dry Density Opt .Moist. % Swell* '
60 psf 650 psf ,(Ibs./cu,~ft) (%)
A -Reddish-brown
Clayey Sand
79 8 13 Pit No.3
@ 1.0'
134.0 9.0 '0.6 -0-
B'" Reddish-brown
Silty Sand
79 11 10 Pit No. 10
@ 1.0'
132.0 8.5 O. J
* 60 p~s.f. from air-dry to saturationi650 p.s.f. from optimum to saturation. Both samples
remolded to 900k Relative Compaction '
Density Data
Pit No.
1
5
9
9
Depth (feet)
2.0
2,,0
1.0
4.5
Direct Shear Tests
Pit No. or
Soil'Type
Pit 1
Soil A
SoilB
SoU A
Depth (feet)
2.0
'Soil B
* Undisturbed, saturated ** Remolded, saturated
2.0
2.0
2.0
2.0
*** Remolded, optimum moisture
Uni~ Dry Wt.
(Ibs./cu. ft .)
107.3 '
103 0 2
105,,0 '
110.3
Angle of Internal
Friction (0',degrees)
31
33
36
42
38
PACIFIC SOILS ENGINEERING. INC.
Moisture
(%)
6.3
7.0
10.3
7.7
Cohesion'
(lbs./sq .ft) ,
50 *
120 **
110 **
300 ***
250 ***
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December 16, 1974
Work Order 100361·
Consolidation Tests
See Plate D
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