HomeMy WebLinkAboutCT 73-49; C. C. and F PALOMAR AIRPORT BUSINESS PARK PHASE 1; GEOTECHNICAL INVESTIGATION; 1974-02-26~ __________________________________ -----~---c-----=
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Lawnev-Haldueer AssaEiates
Foundation I Soil I Geological Engineers _
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, __ ----11558 SORRENTO VALLEY ROAD, SAN DIEGO, CALIFORNIA 92121
Cabot Cabot & Forbes
110 West A Street, Suite 1100
San Diego, California 92101
Attention: Mr. Paul Hammonds
Februdry . .26, 1974
S 114-~ , ,S602
JOHN v. tOWNEY. c. E.
PETER KALDVEER. C.E.
ROBERT R-. PRATER. C.E._
DONALD H. HILLEBRANDT, C. e. _
71-41 453-::5605
RE: GEOTECHNICAL INVESTIGATION
C.C.& F PALOMAR AIR~ORT
BUSINESS PARK -PHASE I
CARLSBAD, CALIFORNIA
Gentlemen:
In accordance with your request, we have performed a detailed soil anc! geologi.cal
investigation for the subject project. The accompanying report presents the results
of our field investigation, laboratory tests, and engineering analysis. Th-e soil {md
foundation conditions are discussed and recommendations for the geotechnical
engineering aspects of the project are presented. -
We refer you to the text of the report for detailed recommendations. If you have
any questions concerning our findings, please call.
Very twly yours,
LOWNEY /KALDVEER ASSOCIATES
Robert Prater
RP:rcs
cc: Addressee (4)
Rick Engineering Company (4)
PALO ALTO / OAKLAND / MONTEREY I SAN DIEGO
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GEOTECHNICAL INVESTIGATION
For
C.C.& F PALOMAR AIRPORT BUSINESS PARK
PHASE I
CARLSBAD I CALIFORNIA
To
CABOT CABOT & FORBES
110 West A Street, Suite 1100
San Diego, California
February 1974
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TABLE OF CONTENTS
Page No.
Letter of Transmittal
TITLE PAGE
TABLE OF CONTENTS
INTRODUCTION
SCOPE ,
SITE INVESTIGATION
A. Surface
B. Subsurface
C. Groundwater
D. Geology and Seismicity
CONCLUSIONS AND RECOMMENDATIONS
A. EARTHWORK
l. Clearing and Stripping
2. Preparation for Filling
3. Excavation
4. Materials for Fill
5. Expansive Materials
6. Slopes
7. Compaction
8. Trench Backfill
9. Drainage
10. Construction Observation
B. FOUNDATIONS
1. Footings
2. Siabs-on-Grade
3. Latera I Loads
C. PAVEMENTS
FIGURE 1 -SITE PLAN
FIGURE 2 -RECOMMENDATIONS FOR FILLING ON SLOPING GROUND
FIGURE 3 -ANTICIPATED MATERIAL TYPES IN PROPOSED CUT AREAS
APPENDIX A -FIELD INVESTIGATION
Table A-l -Summary of Exploratory Test Pits
Key to Boring Logs
Exploratory Boring Logs
APPENDIX B -LABORATORY INVESTIGATION
Gradation Test Data (Figures B-1 and B-2)
Plasticity Chart and Data (Figures B-3 and B-4)
Compaction Test Resul ts (Fi.gures B-5 through B-8
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TABLE OF CONTENTS (Cont'd.)
Table B-1 -Results of No. 200 Sieve Tests
Table B-2 -Summary of Direct Shear Tests on Undisturbed Materials
Table B-3 -Summary of Direct Shear Tests on Remolded Samples
Table B-4 -Results of Confined Compression Tests
Table B"'5 -Results of sw~n Tests
Table B-6 -R-Value Test Results
APPENDIX C -GUIDE SPECIFICATIONS -SITE EARTHWORK
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GEOTECH NICAL INVESTIGATION
FOR
C.C.& F PALOMAR AIRPORT BUSINESS PARK -PHASE I
CARLSBAD, CALIFORNIA
INTRODUCTION
In this report we present the results of our geotechnical investigGltion for the Phase I
portion of a proposed 330-acre business park to be located southwest of the intersection
of EI Camino Real and Palomar Airport Road in Carlsbad, California. The purpose of
this investigation was to evaluate in detail the subsurface conditions at fhe site and to
provide recommendations covering the geotechnical engineering aspects of the develop-
ment.
It is our understanding that the buildings comprising the development will probably be
predominantly one and two-story concrete HIt-up structures with slab-on-grade floors.
Building column loads will probably not exceed 100 kips and perimeter wall loads will
likely be less than 5 kips per lineal foot. Floor loads will p.robably be less than 500
pounds per square foot. . .
Extensive earthwork wHI be required to attain the design finish site grades. Cuts of up·
to about 55 feet and fills of between 25 and 30 feet are presently planned. The approxi-
mate' boundaries of major cut areas are indicated on Figure 1 and are based on the
Master Grading Plan (latest revision February 5, 1974) prepared by Rick Engineering
Company.
The first portion of the site earthwork in the Phase I area will involve 1) cutting from
the high area north of A Street (vicinity of exploratory borings EB-l and EB-2, and test
pits TP-1 and TP-2 shown on Figure 1), 2) filling the area adjacent toEI Camino Real
(vicinity of EB-6 and EB-7), and 3) ~utting and fill ing along and directly adjacent to
A Street-and B Street (vicinity of TP-l, EB-3, WG-4, EB-15, EB-14, WG-3, WG-19).
Details regarding the sequence of earthwork in the remaining portions of fhe Phase I area
have not yet been established. It is our understanding, however, that some lots
will not be finish graded during the initial earthwork operations but that large areas
encompassing several lots .may be only graded smoothly for drainage to within a.bbut plus
or minu~ 2 feet of the anticipated finish lot grades. Fini~h gra~ing of lots' in these areas
to satisfy the specific needs of a given -building and parking area will be undertaken-as
i~'dividuai lots are developed.
SCOPE
The scope of work performed in this investigation included a subsurface exploration program,.
geologic field reconnaissance, laboratory testing, engineering analyses of the field and
laboratory data and the preparation of this report. The data obtained ane;! the analyses
performed were for the purpose of providing design and construction criteria for site earth-
work, bui Iding foundations, slab-on-grade floors, and pavements.
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S 114-1, Page 2
A preliminary geotechnical investigation of the entire 330-acre site was performed by
Woodward-Gizienski & Associates of San Diego in May and June of 1973, the results
of which were presented in a report dated June 18, 1973. Our detailed investigation
as reported herein covers only the Phase I portion o'f the project as indicated on the Site
Plan, Figure 1.
Our services consist of professional opinions and recommendations made in accordance
with generally accepted soil, geologic and foundatton engineering principles c:md
practices. This warranty is in lieu of all other warranties either expressed or implied.
SITE INVESTIGATION
A field investigationincludinOg a subsurface exploration and geologOic field reconnaissance
was performed at the site during the period of February 1 through 7, 1974. Nineteen
exploratory borings were dri lied to a maximum depth of 48 feet using a truck-mounted,
continuous flight auger. In addition, twelve exploratory test pHs were excavated with
a backhoe to a maximum depth of 12 feet. The borings and test pits were located across
the site so as to maximize the usefulness of the boring logs from the earlier preliminary
investigation. The approximate locations of all borings and exploratory test pits are
shown on the Site Plan, Figure 1 and the logs of our borings and a summary of the condi-
tions encountered in the test pits are included in Appendix A. The results of the labora-
tory tests are presented in Appendix B.
It should be noted that the elevations referred to on the boring logs and test pit summary
are only approximate and were roughly estimated utiliiing the ground surface contours
shown on the Master Grading Plan prepared by Rick Engineering Company •
A. Surface
The Phase I portion of the site is irregular in shape and covers roughly the eastern half of
the 330-acre site. The terra.in is generally moderately rolling with ground surface eleva-
tions ranging from a low of about Elev. 180 to a high of about Elev. 320. The hiTlsides
have a maximum inclination on the order of .4 horizontal to 1 vertical. A gently sloping
draw traverses the central portion of the area in a northeast-southwest direction. Much
of the area is presently under cultivation. The ground sourface in those areas not under
cultivation generally supports a moderate to heavy growth of a brush and chaparral. A
few trees are present in the lower lying areas. Buried sewer pipelines traverse the site
at the locations indicated on Figure 1.
B. Subsurface
The subsurface materials as encountered in the exploratory borings and test pits were of
four general types: 1) residual surface soils, 2) colluvial soils, 3) formational sandstone o
and, 4) formational mudstone. Residual surface soils, generally varying from 1 to 5 .
feet thick, were encountered on the ridges and hillsides overlying the formational materials.
The residual soi Is vary in composition from silty sands to potentially expansive sandy and
silty clays. Over most of the. site, the surface soils were in a loose condition only to· a
depth of several inches below the ground surface.
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S 114-1, Page 3,
Colluvial soils consisting predominantly of dense silty and clayey sands and stiff silty
and sandy clays were encountered near the bottoms of ravines and draws to depths
varying from about 2 to 15 feet. These materials are only slightly compressible but
in general possess a moderate to high expansion pOfential.
Formational sandstone is the predominant material type across the site. Most of the pro-
posed major cuts in the southeastern half o(the site will be in sandstone. In its natural
state the sandstone possesses good strength characteristics with regard to slope stabil ity
but is quite susceptible to erosion. The sandstone is a non-expansive material and is
of good quality with respect to pavement subgrade characteristics.
Formational mudstone (siltstone and claystone) was generally encountered below the
residual surface soils and colluvial soils at the lower elevations in the northwestern half
of the site. These materials possess good strength characteristics with regard to slope
stability, have a low potential for erosion, but do exhibit a moderate to high potentiql
for expansion.
In only three borings (EB-2, EB-7, and EB-9) were the formational materials sufficiently
hard to make drilling difficult. In two of the borings (EB-7 and EB-9) the hard materials
were encountered well below the proposed finish site grades. In EB-2, drilled in the
area of the proposed deep cut in the eastern portion of the si te, hard d'ri Iii ng was en-
countered just below the proposed finish lot grade of Elev. 275. The ha rd materials
are thought to be present only in relatively thin layers and should present no par.ticular
difficulty with regard to excavatability utilizing heavy ripping equipment.
The attached boring logs and related information depict subsurface conditions only at
the specific locations shown on the Site' Plan and on the particular date designated on
the logs. Soil conditions at other locations may differ from conditions occurring at these
boring locations. Also, the passage of time may result in a change in the subsurface
conditions due to environmental changes.
C. Groundwater
Free groundwater was not encountered in any of our exploratory borings or test pits during
our subsurface exploration. It must be noted, however, that fluctuations in groundwater
levels may occur due to variations in rainfall and other possible factors.
D. Geology and Seismicity
The site is underlain by sandstone and mudstone strata of the Delmar Formation which on
a regional basis dips 2 to 4 percent in a southwesterly direction. In geheral, the forma-
tional materials at the higher elevations across the property consist predominantly of
sandstone with mudstone {interbedded siltstone and claystone) at the lower elevations.
Because of the regional dip to the southwest, the usually gradational contact between
the sandstone and mudstone lies at an elevation approaching Elev. 280 feet across the
northeasternmost parOt of the property, at about Elev. 250 across the central portion and
at about Elev. 180 across -the southwesternmost portion of the Phase I area.
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S 114-1, Page 4
Based on our geologic reconnaissance, inspection of aerial photographs, and review of
available published information, it is our opinion that 1) there are no existing landslides
on the property, 2) no active faults pass through the site, 3) any minor inactive faults
in the area including those described in the preliminary geotechnical report prepared
by Woodward-Gizienski & Associates can and should be ignored with regard to seismic
ri$k. The nearest known major active faults are the' Elsinore and San Jacinto Fault Zones
located 24 and 46 miles northeast of the site, respectively.
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Although research on earthquake prediction has greatly increased in recent years, seis-
mologists have not yet reached the point where they can predict when and where an
earthquake will occur.. Nevertheless, on the basis of current technology, it is reason-
able to assume that the proposed development will be subjected to at least one moderate
earthquake during its design life. During such an earthquake, the danger froin foult offset
through the site is remote, but strong ground shaking is likely to occur.
CONCLUSIONS AND RECOMMENDATIONS
From a geotechnical engineering standpoint, the primary feature of concern at the site
is the moderate to high expansion potential of much of the residual surface soils, colluviol
soils, ond mudstone formational materials underlying the site. Where these moterials are
exposed at or near the finish subgrade level of building pads, the proposed buildings and
slabs-on-grade could be subject to domage due to heove of the exponsive moteriols. There-
fore, on those building pads where such a condition exists, it will be necessary to 1)
extend the building foundations somewhat deeper than would normally be required, and
2) provide a mat of non-expansive fill beneoth all slabs-on-grodes. In order to minimize
the necessity of special design features and problems associated with expansive materials
in fill areos, the site grading work should be planned and carried out so as to assure
that a.ll fi lis are capped with 0 loyer of non-expansive sandstone fiH. In cut areas
where the natural subgrade is comprised of expansive materials, it wH I be necessary
to overexcavate the expansive materials within building areas and replace them ,wi·th
non-expansive sandstone fill. ' .
With regard to pavements, substontially thicker pavement sections will be required where
clayey soils and mudstone materials are exposed at or near the finish subgrade surface than
will be required in those areas where sandstone (natural or as fill) is present. Present
plans are to cap the subgrade in all City streets with sandstone fill. In this case, the
thinner pavement sections associated with the sandstone materials will apply. Detailed
recommendations are presented below .in the subsequent sections of this report.
A. EAR THWOR K
1. Clearing and Stripping
All areas to be graded should be cleared of debris, brush, chaparral, designated trees, and
associated roots. The cleared materials should be disposed of off-site.
After clearing, the cultivated areas as well as other areas supporting a growth of surface
grass and weeds should be stripped to a sufficient depth to remove all surface vegetation
and organic laden topsoil. At the time of our field investigation, we estimated that a
stripping depth of approximately 3 inches would be required in the ~ultivated a~d grassy
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S 114-1, Page 5
areas. Over much of the site little or no organic laden topsoil and surface vegetation
other than heavy brush and chaparral is present. In these areas, stripping will not be
required assuming that the clearing operation accomplishes removal of most of tbe brush
and chaparral roots.
The actual stripping depths and extent of the areas requiring stripping should be deter-
mined in the field by our representative at the time of construction. Stripped materials
may be either stockpiled for later use in landscaping or disposed of off-site. . .
2. Preparation for Fi II ing
After the site has been cleared, stripped, and prior to placing fill, the exposed subgrade
soils should be scarified to a depth of 6 inches, moisture conditioned, and compacted to
the requirements for structural fill. In general, the surface soils in ravines and draws
are loose to depths of only several inches and as a result the normal scarification and
recompaction process should be adequate to effectively stabilize these soils •. If, however,
substantially greater thicknesses of loose soils are encountered in isOlated areas during the
site preparation work, the loose soils should be excavated down to firm ground and recom-
pacted prior to placing overlying fill.
Fills constructed on natural slopes having an inclination steeper than 6 horizontal to
vertical should be keyed and benched into Hrm natural ground below any loose surface
soils as illustrated on Figure 2.
3. Excavation
Based on the results of our exploratory borings and test pits, and our experiences with
similar materials, it is our opinion that the on-site soils and formational materia Is can be
excavated utilizing ordinary heavy earthmoving equipment. Some heavy ripping could,
however, be required in the deeper cut areas of the site where layers of cemented forma-
tional materials may be encountered.
4. Materials for Fill
All existing on-site soils and formational materials below fhe stripped layer with an organic
content of less than 3 percent by volume are suitable for reuse as fill. The use of potentially
expansive soils and mudstone materials as fill should, however, conform to the require-
ments of Item A.5., IIExpansive Materialsll•
Fill material should not contain rocks or lumps greater than 6 inches in largest dimension
with not more than 15 percent larger than 2.5 inches. All material for use as fill should
be approved by the soils ,engineer.
5. Expansive Materials
Potentially expansive residual soils, colluvial soils, a'nd mudstone formational materials
taken from the required site excavations should be used as fill only up to within 2 feet of
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S114-1, Page 6
the design finish lot grades. The upper 2 feet of fill in finished graded areas should be
non-expansive sandstone fill material. In order to help minimize the potential for expan-
sion, expansive materials placed as fill within 4 feet of the finish lot grades should be
compacted at a moisture content at least 2 percent above optimum moisture content. The
determination as to which materials are expansive and which are not should he made in the
field during construction by the soils engineer.
Figure 3 shows our interpretation of the subsurface conditions within proposed cut areas
across the site in regard to the extent and anticipated depths of expansive and non-
expansive soils and formational materials. The figure is intended to be used for general
planning purposes only and is based on very rough approximations of the site conditions
as determined by our field exploration work. It is likely that expansive materials are present
at least in limited quantities within those areas designated as being in nQo-expansive sand-
stone. -Similarly, it is likely that significant quantities of non-expansive material may in
fact be present within areas zoned as being predominantly expansive material.
Based on the limited information provided by our field exploration work, it would at this
stage be impossible to predict the actual conditions that exist on every building lot (in
cut) at the proposed design finish grades. A more accurate determinafion of the expansive
material conditions on individual lots in cut can be made subsequent to the rough site
grading work. Prior to constructing buildings, however, each individual building lot should
~ I be evaluated in order to accurately determine the extent and severity of any expansive
materials that may be present at or near the finish lot grades.
6. Slopes
Based on the results of our geologic reconnaissance of the proposed cut areas, laboratory
tests, and stability analyses, it is our opinion that the proposed cut slopes and fill slopes
will be safe against mass instability if constructed to an inclination no steeper than 1.5
horizontal to 1 vertical. This appl ies to all cut slopes up to 60 feet in height and fill
slopes of up to 50 feet. It is essential that our representative inspect the materials exposed
in the proposed cuts during the excavation work to check for any signs of potentially un-
stable areas and to verify that the materials encountered throughout the excavations
correspond to those anticipated from our exploratory borings and test pits.
Fill slopes should ~e constructed so as to assure that the minimum required degree of
compaction is obtained out to the finished slope surface. This may be accomplished by
1I0ver-building ll the slopes laterally at least 2 feet during placement of fill and then
trimming them back to the design finish lines and grades. Alternatively, the slopes should
be compacted by IIbackrolling ll with sheepsfoot rollers or other suitdble equipment in 3
to 5 foot vertical increments as the fill is raised.
The project pJans and specifications should contain all necessary design features and con-
struction requirements to prevent erosion of the on-site soils both during and after con-
struction. '
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S 114-1, Page 7
7. Compaction
All structural fill should be compacted to a minimum degree of compaction of 90,_ -
percent as determined by ASTM Test Designation D1557-70. The upper 6
'inches ';( th~ ~u6gra-d~ soil;-b~~e~th-vehicula~ ~oncr~t~ sl~bs and-paveme~ts 'should b~--,
compacted to a minimum degree of compaction of 95 percent. Fill material should be
spread and compacted in lifts not exceeding 8 inches in uncompacted thickness. Poten-
tially expansive clayey soils and mudstone materials placed as fill within 4 feet of the
design finish lot grades should be compacted at moisture content at least 2 percent above
the laboratory optimum moisture content as recommended under Item A.5., IIExpansive
Materials" •
Based on the results of the laboratory tests we estimate that the on-site formational materials
will undergo no shrinkage due to compaction and may in fact resul t in an overall ihcrease
in volume in the compacted state relative to the natural in-pla.ce densify • However, due
to the presence of residual surface soils and colluvia.1 soiis which may be subject to signi.fi-
cant shrinkage upon compaction, we feel that an over-all average shrinkage factor of
'betwee:n -3 and +3 pe~cent would be reasonable: for planning purposes.
8. Trench Backfill
Pipeline trenches should he backfilled with compacted structural fill. Backfill material
should be placed in lifts hot exceeding 8 inches in uncompacted thickness and compacted by
mechanical means to a minimum degree of compaction of 85 percent. In all pavement and
building pad areas, the upper 3 feet of trench backfill should be compacted to a minimum
degree of compaction of 90 percent. The upper 6 inches in pavement areas should be com-
pacted to 95 percent. '
9. Drainage
The project plans should incorporate the necessary drainage features so as to prevent
surface water from running over the crest of either cut or fill slopes.
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Positive surface gradients should be provided adjacent to buildings so as to direct surface
water away from buildings and slabs toward suitable discharge facilities.
10. Construction Observation
Variations in,soil conditions are possible a'nd may be encountered during construction.
In order to permit correlation betWeen the preliminary soil data 'and the actual soil condi-
tions encountered during construction and so to assure conformance with the plans and
specifications as originally contemplated, it is essential that we be retained to perform
on-site review during the course of construction.
All earthwork should be performed under the observation of our representative to assure
proper site preparation, selection of satisfactory fill materials, as well as placement and
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S 114-1, Page 8
compaction of the fills. Sufficient notification prior to earthwork operations is essential
to make certain that the work will be properly observed. All earthwork should-be per-
formed in accordance with the Guide Earthwork Specifications presented in Appendix C.
It should be pointed out, however,. that the guide specifications are only general in nature
and the actual job specifications should also incorporate all reql!irements confained in the
text of this report.
B. FOUNDATIONS
The foundation requirements for individual buildings on_specific lots will vary depending
~pon the type of materials actually comprising the finish subgrade of the building pad.
As individual lots· are finish graded, the soils engineer should determine the foundation
requirements based on his evaluation of the actual subsurface conditions within the area
of the proposed construction.
1. Footings
The proposed buildings may be supported on conventional continuous and/or individual
spread footings. Where non-expansive materials are exposed at the finish subgrade surface
to a depth of at least 2 feet, footings should be founded at least 16 inches below the lowest
adjacent finished grade or 12 inches below rough pad grade, whichever is deeper. Where
expansive materials are present at or within 2 feet of the finish subgrade surface, footings
should be founded at least 24 inches below the lowest adjacent finished grade or 20 inches
below rough pad grade, whichever is deeper. Also, footings located adjacent to utility
trenches should have their bearing surfaces below an imaginary 1.5 horizontal to 1 verfical
plane pro jected upward from the edge of the trench bottom.
In cut areas where footings will be founded in undisturbed formational materials, they may
be designed for allowable bearing pressures of 4, 000 pounds per square foot (psf) for dead
loads, 5,000 psf for combined dead and live loads, and 6,500 psf for all loads including
wind or seismic. In areas where footings will be founded in compacted fill and/or natural
soils, they should be designed for allowable bearing pressures of 2,500 psf for dead loads,
3,500 !,sffor combined dead and live loads, and 4,500 psf for all loa~s_fncludiiig wind or
sei;.mic:· AII-footing~ should, how-ever, have aJninimUri'l_width of 12 inches.
Footings located adjacent to the tops of either cut or fill slopes should be founded at
sufficient depth so as to provide at least 5 feet of horizontal cover between the footing
and the slope face at the footing bearing level.
All continuous footings should be reinforced with top and bottom reinforcement to provide
~tructurdl continuity and to permit spanning of local irregularities. Any visible cracks
in the bottoms of footing excavations should be closed by soaking prior to placement of
concrete • To assure that footings are founded in material of adequate bearing capacity,
it is essential that the soils engineer inspect the footing excavations prior to placing rein-
forcing steel or concre·te. .
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S 114-1, Page 9
Settlements under the anticipated building loads are expected to be within .tolerable limits
for the proposed structures. We estimate that total settlements will be less than 3/4 inch
and differential settlements across anyone building should not exceed 1/2 inch. Most of
the settlement is expected to occur during construction or shortly thereafter .• Although
some settlement of the deeper fills is anticipated, most if not al I of this settlement is ex-
pected to occur during and immediately after placement of the fill and prior to construc-
tion of buildings.
2. Siabs-on-Grade
We recommend that all building floor slabs as well as exterior concrete slabs-on-grade
be supported on a 24-inch minimum thickness of non-expansive material. On those lots
where expansive materials are present within a 24-inch depth of the finish subgrade
surface, we recommend that the subgrade materials within the building area and beneath
all proposed exterior slabs-on-grade be removed and replaced with non-expansive fill to
a minimum depth of 24 inches. In buildings of relatively large areal extent, the required
thickness' of non-expansive fill within the building area may be reduced to 12 inches at
a distance of 25 feet from the perimeter footing of the building.
Slab reinforcing should be provided in accordance with the anticipated use dnd loading
of the slab. Just prior to construction of slabs, the subgrade surface should be proof-
rolled to provide a smooth, firm surface for slab support.
In areas where floor wetness would be undesirable, 4 inches of free draining, rounded
gravel such as 3/8-inch pea gravel should be placed beneath the floor slab to serve as
a capillary barrier between the subgrade soil and the slab. In order to minimize vapor
transmission, an impermeable membrane should be placed over the gravel. The sand
will help protect the membrane during construction and it should be in a moist condition
to air in curing the concrete. The sand and gravel layers would be in addition to the
recommended thicknesses of non-expansive fill. Capillary break material should not be
used in areas where slabs will be subjected to concentrated heavy loads such as would be
imposed by loaded fork lifts.
3. Latera I Loads
Lateral load resistance for building foundations may be developed in friction between the
foundation bottoms and the supporting subgrade. An allowable friction coefficient of
0.30 is considered applicable. An additional allowable passive resistance equal to an
equivalent fluid weighing 300 pounds per cubic foot acting against the foundations may
be used in design provided the footings are poured neat against undisturbed soil. 'For
footings founded in undisturbed formational material, an allowable friction coefficient
of 0.35 and a passive resistance of 2,000 pounds per square 'fuot'a-r~ appTfc~bTe •. ----
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S114-1, Page 10
C. PAVEMENTS
In order to evaluate the pavement subgrade qualities of the predominant on-site materials,
IIR II (resistance) value tests were performed on samples of the formational sandstone and the
poorer quality claystone. The results of the tests which are summarized in Appendix B'
indicafe that the R-value by expansion will govern the design of pavements on both the
claystone and spndstone materials for most traffic indices. For comparison and planning
purposes, we have developed the following typical pavement sections using Procedure
301-F of the State of California Department of Publ.ic Works, Division of Highways.
Pavement sections are present,.ed for traffic indices of 3.5, 5.0 and 7.0. The 3.5 index
is considered to be a reasonable value for automobile parking areas and the 5.0 index
reasonable for parking areas and access driveways which are subjected to light truck
traffic. According to the City of Carlsbad, the 7.0 index is normally required for city.
streets subject to relatively heavy truck traffic. .
TYPICAL PAVEMENT SECTIONS
Pavement Components
Subgrade Design Asphaltic Total
Material Traffic Design Concrete Aggregate Base Thickness
Type Index R-Value . (Inches) Class 2 (In,ches) (Inches)
3.5 42 2.9 4.0 6
SANDSTONE 5.0 47 2.0 4.0 6
7.0 50 3.0 6.5 9.5
3.5 9 2.0 6.5 8.5
CLAYSTONE 5.0 .12 2.0 11.Q 13.0
7.0 12 3.0 16.0 19.0
Note: The pavement sections given above for the sandstone subgrade would be appl icable
to clay soil and claystone areas provided that 12 inches of sandstone fill material
overl ies the clayey materials.
The above pavement sections are for general information only and represent the approxi-
mate extremes in pavement requirements anticipated at the site bcisedon ,the quality of
the subgrade materials. Pavement designs should be performed for individual lots based
on the actual material type(s) comprising the subgrade and the anticipated use of and
·vehicu.lar loadings on the pavements.
Asphaltic concrete,aggregate base, and preparation of the subgrade should conform to and
be placed in accordance with the California Division of Highways, Standard Specifications,
January 1971 edition except that the test method for compaction should be determined
by ASTM D1557-70.
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Original ground
surface
Horizontal benches __ -
in firm ground
Note: Fi 115 to be keyed and benched
as shown into natural ground
where the natural slopes are
steeper than 6 horizontal to
1 vertical.
lowney-Holdueer AssaEiates
Foundation / Sol// Geological Engineer.
Compacted fi 1/
Zone of loose
Toe Key
10 ft. minimum
width
RECOMMENDA TIO NS FOR FILLING
ON SLOPING GROUND
C.C.& F PALOMAR AIRPORT BUSI NESS PARK
Carlsbad, California
PROJECT NO. DATE
Figure 2 Februory 1974 ' S 114-1
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N
Limit of
Property
Line
Investigation .,..'t'
(Phase I Area)
o
Approximate Scale
500 1000
i
. \
3000
LEGEND
EB-l -$-
TP-l -$-
WG-1 0
E2J .. ",
.'
. '." .'.' 'f"'," . ~ . "", . . .. " . ,
Base: Master Grading Plan
Indicates Approximate Location of Exploratory Boring by
Lowney/KoldveeJ Associates.
Indicates Approximate Location of Exploratory Test Pit by
Lowney/Kaldveer Associates.
Indicates Approximate Locotion of Exploratory Boring drilled by
Woodward-Gizienski & Associates for preliminary investigation
report dated June 18, 1973.
Indicates Approximate Extent of Cut Areas, Based on Master
Grading Plan •
(latest revision February 5,
1974) prepared by Rick
Engineering Company.
lDwney-Haldueer ASSDEiates
SITE PLAN
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
Foundation I Soil! Geological Eng;neers
I
PROJE::C f NO. DATE Figure 1
S 114 1 February 1974
.... "
N
'-..... ' '-.: /" ----....-.:::.-..:=.---: "
,
o 500
.,'/ "
; \'
I ~~..r~;;\; 'I,'\. , ',,-' ,
"'-"
I'
Approximat~ Scale (~et)
,
1000 " -2
'.,
""-
""-". The proposed cut areas shown on the adiac~nt p.lan have been zoned based upon
"" the materials fhat' are Likely to be encountered ill the excavations. This summary
"', oJ the subsurface conditions in proposed cut areas is general in nature and for
~ planning purposes, only. Material types qnd subsurface conditions in general are
li~ely to vary considerably within anyone zone. ".
ZOh~ Description " ""', '"
'ZON!E 'A", Good qual ity non-expansive s~hdsto!1e from near the sl:J.rface down to
\'~~~hJt EleV':~60. Some heavy ,ripP,ing may be re€Juired ci,tthelower
el'evatlons within the cut. '
ZONE B EX~hsive mudstone above Elev. 200. E~pansive coli ~vial soi Is it:!
r.avines;'" Possibly some non-expansive sandstone (It higher elevatiohs
3000 " h" ""-In t IS area,~
"'-. lON E C Expansive soil's at the surface and expansive mudstone above Elev. 200"
ZONED
ZONE E
ZONE F
ZONEG
ZONE H
Good quality no~"::,~xpansive s~ndstone from near the surface down to
roughly Hev. 260. "'E«pansivecolluvial soNs may be encountered in
ravines.'~ , '
Good quality non-expans'i)e sandstone fromnear the surf~ce down to
Elev. 200 near the east end and down to Hev. 180 near the' west end.
Area predominantly overlain Wi~'hp"otentially expal'lsive surface soils
followed by potentially expansive mudstone above Elev. 200.
, ,
Approximately 3 feet of potentially expansive surface soil overlying
good quality non-expansive sandstone down to roughlyElev. 270.
Same as, Zone G. .... ,
'" ....
Base: Master Grading Plan
(latest revision February 5,
1974) prepared by Rick
Engineering Company •
Lawney-Haldveer Assatiates
Foundation I Soil I Geological Engineers
Anticipated Material Types in Proposed Cut Areas
C.C.& P PALOMAR AIRPORT BUSI NESS PARK
Carlsbad, California
S 114-1
PROJECT NO. DATE I 1----.,.-----+--------1-Figure 3
February 1974
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APPENDIX A -FIELD INVESTIGATION
The field investigation consisted of a surface reconnaissance and a subsurface exploration
program usihg a truck-mounted, 6-inch diameter, continuous fl ight auger and a Case 580
backhoe with a 24-inch bucket. Nineteen exploratory borings were drilled during the
period of February 1 through 4, 1974 to a maximum depth of 48 feet at the approximate
locations shown on the Site Plan, Figure 1. The soil and bedrock materials in. the borings
were ,continuously logged in the field by our engineer and described in accordance with
the Unified Soil Classification System "(ASTM D2487). The logs of the borings as well as
a key for soil classification are included as part of this appendix. In addition, twelve
backhoe test pits were excavated on February 4 and 7, 1974 to depths tanging from 6 to
12 feet. The approximate locations of the test pits are also shown 9,0 the Site Plan,
Figure 1 and the materials encountered in the test pits are summarized in Table A-1. The
approximate ground surface elevation noted on the boring logs and on fhe summary of
exploratory test pits were taken from a prel iminary grading plan ,prepared by Rick Engineer-
ing Company, dated January 27, 1974.
Representative bulk and undisturbed samples were obtained from the exploratory I;>orings
and test pits at selected depths appropriate to the investigation. All samples were returned
to our laboratory for evaluation and appropriate testing. Standard penetration resistance
blow counts were obtained in the borings by dropping a 140-pound hammer thr0ugh a 3D-inch
free fall. A 2-inch O. D. split spoon sampler was driven to a maximum depth of 18 inches
and the number of blows recor.ded for each 6-incb penetration interval. The blows per
foot recorded on the boring log represent the accumulated number of blows that were re-
quired to drive the last 12 inches. Where high resistances were encountered, the sampler
was driven to the lesser interval indicated on the boring logs. SQmples were also"
obtained by driving a 2.5-inch J.D. California Sampler 12 inches into the soil using the
140-pound hammer. Boring log notations for the standard split spoon and California samplers
are as indicated below:
~ Standard Split Spoon Sampler ~ California Sampler
The boring logs and summary of exploratory test pits show our interpretation of the subsurface
conditions at the dates and locations indicated, and it is not warranted that they are repre-
sentative of subsurface conditions at other locations and times.
--------- ---------... TABLE A-1 -SUMMARY OF EXPLORATORY TES T PHS "-
'. Depth. Interval
Surface Depth Strati.fi cation . From-Which Exploratory Elevation of Test Interval Bulk-Sdmple .
Te.st Pit No. (Feet) Pit (Feet) (Feet) Description of Materia I TCikenlFee"t)
TP-l 295 (approx) 10 0-1 SILTY SAND, fine grained (SM)
1-10 SANDSTONE, fine grained (SM) 2-4; 6-8
TP-2 265 (approx) 12 0-1.5 SILTY SAND, fine grained (SM)
1.5-12 SANDSTONE, fine grained (SM) 6-8; 10-12
, TP-3 265 (approx) 12 0-2 SILTY SANDY CLAY (CL) 0-1
2-8 SILTY CLAY (CL) with cobbles 6-8
(to 411) from 6 to 8 Feet
8-12 SILTSTONE (MH) 8-10
TP-4 260 (approx) 11 0-4 SANDY CLAY (CH) 1-3
4-11 CLAYSTONE (CL-CH) 6-8
TP-5 265 (appn;)x) 6 0-6 SILTY SAND, fine grained (SM) 2-4
TP-6 305 (approx) 10 0-3 SANDY CLAY (CH) 0-2
3-10 SANDSTONE, fine grained (SM) 5-7
TP.,.7 255 (approx) 10 0-1 SIL TY SAND, fine grained (SM)
1-10 SILTSTONE/CLAYSTONE (CL) 5-7
TP-8 270 (approx) 12 0-5 SILTY SAND, fine grained (SM)
5-12 CLAYSTONE (CH) '6-8
TP-9 205 (approx) 10 0-10 SANDSTONE, fine srained (SM)
(Continued)
----~-----------~~-
TABLE A-1 -SUMMARY OF EXPLORATORY TEST PITS (Cont'd.)
Depth Interval
Surface Depth Stratification From Which Exploratory Elevation of Test Interval Bulk Sample Test Pit No. (Feet) Pit (Feet) (Feet) Description of Material Taken (Feet)
TP-10 275 (approx) 11 0-11 SANDSTON E, fine grained (SM)
TP-11 300 (approx) 10 0-10 SANDSTONE, fine grained (SM)
TP-12 220 (approx) 12 0-7 SILTY SAND, fine grained (SM)
7-12 CLA YSTONE (CH) 8-10
Notes:
(1) TP-11 and TP-12 were excavated 'on February 7, 1974. All others were excavated 5'n~ebruary 4, 1974.
(2) Groundwater was not encountered in any of the exploratory test pits at time of excavation.
. -;
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tI) ....J.
(5
tI)
o w Z ~ (!)
w tI) ex: C§
U
~
(5
tI)
o w Z ~ (!)
w Z u::
'-'.-.... PRIMARY DIVISIONS
GRAVELS
MORE THAN HALF
OF COARSE
FRACTION IS
LARGER THAN
NO.4 SIEVE
SANDS
MORE THAN HALF
OF COARSE
FRACTION IS
SMALLER THAN
NO.4 SIEVE
CLEAN
GRAVELS
(LESS THAN
5% FINES)
GRAVEL
WITH
FINES
CLEAN
SANDS
(LESS THAN
5% FINES)
SANDS
WITH
FINES
SILTS AND CLAYS
LIQUID LIMIT IS -
LESS THAN 50%
SILTS AND CLAYS
LIQUID LIMIT IS
GREATER THAN 50%
HiGHLY ORGANIC SOILS
_. GROUP
SYMBOl
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
Pt
SECONDARY DIVISIONS
Well graded gravels, gravel-sand mixtures, little or no fines. . . .
Poorly ~raded gravels or gravel-sand mixtures, little or
no fmes.
Silty gravels, gravel-sand-silt mixtures, noh-plastic fines.
Clayey gravels, gravel-sand-c1ay mixtures, plastic fines.
Well graded sands: gravelly sands, little or. no fines.
Poorly graded sands or gravelly sands, little or no fines,
Silty sanqs, sand-silt mixtures, non-plastic fines.
Clayey sand~, sand-clay mixtures, plastic fines.
Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity.
Inorganic clays of low to medium plasticity, gravelly clays, sandy' clays, silty clays', I.ean clays.
Organic silts and organic silty clays of tow plasticity.
Inorganic silts micaceous or diatomaceous fine sandy or SIlty Isoils,' el(jstic silts.
Inorganic clays of high plasticity, fat clays.
Organic clays of medium to high plasticity,organic silts. ,
Peat and other highly 'organic soils.
DEFINITION OF TERMS
U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS
200 40 10 4 3/411 311 12"
SILTS AND CLAYS
SAND <?RAVEL r-----~--._------~_r----~---+~----._----~COBBLES .BOULDERS I MEDIUM I COARSE FINE J COARSE FINE
GRAIN SIZES
"
SANDS,GRAVELS AND BLOWS/FOOT t CLAYS AND STRENGTH'" BLOWS/FOOT + NON-PLASTIC SILTS PLASTIC SILTS
VERY LOOSE 0-4 VERY SOFT 0 -1/4 o -2
LOOSE SOFT , 114 -1/2 :2 - 4 4 -10 1/2 FIRM - 1 4 - 8 MEDIUM DENSE 10 -30 STIFF 1: -2 8 -16
DENSE 30-50 VERY STIFF 2 ~ 4 16 -32
VERY DENSE OIlER 50 HARD OVER 4 OVER 32
RELATIVE DENSITY CONSISTENCY
+Number of blows of 140 pound hammer falling 30 inches to drive a 2 inch O.D. (1-3/8 inch 1.0.)
split spoon (ASTM 0-1586).
:flJnconfined compressive strength in tons/sq. ft. as determined by laboratory testing or approximated
by the standard penetration test CASTM 0-1586), pocket penetromet€r, t,orvane. or visual observation.
lDwney-Haldueer ASSOEiutes
Foundation I Soil I Geological Engineers
KEY'TO EXPLORATORY BORING LOGS
Unified Soil Classification System CASTM D-2487)
C.C.& F PALOMAR AIRPORT BUSINESS PAR K
Carlsbad, California
PROJECT NO. DATE
S 114-1 February 1974 Figure A-1
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DRILL RIG Continuous Flight Auger SURFACE ELEVATION 320'(Approx)
DEPTH TO GROUNDWATER Not Encountered BORING DI'AMETER 6 Inches
DESCRIPTION AND CLASSIFICATION a: w ...J a. ::;:
~~ __________________________ -r __ '-__ ~ __ r-______ ~~DEPTH
(FEET)
DESCRIPTION AND REMARKS
SILTY SAND, fine grained .... . -.' .'.
::'ANU::' I Um, fine grained
Bottom of Boring = 23 Feet
Note: The stratification lines represent the appraximate
boundary between material types and the transition may
be gradual.
SYMc BOL COLOR
red-
brown +---+-=
light
brown
white-
brown
SOIL CONSIST. TYPE
loose SM
Forma-
tional
SM
Material
< (I)
n
i--
""' -'
--P=
f--
I-5 -
I--
I--
""' -
I--
f-1O-
i--
""' -
'--tz:
--
~ 15 -
f--
I--
e--
f--
1-20 -
I--
t--b
I--
""' 25 -
i--
e--
f--
f--
1-30 -
e--'
I--
I--
I--
I-35 -
'1--
I--
I--
I--
1-40 -
LOGGED BY MRO
DATE DRILLED 2/1/74
zw~ "ij w OW 2~ti: :z:Z w>:z: 0:;:-a: ~~ ~ zCiiI-1-< ...... -(I)Cl~ < ... (1) W z <Zo:LL u.wzu. [:(1)::: ~~ Wwo(l) Za:w(l) ili[:l-:-~ Oa.a:~ ~Ciig :::z U::;: I-' wWco 0 (1)>-Zo(l) a.a:~ U CD ::lu
60/6" 8
80/6"
.
80/6'
EXPLORATORY BORING LOG
Lawney-Haldueer Assadates
Foundation I Soil I Geological Engineers
C.C. & F PALOMAR AIRPORT BUSINESS PARK
Carls~ad,. California
~ __ P_R_OJ_E_C_T_N .... o_. __ + ___ D_A_T_E ____ -I BORING
5114-1 February 1974 NO.
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... _--------------......,..--------------r---'-----------,
LOGGED BY MR 0 DRILL RIG Continuous FI ight Auger SURFACE ELEVATION 3001 (Approx)
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/1/74
Zw'">
DESCRIPTION AND CLASSIFICATION 'a: 0 () I:i:
I-______________________________ ~--_r------,_------~--~ DEPTH ~ ~~,
DESCRIPTION AND REMARKS
SILTY SAND, fine grained
SANDSTONE, fine grained
(grading silty below 28 Feet)
Encountered Refusal at 30 Feet
Note: The stratification Jines represent the approximate
boundary between material types and the transition may
be gradual.
SYM-COLOR BOL
red-
brown
white-
brown
gray-
white
gray-brown
white
IL ~!ii ~ (FEET) ,~ W Cii 0 C/) ,Z w..J
" ~a:~ CONSIST. SOIL TYPE
·V
dense SM ~ ..:
-~tI· 80
-Fbrma-SM f-
tional f-5 -
Material f--
i--
f--
f--
1-10-.
l-.-
f--'
f--tz 70/611
f--.
f-]5 -
f--
f--
r--
~ -
1-20-
t-~
f--
f--, IT 80
f-. -
f-25 -
f--
f--
~ -rz 60
~ -r-r-50/311
'v
t--
~ -
r--
.... ..,.
f-35 -
i--
t--
I--
t--
1-40-
14
13
8
EXPLORATORY BORING LOG
LDwney-HDldueer R55DEiDte5 C.C.& F PALOMAR AIRPORT BUSINESS PARK
CarLsbad,. California
Foundation I Soil I Geological Engineers
J-__ P_R_O_J_EC_T __ N_O...,. __ -+-_____ D_A_T_E---,,.---I BORING
5114-1 Febru.dry 1974 NO. 2
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DRILL RIG Continuous Flight Auger SURFACE ELEVATION 230'(Approx) LOGGED BY MRO
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/1/74
DESCRIPTION AND CLASSIFICATION
DESCRIPTION AND REMARKS
SILTY SAND, fine grained
I-SANDSTONE, fine grained
Bottom of Boring = 18.5 Feet
Note: The stratification Jines represent the approximate
boundary between material types arid the transitian may
be gradual. .
SYM-COLOR BOL
gray-
brown
light
brown
gray-
brown
light
brown
Lowney-Haldueer ASSOEiates
,Zw"'":' ;t.. W ~~:J: 2 o Ii: :J:Z cr I-z ....... a:;: cr b~ ~ ZCI)I-
. DEPTH W -CI)Cl~
..J «Ill Wz <za:u. U.WZu. c.. ;:~=: ~w WwoCl) zcrwCl)
SOIL (FEET) :; .wCl)O =:!z :J: cr I-.~. .0 c.. cr ~
CONSIST, < Zw"'" 0 CI) tii >-. ' 0:;'1-
TYPE CI) ~crS ZoCl)
"
0 CD .::> ~y
loose SM
v LL 8 12 ..
t--
dense I--
-[-2 45
Forma-:SM I--
tional -5 -
Material --
--IT 50 12
I--
I--
1-10-
I--
I----
--
-15 -
--
--
I--IT 48 13
f-'-
1-20-
I--
I--
f--
f--. -
-25 -
--
--
I--
I--
1-30-
f--
I--
I--
,... -
-35 -
--
t--
I--
I-..;
1-40-
EXPLORATORY BORING LOG
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, Califprnia
Foundation I Soil I Geological Engineers
3 t-_P_R_O_J_EC_T_N_O_, _-+-___ D_A_T_E __ ~ BORING
February 1974 NO, S 114-1
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DRILL RIG Continuous Flight Auger MRO -SURFACE ELEVATION 285 I (Approx) LOGGED BY
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/1/74
DESCRIPTION AND CLASSIFICATION
DESCRIPTION AND REMARKS
SILTY CLAY
Liquid Limit = 27%
Plasticity Index = 12%
Passing No .200 Sieve = 54%
SANDSTONE, fine grained
Bottom of Boring = 33 Feet
Note: The strotification lines represent the approximate
boundary between material types ond the transition may
be gradual.
SYM-COLOR E?OL
light
brown
white-
brown
light
gray-
brown
lawney·Haldueer AssaEiates
CONSIST. SOIL TYPE
hard CL
Forma-SM
tional
Material
(FEET)
n
~
_ x Jar
0"-a:;: W z !;(w ?:~ . '0 u
_ Sampe c-
-
--I 60 14
--
-5 -
c--
f--.
f--
--
10-
--
--
r--:z 70/6" 12
r--
f-15 -
r--
--
--
--
r-20-
f--
c--40/611
r -::I
--
f-25 -
:--
--
I--
I--
f-30-
r -
...: r
-:;::?' 50/6'
f--
-35 -
.--
--
--
--
-40-
EXPLORATORY BORING LOG
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad., Cal ifornia
Foundation I Soil I Geological Engineers t--,--P_RO_J_E_C_T_. N_O_._-+ ___ D_A_T_E __ ~. BORING 4
S 114-1 February 1974 NO.
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:. DRILL RIG Continuous Flight Auger SURFACE ELEVATION290'(Approx) LOGGED BY
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED
DESCRIPTION AND CLASSIFICATION ~ ________________ -------------r--~----__ r---__ ~~~DEPTH
(FEET) SYM SOIL BOL-COLOR CONSIST. TYPE DESCRIPTION AND REMARKS .1"1
red':' loose SM __~ __ ~b~ro'w~'un_~ ______ +-~/~ --
SILTY SA}'-JD, fine graine~_
SANDSTONE, fine grained white-Forma-' 'SM f-
brown tiona I ~ _240/6'"
(Break in log from 19 to 30 Feet)
A
y
SANDSTONE, fine grained
Note: The stratification lines represe'1t the approximate
boundcry between meterial types and the transition may
be grodual.
Bottom of Boring = 48 Feet
light
gray-
white
~
"
light
gray-
white
light
brown
Material
Forma-
tional
Material
-
i-
~
-
-
-
-'-I
5 --'
-
-
-
-
-10-
----
,.... -
i--
-1l? --
--
--
~ -::I::
~V'
SM '---
50/611
= =~ 50 '. -'-
-35 -
--
--
~ --
~ -
1-40-
--
,--
--
--
f-45 -,
~ -
f--r-r-60/6'
r--
-50-
10
r
10
EXPLORATORY BORING LOG
MRO
2/1/74
Lawney-Haldueer AssaEiates c,.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, Cal ifornia
Foundation I Soil I Geological Engineers t-__ PR_O_J_E...,.C_T_N_O_. __ -+-____ D~A_T_E ____ _I BORING 5
5114-1 February 1974 NO.
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, DRILL RIG Continuous Flight Auger SURFACE ELEVATION 2851(Approx)
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches
DESCRIPTION AND CLASSIFICATION ~ ______________________________ ~ __ r-____ -, ________ ~~DEPTH
(FEET)
DESCRIPTION AND REMARKS
SILTY SAND, fine grained
SANDSTONE, fine grained
Bottom of Boring = 17.5 Feet
Note: The stratification lines represent the approximate
boundary between materiol types ond the transition inoy
be grodual.
SYM-COLOR BOL
brown
light
brown
light to
yellow-
brown
light
gray-
white
CONSIST. SOIL TYPE
medium
dense
v _1,/ SM I-~
Forma-SM
tiona I
Material
I--
~ -~
I--
-5 -
~ -
--
--'
--
1-10-
I--
Co--
Co--~
~ -
-15 ~
--
--
--
I--
1-20-
I--
I-~
I-.,..
Co--
I-25 -:
Co--
--
r -
r -
1-30-
I--
I--
Co--
I--
I-35 "'-
I--
r -
I--
r -
1-40....,
LOGGED BY
DATE DRILLED
12
45/61
36/611 14
EXPLORATORY BORING LOG
MRO
, 2/V74
Lowney-Haldueer RssoEiates C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbgd, California
Foundation I Soil I Geological Engineers .-__ P_R-,-O_J,-EC_T __ N_O_. __ +-____ D_A_T_E ____ ~ BORING
5114-1 February 1974 NO. 6
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DRILL RIG Continuous Flight Auger SURFACE ELEVATION +260'(Approx) LOGGED BY
DEPTH TO GROUNDWATER Not Encountt;!red BORING DIAMETER 6 Inches DATE ORILLED
DESCRIPTION AND CLASSIFICATION ~ ______________ ~ ______________ r--'r-----~--------r-~DEPTH
(FEET)
~ a:;: W z I-UJ ~!z
DESCRIPTION AND REMARKS
SILTY SAND I fine grained
SANDSTONE, fine grained
(very hard drilling from 13 to
14 Feet)
Bottom of Boring = 15 Feet
Note: The stratification lines represent the approximate
boundary between material types and the transition may
be gradual.
SYM-COLOR BOL
light
brown
light
brown
CONSIST. SOIL TYPE
medium SM
dense
Forma-SM
tio'nal
Material
I-10
I--
I--tz 70
I--
l-5 -
I--
l--
I--
I--
r.-10-
I--
I--
I--
r -
, c-
l-. -
I--
I--
I'--
r.-20-
I--
I-.,.
r--
I-....,
I-25 -
r--
I--
I--
I--
r.-30-
I--
r--
I--
--
-35 -
--
I--
I--
I--
r.-40-
o u
10
EXPLORATORY BORING LOG
MRO
2/1/74·
Lawney-Haldueer AssaEiates C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
Foundation I Soil I Geological Engineers
S 114-1
I--_P_R_O_J_EC_T_N_O_, _+ ____ D_A_T_E ____ --I BORING,
February 1974 NO. 7
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DRILL RIG Continuous Flight Auger SURfACE ELEVATION 310' (Approx) LOGGED BY
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED
DESCRIPTION AND CLASSIFICATION ~ ____________________________ -r __ ~ ______ r-____ ~T-~DEPTH
(FEET)
DESCRIPTION AND REMARKS
SILTY SAND, fine grained
SANDSTONE, fine grained
Bottom of Boring = 17.5 Feet
Note: The stratification lines represent the approximate
boundary between material types and the transition may
be 9raOJa~.
SYM-COLOR BOL
yellow-
brown
white-
brown
CONSIST. SOIL TYPE n.
~
medium SM I--
dense t--J1 Forma.-SM I-
52 17
.
tional t-5 -
Material l--
I--
I--
--
~10-
I--
I--
t--~ 50/6"
I--
I-15 -
I--
l-.-
--
I--
~20-
I--
I---'
I--
I--
r 25 -.
I--
I--
I--
t--
~30-
I--
I--
I--
I--
I-35 -
I--
I--
I--
I--
~40-
EXPLORATORY BORING LOG
MRO
2/2/74
lawney-Haldueer AssaEiates C.C. & F PALOMAR AIRPORT BUSIN-ESS PARK
Carlsbad, California
Foundation I Soil I Geological Engineers PROJECT NO. DATE BORING
S 114-1 February 1974 NO. 8
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DRILL RIG Continuous Fliqht Auqer SURFACE ELEVATION2601(Approx) LOGGED BY
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATEDRILLED
* cr~ DESCRIPTION AND CLASSIFICATION ~ __________ ~ __________ ~ ____ -r __ ~ ____ ~~ ______ r-~DEPTH
(FEET)
wI-
I-Z <~
DESCRIPTION AND REMARKS
SILTY CLAY
SYM-COLOR BOL
gray-
brown
CONSIST. . SOIL TYPE
-firm to CL stiff I--
.:;::z o u
~---------------------------+--~----~~------~--~ --tz 70 Forma-SM SANDSTONE, fine grained
(gradiri~i' clayey be'low 10 Feet)
Liquid Limit = 56%
Plast,icity Index = 21%
Passing No .200 Sieve = 42%
Encountered Refusal Glt 31.5 Feet
Note: The stratification lines represent the approximate
boundary between ma,leriar types and the transition may
be gradual.
gray-
brown tional
Material
r
f--
-5 -
r--
--
--
--
SC f-1O-
I--
I--
I--0= 60 22
I--
f-15 -
--
--
--
I--
l-
I-
-
-
_tz60/611
I-'-
f-25 -
I--
I--
f--
f--
f-30-
I--r-r-50/311 19
t--
I--
I--
b-35 -
I--
f--
f--
r--
f-40-
. EXPLORATORY BORING LOG
MRO
2/2/74
Lawney-Haldueer AssaEiates C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
Foundation I Soil I Geological-Engineers PROJECT NO. DATE BORING
S 114-1 February 1974 NO. 9
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l~--~-----------------------------r--------------------~------'--------------·~--·--·~-·~-~-~ DRILL RIG Continuous Flight Auger SURFACE ELEVATION 255'(Approx} MRO LOGGED BY
DEPTHTO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/2/74
DESCRIPTION AND CLASSIFICATION a:
DEPTH w -' 0-
(FEET) ::; ..: C/) DESCRIPTION AND REMARKS SYM-COLOR CONSIST. SOIL BOL TYPE
SANDY CLAY
Passing No. 200 Sieve = 63%
CLAYSTONE
Bottom of Boring = 15 Feet
Note: The stratification lines reprc;sent the approximate
boundary between material types and the transition may
be 9radual.
LDwney-Haldueer ASSDliates
Foundation I Soil I Geological Engineers
gray-
brown
light
gray-
brown
"
CL
v L --stiff 11
-=Z :-. 27
--
-5 -
-
F.orma-ICH t--
tiona I --I 50 25
Material --
~1O-
--
--
t--
t--
~
t--
--
--
-. -
-20-,-
r -
t--
r--
I--
t-25 ---
-....:
r--
I--
-30-
--
--
--
--
:.... 35 -
I--
--
--
--
-40-
EXPLORATORY BORING LOG
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
PROJECT NO. DATE BORING
S 114-1 February 1974 NO. 10
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t DRILL RIG Continuous Flight Auger SURFACE ELEVATION 240 '(Approx)
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches
DESCRIPTION AND CLASSIFiCATION ~ ________________________ --____ ~~r------,--------~~DEPTH
(FEET)
DESCRIPTION AND REMARKS
SANDY CLAY
SYM-COLOR BOL CONSIST. SOIL TYPE
hard CL
v
l--
LOGGED BY MRO
DATE DRILLED 7/2/74
:~ cr;: W z !;(w ::!z o (.)
Wow J: Z .w.::: J:, a: 1-": ·z en I-<~6:U:-U:ffl~U:-W W 0 en Z 'a: w <n J:a:l-e O'a:a:::S en I-,(.):;1-en>-'zorn co .=> (.)
Passing No. 200 Sieve = 65%
light
brown i-
f-
I-
1[ 40 10
very
stiff
r-5 -
I--
'-
I-
'-=t[ 29
f-1O-
I--
I--
I--
11
-
light Forma-CH I-1-5 -
brown tional
I CLAYSTONE
.1
I
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I
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I
I
I
Bottom of Boring = 18 Fe'et
Note: The stratification lines represent the approximate
boundary between material' types and the tronsition may
be gradual.
Lawney-Haldueer ASSDtiates
Foundation I Soil I Geological Engineers
I--Material I--H-40/6" ~A
I--
f-20-. ..
I--
I--
I--
I--
I-25 ...,
I--
I--
I--
f--
f-30-
I--
--_. -,--
-35 -
--
I--
f--
I--
f-40-
EXPLORATORY BORING LOG
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad,. Cal ifornia
t-__ P_R_O_J_EC_T __ N_O_. __ -f-_____ D_A_T_E ___ ~ BORING
5114-1 February 1974 NO. 11
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.~------------------------~----------------------~----------------~ , DRILL RIG Continuous Flight Auger SURFACE ELEVATION215'(Approx) LOGGED BY MRO
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED '2/2/7 A
DESCRIPTION AND CLASSIFICATION
DESCRIPTION AND REMARKS
SANDY CLAY
SYM-COLOR BOL
light
brown
Passing No .200 Sieve = 57% --------~-----I---+-
SILTSTONE
Bottom of Boring = 15 Feet
Note: The stratification lines represent the approximate.
boundory between material types and the transition may
be gradual.
Lowney-Haldueer RssoEiates
light.
brown
light
gray
CONSIST.
very
stiff
Forma-
tional
Material
DEPTH
SOIL (FEET)
TYPE " v
CL I-
I-
.: 'MH t-
l-
I-
l-
I-
,--
1-10-
I--
I--
I--
I--'
,c:
I--
I--
I--
I--
~20-
I--
I--
t--
--
.-25 -
II: w ...J a. :::< '< '"
tI
--'
--
t--
I--
f-30-
I--
r----
--
-35 -
.'--'-
I--
I--
I--
f-40-
Zw"-' o~ .Dol-i=zLL II:;: «' W z ~!ii~ !(w
~Ciig ==~ ~~!£ 0 0
46 25
EXPLORATORY BORING LOG
C.C. & F PALOMAR AIRPORT BUSINESS PARK
Carlsbad. California
Foundation I Soil I Geological Engineers
12 t-__ P_R:;::-O ... J-;-E.,C_T-:;-N_O_. _+-=--:--_D_A __ T_E~~-:--I BOR ING
S 114-1 Februqry 1974 NO.
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DRILL RIG Continuous FI ight Auger SURFACE ELEVATION 230' (Approx) LOGGED BY RR P
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches OATE DRILLED 2/4/74
Z'w"-' ~ UJ OW
DESCRIPTION AND CLASSIFICATION 2 o Ii: . :cz w>:c a: a:;: a: ~~_ zCijh w .-z ...... -cn Cl·-
DESCRIPTION AND REMARKS
SANDSTONE, fine grained
(grading more silty below.16:Feet)
Bottom of Boring 33 Feet
SYM-COLOR BOL
white-
brown
SOIL CONSIST. TYPE
Forma-SM
tiona!.
Material
.
DEPTH -' <:;:cn a. ~cn~ ::. (FEET) <: wCijO 'Zw-' cn ~a:£g, ()
r -
r -
I--~ 80/6"
r -
I-5 -
I--
r--
I--
~ -
1-10-
I--
I--
I--12 6q/6"
I--
I-15 -
I--
,.... -
~ -
r -
1-20-
-
-
l-
I-
l-
I-
~1:2; 60/6'
-
I-25 -
I--
'--
r -
r -
1-30-
l-
I-
I-
-
-h-50/6'
-
I-35 -
I--
r -
r -
I-r-
I--40-
w·z ~aJl5~ .... w <.-~z iJi·a: .... ~
0 !ii~ 0
7
EXPLORATORY BORING LOG
LL.wz L1.
Z a: w<C/) oa.a:~ 0:;1-zocn ::>0
Lawney-Haldueer RssaEiates C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, Cal ifornia
Foundation 1 Soil 1 Geological Engineers I-_P_R_O_JE~C __ T_N_O_ .. _-I-___ D_A_T_E __ -'I BORING
5114-1 February 1974 NO. 13
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.l DRILL RIG Continuous Flight Auger SURFACE ELEVATION 185'(Approx) LOGGED BY RRP
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/4174
zw~ ~ w Jil ~:z: DESCRIPTION AND CLASSIFICATION 001-. :Z:Z 0: j::zu.. cx:;: .~ 0~ ii: ZCI)I-w '" "' ...... W z -CI)c.!l-
DESCRIPTION AND REMARKS
CLAYEY and SANDY SILT
CLA YEY SAND, fine grained
.
I---
SANDSTONE, fine to medium
grained
Bottom of Boring = 16.5 Feet
Note: The stratificalian lines represent the approximate
boundary between material types and the transition may
be gradual.
SYM-
BOL
Lawney-Haldueer As satiates'
Foundation I Soil I Geological Engineers
COLOR
brown
light
brown
light
brown
DEPTH ..J CX:I-CI) u..wzu.. a. I;j~~. I-w w zcx: (I). Z a: w·(I)
(FEET) ,::; <l-x li! ~,?£ 8a.a:?£ SOIL '" zCl)-J 3:z (I) I-. .::; I-CONSIST. TYPE CI) ~li!s 0 (I)~ $gCl)
"
0
medium v -1/ dense ML '-11 --.
medium SC f--
dense --
f--
5 -
Forma-:'SM f--
tional I-=[ Material f-30 12
I--
i-"-10-
f--
f--
-. -
f--
I-15 -If 35 9 f--
r--
I--,
f--
r-20-
f--
f--,
I--.
f-. -
-25 -
'--
--
I--
I--
1-30-
I--
I--
I--
f--
f-35 -
f--
I--
I--
f--
1-40-
EXPLORATORY BORING LOG
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, Ca I i rornia
PROJECT NO. DATE BORING
S 114-1 February 1974 NO. 14
I·
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DRILL RIG Continuous tlight Auger SURFACE ELEVATION 195' (Approx) LOGGED BY RRP
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/4/74
DESCRIPTION AND CLASSIFICATION
DESCRIPTION AND REMARKS
CLAYEY SAND r fine grained
SANDSTONE, fine grained
Bottom of Boring = 9 Feet
Note: The stratification lines represent the approximate
boundary between material types and the tronsition may ,
be gradual.
SYM-COLOR BOL
dark
brown
brown
Lowney-Haldueer AssDEiDtes
Zw-:-<fl-a: , 2 0 t;: a:;:-
DEPTH w f-z .......
..J .0:<(1) W z
0.. ~ to;: , !,j:w
SOIL (FEET) ::;: ~wg ;:!z
CONSIST, .0:
TYPE (I) wWco 0
f'I o..a:~ (,)
medium SC t---tz 16 dense -
Forma-_ SM t---tz: 40/61
tiona I f--
Material I-5 -
I--
I--
I---If 35 14
1-10-:-
I--
I--,
t---
I--
f-15 -
I-.,...
I--
f--
I--
1-20-
f--
f--
f--
--
-25 -
--
--
I--
I--
~30-
I-' -
--
--
--
-35 -
--
I--
I--
i--
1-40-
EXPLORATORY BORING LOG
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad/. California
Foundation I Soil I Geological Engineers
t-_P_R_O_J_EC_T_N_O_, _-I-____ ..,..D_A..-.T~E __ ___l BORING
S114-1 February 1974 NO.
15
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! DRILL RIG Continuous Flight Auger SURFACE ELEVATION245 1(Approx) LOGGED BY RRP
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/4/74
DESCRIPTION AND CLASSIFICATION
DESCRIPTION AND REMARKS
SILTY CLAY
Liquid Limit
Plasticity Index
= 63%
= 43%
74% Passing No. 200 Sieve =
SYM-COLOR BOL CONSIST.
brown ~ very
gray . stiff
hard.
SOIL
TYPE
CH
zw~ 0: Qat::
DEPTH w t-z ,
-' «en
"-:=!n;: (FEET) ::;: ~iiig < en wwco
" "-o:~
I-...
I--
I-=[ 18
I-
'-, 5 -
,... -
-, -
--
--.
I--10-
-____________ ~ ------+--f----+-----i:--_+_
Cl-CLAYSTONE
Bottom of Boring = 23 Feet
Note: The stratificatian lines represent the approximate
. boundary between material types and the tronsition may
be gradual.
brown Forma-'
tional CH
Material
I---
I--~ 31/611
I---
'-15 -
--
--
--
I--
I--20-
-
-t:::::=--42/8
I--
I-25 -
'--
--
I--
I--
~30-
I--
I--
I--
I---
I-35 -
I--
I--
I--
I--
I--40-
~ 0:;::-Ul Z I-w ~!Z
0 a
10
EXPLORATORY BORING LOG
lawDey-Haldueer RssDEiDtes c.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
Foundation I Soil I Geological Engineers
.-. ___ P_RO_J_E_C_T_N_O_._-+ __ .;...D_A_T-,E,....-,,.---I BORING
5114-1 February 1974 NO. 16
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! DRILL RIG Continuous FI ight Auger SURFACE ELEVATION 2801 (Approx) LOGGED BY RRP
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/4/74
DESCRIPTION AND CLASSIFICATION
DESCRIPTION AND REMARKS
SANDSTONE, fine grained
(grading more silty)
~ -----------------SILTSTONE
Bottom .of Boring = 28 Feet
Note: The strotification lines represent the approximate
boundary between material types and the transition may
be gradual.
SYM-COLOR SOL
gray &
brown
brown
green-
gray
lawney-Haldueer AssaEiates
SOIL CONSIST. TYPE
Forma-"(SM
tional
Material
Forma-:SM
tiona I
Material
a:
DEPTH w ..J a.
(FEET) ::; « C/)
r\
'v
f--
r--
I--tI 60
'-"""
I-5 -
--
r -
I--~ 46/61 ,
-...;
10-
-...,
--
--
I--
-15 -
--
-
--1:2:36/611 -
-
---<
-20-
I--
--
-
--
-25 -
--
--t::::=" 35/6"
I--
I-30--
- -
r--
----
f-35 -
f--
I--
I--
1-' -
i-40"'--
15
EXPLORATORY BORING LOG
c.c.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad] Cal ifornia
Foundation I Soil I Geological Engineers PROJECT NO. DATE t-------+-------4 BORING 17
S 114-1 February 1974 NO.
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DRILL RIG Continuous Flight Auger SURFACE ELEVATlaN 250 '(Approx)
DEPTH TO. GRaUNDWATER Not Encountered BaRING DIAMETER 6 Inches
DESCRIPTION AND CLASSIFICATION
DESCRIPTlaN AND REMARKS
CLAYEY SAND, fine grained
SYM-caLaR saL
light
brown
SaiL caNSIST. TYPE
dense SC
DEPTH
(FEET)
f"\
'"
r--
--
II: w ,..j a. ::E <, (I)
light
brown-
gray
very --~
dense f--
f-5 -
f--
r--
~----------------~ ---------+-~------,r------_+--~r -
SILTSTONE Forma.-. : MH r--
LaGGED BY
DATE DRILLED
Zw-: ;J! Qot 0:;::-I-z ........
«(I) W z :=tn:: t(w
~iiig ::!z
l:fli!!!!. 0 0
33/61
green-
gray tional 10
Ma te ri a I. :-' -_-ll'--r-I .-j 50 16
Bottom of Boring = 20.5 Feet
Note: The stratification lines represent the approximate
bounclory between material types and the transition may
be gradual.
f--
~ -
,... -
-15 -~ 35/61
f--
f--
I-' -
f--
f--20 28/61
t--
r--
f--
r--
-25 -
f--'
f--
f--,
r--
1-30-
r--
f--
I--
I--
r-35 -
r--
r--
I--
r--
1-40-
16
'RRP
2/4/74
EXPLORATORY BORING LOG
lDwney-Haldueer RSSD[iates c.c.& F PALOMAR AIRPORTBUSINESS PARK
Carlsbad, Cal ifornia
Foundation I Soil I Geological Engineers l--__ p_Ra_J_E_C_T_N_a_._-+ _____ D_A.:.-., T_E ____ -I BaRING
S 114-1 February 1974 NO.. 18
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~ DRILL RIG Continuous Fli~ht Au~er SURFACE ELEVATION 215 1(Approx) LOGGED BY MRO
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/4/74
Zw-, ~ w OW
DESCRIPTION AND CLASSIFICATION ~t)t;: :r:Z w-> :r: a: a:;::-~~~u:-'z (ii, I-w I-z ...... .~ ffi ~~, Wz
DESCRIPTION AND REMARKS
SI LTY SAND I fine grained
(grading clayey with depth)
SILTSTONE
Bottom of Boring = 8.5 Feet
Note: The stratification lines represent the approximate
boundary between material types and'the transition may
be gradual.
SYM-BOl
lDwney-Haldueer ASSD[iates
Foundation I Soil I Geologic,al Engineers
COLOR
brown
light
brown
DEPTH -' «CI)
0.: cr:ln~ !;(w w ,z ex: CI),
(FEET) :::;; 1--0 ::~ :r: W'O:.: ocr: w:.:'
SOIL Cl)a:I-~ t)D.a:~
CONSIST. < ~CI)-, 0 'I-' , :::;; I-
TYPE CI) wWm CI)~ ZoCl)
f'\
~a:_ 0 :)0
v
medium SM I--
dense t--
~ -r.z 15
I--
~ 5 -
-Forma-
tioncil MH ~ -
Material I--T 33 15
I--
1-10-
I--
I--
~ -
~ -
'-]5 -
--
--
--
I--
f-20-
I--
~ -
I--
~ -
I-25 -
--
--
~ -,
10--
f-30-
I--
I--
I--
~ -
I-35 -
~ -
t--
~ -
I--
f-40-
EXPLORATORY BORING LOG
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
PROJECT NO. DATE , BORING
S 114-1 February 1974 NO. 19
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APPENDIX B -LABORATORY INVESTIGATION
The laboratory testins program was undertaken in order to classify the soil and formational
materials and to evaluate their strengthr compressibility and eXpansion characterisfics.
Fill suitability tests including direct shearsr Atterberg Limits, gradation, compaction, and
expansion tests were also performed on four representative bulk samples of the materials
frof!1 Test Pitsr 1, 3r 4, and 8 in the proposed cut areas.
The natural water content was determined on selected samples and is recorded on the
boring logs at the appropriate sample depths.
Five laboratory gradation tests were performed on selected samples of the materials en-
countered in the borings and test pits for classification purposes. The results of these'
tests are presented on Figures B-1 and B-2. In addition, the results of twelve No. 200
sieve tests are presented in Table B-1 and are recorded on the boring logs at the appropriate
samp I e depths.
Ten Atterberg Limit determinations were performed on representative samples of the more
silty and clayey on-site materials to determine the range of water content over which
these materials exhibit plasticity and to classify the soil according to the Unified Soil
Classification System. The results of the Atterberg Limit determinations are presented
on Figures B-3 and B-4 and are recorded on the boring logs at the appropriate sample
depths.
Nine direct shear tests were performed on selected undisturbed samples of the materials
obtained from the borings in order to evaluate their strength characteristics (apparent
cohesion and angle of internal frktion). Samples were sheared at a constant rate under
various surcharge pressures. Failure was taken at the peak shear stress. In addition,
four direct shear tests were performed on remolded bulk samples of the on-site materials
compacted to 90 percent of their maximum dry density as determined by ASTM Test Desig-
nation D1557-70. The results of the undisturbed and remolded direct shear tests are
summarized in Tables B-2 and B-3.
Six confined compression tests were performed on selected undisturbed samples of the
surface materials obtained from the borings under surcharge pressures approximately equal
to the proposed fill loads. The samples were initially compressed at ,their natural moisture
content until equiHbrium was reached. The samples were then saturated and the addi-
tional compression recorded. The results of the compression tests ate summarized in Table
B-4.
Four swell tests were performed on selected bulk samples of the on-site materials in order
to determine their expansion potential. The results of these tests are presented in Table
8-5. .
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B-2
Four compaction tests (ASTM D1557-70) were performed on selected bulk samples of
the on-site materials. The results of these tests are presented on Figures B-5 through
B-8 •
Two R-value tests for use in evaJ'uating the pavement subgrade qualities of typical fill
soils were performed. The results of these tests are presented in Table B-6.
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UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM D 422·72)
U. S. STANDARD SIEVE SIZES
100 7 6 3 2 1 3/4 1/2 1/4· 4 10 16 20 30 40 5060 80 00 200 325
I) z
90
10
70
= 60 < 0..
I-~ 50
U II: ~ 40
30
20
TO
100 50 10.0 5.0 1.0 0.5 0.1 .05 .01 .OOS
PARTICLE SIZE IN MILLIMETERS
GRAVEL SAND
COBBLES ~---""T'"----+-----,~------~----~ SIl.T AND CLAY
COARSE FINE COARSE MEDIUM
Boring/ UNIFIED
KEY Test Pit SAMPLE ELEV. SOIL
DEPTH SAMPLE DESCRIPTION SYMBOL No. (feet)
...--. EB-4 3.5
...--.. TP-l 6-8
-----TP-3 6-8
(feet)
--
--
--
CLASSIFICATION
SYMBOL
CL
SM
CL
SILTY CLAY
SILTY SAND, fine grained
SILTY CLAY
GRADATION TEST DATA
o
10
20
30
o
40 ~
< I-W 50 II:
I-Z
60 ~
70
80
90
100 .
• 001
II: '" 0..
lDwney-Haldueer AssDEiates C.C.& F PALOMAR AIRPORt BUSINESS PARK
Carlsbad, California Foundation I Soil I Geological Engineer.
PROJECT NO. bATE '-----.,----+-------'---1 FIGURE
S 114-1 February 1974 B-1
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UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM D 422-72)
U. S. STANDARD SIEVE SIZES
100 7 6 3 2 1 3/~ \/'2 1/~ 4 10 16 20 30 40 5060 80 100 200 325
" z
90
80
70
::: 60 .. l!.. ... ~ SO
U 0:
W .. 40
30
20
10
o
100 SO 10.0 s.o 1.0 0.5 0.1 .OS .01 .005
PARTlCL.E SIZE IN MIL.L.IMETERS
GRAVEL SAND
COBBLES ~---....,...----+---......,r------r-------1 SIL.T AND CLAY
KEY
SYMBOL
,COARSE
Boring/
Test Pit
No.
TP-4
TP-8
FINE
SAMPLE
DEPTH
(feet)
6-8
6-8
COARSE
ELEV.
(feet)
MEDIUM
UNIFIED
SOIL
CLASSIFICATION
_ SYMBOL
CL-CH
CH
FINE
SAMPLE DESCRIPTION
SILTY SANDY CLAY
SILTY SANDY CLAY
GRADATION TEST DATA
o
10
20
30
a
40 It .. ... "' ,50 0: ... z
60 ~
70
-80
90
100
.001
a: ,w ..
Lawney-Haldueer ASSDEiates
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Foundation I Soil I Geological Engineers Carlsbad, Cal ifornid
PROJECT NO. DATE
February 1974
1--------_4-------------1, FIGURE
S 114-1 8-2
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60
/
50
,... if .. 'vV ~ Y u 40 >< V w CL /' 0 ~ 30 > ~ ~ !::: MH U
i= ~ • en 20 V or « ...J OH Il. • 0/
10
7
,
4 CL-ML '/// V¥ ML or OL
0 ML L I
0 10 20 30 40 50 60 70 80 90 100
LIQUID LIMIT C%)
NATURAL PASSING UNIFIED
KEY BORING SAMPLE LIQUID PLASTICITY LIQUIDITY SOIL
SYMBOL NO. DEPTH WATER LIMIT INDEX NO. 200 INDEX CLASSiFICATION CONTENT SIEVE SYMBOL ( feet) % % % %
-t EB-4 0-1 --27 12 54 --CL
• EB-9 13-13.5 22 56 21 42 -0.6 SC*
• EB-16 ' 3.5-4 10 63 43 74 -0.2 CH
0 TP-3 0-1 --32 14 52 --CL
... TP-3 8-10 --55 23 ----MH
• TP-4 1-3 --52 28 54 --CH
• TP-4 6-8 --50 27 67 --CL-CH
*Classification symbol for coarse grained soil used where less than 50% Passing No .200 Sieve
pLASTICITY CHART AND DATA
Lawney-Haldueer AssaEiates C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
Foundation I Soil I Geological Engineers PROJECT NO. DATE
S 114-1 February 1974 Figure B-3
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60 , y
50 .·'vV ,... CH ~ Y v 40 V x
/ w CL c .' ~ 30 >-~ t: • MH (.) ;::: ~ CI) 20 V or < ...J
/' OH D..
10
7
,
4 CL-ML /// /J ML or OL
0 ML '/ I
0 10 20 30 40 50 60 70 80 90 100
LIQUID LIMIT C%)
Boring/ NATURAL PASSING UNIFIED
KEY SAMPLE LIQUID PLASTICITY LIQUIDITY SOIL
SYMBOL T est Pit DEPTH WATER LIMIT INDEX NO. 200 INDEX CLASSIFICATION
No. CONTENT SIEVE SYMBOL ( feet) % % % %
• TP-6 0-2 --52 34 54 --CH
• TP-7 5-7 --46 26 --... -CL
A TP-8 6-8 --53 29 66 --CH
PLASTICITY CHART AND DATA
LawDey-Haldueef Assatiates C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
Foundation I Soil I Geological Engineers PROJECT NO. DATE
S 114-1 February 1974 Figure' B-4
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SAMPLE DEPTH SPECIFtC LlOUID PLASTIC
NO. 1FT.) SAMPLE DESCRIPTION GRAVITY LIMIT INDEX " (a/a)
TP-l 6-8 SILTY SAND, fine grained (SM) ------
Zero Air Voids Curve
Specific Gravity = 2.60
120 .-
': ,
1\ ,
115 \
t2r ") ,
..... V i\ 1\
(.) / , ,
a. ~
~ ~v 1\" >-V ~~ \ .... 110 -(j) ~ \ ~ z . " w V 1\' Cl
II \ \ >-I 0:
Cl V \ \ 105 In<
V-~ " , , ,
~ ~
\
"' \ 100 0 5 10 15 20 25
MOISTURE CONTENT 0/0
OPTIMUM WATER CONTENT % 14.0
MAXIMUM DRY DENSITY, pef 115
TEST DESIGNATION ASTM 01557-70
COMPACTION TEST RESULTS LOWNEY' KALDVEER ASSOCIATES
Foundation / Soil / Geological Engineers C.C.& F PALOMAR AIRPORT BUSINESS PARK
"" CarisbadL California
PROJECT NO. 1 DATE DRAWING NO.
PALO ALTO, CALIFORNIA S 114-1 1 February 1974 B-5
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SAMPLE DEPTH SPECIFIC LIOUID PLASTIC
NO. 1FT.) SAMPLE DESCRIPTION GRAVITY LIMIT INDEX (a/a)
TP-3 8-10 CLAYEY and SANDY SILT (MH) ------
Zero Air Voids Curve
/ Specific Gravity = 2.65
105 1\ V -V
... r \
..,/ ~ \ ~
;/ ~ \ \ 100 ?( 1\ '
00-./ \ 1\ u \ , a. . ~ ,
>-\,\ I-, -95 (f) , \. z w ~ Cl \ \ >-, \ 0::
Cl 1\ 90 }., \
'"' 1\ ,
\
85 \.
0 10 20 30 40 50
MOISTURE CONTENT 0/0
OPTIMUM WATER CONTENT % 21.3
MAXIMUM DRY DENSITY I pef 103
TEST DESIGNATION ASTM D1557-70
-
COMPACTION Tt:ST RESULTS LOWNEY· KALDVEER ASSOCIATES
Foundation / Soil/Geological Engineers C.C.& F PALOM.AR AIRPORT BUSINESS PARK
Carlsbad California
PROJECT NO. I DATE DRAWING NO.
PALO ALTO, CALIFORNIA S 114-1 I February 1974 8-6
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J SAMPLE DEPTH SPEC'IFI C LlOUID PLASTIC
NO. 1FT.) SAMPLE DESCRIPTION GRAVITY LIMIT INDEX (%)
TP-4 6-8 SILTY and SANDY CLAY (CL-CH) ---- --
Zero Air Voids Curve
(' Specific Gravity == 2,.65
120 " l\,
\
\
~
115 \
~ -() \ a. -"" !\ >-~
I-110 ~ r\. \ ".. ~ i\.. (/) / z w ,/ '-.: \. '" ' 0
/ ~ t\.' >-~T a::: .... ,
0 ~ !, . 105 ,
\
1\ -\
100 0 5 10 15 20 25
MOISTURE CONTENT 0/0
OPTIMUM WATER CONTENT % 15.9
MAXIMUM DRY DENSITY. pef 112
TEST DESIGNATION ASTM D1557-70
COMPACTION TEST RESULTS
LOWNEY· KALDVEER ASSOCIATES
Foundation / Soil/Geological Engineers C.C c & F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
PROJECT NO. I DATE DRAWING NO.
PALO ALTO, CALIFORNIA S 1 4-1 I Februarv 1974 . B-7
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) SAMPLE DEPTH SPECIFIC ' LIQUID PLASTIC'
NO. IFT.1 SAMPLE DESCRIPTION GRAVITY LIMIT INDEX ,(0/0)
TP-8 6-8 SILTY and SANDY CLAY (CH) ------
Zero Air Voids Curve
Specific Gravity = 2.60
115 i"
\
\
\
110 \ r ~ \
~ '"" ~ , ..-
() IT ~ \ 0. -j ~ >-I-105 12_ I' .. -(/) z .. w \ Q
"'" ->-, a::
0 " 100 1',
95
0 5 10 15 20 25
MOISTURE CONTENT %
OPTIMUM WATER CONTENT % 15.7
MAXIMUM DRY DENSITY. pef 110
TEST DESIGNATION ASTM D 1557 -70
COMPACTION TEST RESULTS
LOWNEY· KALDVEER ASSOCIATES
Foundation / 'Soil / Geological Engineers C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
PROJECT NO. I DATE ' I DRAWING NO.
PALO ALTO. CALIFORNIA S 114-1 I February 1974 I B-8
....-------------------------------------
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TABLE B-1 -
Boring/Test Pit No.
EB-4
EB-9
EB-10
EB-11
EB-12
EB-16
TP-3
TP-4
TP-4
TP-6
TP-7
TP-8
RESULTS OF NO. 200 SIEVE TESTS
Sample Depth Percent Passing
(Feet) No. 200 Sieve
0-1 54
13-13.5 42
3-3.5 63
3.5-4 65
3-3.5 57
3.5-4 74
0-1 52
1-3 54
6-8 67
0-2 54
5-7 72
6-8 82
- -_. - - - - - - - - - - - - - -_. -.
TABLE B-2 -SUMMARY OF DIRECT SHEAR TESTS ON UNDISTURBED MATERIALS
Angle of
Exploratory Sample Depth Dry Density Water Content Apparent Cohesion Internal Friction
Boring No. (Feet) (pcf) (%) (psf) (degrees)
EB-l 12.5-13 103 13 1,800 26
EB-2 27.5-28 116 15 5,500 16
EB-4 12.5-13 119 10 3,300 30
EB-5 33-33.5 111 12 4,600 23
EB-9 22.5-23 104 23 3,300 36
EB-lO 3-3.5 93 27 1,500 24
EB-13 22.5-23 108 13 2,400 35
EB-16 12.5-13 106 20 4,000 30
EB-17 17.5-18 111 19 3,300 20
-------------------
TABLE B-3 -SUMMARY OF DIRECT SHEAR TESTS ON REMOLDED SAMPLES
Angle of
Exploratory Sample Depth Dry Density Water Content Apparent Cohesion Internal Fri ction
Test Pit No. (Feet) (pcf) (%) (psf) (degrees)
TP-l 6-8 104 14 800 23
TP-3 8-10 92 19 900 24
TP-4 6-8 101 16 2,500 12
Tp·-8 6-8 99 15 1,700 19
Note: Samples compacted to 90% of maximum dry density as determined by ASTM D1557-70.
-------------------..
TABLE B-4 -RESULTS OF CONFINED COMPRESSION TESTS
Appl ied Surcharge Compression Compress ion
Exploratory Sample Depth Pressure Prior to Saturation After Saturation Total Compression
Boring No. (Feet) (psf) (%) (%) (%)
EB-3 3-3.5 1,800 0.9 1.4 2.3
EB-7 0-1 3,000 1.3 2.2 3.5
EB-12 3-3.5 1,000 0.4 0.1 0.5
EB-14 1-1.5 1~200 3.6 0.6 4.2
EB-18 2.5-3 3,000 0.7 0.7
EB-19 3-3.5 1,800 1.8 0.3 2. 1
-------------------.
'"
TABLE B-5 -RESULTS OF SWELL TESTS
Initial Initial Surcharge
Exp lora tory Sample Depth Dry Density Water Content Pressure Swell
Test Pit No. (Feet) (pef) (%) (psf) (%)
TP-1 6-8 14.3 144 0.2
TP-3 8-10 103 18.7 144 10.2
TP-4 6-8 107 15.7 144 14.2
TP-8 6-8 106 14.9 144 15.4
- - --. - - - - - - - --. - -.---. -.
TABLE B-6 -R-VALUE TEST RESULTS
Expansion
Water Content Exudation Pressure
Exploratory Material Samp I e Depth cit Compaction Pressure IIRII Thickness
Test Pit No. Description (Feet) (%) (psi) Valu'e (Feet)
TP-2 SILTY SAND, 6-8 18.9 340 56 1.27
fine grained 20.3 215 37 0.37 (SM)
21.6 190 23 0.23
R-Value at 300 psi exudation pressure = 52
TP-12 SILTY CLAY 8-10 25.7 480 17 0.83
(CH) 30.7 345 13 0.27
31.7 205 9 0.20
R-Value at 300 psi exudation pressure = 12
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•
APPENDIX C
GUIDE SPECIFICATIONS -SITE EARTHWORK
FOR
1. GENERAL
C.C.& F PALOMAR AIRPORT BUSINESS PARK
CARLSBAD, CALIFORNIA
A. Scope of Work
PHASE I
These specifications and applicable plans pertain to and include all site earthwork including,
but not limited to, the furnishing of all labor, tools, and equipment necessary for site clearing
and stripping, disposal of excess materials, excavation, preparation of foundation materials for
receiving Hil, and placement and compaction of fill to the lines and grades shown on the project
grading plans.
B. Performance
The Contractor warrants all work to be performed and all materials to be furnished under this
contract against defects in materials or workmanship for a period of year(s) from the date
of written acceptance of the entire construction work by the Owner.
Upon written notice of any defect in materials or-workmanship during said year period,
the Contractor shall, at the option of th~ Owner, repair or replace said defect and any damage
to other work caused by or resulting froll] ~'~ch defect without cost to the Owner. This shall
, not I imit any rights of the Owner under the' "acc'eptance and inspection" dause of this contract.
The Contractor shall be responsible for the satisfactory completion of all site earthwork in
accordance with the project plans and specifications. This work shall be observed gnd tested
by a representative of Lowney/Kaldveer Associates, hereinafter known as the Soil' Engineer.
Both the Soil Engineer and the Architect/Engineer are the Owner's representatives. If the
Contractor should fail to meet t.he technical or design requirements embodied in this document
and on the applicable plans, he shall mgke the necessary readjustments until all work is deemed
satisfactory as determined by the Soil Engineer and the Architect/Engineer. No deviation from
the specifications shall be m,ade except upon written approval of the Soil EngiJdeer or Architect/
Engineer.
No site earthwork shall be performed without the physical presence or approval of the Soil Engi-
neer. The Contractor shall notify the Soil Engineer at 'least twenty-four hours prior to commence-
ment of any aspect of the site earthwork.
~.. ,"
The Soil Engineer shall be the Owner's representative to observe the earthwork operations during
the site preparation work an9 placement and compaction of fills • He shall make enough visits
to the site to familiarize himself generally with the progress and quality of the work. He .shall
make a sufficient number of tests and/or observations to enable him to form an opinion regarding
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C-2
the adequacy·of the site preparation, the acceptability of the fill materia!", and the extent to
which the compaction of the fi", as· placed, meets the specification requirements. Any m I
that does not meet the speci-fication requirements shall be removed and/or recompacted until
the requirements are satisf.ied.
In accordance with generally accepted construction practices, the Contractor shall be solely
and completely responsible for working conditions at the job site, including safety of all persons
and property during performance of the work. This requirement shall apply continuously and
shall not be limited to normal working hours.
Any construction review of the Contractor's performance conducted by the Soil Engineer is not
intended to include review of the adequacy of the Contractor's safety measures in, on or near
the construction si te.
Upon completion of the construction work, the Contractor shall certify that all compacted fHls
and foundations are in place at the correct locations, have the correct dimensions, are plumb,
and have been constructed in accordance with sound construction practice. In addition., he shall
certify that the materials used are of the types, quantity q~R qp.~!ity required by the plans and
speci fi cations. . .,.
C. Site and Foundation Conditions
The Contractor is presumed to have visited the site and to have f~miliarized himself with existing
site conditions and the soil report titfed IIGeotechnical Investigation, C.C.& F PQ/omar Airport
Business Park -Phase I, Carlsbad, Ca/ifornia~'.
The Contractor shall not be relieve.d of liability under the contract for any loss sustained as a
result of any variance between conditions indicated by or deduced from the soil report and the
actual conditions encountered during the course of the work.
The Contractor shall, upon becoming aware of surface and/or subsurface conditions differing
from those disclosed by the original soil investigation, promptly notify the Owner as to the nature
and extent of the differing conditions, first verbally to permit verification of the conditions, and
then in writing. No claim ~y the Contractor·for any conditions differing from those anticipated
in the plans and specifications and disclosed by the soil investigation will be allowed unless the
Contractor has so notified the Owner, verbally and in writing, as required above, of such changed
conditions.
D. Dust Control
The Contractor shall assume responsibil ity for the alleviation or prevention of any dust nuisance
on or about the site or off-site borrow areas. The Contractor shall assume all liabil ity, incl uding
court costs of co-defendants, for all claims related to dust or wind""blown materials attributable
to his work.
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II. DEFINITION OF TERMS
STRUCTURAL FILL -All soil or soil-rock material placed at the site in order to raise grades or
to backfill excavations, and upon which the Soil Engineer has made suffi.cient tests and/or
observations to enable him to issue a written statement that, in his opinion, the fill has
been placed and compacted in accordance with the specification requirements.
ON-SITE MATERIAL -Material obtained from the required site excavations.
IMPORT MATERIAL -Material obtained from off-site borrow areas.
ASTM SPECIFICATIONS -Tlie 1970 edition of the American Society for Testing and Materials
Standards.
DEGREE OF COMPACTION -The ratio, expressed as a percentage, of the in-place dry density
of the compacted fill material to the maximum dry density of the same material as deter-
mined by ASTM Test Designation D1557-70.
III. SITE PREPARATION
A. Clearing and Grubbing
The Contractor shall accept the site in its present condition and shall remove from the area of
the designated project earthwork all debris, brush, chaparral, designated trees, and associated
roots. Such material~ shall become the property of the Contractor and shall be removed from
the site.
B. Stripping
-"
The site shall be stripped to a minimum depth of 3 inches or to such greater depth qs the Soil
Engineer in the field may consider as being advisable to remove all surface vegetation and
organic laden topsoil. Stripped topsoil with an organic content in excess of 3 percent by
volume shall be stockpiled for possible use in landscaped areas. The Soil Engineer may at
his discretion waive the stripping requirements in certain areas depending upon the nature
of the surface vegetation and thickness of topsoil layer.
IV. EXCAVATION
All excavation shall be performed to the lines and grades and within the tolerances specified on
the project grading plans. All over-excavation below the grades specified shall be backfilled
at the Contractor's expense and shall be compacted in accordance with the specifications. The
Contra.ctor shall assume full responsibility for the stabil ity of all temporary construction slopes
at the site.
-------~--~-----------=--------------------__ ____.J
---------------------------------------~
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V. SUBGRADE PREPARATION
Surfaces to receive compacted fill r and those on which concrete slabs and pavements will be
constructed, shall be scarified to a minimum depth of 6 inches, moisture conditioned and
compacted. All ruts, hummocks, or other uneven surface features shall be removed by surface
grading prior to placement of any fill materials. All areas Which are to receive fill material
shall be approved by the Soil Engineer prior to the placement of any fill material.
Fills constructed on natural slopes having an inclination steeper than 6 hori.zontal to 1 v.ertical
shall be keyed and benched into firm natural ground below any loose surface soils at the
direction of the Soil Engineer.
VI. GENERAL REQUIREMENTS FOR FILL MATERIAL
All fHI material must be approved by the Soil Engineer. The material shall be a soil or soil-
rock mixture which is free from organic matter or other deleterious substances. The fill material
shall not contain rocks or rock fragments over 6 inches in greatest dimension and not more than
15 percent shall be over 2.5 inches in greatest dimension. Some larger rocks may be incorporated
into the lower portions of the fill if the rocks are widely spaced and if the spacing method is
approved by the Soil Engineer. On-site material having an organic content of less than 3 percent
by volume is suitable for use as fill.
Potentially expansive on-site soils and formational materials taken from the required site
excavations shall not be used as fill within 2 feet of the design finish lot grades. The
upper 2 feet of fill on lot pads shall be non-expansive sandstone fill. Non-expansive fiLl
is defined as fill exhibiting 3 percent or less expansion under a surcharge pressure of 144
pounds per square foot.
VII. PLACING AND COMPACTING FILL MATERIAL
All structural fill shall be compacted by mechanical means to produce d minimum degree of com-
paction of 90 percent as determined by ASTM Test Designation D1557 ... 70. The upper 6 inches of
subgrade soil beneath vehicular concrete slabs and pavements shall be compacted toa minimum
of 95 percent. Field density tests shall be performed in accordance with either ASTM Test Designo-
tion D1556-64 (Sand-Cone Method) or ASTM Test Designation D2922-71 and D3017-72 (Nuclear
Probe Method). The locations and number of field density tests shall be determined by the Soil
Engineer. The results of these tests and compliance with these specifications shall be the basis upon
which satisfactory completion of work shall be iudged by fhe Soil Engineer.
Fill material shall be placed in uniform lifts not exceeding 8 inches in uncompacted thickness.
Before compaction begins, the fill shall be brought to a water content that will permit proper com-
paction by either: 1) aerating the fH I if it is too wet, or 2) moistening the fill with water if it
is too, dry. Each lift shall be thoroughly mixed before compaction to ensure a uniform distribution
of moisture.
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Potentially expansive materials placed as fill within 4 feet of the finish lot grades shall be com-
pactedat a moisture content at least 2 percent above optimum content for compaction.
Fill slopes shall be constructed so as to assure that the minimum required degree of compaction
is obtained out to the finished slope surface. This may be accomplished by "over-buHdingll the
slopes laterally at least 2 feet during placement of fill and then trimming them back to the
design finish lines and grades. AlternativelYr the slopes shall be compacted by IIbackrollingll
with sheepsfoot rollers or other suitable equipment in 3 to 5 foot vertical increments as the, fill
is raised.
VIU. TRENCH BAC KFI LL
Pipeline trenches shall be backfilled with compacted structural fiJI. Backfill material shan be
placed in lifts not exceeding 8 inches in uncompacted thickness and compacted' by mechanical
~ means to.a mi':l.imu.m _degree ?f compaC?tion of 85 percen~. In all pavement and building pad areas,
the upper 3 feet of trench backfill shall be compacted to a minimum degree of compaction of
90 percent. The upper 6 inches in pavement areas shall be compacted to 95 percent.
IX. TREATMENT AFTER COMPLETION OF EARTHWORK
After the earthwork operations have been completed and the Soil Engineer has finiShed his obser-
vation of the work, no further earthwork operations $hall be performed except with the approval
of and under the observation of the Soi I Engineer.
It shall be the responsibil ity of the Contractor to prevent erosion of freshly graded areas during
construction and until such time as permanent drainage and erosion control measures have been
installed.