HomeMy WebLinkAboutCT 72-20; Glasford Residence Unit 3 Lot 477; Soils Report; 1983-02-07SOIL INVESTIGATION
PROPOSED GLASFORD RESIDENCE
LOT NUMBER 477, TRACT 72-20, UNIT NUMBER 3
CARLSBAD, CALIFORNIA
PREPARED FOR
Warner Glasford
7969 Engineer Road, #202
San Oiego, California 92111
PREPARED BY
Southern California Soil & Testing, Inc.
Post, Office Box 20627
6280 Riverdale Street
San Diego, California 92120
February 7, 1983
Warner Glasford
7969 Engineer Road, #202
San Diego, California 92111
SCS&T 14127
Report No. 1
SUBJECT: Soil Investigation, Proposed Glasford Residence, Lot Number
477, Tract 72-20, Unit No. 3, Venado Street, Carlsbad, Calif-
ornia.
Gentlemen:
In accordance with your request, we have performed an investigation of the
soil conditions at the subject site. We are transmitting herewith a
report of this investigation.
The analysis of our findings is intended to provide the required informa-
tion to design the foundation and grading plans for the proposed develop-
ment.
In general, we found the site underlain by dense, fractured metavolcanic
rocks confined in a sand and clay matrix.
If you have any questions after reviewing our report, please do not hesi-
tate to contact this office. This opportunity to be of professional
service is sincerely appreciated.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL 8 TESTING, INC.
/? d-,h
Curtis R. Burdett, C.E.G. #IO90
RRR:CRB:m
cc: (6) Submitted
(1) SCS&T, Escondido
SOUTHERN CALIFORNIA 501L AND TESTINO. I N 0.
TABLE OF CONTENTS
PAGE
Project Description and Scope ............................................ 1
Findings ................................................................. 2
Site Description ..................................................... 2
General Geology and Subsurface Conditions ............................ 2
Geologic Setting and Soil Description ........................... 2
Tectonic Setting ................................................ 2
Geologic Hazards ..................................................... 3
Recommendations and Conclusions .......................................... 3
Site Preparation ..................................................... 3
General ......................................................... 3
Earthwork ....................................................... 4
Foundations .......................................................... 4
General ......................................................... 4
Settlement Characteristics ...................................... 4
Limitations .............................................................. 4
Review, Observation and Testing ...................................... 4
Uniformity of Conditions ............................................. 5
Change in Scope ...................................................... 5
Time Limitations ..................................................... 5
Professional Standards ............................................... 6
Client's Responsibility .............................................. 6
Field Explorations ....................................................... 6
ATTACHMENTS
PLATES
Plate 1 Plot Plan
Plate 2 Unified Soil Classification Chart
Plate 3 Trench Log
APPENDIX
Recommended Grading Specification and Special Provisions
REPORT OF SOIL INVESTIGATION
PROPOSED GLASFORD RESIDENCE
LOT NUMBER 477, TRACT 72-20, UNIT NUMBER 3
CARLSBAD, CALIFORNIA
PROJECT DESCRIPTION AND SCOPE
This report presents the results of our soil investigation for a proposed
single-family residence which is to be located near the intersection of
Venado Street and Cadencia Street in the La Costa area of Carlsbad, Calif-
ornia. It is our understanding that a one or two story, wood-framed
residence is planned for the site.
It is further understood that maximum cuts and fills on the order of 5 to
10 feet are anticipated. The site configuration and test trench location
are shown on Plate Number 1 of this report.
This soil investigation was undertaken to:
a) Determine the physical properties of the prevailing soils includ-
ing their supporting capacities and settlement characteristics.
b) Provide design information regarding foundations and site grad-
ing.
SOUTHERN CALIFORNIA s 0 I L AND TESTING. INC.
SCS&T 14127 February 7, 1983 Page 2
c) Determine potential construction difficulties and provide recom-
mendations concerning these difficulties.
FINDINGS
SITE DESCRIPTION
The subject site is a trapezium shaped lot, approximately 0.96 acre in
surface area that fronts on Venado Street in the La Costa area of Carls-
bad. Venado Street forms the eastern boundary and the lot is bordered on
all- other sides by undeveloped residential lots. The lot slopes moder-
ately to the west with drainage being accomplished by sheetflow. Vegeta-
tion consists of a moderate to heavy growth of native plants and shrubs.
The lot is largely in a natural state except for a fill bank (approxi-
mately six to eight feet high) which is associated with the construction
of Venado Street on the eastern boundary of the site.
GENERAL GEOLOGY AND SUBSURFACE CONDITIONS
GEOLOGIC SETTING AND SOIL DESCRIPTION: The subject site is underlain by
metavolcanic rocks of the Jurassic Santiago Peak Volcanics and associated
residual and colluvial soils. The weathering surface on the metavolcanic
rock is highly irregular as observed in outcrops and cuts made in the
surrounding area. The topsoil/colluvial cover developed on the metavol-
canic rock ranges in thickness from locally absent to several feet. Much
of this topsoil/colluvial cover is comprised of expansive clayey sand and
clayey gravel.
TECTONIC SETTING: No faults are known to traverse the subject site and
the faults mapped on the La Costa area are generally classified as inac-
tive. However, it should be recognized that much of Southern California
is characterized by major, active fault zones that could possibly affect
SCS&T 14127 February 7, 1983 Page 3
the site. The nearest of these is the Elsinore Fault Zone, located approx-
imately 24 miles to the northeast. In addition, it should be noted that
the extension of the Rose Canyon Fault Zone, a potentially active zone,
lies approximately 8 miles to the west.
GEOLOGIC HAZARDS: The subject site is located in an area which is rela-
tively free of potential geologic hazards. The most likely hazard to
affect the site is groundshaking as a result of movement along one of the
major, active fault zones mentioned previously. Based on a maximum prob-
able earthquake of 7.3 magnitude along the Elsinore Fault Zone, maximum
ground acceleration could be on the order of 0.20 g. There is a remote
possibility that movement could occur along the Rose Canyon Fault Zone
during the life of the proposed structure and subject the site to ground
accelerations even higher than those attributed to the Elsinore Fault
Zone. However, it is our opinion that due to the current classification
of the Rose Canyon Fault Zone as only potentially active instead of ac-
tive, it should not be used for design purposes for single-family resi-
dential structures.
RECOWENDATIONS AND CONCLUSIONS
SITE PREPARATION
GENERAL : Due to the apparent competent nature of the native soils at this
site, it is our opinion that no special site preparation procedures will
be necessary. We do recommend, however, that the surface soils be scari-
fied, watered to at least optimum requirements and compacted to a minimum
of 90% relative compaction. The horizontal extent of this recomnendation
should include all areas to receive fill and/or structural loads. Con-
sideration should also be given to undercutting the cut portion of the
building pad to a depth of two feet to acconnnodate future utility lines.
The undercut material, may then be replaced as a compacted fill densified
to at least 90%. We further suggest that all rocks in excess of six
inches in diameter be located at least 3 feet below finished grade.
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SCS&T 14127 February 7, 1983 Page 4
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, struct-
ural fill, and fill should be compacted to a minimum of 90%. Utility
trench backfill within 5 feet of the proposed structures and beneath
asphalt pavements should be compacted to a minimum of 90% of its maximum
dry density. The maximum dry density of each soil type should be deter-
mined in accordance with A.S.T.M. Test Method 1557-78, Method A or C.
FOUNDATIONS
GENERAL: It is our opinion that the proposed residence may be supported
by spread footings. Due to the on-site soils possessing varying degrees
of expansion potential, we recommend that the footings be dimensioned upon
completion of site grading. As a preliminary design, we recommend that
all footings be founded at least 18 inches below adjacent grade with a
minimum width of 12 inches. It is also recommended that all continuous
footings be reinforced with at least one No. 4 bar top and bottom For
foundation design purposes an allowable soil bearing pressure of 2000 psf
may be used.
SETTLEHENT CHARACTERISTICS: Provided that the recomnendations contained
in this report are followed, it is our opinion that the resuling settle-
ments should be within tolerable limits.
LIMITATIONS
REVIEW, OBSERVATION AND TESTINB
It is recommended that Southern California Soil & Testing, Inc. be re-
tainned to provide continuous soil engineering services during the earth-
s n UT&-! F mhl PA I I C” D r.I I a 5”, I AM I-, T c E7 I -I e 5 +.I r
SCS&T 14127 February 7, 1983 Page 5
work 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
construction.
UNIFORUITY OF CONDITIONS
The recommendations and opinions expressed in this report reflect our best
estimate of the project requirements based on an evaluation of the subsur-
face soil conditions encountered at the subsurface exploration locations
and the assumption that the soil conditions do not deviate appreciably frm
those encountered. It should be recognized that the performance of the
foundations and/or cut and fill slopes may be influenced by undis- closed
or unforeseen variations in the soil conditions that may occur in the
intermediate and unexplored areas. Any unusual conditions not covered in
this report that may be encountered during site development should be
brought to the attention of the soils engineer so that he may make modifi-
cations if necessary.
CHANGE IN SCOPE
This office should be advised of any changes in the project scope or
proposed site grading so that it may be determined if the recommendations
contained herein are appropriate. This should be verified in writing or
modified by a written addendum.
TINE LIblITATIONS
The findings of this report are valid as of this date. Changes in the
condition of a property can, however, occur with the passage of time,
whether they be due to natural processes or the work of man on this or
adjacent properties. In addition, changes in the State-of-the-Art and/or
SOUTYFRN CAIIFOF1NI~ IOIL AN” TFGT,hlr_ ,Wr-
SCS&T 14127 February 7, 1983 Page 6
Government Codes may occur. Due to such changes, the findings of this
report may be invalidated wholly or in part by changes beyond our control.
Therefore, this report should not be relied upon after a period of two
years without a review by us verifying the suitability of the conclusions
and reconmiendations.
PROFESSIONAL STANDARDS
In the performance of our professional services, we comply with that level
of care and skill ordinarily exercised by members of our profession cur-
rently practicing under similar conditions and in the same locality. The
client recognizes that subsurface conditions may vary from those encoun-
tered at the locations where our borings, surveys, and explorations are
made, and that our data, interpretations, and recommendations are based
solely on the information obtained by us. We will be responsible for
those data, interpretations, and recommendations, but shall not be respon-
sible for the interpretations by others of the information developed. Our
services consist of professional consultation and observation only, and no
warranty of any kind whatsoever, express or implied, is made or intended
in connection with the work performed or to be performed by us, or by our
proposal for consulting or other sevices, or by our furnishing of oral or
written reports or findings.
CLIENT'S RESPONSIBILITY
It is the responsibility of Warner Glasford, or his representatives to
ensure that the information and recommendations contained herein are
brought to the attention of the engineer and architect for the project and
incorporated into the project's plans and specifications. It is further
his responsibility to take the necessary measures to ensure that the
contractor and his subcontractors carry out such recommendations during
construction.
,-
SCS&T 14127 February 7, 1983 Page 7
FIELD EXPLORATIONS
One subsurface exploration was made at the locations indicated on the
attached Plate Number 1 on January 26, 1983. This exploration consisted
of a trench dug by means of a backhoe. The field work was conducted under
the observation of our engineering geology personnel.
The exploration was carefully logged when made. The log is presented on
the following Plate Number 3. The soils are described in accordance with
the Unified Soils Classification System as illustrated on the attached
simplified chart on Plate Number 2. In addition, a verbal textural de-
scription, the wet color, the apparent moisture, and the density or con-
sistency are provided. The density of granular soils is given as either
very loose, loose, medium dense, dense, or very dense. The consistency of
silts or clays is given as either very soft, soft, medium stiff, stiff,
very stiff, or hard.
Disturbed and "undisturbed" samples of typical and representative soils
were obtained and returned to the laboratory for testing.
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SOUTHERN CALIFORNIA Proposed Glasford Residence
SOIL & TESTING, INC. Lot No. 477, Tract 72-20, Unit No. 3 .PrnD CI,"tLrn)DALE .TC)rnET s*N OICOP, OALIEOmNtP eP,PO Venado Street
Carlsbad, California BY SMS IRATE 2-3-83 I
JOB NO. 14127 Plate No. 1
SUESURFACE EXPLORATION LEGEND
UNIPIED SOIL cIAssrp1cA*roN CnAuT
SOUL DESCRIPTICIH GROUP SYWBO‘ TYPICAL NAMES
1. COIRSL OPAINED. More t!mn half of material is w than NO. 200 sieve *ire. w c7.L.N wuvas norc tll.n h.lf Of coarse fraction is 1.rg.r th.” NO. 4 sieve sire but sm.11er than 3’. GRAVELS WITH FINES ,*ppreci.blc .mcu”t of fines)
gNJ$ &ma SANDS “ore th.n h.lf Of coarse fraction is *m.11.r than HO. 4 sieve *ire. SLNDS “ITH PniEs v.ppreciable .mount Of fines)
11. PINE GRAINEED, ml-e t.h.” half et material is w than NO. 200 sieve sire. SILTS Am CLAYS
Liquid limit less than 50
SILTS Am CLAYS
Liquid limit greater than 50
HIGHLY cGAN*c smrs
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GP
GEI
GC
SW
SP
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CL
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CH
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“ell gr.*cd gr.ve1s. grwa1- *an* mixtures, little or no fines. Poorly graded gravels, grave1 *an* mixtures, little or no fines. silty gravel*, poorly graded gravel-sand-silt mixtures. Clayey gravels, p.Jor1y graded gr.val-sand, clay mixture*.
we11 graded *.nd,gr.“elly **“da, little or no finer. Poorly graded s.“ds,gr.velly S.“dS, 1itt1* or “0 fires. Silty sands. poorly graded sand and silt mixtures. Clayey sands, poorly graded sand an.3 c1.y mixtures.
rnc.rganic silts and very fine sands, rock flour, randy silt or clayey-silt-sand mixtures with slight plast- icity horganic clays of lar to medium pla*tieity.qravelly flays, sandy clays.*ilty clay*, lean clays. organic l iles and organic silty clays of lcw pla*ticity Inorganic silts, micaceous or diatomaccoua fine sandy or *ilty sofl,*, elastic silts. morganic clays Of high plasticity. fat clays. Organic clays of medium tr2 hiah dasticitv. - _ Peat and other highly organic S.zF,..
,. ;.. ,~ _~. ,.. ___,., _” ___I..-.-.._I_ ..-. ____II._-----.--~.I__I___ l___
c - Water level at time of excavation or as indicated
us - Undisturbed, driven ring sample or tube sample
CK - Undisturbed chunk sample
BG - Bulk sample
SOUTHERN CALIFORNIA
SOIL a TESTINQ , INC. . ..a “IVmmmA‘. .+il..7 .AN DI.00. CILICOONIA ..,.D I . -_
Proposed Glasford Residence Lot No. 477, Tract 72-20, Unit No. 3
Venado Street
Carlsbad, California
Bv DATE 2-3-83 IOB NO. 14127 Plate No. 2 ~. ..,~,..L- ,~ ._,
.._
f!l G ,” ,T TRENCH NUMBER 1 5” I- 0 * > t 2 i 7 zzt z w- 5 :; v, ; z = w-‘- EC”; z- ELEVATION :: ;: 2” ‘,” ; p’ IJl Y :;;o :: ljjw -a : ; I 2 :: 2gg 5; ii’ : :, 2 z = 0 0 c 0 DESCRIPTION 0 0 ‘
SMI Silty Sand and Gravel Moist 'led. Dense GM (Topsoil) 1
GC/ Silty and Clayey Gravel Moist Jery Dense GM (Santiago Peak Volcanics) 2-
3
SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATlON LOG
SOIL & TESTING,INC. LOGGED BY: DATE LOGGED: CRB 1-26-83
JOB NUMBER: 14127 Plate No. 3
SCS&T 14127 February 7, 1983 Appendix A, Page 1
GLASFORD RESIDENCE, LOT NO. 477, TRACT 72-20, UNIT NO. 3
RECOMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS
GENERAL INTENT
The intent of these specifications is to establish procedures for clear-
ing, compacting natural ground, preparing areas to be filled, and placing
and compacting fill soils to the lines and grades shown on the accepted
plans. The recormnendations contained in the preliminary soil investiga-
tion report and/or the attached Special Provisions are a part of the
Recommended Grading Specifications and shall supersede the provisions
contained hereinafter in the case of conflict. These'specifications shall
only be used in conjunction with the soil report for which they are a
part. No deviation from these specifications will be allowed, except
where specified in the soil report or in other written communication
signed by the Soil Engineer.
OBSERVATION AND TESTING
Southern California Soil & Testing, Inc. shall be retained as the Soil
Engineer to observe and test the earthwork in accordance with these speci-
fications. It will be necessary that the Soil Engineer or his representa-
tive provide adequate observation so that he may provide an opinion that
the work was or was not accomplished as specified. It shall be the re-
sponsibility of the contractor to assist the soil engineer and to keep him
apprised of work schedules, changes and new information and data so that
he may provide these opinions. In the event that any unusual 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 14127 February 7, 1983 Appendix A, Page 2
If, in the opinion of the Soil Engineer, substandard conditions are en-
countered, such as; questionable or unsuitable soil, unacceptable moisture
content, inadequate compaction, adverse weather, etc., he will be empower-
ed to either stop construction until the conditions are remedied or cor-
rected or recommend rejection of this work.
Test methods used to determine the degree of compaction should be per-
formed 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.H. D-2922.
All densities shall be expressed in terms of Relative Compaction as deter-
mined 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 apperance, free from unsightly
debris.
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 des-
cribed procedures should be backfilled with acceptable soil that is com-
pacted to the requirements of the Soil Engineer. This includes, but is
not limited to, septic tani:s, fuel tanks, sewer lines or leach lines,
SOUTHERN [3AL,FORNIA SOIL AND TEST!NG, INC
KS&T 14127 February 7, 1983 Appendix A, Page 3
storm drains and water lines. Any buried structures or utilities not to
be abandoned should be investigated by the Soil Engineer to 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 in the Geotechnical Report. 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.
When the slope of the natural ground receiving fill exceeds 20% (5 hori-
zontal 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 l/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 should be
at least 6 feet wide. The horizontal portion of each bench shall be
compacted prior to receiving fill as specified hereinbefore for compacted
natural ground. Ground slopes flatter than 20% shall be benched when
considered necessary by the Soil Engineer.
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 con-
tent, compacted and tested for the minimum degree of compaction in the
Special Provisions or the recommendation contained in the preliminary soil
investigation report. All loose soils in excess of 6 inches thick should
be removed to firm natural ground which is defined as natural soil which
possesses an in-situ density of at least 85% of its maximum dry density.
SOUTHERN CALIFORNIA 501L AND TE5TlNG. INC
SCS&T 14127 February 7, 1983 Appendix A, Page 4
FILL MATERIAL
Materials placed in the fill shall be approved by the soil engineer and
shall be free of vegetable matter and other deleterious substances. Gran-
ular soil shall contain sufficient fine material to fill the voids. The
definition and disposition of oversized~ rocks, expansive and/or detrimen-
tal soils are covered in the soils report or Special Provisions. Expan-
sive soils, soils of poor gradation, or soils with low strength character-
istics 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 compac-
tion effort to be efficiently applied to achieve the specified degree of
compaction. Each layer shall be uniformly compacted to the minimum speci-
fied degree 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 soil 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 recomnended in the Special Provisions is
SOUTHERN CALIFORNIA 5DIL *ND TE5TING. INC
SCS&T 14127 February 7, 1983 Appendix A, Page 5
achieved. The maximum size and spacing of rock permitted in structural
fills and in non-structural fills is discussed in the soil report, when
applicable.
Field observation and compaction tests to estimate the degree of compac-
tion 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. 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 at vertical
intervals of not greater than four feet. In addition, fill slopes at
ratios of two horizontal to one vertical or flatter, should be track-
rolled. Steeper fill slopes shall be over-built and cut-back to finish
contours. 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 maximum dry density or that speci-
fied in the Special Provisions section of this specification. The compac-
tion operation on the slopes shall be continued until the Soil Engineer is
satisfied that the slopes will be stable in regards to surficial stabil-
ity.
Slope tests will be made by the Soils Engineer during construction of the
slopes to determine if the required compaction is being achieved. Where
failing tests occur or other field problems arise, the Contractor will be
notified that day of such conditions by written cormnunication from the
Soil Engineer in the form of a daily field report.
SOUTHERN CALIFORNIA 901L AND TESTING. IUC.
SCS&T 14127 February 7, 1983 Appendix A, Page 6
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 until the required degree of compaction is
obtained, at no additional cost to the Owner or Soils Engineer.
CUT SLOPES
The Engineering Geologist shall inspect all cut slopes excavated in rock
or .lithified formational material during the grading operations at inter-
vals determined at his discretion. If any 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 Engi-
neer to determine if mitigating measures are necessary.
Unless otherwise specified in the soil and geological report, no cut
slopes shall be excavated higher or steeper than that 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 compacting 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 compac-
tion.
SOUTHL~N CALIFORNIA 501L ANO TFSTING. INC
SCS&T 14127 February 7, 1983 Appendix A, Page 7
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 materials can be
achieved. Damaged site conditions resulting from weather or acts of God
shall be repaired before acceptance of work.
REC0fMENDEI.l GRADING SPECIFICATIONS-SPECIAL PROVISIONS
The minirmm 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 condi-
tion of 90 percent of maximum dry density and air dried moisture content
to saturation.
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 transitions 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.
SOUTHEr?N CALIFOl?NIA 501L AND TE5TING. INC