HomeMy WebLinkAboutCT 73-49; PALOMAR AIPORT BUSINESS PARK PHASE 1; GEOTECHNICAL INVESTIGATION; 1974-02-26GEOTECHNICAL INVESTIGATION
For
C.C.& F PALOMAR AIRPORT BUSINESS PARK
PHASE I
CARLSBAD, CALIFORNIA
To
CABOT CABOT & FORBES
110 West A Street, Suite 1100
San Diego, California
February 1974
TABLE OF CONTENTS
Letter of Transmittal
TITLE PAGE
TABLE OF CONTENTS
INTRODUCTION
SCOPE
I SITE INVESTIGATION
A. Surface
B. Subsurface
C. Groundwater
D. Geology and Seismicity
CONCLUSIONS AND RECOMMENDATIONS
A. EARTHWORK
1. 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. FOUNDA TlONS
1. Footings
2. Siabs-on-Grade
3. latera I Loads
C. PAVEMENTS
FIGURE 1 -SITE PLAN .
Page No.
2
2
2
3
3
4
4
4
5
5
5
5
6
7
7
7
7
8
8·
·9
9
10
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 DatCl (Figures B-1 ond B-2)
Plasticity Chart and Data (Figures B-3 and 8-4)
Compaction Test Results (Figures B-5 through B-8
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
T abl e B-5 Resu I ts of Swe II Tests
Table B-6 -R-Value Test Results
APPENDIX C -GUIDE SPECIFICATIONS -SITE EARTHWORK
GEOTECHNICAL INVESTIGATION
FOR
C.C.& F PALOMAR AIRPORT BUSINESS PARK -PHASE I
CARLSBAD, CALIFORNIA
INTRODUCTION
In this report we present the results of our geotechnical investigation 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 the site and to
provide recommendations covering the geotechnical engine~ring aspects of the develop-
ment.
It is our understanding that the buildings comprising the development will probably be
predominantly one and two-story concrete ti It-up structures with slab-on..,grade floors.
Building column loads will probably not exceed 100 kips and perimeter wall loads will
I ikely be less than 5 kips per lineal foot. Floor loads will probably be less than 500
pounds per square foot.
Extel')sive earthwork will 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 explo~atory borings EB-l andEB-2, and test
pits TP-l and TP-2 shown on Figure 1), 2) filling the area adjacent to EI Camino Real
(vicinity of EB-6 and EB-7), and 3) cutting and filling along and directly adjacent to
A S·t-r:e.e.tand B Street (vicinity of TP-1, EB-3, WG-4, EB-15, EB-14, WG-3, WG-19).
Details regarding the sequence of earthwork in the remaining portions of the Phase I area
have not yet been established. It is our u~derstanding, 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!:>out plus
or minus 2 feet of the anticipated finish lot grades. Finish grading of lots in these areas
to satisfy the specifjc needs of a given building and parking area will ,be undertaken as
individual 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 and the analyses
performed were for the purpose of providing design and construction criteria for site earth-
work, building foundations, slab-an-grade floors, and pavements.
-----------------------------------~~~-~-
S 114-1, Page 2
A preliminary geotechnical investigation of the entire 330-acre site was performed by
Woodward-Gizi.enski & 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 of 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 foundation engineering principles and
practices. This warranty is in lieu of all other warranties either expressed or implied.
SITE INVESTIGATION
A field investigation including a subsurface exploration and geologic field reconnaissance
was performed at the site during the period of February 1 through 7, 1974. Nineteen
exploratory borings were drilled to a maximum depth of 48 feet using a truck-mounted,
continuous flight auger. In addition, twelve exploratory test pits 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 prel'iminary
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 fhe 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 util.izing fhe 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 terrain 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 hiHsides
have a maximum inclination on the order of 4 hori~ontal 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 unde'r c,ultivation. The ground 5.urface 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,
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 soils 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.
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 potential.
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 stability
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 halt
of the site. These materials possess good strength characteristics with regard to slope
stabi I ity, have a low potential for erosion, but do exhibit a moderate to high potential
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 propos'ed finish site grades. In I:B-2, dri lied in the
area of the proposed deep cut in the eastern portion of the site, hard drilling was en-
countered just below the proposed finish lot grade of Elev. 275. The hard materials
are thought to be present only in relatively thin layers and should present no particular
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 regiona I basis dips 2 to 4 percent in a southwesterly direction. In general, the forma-
tional materials at the h~gher elevations across the property consist predominantly of
sandstone with mudstone (interbedded siltstone and claystone) at the lower elevatiol1s.
Because of the regional dip to the southwest, the usually gradational cont<;lct between
the sandstone and mudstone lies at an elevation approaching Elev. 280 feet across the
northeasternmost par't 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.
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 t,he site, 3) any minor inactive faults
in the area including those described in the prel iminary geotechnical report prepared
by Woodward-Gizienski & Associates can and should be ignored with regard to seismic
risk. The nearest known major active faults are the Elsinore and San Jacinto Fau'lt Zones
located 24 and 46 miles northeast of the site, respectively.
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
earthguake 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 from fault 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, colluvial
soi Is, and mudstone formational materials underlying the site. Where these materials are
exposed at or near the finish subgrade level of building pads, the proposed buildings and
slabs-on-grade could be subject to damage due to heave of the expansive material~. 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 he reguired, and
2) provide a mat of non-expansive fill beneath all slabs-on-grades. In order to minimize
the necessity of special design features and problems associated with expansive materiaJs
in fill areas, the site grading work should be planned and carried out so as to assure
that all fills are capped with a layer of non-expansive sandstone fill. In cut areas
where the natural subgrade is comprised of expansive materials, it will be necessary
to overexcavate the expansive materials within building areas and replace them with
non-expansive sandstone fi" •
With regard to pavements, substantially 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 wi II apply. Detailed
recommendations are presented below in the subseguent sections of th is 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 cultivated and grassy
S114-1, 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 the 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 shouJ.d 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 1
vertical should be keyed and benched into firm 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
simi lar 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 material~ may be encountered.
4. Materials for Fill
All existing on-site soils and formational materials below the stripped layer with an organic
content of less than 3 percent by volume are suitable for reuse as fill. The use of potenfially
expansive soils and mudstone materials as fill should, however, conform to the require-
ments of Item A .5., "Expansive Materials".
I
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 soilsr and mudstone formational materials
taken from the required site excavations should be used as fill only up to within 2 feet of
S 114-1, 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 be 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 non-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 determination 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 shoyld
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 grages.
6. Slopes
Based on the results of our geologic reconnaissance of the proposed cut areas, laboratory
tests, and stabil.ity analyses, it is our opinion that the proposed cut slopes and fill slopes
wHl be safe against mass instability if constructed to an inclination no steeper than 1.5
horizontal to 1 vertical. This appl}es 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 t~ose an~icipated from our exploratory borings and test pits.
Fill slopes should be construct~d 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-building ll the slopes laterally at least 2 feet during placement of fill and then
trimming them back to the design finish I ines and grades. Alternatively, the slopes should
be compacted by "backrollingll with sheepsfoot rollers or other suitable equipment in 3
to 5 foot vertical increments as the fill is raised.
The project plans 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.
S 114-1, Page 7
7. Compaction
All structural fill should be compacted to a ;"inimum degree of compaction of 90
percent as determined by ASTM Test Designation 01557-70. The upper 6 "
inches o(the ~ubgrade soils benea"th ·vehicular concr·ete slabs and pave~ents should be
compacted to a minimum degree of compaction of 95 percent. Fill materia·1 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., IJExpansive
Materialsll •
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 result in an overall increase
in volume in the compacted state relative to the natural in-place density. However, due
to the presence of residual surface soils and colluvial soils which may be subject to signifi-
cant shrinkage upon compaction, we feel that an over-all average shrinkage factor of
between -3 and -1:"3 percent would be reasonabl~ for plc:nning purposes.
8. Trench Backfi II
Pipeline trenches should be backfilled with compacted structural fill. Backfill material
should be placed in lifts not exceeding 8 inches in uncompacted thi.ckness and compacted by
mechanical means to a minimum degree of compaction of 85 percent. In a1l 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.
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 and may be encountered during construction.
In order to permit correlation between the preliminary soi'! data "and the actual s9il 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.
AU 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
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 shoul d 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 requirements contained in the
text of this report.
B. FOUNDA TlONS
The foundation requirements for individual buildings on specific lots will vary depending
upon 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 individuctl
spread footings. Where non-expansive materials are exposed at the finish subgrade surface
to a depth of at I'east 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 sl)bgrade surface, footings
should be founded at least 24 inches below the lowest adjacent finished grade or20 inches
below rough pad grade, whichever is deeper. Also, footings Ibcated adjacent to utility
trenches should have their bearing surfaces below an imaginary 1.5 horizontal to 1 vertical
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 inc!uding
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 "sf-for combined dead and live loads, and 4,500 psf for all loa~s fncluding wind or
sebmic: All foo'ting~ should/however, have a_minimum.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
structural 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 concrete.
(/:;\1 ~:
S 114-1, Page 9
Settlements under the anti<::ipated building loads are expected to be within tolerable limits
for the proposed structures. We estimate that total settlements wi II 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. AI though
some settlement of the deeper fills is anticipated, most if not all of this settlement is ex-
pected to occur during and immediately after placement of the fill and prior to construc-
tion of buildings. "
2. S labs-on-Grade
We recommend that all building floor slabs as well as exterior con<;:rete 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 rel.atively 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 and" loading
of the slab. Just prior to construction of slabs, the subgrade surface should be proof-
rolled to provide a srn'ooth, 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 beneafh 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 conc.rete. 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. Lateral 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, .a!2. a!J?2VaEle Jrj~_tl~1} C?~ffj~}ent
of 0.35 and a passive resistC!nce of 2,0~O pounds per square foot are applicable.
5114-1, Page 10
C. PAVEMENTS
In order to evaluate the pavement subgrade qualities of the predominant on-site materials,
IIR lI(resistance} value tests were performed on samples oJ the formational sandstone and the
poorer quality claystone. The results of the tests which are summarized in Appendix B
indicate that the R-value by expansion will govern the design of pavements on both the
claystone and sandstone 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 Public Works/ Division of Highways.
Pavement sections are presented 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 h~avy truck traffic.
TYPICAL PAVEMENT SECTIONS
PavementComponenb
Subgrade Design Asphaltic Total
Material Traffic Design Concrete Aggregate Base Thickness
" Type Index R-Value . (Inches) Class 2 (Inches) (Inches)
3.5 42. 2.0 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 11.0 13.0
7.0 12 3.0 16.0 19.0
Note: The pavement sections given above for the sandstone subgrode would be applicable
to clay soil and claystone areas provided that 12 inches of sandstone fill material
overlies 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 ba~ed on the quality of
the subgrade materials. Pavement designs should be performed for individual lots based
on the actual material type(s) comprising the subgmde and the anticipated use of and
vehicular 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.
Original ground
surface
Horizontal benches ----.--
in firm ground
Note: Fills to be keyed and benched
as shown into natural ground
whene the natural slopes are
steeper than 6 horizontal to
1 vertical.
IDwney-Holdueer AssDtiotes
FoundatIon / Soli/ GeologIcal EngIneer.
Compacted fi II
Zone of loose
surface soil
Toe Key
10 ft. minimum
width .
RECOMMENDATIONS FOR FILLING
ON SLOPING GROUND
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, Califo.rnia
PROJECT NO. DATE
S 114-1 February 1974 Figur~ 2
APPENDIX A -FIELD INVESTIGATION
The field investigation consisted of a surface reconnaissance and a subsurface exploration
program using a truck-mounted, 6-inch diameter, continuous flight 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 ma.terials in the borings
were continuously logged in the field by our engineer and described in accordance wifh
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 ranging from 6 to
12 feeL The approximate locations of the test pits are also shown on the Site Plan,
Figure 1 and the materials encountered in the test pits are summarized in Table A-l. The
approximate ground surface elevation noted on the boring logs and on .the summary of
exploratory test pits were taken from a preliminary grading plan prepared by Rick Engineer-
ing Company, dated January 27, 1974.
Representative bulk and undisturbed samples were obtained from the exploratory borings
and test pits at selected depths appropriate to the investigation. AU 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 through a 30"';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 recorded for each 6-inch 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 interva.l indicated on the boring logs. Samples were also
obtained by driving a 2.S-inch I. 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 Spirt 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.
(Continued)
~
TABLE A-l -SUMMARY OF EXPLORATORY TEST PITS (Contld.)
Depth Interval
Surface Depth Strati fication 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 SANDSTONE, 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 CLAYSTONE (CH) 8-10
Notes:
(1) TP-ll and TP-12 '.were excavated 'on ,February 7,19:(4. All others,were excava'ted,on Febr~ary4, JJ74.
(2) Groundwater was not encountered in any of the exploratory test pits at time of excavation.
(&)i
U) -1. o U)
o UJ Z ~ l?
UJ (/) a: g
u
~
6 (/)
o
UJ Z
~ l?
UJ 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
CLESS 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 fjraded gravels or gravel-sand mixtlJres, little or no fmes. . '
Silty gravels, gravel-sand-silt mix.tures, non-plastic fines.
Clayey gravels, gravel-sand-clay mixturGs, plGjstic fines.
Well graded sands, gravelly sands, little or,no fines.
Poorly graded sands or gravelly sands, little or no fines.
Silty sands, 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 piasticity, gravelly clays, sandy clays, silty clays', lean clays. .
Organic silts and organic silty clays of low plasticity.
Inorganic silts micaceous or diatomaceous fine sandy or SJltylsoils, 'elastic silts.
Inorganic clays of high plasticity, fat clays.
OrganiC clays of medium to high plasticity, organic silts.
l ,
Peat and other highly organic soils.
DEFINITION OF TERMS
U.S. STANDARD SERIES SII;:VE CLEAR SQUARE SIEVE OPENINGS
200 40 10 4 3/4" 3" 12"
SAND
SILTS AND CLAYS
~RAVEL ~--------T-I---------'I----------~-----'------1COBBLES BOULDERS
FINE MEDIUM COARSE FINE I COARSE
GRAIN SIZES
SANDS. GRAVELS AND BLOWS/FOOT t CLAYS AND STRENGTH:f BLOWS/FOOT t
NON-PLASTIC SILTS PLASTIC SILTS
VERY LOOSE 0-4 VERY SOFT 0 -1/4 o -2
LOOSE 4 -10 SOFT 1/4 -1.12 2 -4
FIRM 112 -1 4 -8 MEDIUM DENSE 10 -30 STIFF 1 -2 8 -16
DENSE 30-50 VERY STIFF 2 -4 16 -32
VERY DENSE OVER 50 .. HARD OVER 4 OVER 32
RELATIVE DENSITY CONSISTENCY
+Number of blows of 140 pound hammer falling 30 inches to drive a 2 inch 0.0. (1-3/8 inch 1.0.)
split spoon (ASTM 0-1586).
hJnconfined compressive strength in tons/sq. ft. as determined by laboratory testing or approximated
by the standard penetration test (ASTM D-1586), pocket penetromet~r, t.orvane, or visual observation.
[ownev-Wuldueer R!isoriutes
Foundation I Soil I Geological Engineers
KEY TO EXPLORATORY BORING LOGS
Unified Soil Classification System CASTM 0-2487)
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
PROJECT NO. DATE
5114-1 Februqry 1974 Figure A-l
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER
DESCRIPTION AND CLASSIFICATION
DESCRIPTION. AND REMARKS
SILTY SAND I fine grained -.... , ..... ..
SANDSTONc, tine grqmed
Bottom of Boring = 23 Feet
Note: The stratification Jines represent the oppro~jmole
boundary between materiol types ond the transition may
be S/rOdual. .
SYM-COLOR BOL
red-
brown -1----4-=
light
brown
white-
brown
CONSIST.
loose
Forma-
tiona I
Material
-
6 Inches DATE DRILLED
ZW"'"":' ~ cc 2 u li: cr:~
DEPTH w I-z ...... wI-...J ««(J) t-z Q. CCI-:;: «w
SOIL (FEET) ::; tu~o :;:li;: « I/) Zw...:J 0 TYPE " ~cc~ ()
SM
f--
SM f--
f-~P= 60/6" 8
f--
f-5 -
f--
f--
I--
f--
h-10 -
f--
f--
-~Z 80/6"
I--
f-15 -
f--
f--
f--
f--
f'-20 -
f--
f--80/61 [::;::;>
f-. -
-25 ---
--
f--
f--
~30-
f--
f--
f--
f--
f-35 -
f--
f--
r----
f--40 -.
EXPLORATORY BORING LOG
Lowney-Haldueer AssoEiates c.c.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
f.oundation I Soli I Geological EngIneer. PROJECT NO. DATE BORING
S 114-1 February 1974 NO. 1
DRILL RIG Continuous Flight Auger SURFACE ELEVATION 3001 (Approx)
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches
DESCRIPTION AND CLASSIFICATION ~ ______________________________ .-__ r-____ -' ________ r-~DEPTH
(FEET)
DESCRIPTION AND REMARKS
SILTY SAND, fine grained
SYM-COLOR BOL CONSIST. SOIL TYPE
1'\ v
dense -
LOGGED BY
DATE DRILLED
~ a:;:-~z c(UJ ::!z o o
red-
brown
white-Forma-
SM l-
I-
SM
=tI 80 14
SAN DSTONE, fine grained
(grading silty below 28 Feet)
Encountered Refusal at 30 Feet
Nole: The stratification lines represent the approximate
bounoory between material types and the transition may
be gradual.
brown
gray-
white
gray-Drown
white
I--
tional -5 -
Material I--
--
--
--
f-1O-
I--
f--
I-Jz 70/6"
~ -
-15 -
--
--
--
f--
f-20-
I--
I--
I--IT 80 13
l-. -
f-25 -
--
--
f--tz 60
f--50/31
~~ rr 8
~~
f--
I--
I--
I--
I-35 -
f--
t--
f---
I--
HO--
EXPLORATORY BORING LOG
MRO
2/1/74
lowney-Holdueer RssDtiotes C.C. & F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
Foundation I Soil I Geological Engineer.
t-__ P_R_O_J_EC_T __ N_O_. __ -+-__ -.,...-_D_A_T_E ____ -l BORING
5114-1 February 1974 NO.
DRILL RIG Continuous Flight Auger SURFACE ELEVATION 230' (Approx)
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches
cr DESCRIPTION AND CLASSIFICATION ~--__________________________ --.-__ r-__ ---.--__ ----~~ DEPTH ~
(FEET) ~,
DESCRIPTION AND REMARKS
SILTY SAND, fine grained
SYM-COLOR BOL
gray-
brown
CONSIST, SOIL TYPE
loose SM
en
"
I-~LL -.
f--
LOGGED BY
DATE DRILLED
Zw.-, it 2 I.) Ii: a:~ ... Z ...... w'" «en ... Z f=\n3: <w
~Ciig 3:!z ~~E. 0 I.)
8 12
I-
SANDSTONE, fine grained light
brown
-12 45
dense
Forma.-";SM
Bottom of Boring = 18.5 Feet
Note: The stratificatian lines represent the approximate
boundary between material !}'pes and the transition may
be 8roduol.
gray-
brown
light
brown
I---
tional I--
Material I--
5 -
-
l--tI 50 12
I---
I--
f-10-
I--
i--
i--
I--
-15 -
I--
I---
I---IT 48 13
I--
f-20"'-
I--
I--
f-.-
I--
I-25 -
I--
i--
f--
I---
1-30-
I---
I---
f--
I--
I-35 -
I--'"
I---
I--
I--
1-40-
EXPLORATORY BORING LOG
MRO
2/1/74
lowney-Holdueer Rssotiotes C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
S 114-1
·Foundation.! Soli I Geological EngineeTl r-__ P,-R_O_J_EC_T __ N_O_, __ + _____ D_A_T_E~ __ ~ BORING
February 1974 NO. 3
'-= --"
, DRILL RIG Continuous Flight Auger SURFACE ELEVATION 2851(Approx) LOGGED BY
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED
DESCRIPTION AND CLASSIFICATION ~ ____________________________ ~ __ ~ ______ r-______ ~~ DEPTH
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 stratification line. represent the approximate
boundary between malerial types and the 11Onsition may
be gradual.
SYM-COLOR BOL
light
brown
white-
brown
light
gray-
brown
(FEET) CONSIST. SOIL TYPE " v _ x Jar
_ Samp e -tI 60 14
hard CL l-
I-
l-
I---
l-5 -
I--
l--
I--
I---
10-Fo'rma·::c SM I--tio~al I--
Material I--tz 70/6" 12
I--
I-15 -
I-~
.1--
I--
I---
1-20-
I--
I--40/611 --p:
-. -
-25 -
I--
I-'-
I--
I--
f-30-
I--
-:-I-::;::::>-50/61
--
-35-
--
I--
I--
f--
1-40-
EXPLORATORY BORING LOG
MRO
2/1/74
lowney-Holdueer Associates C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
Foundation I Soil I Geolof}ical Engineer.
I-_P_RO_J_E_C_T_N_O_" __ + _____ D_A_T_E ___ -l BORING 4
S114-1 February 1974 NO.
·.~
) ~D_R~IL_L~R_IG __ C_o_n_t_in_u_o_u_s __ F_li_g_h_t_A_u_g_e_r ____ 4-S_U_R_F_A_CE~E_LE_V_A_T_IO_N_2_9_0_1~(A~p~p_r_o_x~)~r-L_OG_G_E_D~BY _____ M_R_O ______ ~
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/1/74
DESCRIPTION AND CLASSIFICATION ~ ____________________________ -. __ '-------r-------.-~DEPTH
(FEET)
DESCRIPTION AND REMARKS SYM-COLOR SOL CONSIST. SOIL TYPE " SILTY SANDI fine grained red':' loose SM ~ ________ -' ____ ' ________ '_'_:' ____ -4 __ ~b~)n~o~w~n~ ______ -4~'~/~ -
SANDSTONE, fine grained
(Break in log from 19 to 30 Feet)
..
SANDSTONE, fjne grained
Note: The stratification lines represent the approximate
l>oundory between material types and the transition moy
be gradual. '
Bottom of Boring = 48 Feet
lDwney-Holdueer Rssoriates
Foundation I Soil I Geological Engineer.
white-F.orma-· . SM I--
_tz40/6" brown
light
gray-,
white
, .A
..
light
gray-
white
light
brown
tional
Material
,
Forma-: SM
tional
Material
I-
I--
-5 -
--
--
--:
--
f-10-
~ -
r -
~ -
r -
I-15 -
----
--
"f'\ '~
~ -
~ -
~ -
l-. -
~ 35 -
I--
I-"-
I--
I--
f-40-
I--
~ -
~ -
--
-45 -
--
I--
I--
r-50-
~ 50/611 10
. .A
~
L
Z 50
IT 60/6' 10
EXPLORATORY BORING LOG
C.C.&F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
I--__ P_R_O_JE_C_T_N_O_. __ -I-____ D_A_T_E ____ ~ BORING 5
5114-1 February 1974 NO.
~~ ~ ____________________________ -T ________________________ -' __________________ ~~~~
, ~D_R_IL~L_R_IG __ C_o_n_t ._' n_u_o_u_s_F_'_i~g_h_t _A_u...::g::-e_r_----4_S_U_R_F_A_C_E_E_L_E_VA_T_I_O_N.=2~8~5_1 (.\:..A..J\p:.l)p::..;r~o~X:2.)-!I-L_O_G_G_E_D_B_Y ___ M ...... ~R_O __ ---l
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/1/74
W OW
DESCRIPTION AND CLASSIFICATION
5W '":' ~ i=~ti: J:Z W>J: a:. a:~ a: ~;!:_ zUiI--W « ....... wI---(J)(!)
DESCRIPTION AND REMARKS
SILTY SAND, fine grained
SANDSTONE, fine grained
Bottom of Boring = 17.5 Feet
Note: The .lratification lines represent the approximate
boundary between maleriol types and the transi lion may
be gradual.
SYM-COLOR BOL
brown
light
brown
light to
yellow-
brown
light
gray-
white
SOIL CONSIST. TYPE
medium SM
dense
Forma-SM
tional
Material
DEPTH -' 0.
(FEET) '::; < (J)
,..
v ~ f--
f--
I--tz
f--
~ 5 -
'--
--
--
--
1-10-
I--
f--
f--P=
I--
f-15 -
--
--
--
I--
1--20 -
f--
f--
f-..:
I--
f-25 -
--
-. -
I--
f--
1-30-
I--
I--
f--
I--
I-35 ---
f--
I--
f--
1-40 ---
l=lii~ i-z <za:u. <w ~wo~ ~Uig ::~ (J) a:'i-~
wUJro 0 1ii'?D 0. a: ~ U
12
45/61
36/611 14
EXPLORATORY SqRING LOG
u.wz za:w 00. a: u::;1-z 0,(J) .::;) (,)
LDwney-HDldueer Rssotiates C.C. & F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, Cal ifornia
Foundation I Soil I Geological Engineefl
6 t-_P_R_O_JE_C_T_N_O_._-+ ______ D_A_T_E_-~ BORING
S 114-1 February 1974 NO.
u:-(J) ~
t-=
1 I-D_R_IL_L_R_IG __ C:::::..o.:..;n.:..;t i~n:..:u..:.o..:.u.:..s ,..:.F...:,.I ~i g~h.:..:.t...:,.A...:...:..:ug~e.:.:r~-+_S_lJ_R_FA_C_E_E_L_E_V_A_TI_O_N_+_2_6_0_'..!.{A-Lpl-p;...rO_X-!)-!-_LO_G_G_E_, D_B_y __ M_I;...R_O __ --f
6 Inches DATE DRILLED 2/1/74 DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER
DESCRIPTION AND CLASSIFICATION ~
~ __ ----------------------__ ---r--,---__ --r-------r-~ DEPTH
(FEET)
a:;:-W z I-w <I-:i:z DESCRIPTION AND REMARKS
SILTY SAND, 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 Iransition may
be gradual.
SYM-COLOR SOL
light
brown
light
brown
lowney-Holdueer Associates
CONSIST. SOIL TYPE
medium SM
dense
Forma:"" SM
tional
Material
"
-10
--
I--tz 70
+--
l-5 -
f--
J--
f--
J--
f-10-
J--
I--
r--
f--
,""
I--
f--
I--
I--
t-20-
1-, -
J--
f-o--
l-. -
J-25 ....
f--
f--
I--
I-' -
1-30-'
I--
I--
I--
J--
I-35 ...
J--
J--
J--
J--
1-40-
o ()
10
EXPLORATORY BORING LOG
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
t-_P_R_O_J_EC_T_N_O_. _-+-___ D_A_T_E __ ~ BORING
February 1974 NO. 7
Foundation I Soil I GeologIcal Engineer.
S 114-1
DRILL RIG Conti nuous Flight Auger SURFACE ELEVATION 31O'(Approx)
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches
DESCRIPTION AND CLASSIFICATION ~ ____________ ~ ________________ .-__ r-____ -, ________ ~~DEPTH
(FEET)
DESCRIPTION AND REMARKS
SILTY SAND, fine grained
SANDSTONE, finl? grained
SYM-COLOR BOL
yellow-
brown
white-
brown
CONSIST. SOIL TYPE
medium SM
dense
Fcirma.-SM
tiona I
Material
I:--
-
-
-
l:-
I:--
I:--, -
r-10-
-...,
--I
LOGGED BY
DATE DRILLED
~ u;-
wf-f-Z <w ::~ o u
17
I--.~ 5 0/61 i
Bottom of Boring = 1'7.5 Feet
No'e: The stratification lines represent the approximate
boundary between material types and the I",nsilion mar
be groduo!.
I:--
I-15 -
I--
I:------
1-20-
I--
I:--
I--
l-. -
~ 25 -
,..------
,... -
-30--
------
--, 35 ---
--
--
--
-40-
-
EXPLORATORY BORING LOG
·MRO
2/2/74
..
LDwney-Haldueer RssDtiotes c.c.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
'Foundatlon I Soil I Geological Engineer. PROJECT NO. DATE BORING
S 114-1 February 1974 NO. 8
DRILL RIG Continuous Flight Auger SURFACE ELEVATION 260 I (Approx) LOGGED BY MRO
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/2/74
DESCRIPTION AND CLASSIFICATION ~ ______ ----__ --__ ----________ -T __ .-__ --__ r-----__ .-~ DEPTH
(FEET)
~ cr:j:" W z t-w ~~
DESCRIPTION AND REMARKS
SILTY CLAY
SYM-COLOR BOL
gray-
brown
CONSIST. SOIL TYPE
firm to Cl stiff
" v
I--
o u
--[2 70
~--------------------------~~-+----~~------~--~ ·SM SANDSTONE, fine grained
(gradififi clayey be'low 10 Feet)
Liquid Limit = 56%'
Plasticity Index = 21%
Passing No .200 Sieve == 42%
Encountered Refusal at 31.5 Feet
Note: The stratification lines represent the approximate
boundary ·between material types and the transitian may
be gradual.
Lowney-HoldueerRssDtiotes
Foundation I Soil I Geological Engineer.
gray-
brown
Forma-I-
tional I--
Material l-5 -
I--
l--
I--
I--
SC 1-10-'-
I--
I--
.---tc 60 22
'--
-15 -
--
--
f:--
I--
1--20-
I--
I--60/6" I--t:z
.---
r-25 -
--
--
I--
I--
1--30-
I--h-50/3" 19
r -
I--
I--
-35 --"-
I--.
I--
I--
f-40-
EXPLORATORY BORING LOG
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
PROJECT NO. DATE BORING
S 114-1 Febr~ary 1974 NO. 9
.'
, DRILL RIG Continuous Flight Auger SURFACE ELEVATION 2551(Approx) LOGGED BY MRO
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/2/74
~-
DESCRIPTION AND CLASSIFICATION g~2 ~ a: a:;::: w ..:..:';;)
DESCRIPTION AND REMARKS
SANDY CLAY
Passing No. 200 Sieve = 63%
CLAYSTONE
Bottom of Boring = 15 Feet
Note: The stratification lines represent the approximate
boundary between material types and the transition may
be gradual.
SYM-SOL
Lowney-Holdueer RSSDciates
Foundation I Sol/ I Geological Engineers
COLOR
gray-
brown
light
gray-
brown
DEPTH ..J W z a.. ~lii3: I-w
SOIL (FEET) ::< ~iiig ~~ ..: CONSIST. TYPE en ~.~ f9. 0
"
()
v ~ 11 stiff CL f--
f.--
f.--tz 27
I--
I-5 -
-
Forma-ICH f--
tiona I I--IT 50 25
Material f--
I--to-
f--
I--
f--
f.--....
I--
I--
I--
I--
1--20-
I--
f--
I--
f-. -
f-25 -
f--
f.--
I-..
I--
I--30-.
I--
I--
I--
f--
I-35 -
f--
f--
f--
f--
1--40-
EXPLORATORY BORING LOG
C.C.& F PALOMAR AIRPORT BUSINESS .PARK
Carlsbad, California
I--_P_R_O_J_EC_T_N_O_. _+ ___ D_A_T_E_~---I BORING
S 114-1 February 1974 NO. 10
DRILL RIG Continuous Flight Auger SURFACE ELEVATION 240'(Approx) LOGGED BY MRO
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED ?/2/74
DESCRIPTION AND CLASSIFICATION
DESCRIPTION AND REMARKS
SANDY CLAY
Passing No. 200 Sieve = 65%
CLAYSTONE
Bottom of Boring = 18 Feet
Note: The stratification lines represent the approximate
bounclory between 'material types and the tronsition may
be lIroclvol.
SYM-COLOR BOL
light
brown
light
brown
lownev·Holdueer R55DriDtes
CONSIST. SOIL TYPE
hard
~ very
stiff
Forma-
tional
Material
CL
CH
a:
DEPTH W ..J 0.
(FEET) ::; < <fl
n v~
I--
I-:[ -
l-
I-5 -
I--
I--
I-=[ I-
1-10-
I--
I--
I--
-
I-15 -
I--
I--h-
I-.. -
1-20-
I--
f--
I--
I--
I-25 -
I--
I--
I--
I--
1-30-
.1--
I--
I-0-
I-.,
f-35 -
I--
I-'-
I---
I-....,.
1-40-
Zw-: ~ QOI;: . a:;: I-z ....... «en W z a: 1-;:: ~w tu~o =:!z z ~-1-0 ~a:e 0
40 10
29 11
40/6" ~4,
EXPLORATORY BORING LOG
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
Foundation I Soil I Geological Eng/nee" PROJECT NO. DATE BORING
S 114-1 February 1974 NO. 11
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED
DESCRIPTION AND REMARKS
SANDY CLAY
SYM-COLOR BOL
light
brown
Passing No .200 Sieve = 57% --------------~--4-
SILTSTONE
Bottom of Boring = 15 Feet
Note: The stratification lines represent the approximate"
boundary between material types and the tronsition may
be llrodual.
light
brown
light
gray
(FEET) CONSIST." SOIL TYPE
very
sfiff
For"mo-
tional
Material
CL r-
r-
v
-
-
"MH r-
-IZ 46
r-
f-
-
5 -
-
f--
I--
f--
f-1O-
f--
I--
--tI
f--
,~
r--
f--
r--
r--
f-20-
r--
I--
I"--
r-" _.
f-25 -
f--
r--
r--
r--
1-30-
r--
r--
f--
f--
r-35 -
f--
f--
f--
f--
1-40-
46
<ft. 0:;:-W z !;(w :d~ o o
25
EXPLORATORY BORING LOG
.
lowney-Haldueer Rssodates c.t.& F PALOMAR AIRPORT BUSINESS PARK
Foundation I Soil I Geo'ogic,,' Engineer.
Carlsbad. California
I---_P~R~O .... J .... EC,T-.-N-O-" __ +=-;--_D_A_T_E~-:::;,-;~ BORING
5114-1 February 1974 NO •
.. --
12
-(Y..:? . )
~ ~----~--------------~~----------------~--~----------~--~~~
DRILL RIG Continuous FI ight Auger SURFACE ELEVATION 230' (Approx) LOGGr::D 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 silly below 16/ Feet)
Bottom of Boring = 33 Feet
SYM-COLOR SOL
white-
brown
lowney-Holdueer Rsso[iates
Q~2 ~ W OW
0 :z:Z w>:r a; [5;:;-a; G ~-zoot-
DEPTH W t-z ........ -(I)<!l--' «(I) t-Z <za;lL U.wzu. Q. ~Iii:: c(W Wwo(l) Za:wCl)
SOIL (FEET) :::!! ~oog ::!Z iJja;t-~ oQ.a;~ < u:::!!t-CONSIST. TYPE (I) ~ll!~ 0 Iii>-Zo(l)
f'I 0 .00 :::>u
Forma-SM f-.. -
tiona I t--
Material f--0= 80/6" 7
'f--
f-5 -
I--
I--
I--
I--
1-10-
f--
f--
f--~ 60/6"
~ -
-15 -
--
--
--
f--
1-20-
I--
I--
r--~ 60/6'
l-. -.
I-25 -
--
--
I--
I-..:
1-30-
I--
I--50/61 t-r-
I--
I-35 -
I--
t--
f--
I--
1-40-
EXPLORATORY BORING LOG
c.c. & F PALOMAR AJRPORT BUSINESS PARK
<;:arlsbad, Cal iForni a
Foundation I Soil I Geological Engineers
I--__ P_R_OJ_E_C_T_N_O_.~+-----D--A-T-E----~ BORING
S 114-1 February 1974 NO. 13
, DRILL RIG Continuous Hight Auger SURFACE ELEVATION 185' (~pprox) LOGGEO BY RRP
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/4174
ZUJ~ w OW ~ DESCRIPTION AND CLASSIFICATION 2ut ±z w>:z: a: a:-"" a: 0 ~ ~ ziiif-
DEPTH w f-Z , wf--",(!l~ «U)"
DESCRIPTION AND REMARKS
CLAYEY and SANDY SILT
CLAYEY SANDt fine grained
I---
SANDSTONE t fine to medium
grained
Bottom of Boring = 16.5 Feet
Note: The stratificalian lines represent the approximate
boundary between material types ond the tronsition may
be uradual.
SYM-
BOL
Lowney-Hnldueer Assotiotes
Foundation / Sol/ / Ge%gTcal Engineefl
COLOR
brown
light.
brown
light
brown
..J f-z <za:lL u-UJzu. 0.. a:f-;: <w wwo'" za:w'"
SOIL (FEET) :;E li:i~o ::lz iJ5a:f-~ Oc..a:~ < z"' .... U:;Ef-CONSIST. TYPE '" wWm 0 t;~ Z 0"'"
f"I c..a:~ U :lo
medium v
dense ML f--[2 11 -"
medium SC f--
dense I--
f--
5 -
Forma-'SM r--
tional f-=[ Material" f-30 12
f-
...-10-
f--
f--
r--
r--
r-15 -rr r--35 9
r--
f--
f--
1-20-
f--
f--
--
--
-25 -
--
--
r--
f--
"f--30-
r--
r -
f--
f--
-35 -... -
r--
r--
r--
1-40 -
EXPLORATORY BORING lOG
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbadt California
PROJECT NO. DATE BORING
S 114-1 February 1974 NO. 14
DRILL RIG Conti nuous Flight Auger SURFACE ELEVATION 195' (Approx)
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches
DESCRIPTION AND CLASSIFICATION ~ ____________________ --______ --.-__ r-____ -'----____ r-~ DEPTH.
(FEET)
DESCRIPTION AND REMARKS
CLAYEY SAND, fine grained
SANDSTONE, fine grained
SYM-COLOR SOL
dark
brown
brown
CONSIST. SOIL TYPE
medium
dense
Forma-
tional
Material
SC r-
SM r-
I-
I-
I-
I-
()
v -tz -
-~
-.
5 -
-
-
LOGGEO BY
DATE DRILLED
16
40/61
~ a:;:-W z ~w ?:~ o u
I-."~,-35 14
Bottom of Boring = 9 Feet
Note: The .trotificatian lines represent the approximote
boundary between molerial types ond the tronsiliol1 may
be gradual.
1-10-:-
I--
r--
I--
I--
I-15 -
--
--
--
r--
f-20-
r--"
I--
I--.
-. -
r 25 -
--
--
r--
r--
1-30-
I--
I--
r -
I--
I-35 -
--
I--
r--
r -
1-40-
EXPLORATORY BORING LOG
RRP
2/4/74
lowney-Haldueer Assatiates C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
Foundation I Soil I Geological Enginee"
I-__ P_R_O_J_EC_T __ N_O_. __ + _____ D_A_T_E __ --'-~ BORING
S 114-1 February 1974 NO.
15
, ~D_R_IL_L_R_IG __ C:....o_n_t_i n_u_o_u_s_F_' i~g_h_t _A_u....!::g:....e ___ r_-+_S_U_R_FA_C_E_E_L_E_V_A-,-TI_O_N_2_4_5_' (_A~p~p_r_o_x_) -t-'-LO_G_G_E_D_B_Y __ R_R_:P __ --,-~
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
Passing No. 200 Sieve
= 63%
= 43%
= 74%
SYM-COLOR BOL CONSIST.
brown ~ very
gray stiff
hard
I-----------------+----f--
CLAYSTONE
Bottom of Boring = 23 Feet
Note: The Ilratificalion lines reprelent the approx.imate
boundary between malerial types and 'he Iransilian may
be gradual.
brown Forma-"
tional
Material
SOIL
TYPE
CH
k:L-
CH
5W -' ;!. w p:~t :rz a: a:;:-a:0~~ DEPTH w « ....... -' a:t-tIl Ul Z <za:1l. 0.-t-tIl3: ~~-wwo tll
(FEET) ::; ~iijg 3:z _ iJ5a:I-~ < til wWco 0 !iilD
f"I o.a:-U
I--
I--
I-=[ 18 10
l-
I-. 5 -
I--
I--
I--
I--
~ 10-
-'
I--
1-' -~ 31/6'
I--
I-15 -
I-..,
I--
I--
I---
I-20-'
-
-:t:::::=o' 42/6'
-. -
-25 -
--
--
I--
I--
~30-
l-.--r--
I--
I--
-35 -
-...;
I--
I--
I--
I--40-
EXPLORATORY BORING l..OG
OW w>:r ziijt--tIlC)~ I.J..WZIL za:w(/) oQ.a:~ U::;t-Zotll :::>0
Lowney-Holdueer Rssodotes c.c. & F PALOMAR AIRPORT BUSIt-.JESS PARK
Carlsbad, California
Foundation I Soil I Geological Engineer. PROJECT NO. DATE BORING
S 114-1 February 1974 NO. 16
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches
DESCRIPTION AND CLASSIFICATION ~ ____________________ ----__ --__ r--'r-----~ __ ----__ r-~ DEPTH
(FEET)
ae 0:;:-W z !(w ~!Z
DESCRIPTION AND REMARKS
SANDSTON E, fine grained
(grading more silty)
I--------------~---
SILTSTONE
Bottom ,of Boring = 28 Feet
Note: The strotificetion lines represent the opproximote
bounoory between materiel types end the tronsition mar
be ijrodual.
SYM-COLOR BOl
gray &
brown
brown
green-
gray
Lowney-Holdueer Associates
SOIL CONSIST, TYPE
Forn;a-\SM
tional
Material
Forma-:SM
tional
Material
"
f'\
I--
I--
I--tI
I--
I-5 -
I--
I--
I--~
I--
10-
I--
I--
--
--
-15 -
I--
I--
I--
I--
f-'-20-
I--
I-"'"
I--
I--
-25 -' --
--
I--
1-30-
I--
I--
t-'-
I--
t-35 -
t--
1--
I--
I--
1-40-
tz
c;:::;:>
60
46/61
36/6"
35/6"
o o
15
EXPLORATORY BORING LOG
C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, Californid
Foundation I Soli I Geological Englnee"
J-_P_R_O_JE_C_T_N_O_,_-+ ___ D_A_T_E __ -I BORING 17
5114-1 February 1974 NO,
"'"---', -
1 ~D_R_IL_L_R_IG __ C_o __ n_ti_n_u_o_u_s_F_I~ig~h_t_A __ u~g_e_r ____ ~S-U-R-F~A-C-E-E-L~E-VA~T-I-O-N-2-5-0-'~(A~p~p~r-o-x~)~~L_O_G_G_E_D_B_Y~_R_R_P~ ____ --1
DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/4/74
DESCRIPTION AND CLASSIFICATION
DESCRIPTION AND REMARKS
CLAYEY SAND, fine grained
SYM-COLOR SOL
light
brown
light
brown-
gray
SOIL CONSIST. TYPE
dense SC
very
dense
zw~ ~ w g~t;: :i:Z a:~ a:t;~-""" wI-a:1-(/) t-Z "za:"-t-"':;: <w Wwo(/)
~Ciig :;:~ il5a:t-~
UJUJ m 0 !i;~ n.a:-0
i:c
DEPTH UJ ..J n.
(FEET) ::;
" '" " ...,
l--
I--
I-_~33/6'
l--
I-5 -
l--
I--
r-------~-------------+----"~----+------+----+--
SILTSTONE
Bottom of Boring = 20.5 Feet
Note: The stratification lines represent the approximat.
boundary between male rial types and the Iran.ition may
be Qradual.
green-
gray
Forma . ..; . MH f--
tiona I
Material
1-10
f-JL
I--
f--
I--
-15 -
I--
I--
I--
I--
1-20
-
I--
I--
I--
I-25 -
I--
f--
I--
I--
1--30-
I--
I--
I--
I--
I-35 -
f--
I--
I--
f--
1-40-
~
I
50 16
35/6'
28/6' 16
EXPLORATORY BORING LOG
OW w>:J: zCiiI--",(!l-U.WZlL Za:w(/) On.a:~ 0::;1-Zo'" ;:)0
Lowney-Holdueer Associates C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, Caf.jfotnia
Foundation I Soil I Geological Engineer. ~ __ P_R_O_J_EC_T_N_O_. __ 4-___ D_A_T~E~ __ ~ BORING
February 1974 NO. 18 S 114-1
,
.\(fa --
t=
DRILL RIG Continuous Flight Auger_ SURFACE ELEVATION 215'(ADDrox) LOGGED BY MRO
DEPTH TO GROUNDWATER Not Encounterec BORING DIAMETER 6 Inches DATE DRILLED 2/4/74
ZUJ"'"":' W OW ~ DESCRIPTION AND CLASSIFICATION 2 u t :cz w>:c a: t-z ...... 0:;:-a: b ~_ zU51-w -(/)c:J-
DESCRIPTION AND REMARKS
51 LTY SAND I fine grained
(grading clayey with depth)
SILTSTONE
Bottom of Boring = 8.5 Feet
Note: The stratification lines represent the approximate
bcundcry between meterial types and the tronsilion-mey
be grodual.
SYM-
BOL
Lowney-Holdueer Rssodotes
Foundation / Soil / Geological Engineer.
DEPTH -' ««(/) W z <Zo:lL lLUJZu.. a. ::;tn::: ""w ~!Z wwo'" za:UJ(I)
SOIL (FEET) :::;: w-o Bja: .... ::=-Oa.a:~
COLOR CONSIST. ~-z~...J 0 1-)-u:::;:1-
TYPE ~a:!!l. zo(/)
" U (/)00 ::::lu
v
brown medium SM I--
dense f--
I--17 15
I--
I-5 -
-Forma-light tiondl MH t--
brown Material t--IT 33 15
I--
1-10-
I--
I--
f--
I--
I-15 -
I--
I--
I--
-f--
f-20-
I--
t--
I--
t--
f-25 -
t--
I--
f--
I--
I--30-
f--
f--
I--
I--
f-35 -
i----
,... -
-. -
f-40-
EXPLORATORY BORING LOG
c.c.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad I California
PROJECT NO.
5114-1
DATE BORING
February 1-974 NO. 19
APPENDIX B -LABORATORY INVESTIGATION
The laboratory testing program was undertaken in order to classify the soil and formational
materials and to evaluate their strength, compressibility and expansion characteristics.
Fill suitability tests including direct shears, Atterberg LimHs, gradation, compaction, and
expansion tests were also perf9rmed on four representative bulk samples of t.he malerials
from Test Pits, 1, 3, 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 materia.ls 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
sample depths.
Ten Atterberg Limit determinations were performed on representative samples of the more
silty and clayey on-site materials to determine the range of wdter 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 I.:mdisturbed samples of the materials
obtained from the borings in order to evaluate their strength characteristics (apparent
cohesion and angle of internal friction). Samples were sheared at a constant rate under
vari,ous surcharge pressures. Fai lure was taken at t.he peak shear stress. In addition I
four direct shear tests were performed on remolded bulk samples of the on-sHe materials
compacted to 90 percent of their maxir:num 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 HII loads. The samples were initially compressed at their natural moisture
content until equil ibrium was reached. The samples were then saturated and the addi-
tiona compression recorded. The results of the compression tests are 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
B-S.
B-2
Four compaction tests (ASTM D 1557 -70) were performed on selected bul.k 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 evaluating the pavement subgrade qual ities of typical fill
soils were performed. The results of these tests are presented in Table 8-6.
i <, .
.... r
~\ r-------------------------------------------------------------~--------------------~~~~
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM D 422-72)
U. S. STANDARD SIEVE SIZES
100 7 , 3 2 1 3/~ \/'1 1/~ ~ ! 10 16 20 30 ~O SO 60 eo 00 200 325
" z
90
80
70
::l 60 < ..
~ ~ SO
U 0: .. .. ~O
30
20
10
-.0 " 100 50 10.0 S.O 1.0 O.S 0.1 .OS .01 .005
PARTICLE SIZE IN MILLIMETERS
GRAVEL SAND
COBBLES ~---...... ------r----.-------,._----~ SILT ANa CLAY
COARSE FINE COARSE MEOIUM FINE
Boring/ UNIFIED
KEY Test Pit . SAMPLE ELEV. SOIL
SYMBOL DEPTH (feet) CLASSIFICATION SAM PtE DESCRIPTION
N'o. (feet) SYMBOL
....--. EB-4 3.5 --CL SILTY CLAY
..... -.. TP-1 6-8 --SM SILTY SAND, fine grained
...-... TP-3 6-8 --CL SILTY CLAY
. GRADATION TEST DATA
0
·10
-
20
30
~o
SO
-60
70
eo
90
100
.001
lowney-Holdueer RSso[iotes c.c.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
Foundation I Soli I GeologIcal Engineers
PROJECT NO. DATE B-1 ~-------+----~--~ FIGURE
February 1974 S 114-1
a .. z
< ~ .. a:
~ z .. u a: .. ..
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM D 422·72)
U. S. STANDARD SIEVE SIZES
100 7 , 3 2 1 :l/~ III 1/~ • 10 16 20 30 ~O SO 60 ao 100 :200 325'
" !
90
10
70
z: 60 .: Go
I-~ SO
U a: '" a. ~O
30
20
10
iOo SO 10.0 S.O 1.0 0.5 0.1 .OS .01 .005.
PARTICLE SIZE IN MILLIMETERS
GRAVEL SAND
C9BBLES I------..,...----I-----.-----..------~ SILT AND CLAY
KEY
SYMBOL
COARSE
Boring/
T t?st Pi t
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
o
.0 ~
.: I-'" SO a:
I-Z
60 ~
70
10
90
100
.001
a: '" Q.
LDwney-Haldueer RssDEiotes C.C.& F PALOMAR AIRPORT BUSINESS PARK
Foundation 1 50111 Geological Engineer. Carlsbad, California .
PROJECT NO. DATE
l--------.J---------i FIGURE B-2
S 114-1 February 1974
J
X LlJ a ~
>-!:: ()
60
50
40
30
5i 20 « ...J c..
KEY
SYMBOL
~
• •
0
...
• •
10
7
4
o
CL
--\,.-'--r--7'-+--"'-""""""" CL-ML///Y~ MLorOL
ML '/ I
o 10 20 30 40 50 60 70
LIQUID LIMIT C%)
..
NATURAL BORING SAMPLE LIQUID PLASTICITY
NO. DEPTH WATER LIMIT INDEX CONTENT
( feet) % % %
EB-4 0-1 --27 12
EB-9 13-13.5 22 56 21
EB-16 ' 3.5-4 10 63 43
TP-3 0-1 ---32 14
TP-3 8-10 --55 23
TP-4 1-3 --52 28
TP-4 6-8 --50 27
80 90 100
PASSING UNIFIED
LIQUIDITY SOIL NO. 200 INDEX CLASSIFICATION SIEVE
% SYMBOL
54 --CL
42 -0.6 SC*
74 -0.2 CH
52 --CL
----MH
54 --CH
67 --CL-CH
*Classification symbol for <;oarse grained sgil used where less than 50% Passing No .200 Sieve
Lowney-Koldueer Associates-
Foundation I Soli I GeologIcal EngIneer.
PLASTICITY CHART AND DATA
C.C ~& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
DATE PROJECT NO. Figure B-3 5114-1 February 1974
@
r= ..
60
/ 50 V '"' CH "v ~ ~ u 40 V >< / UJ -CL a • z
30 >-l/ l-• I MH C3 i= ~ (I) 20 V or -.
~ ~
/ OH Q.
10 7' 7 CL-ML /// /4' ML or OL 4
0 ML L 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 Test Pit DEPTH WATER LlMlT 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
Lowney-Haldueer AS50dates C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
Foundation I Soli I GeologIcal Englnee" PROJECT NO. DATE
S 114-1 February 1974 Figure 8-4
®
~ SAMPLE DEPTH SPECIFIC LIOUID PLASTIC·
NO. (FT,l SAMPLE DESCRIPTION GRAVITY LIMIT INDEX (%1
TP-l 6-8 SILTY SAND, fine grained (SM) ------
Zero Air Voids Curve
Specific Gravity = 2.60
120 •
""
\ ,
115 \
7f "\ ,
.... V '\ 1\
0 7 \ ,
a. , -II /\ ~ >-I
I-110 V ~~ \ -1\ ~ V) / z . -w l7 \ Cl
II \ \ >-a:: I 1\ Cl V \ \ 105 ~ tr \ '.~ ,
\.
i~ I\. '" \ 100 0 5 10 15 20 25
MOISTURE CONTENT 0/0
OPTIMUM WATER CONTt:NT % 14.0
MAXIMUM DRY DENSITY I pef 115
TEST DESIGNATION ASTM D1557-70
COMPACTION
LOWNEY' KALDVEER ASSOCIATES TEST RESULTS
Foundation / Soil / Geological Engineers C.C.& F PALOMAR AIRPORT BUSINESS PARK
\ Carlsbad California
PROJECT NO. I DATE DRAWING NO.
PALO ALTO, CAliFORNIA 5114-1 I February 1974 B-5
~ ---
~ SAMPLE DEPTH SPECIFIC LIQUID -PLASTIC
NO. (FT.l SAMPLE DESCRIPTION GRAVITY LIMIT \0/01 INDEX
TP-3 8-10 CLAYEY and SANDY SILT (MH) ------
Zero Air Voids Curve
/ Specific Gravity = 2.65
105 1\ V y
~ i'I. '
~ ~ \ ~
/ IV \ \ 100 V 1\ \
.... V \ 1\
0 , \ a. -~ , >-I-95 \-\ -~ l (/) z w ~ a
\ \ .
>-, \ 0:: a 1\ 90 ~ \
'1 ,
\
1\
85 " 0 10 20 30 40 50
MOISTURE CONTENT 0/0
OPTIMUM WATER CONTENT % 21.3
MAXIMUM DRY DENSITY! pef 103
TEST DESIGNATION ASTM D1557-70
-
COMPACTION TEST RESULTS
LOWNEY' KALDVEER ASSOCIATES
Foundation / Soil/Geological EnginurJ C.C.& F PALOMAR AIRPORT BUSINESS PARK
Carlsbad, California
PROJECT NO. I DATE DRAWING NO.
PALO ALTO, CALIFORNIA S 114-1 I February 1974 B":6
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, SAMPLE DEPTH SPECIFIC LIOUID PLASTIC
NO. 1FT.) SAMPLE DESCRIPTION GRAVITY LiMIT INDEX
1OI0)
TP-4 6-8 SILTY and SANDY CLAY (CL-CH) ------
-
Zero Air Voids Curve
. (specific Gravity = 2.65
120 .'-t .1
\
\ ,
115 1\ , ....
0 \ Co
~
/ " r'\ ,
>-~ I-110 ~ \. -(/) / ..... I\: z w V '\.: ~ '" a
/ ,v 1\.' >-'\ ~\ 0:: a ~I\. 105 \
\
1\
\
1000 5 10 15 20 25
MOISTURE CONTENT 0/0
OPTIMUM WATER CONTENT % 15.9
MAXIMUM DRY DENSITY I pef 112
TEST DESIGNATION ASTM D1557-70
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COMPACTION TEST RESULTS LOWNEY' KALDVEER ASSOCIATES
Foundation / Soil/Geological Engineerl C.C.& F PALOMAR AIRPORT BUSI NESS PAR K
Carlsbad, California
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PROJECT NO. DATE DRAWING NO.
PALO ALTO, CALIFORNIA S 1 4-1 I Februarv 1974 B-7
, SAMPLE DEPTH SPECIFIC L10UID PLASTIG
NO. (FT.l SAMPLE DESCHIPTION GRAVITY LIMIT iNDEX (0/0)
TP-8 6-8 SILTY and SANDY CLAY (CH) ------
Zero Air Voids Curve
Specific Gravity = 2.60
~
115 r'o
1\ .
\
\
110 \ r ~ \
rI. ..... ~ , -tr ~ (,)
\ a.
~ J :~ >-It> I'" r-105 -(/) z .. ~ w a ~
>-1' ..
a: a ,
100 1',
95
0 5 10 15 20 25
MOISTURE CONTENT 0/0
OPTIMUM WATER CONTENT % 15.7
MAXIMUM DRY DENSITY, pet 110
TEST DESIGNATION ASTM D1557-70
COMPACTION TEST RESUl...TS lOWNEY· KALDVEER ASSOCIATES
Foundolion I Soil I Geo)ogico) Engineers C.C. & F PALOMAR AIRPORT BUSI NESS PAR K
Carlsbad, California
PROJECT NO. I DATE DRAWING NO.
PALO ALTO, CALIFORNIA S 114-1 I February 1974 B-8
TABLE B-1 -RESULTS OF NO. 200 SIEVE TESTS
Sample Depth Percent Passing
Boring/Test Pit No. (Feet) No. 200 Sieve
EB-4 0-1 54
EB-9 13-13.5 42
EB-lO 3-3.5 63
EB-11 3.5-4 65
EB-12 3-3.5 57
EB-16 3.5-4 74
TP-3 0-1 52
TP-4 1-3 54
TP-4 6-8 67
TP-6 0-2 54
TP-7 5-7 72
.TP-8 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-1 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-l0 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
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TABLE B-3 -SUMMARY OF DIRECT SHEAR TESTS ON REMOLDED SAMPLES
Angle of
Exploratory Sample Depth Dry Density Water Content Apparent Cohesion Internal Friction
Test Pit No. (Feet) (pcf) (%) (psf) (degrees) .
TP-1 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.
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TABLE B-4 -RESULTS OF CONFINED COMPRESSION TESTS
Applied Surcharge Compression Compression
Exp loratory Sample Depth Pressure Prior to Saturation A fter 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 O. 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
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TABLE B-5 -RESULTS OF SWELL TESTS
Initial Initial Surcharge
Exploratory Sample Depth Dry Density Water Content Pressure Swell
Test Pit No. (Feet) (pcf) (%) (psf) (%)
TP-l 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
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TABLE B-6 -R-VALUE TEST RESULTS
Expansion
Water Content Exudation Pressure
Exploratory Material Sample Depth cit Compaction Pressure IIR II Thickness
Test Pit No. Description (Feet) (%) (psi) Value (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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1. GENERAL
APPENDIX C
GUIDE SPECIFICATIONS -SITE EARtHWORK
FOR
C.C. & F PALOMAR AIRPORT BUSINESS PAR K -P,HASE I
CARLSBAD, CALIFORNIA
A. Scope of Work
These specifications and applicable plans pertain to and include all site earthwork including,
but not limited to, the furnishing of all labor, tools, and eqlJipment necessary for site clearing
and stripping, disposal of excess materials, excavation, preparation of foundaHon materials for
receiving fill, and placement and compaction of fill to the lines and grades shown on fhe 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 th~ date
of written acceptance of the entire construction work by the Owner.
Upon written notice of any defect in materials OF workmanship during said year period,
the Contractor shall, at the option of the Owner, repair or replace said defect and any damage
to other work caused by or resulting from, such defect without cost to the Owner. This shall
not limit any rights of the Owner under th~"lIacc'ept'ance and inspection" clause of this contract.
The Contractor shall be responsible for the satisfactory completion of all site earthwork. in
accordance with the proiect plans and specifications. This work shall be observed and tested
by a representative of Lowney/Kaldveer Associates, hereinafter known as the So.il Engi-neer.
Both the Soil Engineer and the Architect/Engineer are the Owner's representatives. If the
Contractor should fail to meet the technical or design requirements embodied in this dOcument
and on the applicable plans, he shall make 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 rri,ade except upon written approval of the Soil Engineer or Architect/
Engineer.
No site earthwork shall be performed wit.hout the physical p_resence 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 .:arthwork."
The Soil Engineer shall be the Owner's representative to observe the earthwork operations during
the site preparation work and placement ang Gompaction of fills. He shall make enough visits
to the site to familiarize hini~elf generally with the progress and quality of the work. He shall
make a sufficient number of tests and/or observations to enabl.e him to form an opinion regarding
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the adeguacy of the site preparation, the acceptability of the fill materi'al', and the extent to
which the compaction of the fill, as placed, meets the specification reguirements. Any fill
that does not meet the specification reguirements shall be removed and/or recompacted until
the requi rements are satisfied.
In accordance with generally accepted construction practices, the Contractor shall be solely
and completely responsible for working conditions at the job site, incll,lding safe.ty of all persohs
and property during performance of the work. This reguirement shall apply continuously and
shall not be limited to normal working hours. .
Any construction review of the Contractor's performance conclucted 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 Gompacted fills
and foundations are in place at the correct locations, have the correct dimensions, are plumb,
and have been constructed in accordance with sound co~struction practice. In addition., he shall
certify that the materials used are of the types, guantity 9~Q 9~~!ity reguired by the plans and
speci fications. ." .
C. Site and Fouhdation Conditions
The Contractor is presumed to have visited the site and to have f~miliarized himself with existing
site conditions and the soil report titled "Geotechnical Investigation, C.C. & F Palomar Airport
Business Park ,... Phase I, Carlsbad, California!'.
The Contractor shall not be relieved of liability under the contract for any loss sustained as a
result of any variance between co~ditions 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 diffePing
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 verificat.ion 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 responsibility for the alleviation or prevention of any dust nuisance
on or about the site or off-site borrow area~ ~ The Contractor shall assume all liabil ity, inel 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 sufficient 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 -The 1970 edition of the American Society for Testi'ng and Materials
Standards.
DEGREE OF COMPACTIO N -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 materials 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 as 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
Contractor shall assume full responsibility for the stability of all temporary construction slopes
at the site.
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V. SUBGRADE PREPARATION
Surfaces to receive compacted fill, 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 fi" 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 horizontal to 1 vertical
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 fill 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 Jarger rocks may be incorporated
into fhe 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 vol,ume is suitable for use as fill.
Potentially expansive on-site soils and format·ional 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 Jess 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 produ'ce a 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 shaH be compacted to a minimum
of 95 percent. Field density tests shall be performed in accordance with either ASTM Te,st Designa'7'
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 j.udged by the SoU 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 fill 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-
pacted at a moisture content at least 2 percent above optimum content for compaction.
Fill slopes shall be constructed so as to assure tbat the minimum required degree of compaction
is obtained out to the finished slope surface. This may be accomplished by "over-building \I 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 shall be compacted by "backrollingll
with sheepsfoot rollers or other suitable equipment in 3 to 5 foot verticol increments as the fill
is raised.
VIII. TRENCH BACKFILL
Pipeline trenches shall be backfilled with compacted structural fill. Backfil.l material shall be
placed in lifts not exceeding 8 inches in uncompacted thickness and compcicted by mechanical
means to a mir:'imum degree ~f compa<?tion of 85 percenf. 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 pavemer:lt 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 shall be performed except with the approval
of and under the observation of the Soi I Engineer.
It shall be the r:esponsibility of the COr:ltractor to prevent erosion of freshly graded dreas during
. construction and until such time as permanent drainage and erosion control measures have been
installed.
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