HomeMy WebLinkAbout3325; EL CAMINO REAL IMPROVEMENTS; GRADING AND PAVEMENT SECTION RECOMMENDATIONS; 1989-01-260 ; .
SOUTHERN CALIFORN:IA. SOIL AND TESTINS, INC.
6280 RIVERDALE ST. SAN DIEGO CALIF. 92120 • TELE 2804321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120
6 7 B ENTERPRISE ST. ESCONOIOO, CALIF. 92025 • T E L E 746-4544
January 26, 1989 •-
0
City f Carlsbad -SCS&T 8821211
1200 Elm Avenue - Report No. 1
Carlsbad, California 92008 - -
Attention: Mr. Aiphonce Virgilio 0
SUBJECT: Grading and Pavement Section Recommendations, Proposed
Monroe Street Widening, Monroe Street and Marron Road,
Carlsbad, California.
Gentlemen:
In accordance with your request, this report has been prepared
to present. geotechnical recommendations for the widening of
Monroe Street. These recommendations are based upon a field
investigation and the results of Resistance Value (R-Value)
tests performed on the.anticipated subgrade soils..
INTRODUCTION:.
This report presents. the findings and recommendations of our
geotechnical investigation for the proposed widening of Monroe
Street in Carlsbad, California. The widening will occur between
City Station 32+80 and Station 43+68, which is south of Marron
Road. Based on preliminary grading plans prepared by BSI
Consultants, -Inc.,. the widening grading will consist of minor
cut and. fills, with fill slopes having a maximum heights of 15
SOUTHERN. CALIFORNIA SOIL AND TESTINO, INC.
k.
SCS&T 8821211 .. .January 26, 1989 Page 2
to 20 feet and cut slopes having a maximum height of
approximately 4 feet. In the area between Station 40+50 and
Station 43+50, minor .f ills of approximately three feet are
proposed along the western side of the roadway. This area
presently consists of a 10:1; (horizontal 'to vertical) fill slope
which will be increased to a 2:1 fill' slope. This may require
minor grading in the existing desilting basin to attain the
proposed slope ratio. Improvements will also consist of the
installation of a 48 inch storm drain, pipe, which will extend
from an existing storm drain that terminates at the south
terminus of the widening project, to an existing storm drain
located at the north end of the desilting basin.
The site location is shown on the vicinity' map provided as
Figure Number 1 on the following page. The alignment of the
existing roadway, approximate topography and location of
subsurface explorations are provided on Plate Number 1.
PROJECT SCOPE
The purpose of this investigation was to explore the subsoil,
conditions at the site, perform laboratory tests on
representative samples of the anticipated subgrade soils, and to
provide preliminary pavement section recommendations based on
the laboratory tests results. This investigation was performed
in conjunction with an investigation of areas to the west and
east of the existing roadway for possible future commercial
development. The findings 'of the investigation and the
recommendations' for the pavement sections are presented herein.
.FIELD, INVESTIGATION
Our field investigation consisted of a' field reconnaissance and
the boring of 'four exploratory holes with a nine inch diameter
auger at selected locations. ' Five additional holes were
excavated with a backhoe to obtain "R"-Value samples. The
ti
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I
/S\SOUTHERN CALIFORNIA
SOIL & TESTING,INC.
Monroe Street
Y: RSH
- IDATE: 1-10-98
00 NUMBER: 8821211 I Fiqure No. 1
SCST 8821211 January26, 1,989 Page 3
approximate locations of these exploratory holes are shown on
Plate Number 1. The exploratory holes were carefully logged
during the field investigation and are presented on Plate
Numbers 3'thrbugh 8. During the field investigation, represen-
tative samples of the anticipated sub grade soils were obtained
for laboratory testing. This is described, in the following
paragraphs.
LABORATORY TESTS
Six samples of the anticipated subgrade soils were obtained for
laboratory testing. Each of these samples was tested for its
Plasticity Index and Sand Equivalent according to ASTM Test
Methods D-4318 and D-2419, respectively. On. three of' these
samples, Resistance Value (R-Value) tests were performed in
accordance with California Test Method 301. The results of
these tests are presented on Plate Numbers 9 •through 12.
FINDINGS
SITE DESCRIPTION
The alignment of the existing roadway to be widened follows the
approximate invert of a natural drainage canyon that drains
northerly into the Buena Vista Lagoon. Basin. The canyon and
present roadway, slope gently to moderately towards the lagoon.
The grading for the roadway consisted of the placement of a
trapezoidal shaped north-south trending dike on which 'the
asphalt roadway was constructed. This fill extends approxi-
mately 30 feet to the west of the existing roadway between
station 40+50 and 43+50 and 10 feet to the ea'st of the existing
roadway, between station 41+50 and .43+50. The western portion of
the basin near the base of the canyon had previously been graded
and lined for use as a desilting basin. A natural 'looking, but
apparently manufactured drainage channel ' exists along the
western side of the existing roadway, starting at the outlet of
SCS&T 8821211 • '-January 26, 1989 •, Page 4
the existing storm drain pipe and leading into 'the desilting
basin. The existing storm'drain outlet consists of a' concr'ete;
, headwall and arip rap energy disipator system.' The eastern
portion of the original drainage remains in'a relatively natural
' state.' Vegetation,along the' west 'side of, the road where the
widening will occur consists of a moderate to heavy growth of
nativegrasses,,shrubs, and tees. In the area of the widening
along the east side, vegetation is"practically void.
SUBSURFACE CONDITIONS
Based on the results of the subsurface exploration and field -
observations, it appears thatthe existing roadway is underlain
by existing. fill material between station '39+00 and 43+50 and
traversed back and forth between natural ground and compacted
fill between station , 33+50 and 39+00., In the area of station
39+00 to 43+50, the existing fill material was found to have a
maximum depth of approximately 15' feet. The fill 'materials
consist of clayey sands, slightly silty sands, and fine to
medium sands which are in a medium dense condition. The fill
material is 'inturn uhderlain by alluvial soils consisting of
clayey sand and sandy, clays in 'loose to medium dense and' medium
stiff to stiff conditions. The layer of alluvial soils ranged
in depth up to approximately 40 feet with the 'depth increasing
towards the north from ,a daylight condition at approximately
station 41+50.
' • ''
It was found' in the borings that the contact between the' fill
material and the alluvial soils had a slight organic content.
This may be due to the mixing of some organic materials with the
native soils prior to the placement of fill or organic material's
within' the upper portion of 'the native soils which were not
removed 'during the' 'site preparation operation. ,The fill '
material appeared to be clean and to ,,not contain organic
materials.
SCS&T 8821211 January 26, 1989 Page 5
Due to the limited extent of the: field investigation, the lack
of the original grading plans, and the limited access to various
portions of the site, the actual limits of the existing fills
were unable to be determined. However, it appears that the
majority of the fill. was placed along the alignment of the
roadway and only minor fills were placed in the area of the
storm drain headwall. In addition, the backfill of the existing
storm drain pipe and surrounding areas were not be investigated.
However, based on the conditions encountered and the standard of
practice during the period of the grading, original improvement
plans dated November 20, 1980, it could be assumed that the
existing fill was placed at a minimum of 90 percent relative
compactiOn based on ASTM Test Method 1557.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
No geotechnical conditions were encountered during the field (
investigation which may preclude the widening of the existing
roadway as tentatively planned provided the recommendations
presented herein are followed. Special consideratiori for the
preparation of the existing soils in the area of the existing
desilting basin and drainage channel may be required and are
addressed in the site preparation recommendations.
GRADING
SITE PREPARATION: Site preparation should begin with the
removal of any debris, deleterious matter or vegetation, in the
areas to receive improvements and disposing of the material at a
legal disposal area. In the.,areas to receive fill, grading
should begin with the removal of, the existing .topsoils, loose
fill material, loose subsoils and unsuitable alluvial soils to
firm natural ground or firm compacted fill. The existing soils
in the area of the desilting b,asin are in a saturated 'state
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SCS&T 8821211' I January 26, 1989 Page 6
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which willVVcause difficulty in obtaining asuitab1e base for the
placement of fill This is addressed in -:the,', f ol lowing para-.
I' .1 graph In areas to receive fill slopes, a keyway should be cut
- 4; - J 4 .: Vf • V_f
at the proposed toe of the slope into firm natura.
l ground and
should slop bak into the sloe at a gradient of 2% Firm
.V . . . . ••$ V V - - V.
natural ground is defined as soil having an in-place density of
at least 85% of the maximum dry density as determined in -
accordance with ASTM test 4procedures D1557-78 Methd A and C
- . :. ,. • . . - V. 'IV - - flV V V .. t_ -- V V I S _• V 4
frclfiesmay
ilting—basinin--obtaining--fir
----V -.-V4----VV4--
mpa-
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requ i rd dfllbs upp lied donjçtuaicondit iVôTs
These rec omme nda -
tions will be based on existing conditions, type of equipment to
be used, and economic' feasibility As mentioned previously, the
- V. 4_ •- • -. - -1 - 4_ . -V area of-the desilting -basiir- and the area along the east side of
the roadway..are preSently.. being investigated for possible
commercial development?. -A' Investigation report' is
.1 . I V
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' being prepared to address the
-
grading operations in these areas V 4 V ••'
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and the foundation alternatives. for the support of proposed
V' V
•V V. VI VVV I V •V V V V V . V structures., ,. . 4 :- .., ':. V•f V V V - V
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In keyways, or areas to receive fill-..which expose natural V ground,
the soils should be scarified to a 'deth of 12 inches and
recompacted :t0 at least 90% of the maximum dry density at a
minimum moisture content of 3 prcent/ above optimum Soils
excavated for the preparation of- the fill areas -and the fill
material should then be placed in compacted lifts of
V approximately- ix inches in thickness--at a moisture cont e'nt V
'
V ' slightly above optimum moisture content As the depth of fill-V
increases, the existing natural and fill slopes should be
benched into- in a stair-step method to remove any topsoils or
loose surface soils .,
-
• V V 4 .4.4V
V
V V• -V.' .' VV V
V.
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SCS&T 8821211 January 26, 1989 Page 7
SITE DRAINAGE: The site should be' graded and maintained such
that surface drainage is directed away from the top of slopes
and into proper' swales or other controlled drainage devices.
IMPORTED SOILS: Imported , soils should consist of
nondetrimentall.y expansive soils,. (El less than 50) and should
have strength parameters similar to the on-site soils. A
minimum R-Value of 40 is recommended. All imported soils should
be approved by the soil engineer prior to their delivery to the
site.
SUBGRADE PREPARATION AND BASE MATERIAL PLACEMENT: The upper
twelve inches of subgrade should be scarified, moisture
conditioned to above optimum moisture requirements, and
compacted to at least 95 percent Of the maximum dry density.
All soft or spongy areas should be removed and replaced with
compacted fill,. The' subbase and base materials should be
compacted' to at least 95' percent of 'its maximum dry density.
All materials and methods' of construction should conform with
good engineering practices and the minimum standards set forth
by the City of Carlsbad.
EARTHWORK: ' All earthwork and grading . contemplated for site
preparation should be accomplished in accordance with the
attached Recommended Grading Specifications and, Special
Provisions. All special site preparation recommendations
presented in the sections above will', supersede those in the
Standard Recommended, Grading Specifications. All embankments,
structural fill and fill ,should be compacted to at least ,90%
relative compaction at or slightly over optimum., moisture
content. Utility trench backfill beneath asphalt pavements
should be compacted to a Tminimum of' 90% of its maximum dry
density. The maximum dry density of each soil type should be ,
determined in accordance with A.S.T.M.' Test Method D-1557-78,
Method A or C.
SCS&T 8821211 '' January 26, '1989 Page 8
PAVEMENT SECTIONS
Preliminary pavement' section recommendations were formulated
based on the results of the Resistance Value' ("R"-Value) tests
performed on samples obtained adjacent' to the existing roadway
and assumed traffic' indexes (TI'S)'. Theses recommendations are
presented on Table No. 1. Upon completion of the grading
operation, a' field observation will be required to determine if
the preliminary sections are applicable or if additional tests
will be required. ' '• . '
TABLE NO. 1
R-VALUE = 28
TRAFFIC INDEXES ' ' .. 6.0 7.0 8.0,
'
ALTERNATIVE I
Thickness of Asphalt 4.0." ' 4.0. 4.5
Pavement, Inches
Thickness of Class II 7.0 10.0 12.5
Aggregate. Base,. Inches
ALTERNATIVE II.
Thickness of Asphalt ' - 4.0 4.5
Pavement, Inches
Thickness of Class II. ,. , - . . 6.0 7.5
Aggregate Base, "Inches
Thickness of Sub-base ' 4.5 5.0
Material, Inches (Minimum'R-Value - 50) ' '
SCS&T 8821211',January 26, 1989 Page 9
CONCRETE SIDEWALKS, CURBS AND GUTTERS
It is required by the city of Carlsbad that the subbase and base
materials required for the asphalt pavement section be continued
below the proposed concrete curbs and gutters It is also
required in areas were clayey soils exist below the proposed
concrete sidewalks that the sidewalks be underlain by a minimum
of four inches of Class II Aggregate Base Material Clayey
soils are described as soils havinga Plasticity Index greater
than 12 or a Sand Equivalent less than 20
It has been found that the weight of the concrete sidewalk is
insufficient to counteract the expansive potential of clayey
soils. It is therefore recommended that the subbase and
sections of the asphalt pavement section recommendations be
continued to a distance' of one foot beyond the limits of the
proposed concrete improvements where clayey soils exist. Based
on the plasticity index and sand equivalent tests performed on
the 'R"-Value, samples, base material will be required beneath
the sidewalk between station 37+00 and station 43+50.
Additional field observations and laboratory testing may be
required to determine the actual 'limits of these recommenda-
tions. -
LIMITATIONS
REVIEW, OBSERVATION AND TESTING
The recommendations, presented in this report are contingent upon
our review' of final grading plans and specifications. 'Such
plans and specifications should be made available to the soil
engineer and engineering geologist so that they may review and
verify their compliance with this report and Chapter 70 of the
Uniform Building Code
SCS&T 8821211 January26, 1989 Page 10
It is recommended that Southern California Soil & Testing, Inc.
be retained to provide continuous soil engineering services
during the earthwork operations.. This is to observe compliance
with the design concepts, specifications or recommendations and
to allow design changes in the event that subsurface conditions
differ from those anticipated prior to start of grading.
If you should have any questions after reviewing this report,
please do not hesitate to contact our office. This opportunity
to be of professional service is sincerely appreciated.
Respectfully submitted, -
SOUTHER CALIFORNIA SOIL & TESTING, INC. jESSI
Cr. NO.042204
Ronald S. Halbert, R.C.E. #4 4
Exp. Mar. 31, 1992
Reviewed b./1g2 •
Charles H. Christian, R.G.E. #00215
CHC:RSH:dn (o.GEOOO215
cc: (6) Submitted p9O-89
.
PROPOSED MONROE STREET WIDENING STREET, CARLSBAD, CALIFORNIA
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, Iand placing and compacting fill 'soils to the lines and
grades shown on the . accepted plans. The recommendations
contained in.,the preliminary geotechnicál investigation report
and/or the attached Special Provisions are: a 'part of the
Recommended Grading Specifications and shall supersede'' the
provisions contained hereinafter inthe case of conflict. These
specifications shall only be "'used in conjunction with the'
geotechnical' report for which they are a part. No deviation
from these specifications will be allowed, except where
specified in the géotechnical' soil 'report or in other written
communication signed., by the Soil Engineer..
OBSERVATION AND TESTING
Southern California'Soil and Testing, Inc., shall be retained as
the Soil Engineer to observe . and test the earthwork, in
accordance with these specifications. It will be necessary that
the Soil Engineer or his , representative 'provide adequate
observation so. that he may provide an'opinion that the work was
or' was-not. accomplished 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, conditions not covered ' by the special
provisions or preliminary soil report are encountered during the
grading operatIons, the Soil Engineer shall be contacted for
further recommendations. • ,' ' .
SCS&T 8821211 January18, 1989 Appendix;A, Page 2
If, in the opinion of the Soil Engineer, substandard conditions
are encountered, such as; questionable or unsuitable soil,
unacceptable moisture content, inadequate compaction, adverse
weather, etc., construction should be stopped until the
conditions are remedied or corrected or he shall recommend
rejection of this work.'
Test methods used to determine the degree of compaction should
be performed in accordance with the following American Society
for Testing and Materials test methods:
Maximum Density & Optimum Moisture Content -.A.S.T.M. D-1557-78.
Density of Soil In-Place - A.S.T.M. D-1556-64 or A.S.T.M. D-
2922.
All densities shall be expressed in terms of Relative Compaction
as determined by the foregoing A.S.T.M. testing procedures.
PREPARATION OF AREAS TO RECEIVE FILL
All vegetation, brush -and debris derived from clearing
operations shall be removed,and legally disposed of. All areas
disturbed by site grading should be left in a neat and finished
appearance, free from unsightly debris.
After clearing or benching, the natural ground in areas to be
filled shall be scarified to .a depth of 6 inches, brought to the
proper moisture content, compacted and tested for the minimum
degree of compaction in I the Special Provisions or the
recommendation contained in the preliminary geotechnical
investigation report. All loose soils in excess of 6 inches
thick should be removed to firm natural ground which is defined
as natural soils which possesses an In-situ density of at least
90% of its maximum dry density. •
/ • ••
SCS&T 8821211 . January 18, 1989 Appendix A, Page 3
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 or 1 1/2 times the equipment width, . which ever is
greater, and shall be sloped back into the hillside at a
gradient of. not less than two (2) percent. All other benches.
shall be compacted prior to receiving fill as specified herein
for compacted natural ground. Ground slopes flatter than 20%
shall be benched when considered necessary by the Soil Engineer.
Any abandoned buried structures encountered . during grading
operations must be totally removed. All underground utilities
to be abandoned beneath any proposed structure should be removed
from within .10 feet of the structure and properly capped off.
The resulting depressions from the above described procedures
should be backfilled with acceptable soil that is compacted to
the requirements of the Soil Engineer. This includes, but is
not limited to, septic tanks, fuel tanks, sewer lines or leach
lines, storm drains and water lines. Any buried structures or
utilities not to be abandoned should be brought to the attention
of the Soil. Engineer so that he may determine if any special
recommendation will be necessary.
All water wells which, will be abandoned should be backfilled and
capped in ,accordance to the requirements set forth by the Soil
Engineer. The top of the cap should be at least 4 feet below
finish grade or 3 feet below the bottom of footing whichever is
greater. . The type of cap will depend on. the diameter of the
well and should be' determined by the Soil Engineer and/or a
qualified Structural Engineer.
FILL MATERIAL
Materials to be placed in the fill shall be approved by the Soil
Engineer and shall 'be 'free of vegetable matter and other
SCS&T 8821211 January 18, 1989 Appendix A, Page 4
deleterious substances Granular soil shall contain sufficient
fine material to fill the voids
The definition and disposition of oversized rocks, expansive
and/or detrimental soils are covered in the geotechnical report
of Special Provisions. Expansive soils, soils of poor.
gradation, or soils with low strength characteristics may be
thoroughly mixed with other soils to provide satisfactory fill
material, but only with the explicit • consent of the soil
engineer.. Any import material, shall be approved by the Soil
Engineer before being brought to the site.
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 compacted to a
minimum specified degree -of . of compaction with equipment of
adequate size. to economically compact the layer. Compaction
equipment should either be' specifically designed for soil
compaction or of proven reliability. The minimum degree of'
compaction to be achieved is specified in either the Special
Provisions or the recommendations contained in the preliminary
geotechnical investigation report.
When the structural fill material, includes rocks, no rocks will
be allowed to nest and all voids must be carefully filled with
soil such that the minimum degree of compaction recommended in
the Special Provisions is achieved. The maximum size and
spacing of rock permitted in structural fills and in non-
structural fills is discussed in the geotechnical report, when
applicable.
SCS&T 8821211 . Jánuáry 18, 1989 Appendix A, Page 5
Field observations and compaction test to estimate the degree of
compaction of, the fill will be taken by the Soil Engineer or his
representative; , The loation and frequency of the tests shall
be at the Soil. Engineer's discretion. When the compaction test
indicates that a particular, layer, is less than the required
degree of compaction, the layer' 'shall be reworked to the
satisfaction.of 'the Soil Engineer and until the desired relative
' compaction has been obtained.
Fill slopes shall be compacted by means of sheepsfoOt rollers or
other suitable equipment. Compaction by sheepsfoot rollers
shall be used at vertical intervals of not 'greater than four
feet. In addition, fill slopes at ratios of two horizontal to
on vertical or flatter, 'should be 'trackrolled. Steeper fill'
slopes shall be over-built and cut-back to-finish contours after
the slope has been constructed. Slope 'compaction -'operations
shall result in all fill material six or more inches inward from
' the finished face of the slope having a relative compaction of
at least 90% of the maximum dry density or' that specified in the,
Special Provisions section of this ' specification. The
compaction operation on the slopes shall be continued until the
Soil Engineer is of the opinion that the. slopes will be stable
in regards 'to surficial stability.
Slope test will be, made by' the Soils Engineer during
construction of the slopes to determine if the required
compaction is be achieved. Where .failing tests occur or other
field problems arise,,,the Contractor will be notified that day
of such conditions by written communication from the , Soil'
Engineer or his representative in the form of, a daily field
report.
If ,the method of achieving the required slope compaction
selected by the 'Contractor fails to produce 'the necessary
results, the Contractor shall rework or rebuild such slopes
SCS&T 8821211 January18, 1989 Appendix A, Page 6
I
- until the required degree of compaction is obtained, at no cost
to the Owner or Soils Engineer.
CUT SLOPES
The Engineering Geologist shall inspect cut slopes excavated in
rock or lithified formational material during the grading
operations at intervals determined at his discretion. If any
a conditions not anticipated in the preliminary report such as
perched water, seepage, lenticular or. confined strata of a
potentially adverse nature, unfavorably inclined bedding, joints
or fault planes are encountered during grading, these conditions
shall be analyzed by the Engineering Geologist and Soil Engineer
to determine if mitigating, measures are necessary.
Unless otherwise specified 'in the geotechnical report, no cut
slopes shall be excavated higher or steeper that the allowed by
the ordinances of the controlling governmental agency.
ENGINEERING OBSERVATION . • • -
Field observation by the Soil Engineer or,*his representative
shall be made. during the filling and compaction operations -so
that he can express his opinion regarding the conformance of the
grading with acceptable standards of practice. The presence of
the soil Engineer or his representative or the observation and
testing shall not release the Grading Contractor from his duty
to compact all fill material to the specified degree of
compaction.
. . . . •
SEASON LIMITS . . .
Fill shall not be placed during unfavorable weather conditions.
When work is. interrupted by1heavy rain, filling operations shall
not be resumed until the proper moisture content and density of
SCS&T 8821211 January 18, 1989 Appendix A, Page 7
the fill-.materials can be achieved. Damaged site conditions
resulting from weather or acts of God shall be repaired before
acceptance of work.
/
RECOMMENDED GRADING SPECIFICATIONS -SPECIAL PROVISIONS
The minimum degree of compaction to be obtained in compacting
natural ground, in the compacted fill, and in the compacted
backfill, shall be at least 90 percent'.
Detrimentally expansive soil 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 of maximum dry density and
air dried moisturecontent to saturation, or by a soil 1-iavingan
expansion index greater than 30.
Oversized fill material is defined as rocks or lumps over 6
inches in diameter. At least 40 percent of the fill soils shall
pass through a No. 4 U.S. Standard Sieve.
/
TRANSITION LOTS:. Where transition between cut and fill occur
within the proposed building pad, the cut portion should be
undercut a minimum of one foot below the base of the proposed
footings and recompacted as structural backfill. ' In certain
cases that would be addressed in the geotechnical report,
special footing reinforcement or a combination of special
footing reinforcement and undercutting may be required.
SUBSURFACE EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION ' GROUP SYMBOL TYPICAL NAMES
1., COARSE GRAINED, more than half
of material is larger than , - No. 200 sieve size. ' GRAVELS , CLEAN GRAVELS , GW Wellgraded gravels, gravel- More than half of •• , sand mixtures, little or no coarse fraction is fines. larger than No. 4 GP Poorly graded gravels, gravel sieve size but - sand mixtures, little or no smaller'than 3U *
- fines.
GRAVELS WITH FINES GM Silty gravels, poorly graded (Appreciable amount gravel-sand-silt mixtures.
of fines) : GC Clayey gravels, poorly : graded gravel-sand, clay.
- . mixtures.
SANDS CLEAN SANDS SW Well graded sand, gravelly More than, half of ' sands, little or, no fines. coarse -fraction is * 'SP Poorly graded sands, gravelly smaller than No: 4 , sands, little or no fines. sieve size. ,
SANDS WITH FINES ' SM Silty sands, poorly graded (Appreciable amount sand and silty.mixtures.
of. fines) .' SC Clayey sands, poorly graded
sand and clay mixtures.
11:-FINE GRAINED, more than*
half of material is smaller
than No.--200 sieve size.
SILTS AND CLAYS ., •- ML Inorganic silts and very
- . - fine sands, rock flour, sandy
silt or clayey-silt-sand
mixtures with slight plas-
ticity.
Liquid Limit -, CL Inorganic 'clays of low to
less than 50. ' medium plasticity, gravelly
clays, sandy clays, silty
-
, clays, lean clays.
OL Organic silts and organic
silty clays or low plasticity.
SILTS AND CLAYS . MH. Inorganic silts, micaceous
- or diatornaceous fine sandy
-. or silty soils, elastic
silts. Liquid Limit CH Inorganic clays of high
- .. greater-than 50 - • plasticity, fat clays.
OH Organic clays of medium
- to high plasticity.
HIGHLY ORGANIC.SOILS PT Peat and other'highly 'I
- •. organic soils.
- - Water level at time of excavation
, CK Undisturbed chunk sample or as indicated - . BG - Bulk sample
US - Undisturbed, driven ring sample SP - Standard penetration sample
ortubesample.
.-
SOUTHERN CALIFORNIA
SOIL &TESTING,'INCO BY: CRB DATE: 011989 /
JOB NUMBER: 21211 Plate No. 2
F • •
I- -• • -
-
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2
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4 -
-
6-.
8 -
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-
ated
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12 -
14 - -
-
16 US ML! ALLUVIUM, Dark Grey, 'Moist/ Stiff! - - CL& CLAYEY SILT, Interbedded Wet. Medium SM With-MEDIUM-to COARSE Satur- Dense
- 18 - SILTY SAND ated -
20
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. ___ -•- ____ US CL Dark Grey, SILTY CLAY Satur- Stiff
ated
- 22
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24 - -,
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US sc Grey, CLAYEY SAND
- Satur- Loose! • - - 26
- ated Medium - - - - - • Dense
-
Continued -
— 30
J\ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL &TESTING, INC. LOGGED BY: CRB - DATE LOGGED: 01-10-89
JOB NUMBER: 8821211 Plate No. .
- -
CL BORING NUMBER 1 - w 2 MI
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US CL Dark Grey, SILTY CLAY Satur- Medium
ated Stiff - 32-
-
34-
-
US ML! Satur- Medium -
Grey; SANDY SILT to SILTY
36 CL CLAY ated Dense! -
- Stiff
-
38 -
40
__ 7 - __ - - US SC! Grey, CLAYEY SAND to Satur- Loose!
CL SILTY CLAY ated Medium - 42 - Dense -
44 - -
46.-
48 '-
50 Grey, CLAYEY SAND to Satur- - US SC! Medium
CL SILTY CLAY - ated, Dense! - -
Stiff 52 -
-
54 -----
- SC TERRACE DEPOSITS, Red Satur- Medium
Brown, CLAYEY SAND ated Dense -
56 -- Bottom at 56. Feet
J\ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL &TESTING, INC.
>
LOGGED BY CRB DATE LOGGED 01-10-89
JOB NUMBER 8821211 Plate No 4
* ..
-
Ui
BORINGNUMEER2.
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- DESCRIPTION
4 2 oc 0 w"cc
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SM! FILL 10 8 FEET, Red Brown Moist Medium SC to Grey Brown, SILTY SAND Dense
- 2 - to CLAYEY SAND
+SS
- -
Grey Brown to. Red Brown, Medium Moist
6 SILTY SAND toCLAYEY SAND Dense
-
8--
- SM/ ALLUVIUM, Dark Grey, Satur-. Loose - SC SILTY SAND to SANDY CLAY ated
-
10 1 US
12 - . . •
14-
SM/ Satur- Loose
1 Dark Grey, SILTY SAND to
16 US SC CLAYEY SAND . ated
18 -
-
-
-
SC TERRACE DEPOSITS, Red Satur- Medium .. 20
1 US Brown, CLAYEY SAND: ated Dense -
Moist! Medium
- 22 - Wet Dense -
24-
. . Medium US I .
SC Red Brown,-CLAYEY SAND Moist Dense 26
- : Bottom at 26 Feet
28 -
.30
Jb\ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL &TESTING, INC. LOGGED BY CRB DATE LOGGED 01-10-89
JOB NUMBER:8821211 Plate No. 5
I - .
- -
UI
BORINGNUMBER3'-.
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w
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'w - - ELEVATION
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Z
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a. 0
4
a.z zø W W > cr 0
Wa.
- DESCRIPTION IL Z — 0 0
-
0 0
- SM! FILL TO 10 FEET, Red Moist Medium
- SC Brown to Grey Brown, Dense 2 - SILTY SAND to CLAYEY SAND
4-
6 - -
8-
10--- SM! ALLUVIUM, Dark Grey,' Wet! - Loose!
SC SILTY SAND to CLAYEY SAND Satur- Medium . -. 12 - . ated Dense
14 - SC TERRACE DEPOSITS, Grey, Moist! Medium
CLAYEY SAND . Wet Dense us .
l6 16 ... .
.
18 -
. Medium
I US SC
..
Grey,, CLAYEY SAND Moist Dense 20 . - ____ _______________________
- ' Bottom at 20 Feet
22 -
24
26 -
28 -
30--
,S4 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL &TESTING, -INC. LOGGED BY CRB DATE LOGGED: 01-10-89
JOB NUMBER 8821211 Plate No. 6
MMMMMMMMMMa
-
Ui
;BORING NUMBER 4'..-w
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w
- ELEVATION
z.
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- .. 0 ..a
.U) 0 0.2
'c0 z"- >. 0 z 0
I ui a.
- DESCRIPTION - 0 . . 0 0 -
Sc FILL TO 12 FEET, Light . Moist. Medium - Grey to Brown, CLAYEY Dense 2 - ' SAND
4
6
8- . . -•; . .'
10 Grey, SILTY SAND ' Moist Medium - SM
US Dense
12--
ALLUVIUM, Grey, SILTY Wet Medium - SC SAND to 'CLAYEY SAND . . Dense
0
14 -
Dark Grey, CLAYEY SAND to Medium SC! Wet
,I US 16 CL SANDY CLAY . Dense!. . .
Stiff
18-
20—
SM! US Grey, SILTY SAND to CLAY- Satur- Medium
• SC EY SAND.;.' • ated . Dense .
22-:
24-
U5 SM! Grey, SILTY SAND to CLAY- ' Satur- Medium 26 -. SC, EY SAND
. ated ., Dense
28 -
- _30 -
\ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG',
SOIL &TESTING, INC. LOGGED BY: CRB DATE LOGGED: 01-10-89
JOB NUMBER 8821211 Plate No. 7
W
CL BORING NUMBER 4 i. -w '— 2 w w I-. z w Z_ LU U) -Z
( 4 o Z >0 — - ELEVATION I— I— • LU Zs - Z - I— • Q. 0 Q) ( Q. - U.U)Q w—-
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4
CL Z
4 0 z' >. 0 Z
0
LU Q. -i DESCRIPTION 0 . 0 30 0
- 0
US SM/ Grey Brown, SILTY SAND to Satur- Medium — SC CLAYEY SAND ated Dense 32-
-
1
34 -
-
SM Brown, SILTY SANDt Medium Satur-
36 US ated. Dense
38-
40- SM Brown, SILTY SAND Satur- Medium -
ated Dense — 42- '• -
44 -
• -
46 -
-
48-
-
50-
—
52-
—
SC J TERRACE DEPOSITS, Red Wet! Medium
I I I
54 Brown, CLAYEYSAND Satur- Dense —
I I
•
I• •.•I.• I I• I I
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL &TESTING, iNc. LOGGED BY: CRB JDATE LOGGED 01_10_89
JOB NUMBER: 8821211 • Plate No. 8