HomeMy WebLinkAboutCT 73-49; Palomar Airport Business Park Phase II; Soils Report; 1977-09-19Hi
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ROBERT PRATER ASSOCIATES Co”r”lling 5011. Fa”ndorlon 8 Geoiogicoi Eng,“rp,r
September 19, 1977
218-3, 1822
Polomar Airport Business Pork
6231 Yorrow Drive, Suite C
Corlsbod, Colifornio 92008
Attention: Mr. Bernard W. Gilmore
Re: Geotechnical Investigation
Polomor Airport Business Park - Phase II
Carlsbod, California
Gentlemen:
In accordance with your request, we hove performed o detailed geotechnicol investi-
gation for the subject project. The accompanying report presents the results of our
field investigation, laboratory tests, and engineering analysis. The soil and foundation
conditions ore discussed and recommendations for the geotechnicol engineering aspects
of the project ore presented.
If you have any questions concerning our findings, please call.
Very truly yours,
ROBERT.PRATER ASSOCIATES
Robert Koter, C.E.
RP:jsr
cc: Addressee (4)
Willdan Associates, Attn: Mr. Henry Worley (2)
s1010.13.54
“c*q ~mmfn Vnllev Rood. Suite 101. San Dieao. Colilormo 92121 . (7141453-5605
GEOTECHNICAL INVESTIGATION
For
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Carlsbad, California
To
PALOMAR AIRPORT BUSINESS PARK
6231 Yorrow Drive, Suite C
Corlsbad, California
September 1977
TABLE OF CONTENTS
Page No.
Letter of Transmittal
Title Page
Table of Contents
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INTRODUCTION
SCOPE
SITE CONDITIONS
A. Surface
8. Subsurface
Id C. Groundwater
D. Seismicity
CONCLUSIONS AND RECOMMENDATIONS
A. i Earthwork
1. Clearing ond Stripping
2. Preparation for Filling
3. Excovotion
4. Moteriols for Fill
,5. Expansive Soils
6. Slopes
7. Compaction
a. Trench Backfill
9. Drainage
10. Construction Observation
B. Foundations
1. Footings
2. Reinforced Concrete Box Culvert
3. Slobs-on-Grade
4. Lateral Loads
C. Pavements
Figure 1 - Site Plan
Figure 2 - Recommendations for Filling on Sloping Ground
APPENDIX A - FIELD INVESTIGATION
Figure A-l - Key to Exploratory Test Pit Logs
Exploratory Test Pit Logs 1 through 14
APPENDIX B - LABORATORY TESTING
Figures B-l ond B-2 - Plasticity Chart and Dota
Figure B-3 - Gradation Test Doto
Figures B-4 and B-5 - Compaction Test Results
Figures B-6 and B-7 - Direct Sheor Test Data
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APPENDIX C - GUIDE SPECIFICATIONS - SITE EARTHWORK
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GEOTECHNICAL INVESTIGATION
FOR
PALOMAR AIRPORT BUSINESS PARK - PHASE II
CARLSBAD, CALIFORNIA
INTRODUCTION
In this report we present the results of our geotechnicol investigation for the Phose II
portion of the 330-acre Palomor Airport Business Park located on the south side of
Polomar Airport Road opposite Polomor Airport in Corlsbad, California. Our predeces-
sor firm previously performed detailed geotechnicol investigations for the existing Phase I
portion of the business pork and for the PT&T improvements along the ‘alignment of
Camino Vido Roble within the Phase II portion of the park. Our predecessor firm also
provided earthwork obiervation and testing services in connection with these projects.
The purpose of this investigation was,to evaluate in detoil the subsurface conditions at
the site and to provide recommendations concerning the geotechnicol engineering aspects
of the Phase II development.
It is our understanding thot the Phase II portion of the business pork will most likely be
developed in one ond two-story concrete tilt-up structures with slob-on-grode floors
similar to those already constructed in the Phase I portion of the pork. Extensive earthwork
will be requited to ottain the design finish site grodes. Cuts of up to obout 40 feet ond
fills of up to about 50 feet ore presently plonned. The lots will probobly not be finish
graded during the initial eorthwork operations; large oreos encompassing several lots will
be graded smoothly for drainage to within about plus or minus 2 feet of the anticipated
finish lot grades. Finith grading of lots to satisfy the specific needs of o given building
and parking oreo will be undertaken OS individual lots ore developed. As indicated on
the improvement plans for Camino Vida Roble prepared by Rick Engineering Compony, a
reinforced concrete box culvert will be constructed beneath Comino Vida Roble at the
approximate location indicated on the Site Plan, Figure 1.
SCOPE
The scope of work performed for this investigation included o site reconnoissonce, sub-
surface exploration, laboratory testing, engineering onolysis of the field ond 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 the required site
earthwork, building foundations and slob-on-grade construction.
SITE CONDITIONS
A. Surface
The Phase II portion of the site is irregular in shape and bounded by Polomor Airport Rood
to the northwest, on S.D.G.B E. right-of-way to the southwest, and by the Phase I por-
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tion of the business pork to the east. The terrain is generally moderately rolling with
ground surface elevotions ronging from a low of about et. 170 at the western extremity
of the site to a high of about el. 310 in the northeost portion of the site adjacent to
Polomor Airport Rood. Surface vegetation generally consists of o moderote to heavy
growth of brush and chaparral. A few trees cure present in the lower lying oreos. A
large stockpile of topsoil from the Phase I grading operation is present on the south side
of Camino Vido Roble in the southeost portion of the Phase II development area.
B. Subsurface
A subsurface investigation wos performed at the site on August 22, 1977 using a Case
5808 bockhoe. Fourteen exploratory test pits were excavated to a maximum depth of 14
feet or the approximate locations shown on the Site Plan, Figure 1. Logs of the test pits
and details regarding the field investigotiov ore presented in Appendix A. Details of the
laboratory testing and the laboratory test results are presented in Appendix B. It should
be pointed out that the elevations referred to on the test pit logs ore only opproximote
and were roughly estimated utilizing the ground surface contours shown on the preliminary
grading plan provided by Willdon Associates.
The soils encountered in the exploratory test pits consisted predominantly of residual surface
soils, colluvial soils and formational sedimentary soils. Residual surface soils, generally
less thon 2 feet thick and ranging in composition from silty sand to potentially expansive
sandy cloy, were encountered on ridges and hillsides ot the upper elevations overlying
the formotional soils. The formotional soils encountered over the majority of the site
consisted of sandstones and siltstones. Due to the denseness and cementation of some of
the formotional moteriols encountered, refusal to penetration was met in exploratory backhoe
Test Pits 3 and 14 at depths of 5.0 and 5.5 feet, respectively. Most of the proposed cuts
will be in formationol soils which possess good strength characteristics with regard to
slope stability. The sandstone formational soils are non-expansive and of good pavement
subgrode quality.
Colluvial soils consisting of loose to medium dense silty sands were encountered to o
depth of about 6.5 feet in Test Pit 9 which was located neor the bottom of CI ravine. The
soils encountered in Test Pit 12 located in the low lying area of the southeastern portion
of the site consisted of about 4 feet of loose sandy ond clayey silts overlying very stiff to
hard silty clay which possesses a high potential for expansion.
The test pit 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. Sub-
surface conditions at other locations may differ from conditions occurring at these test
pit locations. Also, the passage of time may result in CI change in the subsurface conditions
due to environmental changes.
C. Groundwater
Free groundwater was not encountered in any of the exploratory test pits excavated at
the site and no groundwater seepoges were observed. It must be noted, however, that
218-3
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fluctuations in the level of groundwater may occur due to variations in surface topogrophy,
subsurface stratification, rainfall and other possible factors which moy not have been
evident at the time of our field investigation.
D. Seismicity
Based on our reconnaissance and review of available published information, there ore no
active faults known to exist at the site and the nearest known major active faults ore
the Elsinore and San Jacinto Fault Zones located approximately 24 and 46 miles northeast
of the site, respectively.
Although research on earthquake prediction has greatly increased in recent years, seis-
mologists hove not yet reached the point where they can predict when and where on
earthquake will occur. Nevertheless, on the basis of current technology, it is reasonable
to assume that the proposed structures will be subject to at least one moderate earthquake
during their design lives. During such on eorthquoke, the danger from fault offset through
the site is remote but strong shaking of the site is likely to occur.
CONCLUSIONS AND RECOMMENDATIONS
From o soil and foundation engineering standpoint, the site is suitable for construction of
the proposed Phase II portion of the business pork providing the conclusions and recommen-
dations of this report ore incorporated into the design ond construction of the project.
The primory feature of concern at the site is the moderate to high expansion potential of
some of the more clayey soils encountered in the exploratory test pits. We don’t anticipate,
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however, that expansive soils will be encountered to any significant degree on the higher
lots comprising the northern portion of the site. Substantial quantities of expansive soils
ore most likely to be exposed over large oreos in the cuts~comprising the lower-lying lots
bordering the north side of Comino Vida Roble.
11 Where expansive soils ore exposed at or near the finish subgrode level of building pods,
the proposed buildings ond slobs-on-grade could be subject to damage due to heove of
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the expansive materials. Therefore, on those building pads where such o condition exists,
it will be necessary to 1) extend the building foundotions,somewhot deeper than would
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normally be required, and 2) provide o mat of non-expansive fill beneath all slobs-on-
grade. In order to minimize the necessity of special design features and problems
associated with expansive materials in fill oreos, the site grading work should be planned
h
ond carried out so OS to assure that all fills ore copped with o layer of non-expansive
sandstone fill. In cut oreos where the notural subgrode is comprised of expansive soils,
it will be necessary to overexcavate the expansive soils within building oreos and replace
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them with non-expansive sondstone fill.
With regard to pavements, substantially thicker pavement sections will be required where
h clayey soils ore exposed at or near the finish subgrode surface than will be required in
those oreos where sandstone (natural or os fill) is present.
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A. Earthwork
1. Clearing and Stripping
All oreas to be graded should be cleared of debris, brush, chaporrol, designoted trees,
and associated roots. The cleared materials should be disposed of off-site. Any grading
planned for the orea presently occupied by the topsoil stockpile on the south side of
Comino Vido Roble in the southeast portion of the site will require that the stockpile
first be relocated.
After clearing, any cultivated oreos OS well as all other oreas supporting a growth of ~_,,
surface gross and weeds should be stripped to a sufficient depth to remove all surface
vegetation. Over much of the site little or no 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 the brush and chaparral.
2. Preparation for Filling
After the site has been cleared, stripped, and prior to placing fill, the exposed subgrode
soils should be scarified to o depth of 6 inches, moisture conditioned, and compacted to
the requirements for structural fill. In general, the surface soils in ravines and draws ore
loose to depths of only sever&l inches and as a result, the normal scarification and recom-
poction process should be adequate to effectively stobilize these soils. However, based on
our experience in connection with the mcrss grading operations for the adjacent Phase I
portion of the business park, we anticipate that isolated pockets of loose, saturated colluvial
soils will likely be exposed during the Phase II site grading work. The necessity for remov-
ing and recompocting those isolated pockets should be determined by the soil engineer in the
field during construction.
Fills constructed on natural slopes having an inclination steeper than 5 horizontal to 1
vertical should be keyed and benched into firm natural ground below any loose surface
soils os illustrated on Figure 2.
3. Excavation
Bosed on the results of our exploratory test pits, ond our experiences with similar materials,
it is our opinion that the on-site soils and formotional materials ccm be excavated utilizing
ordinary heavy earthmoving equipment. Some heovy ripping could, however, be required
in the deeper cut arects of the site where layers of cemented formational materials moy be
encountered.
4. Materials for Fill
All existing on-site soils ore in general suitable for reuse as fill. Fill materiol should not,
however, contain rocks or lumps larger than 6 inches in greatest dimension with not more
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than 15 percent larger than 2.5 inches. The use of potentially expansive soil as fill
should conform;to the requirements of Item A.5., “Expansive Soils.” All material for
use OS fill should be subject to approval by the soil engineer’s field representative.
The existing topsoil stockpile located in the southeast portion of the site may be reused
as fill in the lower portions of the deeper site fills. However, any concentrations of
organic material should be selectively removed and disposed of off-site. The method of
placement and ,suitabiIity of the materials should be subject to the soil engineer’s approval.
5. Expansive Soils
Potentially expansive soils taken from the required site excavations should be used OS fill
only up to within 2 feet of the design finish grades in street pavement areas and on lots;
the upper 2 feet of fill should be comprised of non-expansive sandy fill material. The
determination OS to which materials ore expansive and which tire not should be made in the
field during constructicn by the soil engineer’s representative.
Based on the limited information provided by our field exploration work, it would at this
stage be impossible to predict the actual conditions that will exist on each and every
building lot (in cut) at the proposed design finish grader. A more accurate determination
of the expansive soil 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 be evaluated in order to accurately determine the extent and severity of any
expansive soils that may be present at or neor the finish lot grades.
6. Slopes ~
Based on the results of our exploratory test pits, laboratory tests, and stability onolyses,
it is our opinion that the proposed cut slopes and fill slopes up to 50 feet in height will be
safe against mass instability if constructed to an inclination no steeper than 1.5 horizontal
to 1 vertical. It is essential that the soil engineer’s representative inspect the materials
exposed in the proposed cuts during the excavation work to check for any signs of potentially
unstable oreas and to verify that the materials encountered throughout the excavations
correspond to those anticipated from our exploratory test pits.
Fill slopes should be constructed so OS to assure that a minimum degree of compaction of
90 percent is attained to within 18 inches of the finished slope face and that o minimum
degree of compaction of 85 percent is attained in the outer 18 inches. This moy be
accomplished by “backrolling” with o sheepsfoot roller or other suitable equipment in
5 to 8 foot vertical increments crs the fill is raised. Placement of fill near the tops of slopes
should be carried out in such o manner OS to assure that loose, uncompacted soils are not
sloughed over the tops and allowed to accumulate on the slope f&e.
The on-site sandy soils and formationol sandstones will be quite susceptible to erosion
where exposed on slopes. Therefore, the project plans and specifications should contain
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all necessary features and construction requirements to prevent erosion of the slopes both
during and after construction. Slopes and other exposed ground surfaces should be appro-
priately planted with a protective ground cover.
ft should be the grading contractor’s obligation to take all measures deemed necessary
during grading to provide erosion control devices in order to protect slope areas and odja-
cent properties from storm damage and flood hazard originating on this project. It should
be made the contractor’s responsibility to maintain slopes in their as-graded form until
all slopes are in satisfactory compliance with the job specifications, all berms have been
properly constructed, and all associated droinoge devices meet the requirements of the
civil engineer.
7. Compaction
All structural fill should be compacted to a minimum degree of compaction of 90 percent
based upon ASTM Test Designation D1557-70. The upper 6 inches of subgrade soils beneath
pavements should be compacted to a minimum degree of compaction of 95 percent. Fill
material should be spread and compacted in uniform horizontal lifts not exceeding 8 inches
in uncompacted thickness.
Based on the results of the laboratory tests we estimate thot 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
significant shrinkage upon compaction, we feel that an over-all average shrinkage factor
of between -3 and +3 percent would be reosonoble for planning purposes.
8. Trench Backfill
Pipeline trenches should be backfilled with compacted fill. Backfill material should be
placed in lift thicknesses appropriate to the type of compaction equipment utilized and
compacted to a minimum degree of compcrction of 85 percent by mechonicol means. In
all slob-on-grode and pavement areas, the upper portion of the bockfill to o depth equal
to 1.5 times the trench width, but not less than 3 feet, should be compacted to a minimum
degree of compaction of 90 percent. In pavement crrects, that portion of the trench backfill
within the pavement section should conform to the material and compaction requirements
of the adjacent pavement section.
9. Drainage
Positive surface grodients should be provided odjocent to buildings so OS to direct surface
water owoy from foundations and slobs toward suitable dirchorge facilities. Ponding of
surface water should not be ollowed adjacent to structures or on pavements.
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10. Construction Observation
Variations in soil conditions are possible and may be encountered during construction.
In order to permit correlation between the preliminary soil data and the actual soil
conditions encountered during construction, and so to assure conformance with the plans
ond specifications as originally contemplated, it is essential that the soil engineer be
retained to perform on-site review during the course of construction.
All earthwork should be performed under the observation of the soil engineer’s represento-
tive to assure proper site preparation, selection of satisfactory fill materials, 0s well as
placement and 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 performed in accordance with the Guide Eorthwork Specifications presented in
Appendix C. It should be pointed out, however, that the guide specifications ore only
general in nature and the actual job specifications should also incorporate all requirements
contained in the text of this report.
B. Found&ions
The foundation requirements for individual buildings on specific lots will vory depending
upon the type of moteriols octuolly comprising the finish subgrode of the building pod. As
individual lots are finish graded, the soil engineer should determine the foundo’tion require-
ments based on his evaluation of the actual subsurface conditions within the orea of the
proposed building 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 subgrode surface
to ct depth of at least 2 feet, footings should be founded at least 16 inches below the
lowest odjocent finished grade or 12 inches below, rough pad grade, whichever is deeper.
Where expansive materials ore present ot or within 2 feet of the finish subgrode surface,
footings should be founded at least 24 inches below the lowest adjacent finished grade or
20 inches below rough pod grade, whichever is deeper.
In cut areas where footings will be founded in undisturbed formationol materials, they
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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 oreas where footings will be founded in compacted fill and/or
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natural soils, they should be designed for allowable beoring pressures of 2,500 psf for dead
hoods, 3,500 psf for combined dead and live loads, and 4,500 psf for all loads including
wind or seismic. All footings should, however, hove a minimum width of 12 inches.
I Footings located adjacent to the tops of either cut or fill slopes should be founded at
sufficient depth so OS to provide at least 5 feet of horizontol cover between the footing
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and the slope face at the footing beoring level.
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All continuous footings should be reinforced with top ond bottom reinforcement to provide
structural continuity and to permit spanning of local irregularities. To assure thot footings
are founded in material of odequote beoring copocity, it is essential that the soil
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engineer inspect the footing excavations prior to placing reinforcing steel or concrete.
2. Reinforced Concrete Box Culvert
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A reinforced concrete box culvert will be constructed beneath Comino Vido Roble at the
opproximote location indicated on the Site Plon, Figure 1. Bosed on our evaluation of
the soils in the general vicinity of the proposed culvert, we anticipate that the foundation
soils will be suitable for the direct support of the culvert. We estimate that ony settlements
resulting from the weight of the culvert ond overlying fill loads will be negligible.
01 3. Slobs-on-Grade
We recommend thot all building floor slobs OS well OS exterior concrete slobs-on-grade
be supported on o 24-inch minimum thickness of non-expansive soil. On those lots where
expansive soils ore present within a 24-inch depth of the finish subgrode surface, we
recommend thot the rubgrode soils within the building Oreo be removed and replaced with
non-expansive fill to a minimum depth of 24 inches. In buildings of relatively large oreol
extent, the required thickness of non-exponsive fill within the building oreo may be reduced
to 12 inches ot a distance of 25 feet from the perimeter footing of the building.
Slob reinforcing should be provided in accordance with the anticipated use and looding
of the slob. As a minimum, however, we recommend that the slobs be reinforced with
6x6-10/10 wire mesh for control of shrinkage crocks.
In areas where moisture-sensitive floor coverings ore to be utilized and in other oreas
where floor dompners would be undesirable, we recommend that consideration be given to
providing an impermecble membrane beneath the slobs. The membrane should be covered
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with 2 inches of sand to protect it during construction. The sand should be lightly moistened
just prior to placing the concrete.
4. Loterol Loads
Loteral lood resistance for building foundations may be developed in friction between the
foundation bottoms and the supporting subgrode. An ollowoble friction coefficient of 0.30
is considered applicable. An additional allowable possive resistonce equal to an equivalent
fluid weighing 300 pounds per cubic foot acting against the foundations moy be used in
design provided the footings ore poured neot against undisturbed soil. For footings founded
in undisturbed formotionol moteriol, on allowable friction coefficient of 0.35 and a passive
resistance of 2,000 pounds per square foot ore opplicoble.
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C. Pavements
Based on our post experience in connection with the construction of the Phose I portion
of the business park, we onticipote that R-values of about 10 ond 40 will be typical for
the on-site expansive clayey soils and the better quality sandy soils, respectively. For
comparison and preliminary planning purposes, we hove developed the following typical
povement sections using Procedure 301-F of the State of California Deportment of Public
Works, Division of Highways. Pavement sections ore presented for traffic indices of
3.5, 5.0 and 7.5. The 3.5 index is considered to be a reasonable value for automobile
porking oreos and the 5.0 index reosonoble for parking oreas and access driveways which
ore subjected to light truck traffic. A traffic index of 7.5 was required by the City of
Corlsbad for Comino Vido Roble in the Phose I portion of the business pork.
TYPICAL PAVEMENT SECTIONS
Subgrode
Material
Type
Design Asphalt
Traffic Design Concrete
Index R-Volue (Inches)
SANDY SOILS 3.5 40 2.0
5.0 40 2.5
7.5 40 4.0
CLAYEY SOILS 3.5 10 2.0
5.0 10 2.5
7.5 10 4.0
Povement Components
Aggregate Base
Class 2 (Inches)
Total
Thickness
(Inches)
4.0 6.0
5.0 7.5
8.5 12.5
6.5 8.5
10.0 12.5
16.5 20.5
Note: The pavement sections given obove for the sandy subgrode soil would be
applicable to clayey subgrode areas provided that 12 inches of sandy fill
soil overlies clayey soil.
The obove pavement sections are for general information only and represent the approximate
extremes in pavement requirements anticipated at the site bosed on the quality of the sub-
grade materials. Pavement designs should be performed for individual lots based on the
actual moteriol type(s) comprising the subgrode and the anticipated use of and vehicular
loadings on the pavements.
Asphalt concrete, aggregate base, ond preporation of the subgrade should conform to and be
placed in occordonce with the California Division of Highways, Stondord Specifications,
Jonuory 1971 edition, except that the test method for compaction should be determined by
ASTM D1557-70.
Approximate Scale (feet)
0 250 500 100
LEGEND
TP-4 6, Indilates approximate location of exploratory test pit performed by
Robert Proter Associates for Phase II investigation.
20 Indicates approximate location of exploratory test pit performed by
Lowney/Kaldveer Associates for PT &T alignment investigation.
l4 * Indicates opproximote location of exploratory boring performed by
Lowney/Koldveer Associates for Phase I investigation.
60 Indicates opproximde location of exploratory test pit performed by
Lowney/Koldveer Associates for Phase I investigation.
50 Indicates approximate location of exploratory boring performed by
Woodward-Gizienski 8. Associates for preliminary investigation report
dated June 18, 1973.
Base: An undated, untitled topographic site plan provided by Willdon Associates.
SITE PLAN
ROBERT PRATER ASSOCIATES PALOMAR AIRPORT BUSINESS PARK - PHASE II
CO~‘“lf~~p Jd foundolmn 6 Gdc.g..ol Enp.“.ru Carlsbad, California
PROJECT NO. DATE
218-3 Figure I September 1977
Existing ground surface
3-ft. min.
Horizontal benches
into firm ground
Toe Key - width to ’
be determined by Soil
Engineer, but not less
than 10 feet Zone bf :I:’
loose s&C&&
Notes:
1) Fills to be keyed and benched as shown
into existing ground where the existing
slopes ore steeper than 5 horizontal to
1 vertical.
2) Finished fill slope inclination to be no
steeper than 1.5 horizontal to 1 vertical
SCHEMATIC ONLY
NOT TO SCALE
ROBERT PRATER ASSOCIATES to.l”L..p SC,,. fo”ndo.~rn d t.orop.<ol hpc.,,
RECOMMENDATIONS FOR FILLING
ON SLOPING GROUND
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Carlsbod, California I PROJECT NO. DATE
218-3 1 September 1977 Figure 2
A-l
APPENDIX A
FIELD INVESTIGATION
The field investigation consisted of a surface reconnaissance and a subsurface exploration
program using a Case 5808 backhoe. Fourteen exploratory test pits were excavated at
the site on August 22, 1977 to a maximum depth of 14 feet at the approximate locations
shown on the Site Plan, Figure 1. The materials encountered in the test pits were con-
tinuously logged in the field.by our soil engineer and described in accordance with the
Unified Soil Classification System (ASTM D2487). The approximate elevations shown on
the test pit logs were estimoted from on undated preliminary groding plan provided by
Willdan Associates. The logs of the test pits as well as a key for soil clossificotion are
included as part of this appendix.
Representative samples were obtoined from the exploratory test pits at selected depths
appropriate to the investigation. All samples were returned to our laboratory for evalua-
tion and appropriate testing.
The test pit logs show our interpretation of the subsurface conditions on the date and at
the locations indicated, and it is not warranted that they are representative of subsurface
conditions at other locations and times.
MORE THAN HALF (LESS THAN
FRACTION IS
LARGER THAN
MORE WAN HALF
Well graded sands. QWdy sands, little or no ‘ines.
FRACTION IS
SMALLER THAN
LIOUID LIMIT IS
LESS THAN 50%
LIOUID LIMIT IS
GREATER T)IAN 50% organic clays of medium lo high plaslicity. organic sills.
HIGHLY ORGANIC SOILS Pt Peal and other highly organc soils.
DEFINITION OF TERMS
U.S. STANDARD SERIES SIEVE CLEAR SOUARE SIEVE OPENINGS
200 40 10 4 3/4” 3” 12”
SAND SILTS AND CLAYS I GRAVEL
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COBBLES BOULDER FINE MEDIUM COARSE FINE COARSE
GRAIN S,lZES
SANDS.GFiAVELS AM) BLows,FooT t CLAYS AND
NON-PLASTIC SILTS PLASTIC SILTS STRENGTH* BLOWS/FOOT’
VERY LOOSE o- 4 VERY SOFT 0 - l/4 o- 2
LOOSE 4 -10 SOFT l/a - v-2 2-4
FIRM d-1 4-6 MEDIUM DENSE 10 -30 STIFF l-2 6 -16
DENSE JO-50 VERY STIFF 2-4 16 -3
VERY DENSE OJER 5D HARD OVER 4 OVER32
RELATIVE DENSITY CONSISTENCY t Number of Mwr of 140 pound hammer falling 3D inches 10 &ivc a 2 inch 0.0. (l-3/6 inch I.D.)
split spom (ASTM D-15861.
*Lkonlincd compressive SlrenQth in tons/sq. 11. as determined by Iabaralory lesti~ or appoximacd
by the standard penelrarion lest (ASTM D- 15661. pocket, pnetrwneres twvane, (Y visual observslion.
ROBERT PRATER ASSOCIATES C”m.hp sod bldoron 4 G.olog*d lnp.nc.r,
KEY TO EXPLORATORY TEST PIT LOGS
Unified Soil Classification System (ASTM D-2487:
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Corlsbod, California
PROJECT NO. DATE
218-3 1 September 1977 Figure A-l
FIG Case 5808 Backhoe SURFACE ELEVATION240 (opprox.) LOGGED BY CRG
)EPT,, TO GROUNDWATER None Test Pit excavated with 24 inch bucket on 8/22/n
DESCRIPTION AND CLASSIFICATION : c& 2 .r gg:
DEPTH ., -<;; Se
SOIL WELT, : z:r :: sgzc <EC:, (0 Zccu’
,,ESCRlPTlON AND REMARKS “B’o”; COLOR CONSIST. TYPE yloo r: :, :gz$ g g::K zi:,
a - t-i2 :g”
;lLTy SAND (SANDSTONE) QraY medium SM _
dense - - 1 - dense
-2-x 10
very -3-
dense
iANDY and CLAYEY SILT gray - very ML _ 4 ‘-
SILTSTONE) tan dense - 5-
- 6-s 17
- 7-
-. 8 - x 19
grayish - 9-
brown -lO- x
- 11 -
- 12-
13
iottom of Test Pit = 13.0 Feet
Notes: 1) “x” denotes jar sample.
2) “s” denotes sack sample.
‘4.: nu ~lmlln~olbn lln, mp.““l m. qJpIO.IAl. n6r). bhs..” ns.rbl I*.‘ rrd ,h lm”,ilb” co, vo601.
EXPLORATORY TEST PIT LOG
ROBERT PRATER ASSOCIATES c0.4~r.p SC.4 ‘o”ndomn ‘ Gwbwol E”per,,
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Carlsbod, California
PROJECT NO. OATE TEST PIT NO.
218-3 September 1977 1
R4G Case 5808 Bockhoe SURFACE ELEVATIONBd (opprox.) LOGGED BY CRG
DEPTH TO GROuNDWATER None lest Pit excavated with 24 inch bucket on 8/22/77
OESCRIPTION AN0 CLASSIFICATION g;; 2 =y QY E c:z- SE DEPTH .J .e;i 5: “,Gz zw :za:, ;zz
“B’o COLOR MET, k ;$z r: $:?I E$E DESCRIPTION AND REMARKS SOIL CONSIST. TYPE 2 ,wuc? e $2 50””
SILTY SAND - SANDY SILT reddish medium SM-
brown dense ML _ 1 _ ’ 20
SILTY SAND (SANDSTONE) yellow- dense SM _ 2 _
ish
ton - 3 -
-4 -
light
grey - “-Y -5-s
yellow- dense
ish -6-
ton
-7-
-. 8 -
-9-
-lO-
- 11 -
- 12-
- 13 -
14
lottom of Test Pit = 14.0 Feet
dotes: 1) ‘Ix” denotes ior sample.
2) “s” denotes sock sample.
I.: Th emiS..tla lin, rqr.mt ,k. wm,,mat, mdvyb.h.*nmmrbl *p.sndth ,mni,bnmmr e-&l.
EXPLORATORY TEST PIT LOG
ROBERT PRAIER ASSOCIATES PALOMAR AIRPORT BUSINESS PARK - PHASE 11
Corlvrlq SOJ ro.“dol.on ‘G+obp*d t”@*mer, Corlsbod, California
PROJECT NO. DATE TEST PIT NO.
218-3 1 September 1977 2
.’ P: a
m
a
R’IG Cose 580B Backhoe SURFACE ELEVATION 272bpprox.) LOGGED BY CRG
DEPTH TO GROUNDWATER None Test Pit excavated with 24 inch bucket an S/22/77
DESCRIPTION AND CLASSIFICATION 2 c!g; ;
5 : rr EF,
DEPTH _1 .<> c$,z- 5s;
5:s $5 :r%x: k-2
DESCRIPTION AND REMARKS “B’$“; COLOR CONS,ST, pm; ‘FEE” i zgi e a:pr gg: “,cio r:
s - Z& 0
CLAYEY SAND brown y&m SC
SANDY CIAY brown ver
F CL - 1 -. x 19 stif -
hard
SILTY SAND (SANDSTONE) 2 - ton dense SM _
-3-x
SANDY GRAVEL
(CONGLOMERATE)
ton very
dense
GP 4’x
s-
Bottom of Test Pit = 5.0 Feet
(met refusal)
Note: 1) “x1’ denotes ior sample.
EXPLORATORY TEST PIT LOG
ROBERT PRATER ASSOCIATES Co”l”l~.np so4 randot*on 1 crdcgd hplre#*
PALOMAR AIRPORT BUSINESS PARK - PHASE 11
Corlsbod, California
PROJECT NO. DATE TEST PIT NO.
218-3 1 September 1977 3
-
Ik 01 -
COLOR
ight
brown
on = ;
r-g
ZE
8 -
lroyist
on
AG AG &se 5808 Bockhoe &se 5808 Bockhoe SURFACE ELEVATION 210(opprox.j LOGGED BY SURFACE ELEVATION 210(opprox.j LOGGED BY
)EPTt, TO GROUNOWATER )EPTt, TO GROUNOWATER None None I I Test Pit excovoted with 24 inch b Test Pit excovoted with 24 inch b
DESCRIPTION AN0 CLASSIFICATION I I fl : fl : _ DEPTH > _ DEPTH > : :
DESCRlPTlON AND REMARKS :ONSISl SOIL SOIL WEE,, 2 ; WEE,, 2 ;
TYPE TYPE 2 2 : :
SILTY SAND (SANDSTONE) nediurr I SM- I SM-
dense - 1 .. - 1 ..
jense -
rev - 2- - 2-
jense -3- -3-
- 4 ~- - 4 ~-
- 5- - 5-
- 6- - 6-
- 7- - 7-
-.8 -x -.8 -x
-9- -9-
- lo-== - lo-==
ight
w
= ZZI
0
=
Bottom of Test Pit = 10.0 Feet
Note: “x” denotes jar sompli.
l- - -
EXPLORATORY TEST PIT LOG
CRG
Z===
ROBERT PRATER ASSOCIATES Cc.“.“l~mp sod ‘andora” 1 otoropd fng.~WS
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Corlsbod, Colifornio
PROJECT NO. DATE TEST PIT NO.
218-3 1 September 1977 4
a* . .
a
p
: v u n a I PI I 01 m m m m h
h
RIG Case 58OB Bockhoe
DEPTH TO GROUNDWATER None
SURFACE ELEVATION 225(0ppr0~.) LOGGED BY CRG
Test Pit excavated with 24 inch bucket an 8/ 22/77
I I I? =i DESCRIPTION AND CLASSIFICATION
DESCRIPTION AND REMARKS
SILTY SAND - SANDY SILT
SILTY SAND (SANDSTONE)
COLOR
ight
brown --
Iroy
:ONSIST
ledium
,ense
tense
2 E c
- 2 -
-3-
- 4 .-
- 5-
- 6-
- 7-
- x
-. 8 -
L 9-=
Bottom of Test Pit = 9.0 Feet
Note: “x” denotes ior sample.
et.: Th ,lnllllro~ion'l,rr,..p.un, th oppmilnat. "m8.7 hh.." mt.rid hoa nd Ih tnnhion sa"
ROBERT PRATER ASSOCIATES CO”l”II.W sod ‘andoran , Grolo@l.Ot tnp.n...,
PALOMAR AIRPORT BUSINESS PARK - PHASE II z l-
I I -
EXPLORATORY TEST PIT LOG
DESCRIPTION AND CLASSIFICATION I----..I I : 5 F
DESCRlPTlON AND REMARKS
ILTY SAND (SANDSTONE)
,ottom of Test Pit = 9.0 Feet
qote: “x” denotes jor somple.
-
LY -
=
RORERI PRATER ASSOCIATES Cc.“‘“b.np s.9 ‘ouda~~on ‘G.oro@..or hQ.n..r,
COLOR
ight
WY
lffi Case 5808 Bockhoe SURFACE ELEVATION 240 (opprox LOGGED BY CRG
)EPTH TO GROUNDWATER None Test Pit excovoted with 24 Inch bu -
CONSIST.
m 1 = ; t !:
:E e -
nedium
lense
lense
‘ev
lense
SM _
- 1 ..
-2 -
-3-
- 4 ~-
-5-
-6-
-7-
-.8 -x
- 9-E - -
9
=
-
EXPLORATORY TEST PIT LOG I PALOMAR AIRPORT BUSINESS PARK - PHASE II
Corlsbod, California
NG Case 5808 Backhoe SURFACE ELEVATION 255 (apprs+ LOGGED BY CRG
DEPTH TO GROUNDWATER None 1 Test Pit excavated with 24 inch bucket on 8/22/‘77
OESCRIPTION AND CLASSIFICATION se 6& z :; 2;:
_ DEPTH ‘: a*> $5 :zzt “2: “r i%g ‘;wo: g=- SO,‘ (FEET, “B’o”; COLOR SE DESCRIPTION AND REMARKS s Y)=r- “;: CONSIST. TYPE $ej 8 z; 5:”
SILTY and CLAYEY SAND reddish dense - SM-
(SANDSTONE) Eton -7 SC _, -x
dense
SILTY SAND (SANDSTONE) light “V SM - 2 -
Q’OY dense
- 3 -
- 4 ~-
-5-
-6-
-7- 5
8
Bottom of Test Pit = 8 Feet
Notes: 1) ‘IX” denotes jar sample.
2) “s” denotes sack sample.
et.: k e.amcatim lha r.pnm, IIn .pp.hnt. ,andxy bw..” mmdol lype, .nd ,h ,mn,itbn “I ,“dul .
EXPLORATORY TEST PIT LOG
ROBERT PRArER ASSOCIAIES PALOMAR AIRPORT BUSINESS PARK - PHASE II
CO.Uh..eg bl. ‘0”nd.am.n 8 cdogl‘ol r.-+vr<, Corlsbod, Colifornio
PROJECT NO. DATE TEST PIT NO.
218-3 September 1977 7
p‘ a I I I u II u
I 01 u u m I II a
;,
110 Case 580B Backhoe SURFACE ELEVATION 184 (opprod LOGGED BY CRG
)EPTH TO GROUNDWATER None Test Pit excavated with 24 inch bucket on S/22/77
; DESCRIPTION AND CLASSIFICATION E Ei& oc t DEPTH i l at2 pr :: g;E
SYM SO,L WEETI : $zg
CONSIST. TYPE ::.i 2:
:zg; L$‘:,
ggeg 5:;
DESCRIPTION AND REMARKS eoL- COLOR Y) 8 Lb $=s 0 - 22
ilLTY SAND light medium SM _
brown dense - 1 -
;l,LlY SAND (SANDSTONE) dark dense SM _ 2 -
brown -3-
- 4 .-
-5- 3
-6-
light -7- very
brown dense -.a -
-9-x 9
light -lO-
tan - 11 -
- 12 -
- 13-
Bottom of Test Pit Log = 13.5 Feet
Notes: 1) “x” denotes iar sample.
2) “s” denotes sack sample.
- 14 -
be.8 k smtl”cotton lln, np.““, th gpO.lrPI. w.b&y- not..)ol * ml* tlr Irn‘llbl 9
EXPLORATORY TEST PIT LOG
ROBERr PRAIER ASSOClAfES causmo so4 ‘ou”dot+on 1 GMlowd f”&mw,
PALOMAR AIRPORT BUSINESS PARK - PHASE 11
C&bad, California
PROJECT NO. DATE TEST PIT NO.
218-3 1 September 1977 8
Alo Case 5808 Bockhoe SURFACE ELEVATION 218 (opprox LOGGED BY CRG
DEPTH TO GROUNDWATER None 1 Test Pit excavated with 24 inch bucket on 8/22/n
: DESCRIPTION AND CLASSIFICATION T??Z 5: :: 0: : DEPTH 2 -<;; :a: 2zpg; c:p
DESCRIPTION AND REMARKS “B’o”; COLOR so,\. ,‘EETI : FL% s: ;woz 62:
CONSIST. TYPE w,o z; :, ::6 8 ~ *;;- yr; a - 3s
;lLTY SAND tan loose - SM
medium - 1 -x 27 dense
light -2-
tan -
grv - 3-
-4-
SILTY SAND (SANDSTONE)
Bottom of Test Pit = 12.5 Fee.
-5-
- 6-
tan - dense SM ,
99
-. 8 - x 9
-9-
, -lO-
- 11 -
- 12-
- 13-
Note: “x” denotes jar sample I
EXPLORATORY TEST PIT LOG
ROBERT PRAfER ASS Co”%“~mo sol k.suw.on ‘
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Corlsbod, California
PROJECT NO. DATE TEST PIT NO.
218-3 1 September 197’7 9
WG Case 5808 Backhoe 1 SURFACE ELEVATION245 (opprox.)l LOGGED BY CRG ..- I
)m TO GROUNDWATER None 1 Test Pit excavated with 24 inch bucket on 8/22/77
DESCRIPTION AND CLASSIFICATION E Fzp ? EE:
DEPTH 2 l *> ::
“,‘o”; COLOR CONSIST. ;f;; I‘EET, % zzs 5; %Z$:, gig
DESCRIPTION AND REMARKS 2 wzo ;g ::.i
;:pr 0::
a - F? Z& :=:, 3s
SILTY SAND (SANDSTONE) tan dense SM _
- 1 -
Bottom of Test Pit = 14.0 Feet
- 2-
- 3-x
wy very
dense - 4 .-
- 5-
- 6-
- 7-
-. 8-
- 9-
-lO-
- 11 - x 17
- 12 -
- 13 -
14
Note: “x” denotes jor sample.
EXPLORATORY TEST PIT LOG
ROBERT PRATER ASSOCIAIES corwh.np so4 randor.on ‘ Gdog*‘0l hpw,
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Corlsbod, California
PROJECT NO. TEST PIT NO.
DESCRIPTION AND CLA.SSlFlCATlON 5 z : - DEPTH m, : :
DESCRIPTION AND REMARKS COLOR :ONSIST, SO,L WETI 85 : TYPE ::
jlLTY SAND brown ledium SM - x ense - 1 .
-
Tl -
-
-
.-
ight
rown .-
range
ih
on-
ray
SANDY CLAY
jlLP( SAND
)&tom of Test Pit = 14.0 Feet
Votes: 1) “x” denotes jar sample.
2) “I” denotes sack sample.
to.: nil 9lmli‘ice,hn ,,M npr.un, the opploXl#ml. m&y be”.,” sd.,b, ‘IPI and fh Imndtion may
odud .
W Case 5808 Backhoe SURFACE ELEVATION 284 (approx LOGGED BY
)Ep’JW TO GROUNDWATER td0ft.e 1 Test Pit excovoted with 24 inch bucket on 8/2 -
r
tlf y
knse-
cry
lense
CL-‘-x
SM- 2 _
-3-
- 4 ~-
- 5-
- 6-s
- 7-
-. 8 -
- 9-
-lO-
- 11 -
- 12 -
- 13 -
z- 14 -== =
-
=
-
EXPLORATORY TEST PIT LOG
CRG
ROBERT PRAnR ASSOCIATES COWh.np sol ,and.al.O” 1 cboloplcol tnp.“m,
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Corlsbod, California
PRWECT ND. TEST PIT ND.
,’ 1. I I u “. u u Q
Q I Q a Q II II I n u
N h bl
UG COW 5808 Backhoe SURFACE ELEVATION 200 (opprox LOGGED BY tRc. _--- .
)EPTH TO GROUNDWATER None 1 Test Pit excavated with 24 inch bucket on S/22/77
DESCRIPTION AND CLASSIFICATION gw-
fl ;yt =; y ::,
DEPTH 2 q*>
FEET, ; :tls U&O F:
.g;- z4;
DESCRIPTION AND REMARKS yoy- COLOR SOIL CONSIST. TYPE :, c:i I: ii;? ;r:
a - 8 Z& 0;:
58”
;ANDY and CLAYEY SILT light loose ML _
brown - 1 -x
-2-
;lLTY CLAY
$ottom of Test Pit = 10.0 Feet
- 3-
4 :-
WV- very CH _
tan stiff -5-
- 6-
- 7-x 19
-. 8 -
hard - 9-
10
qote: 1) “x” denotes jar sample.
*: Th s1rotm~ofkn lllul ,ept.un, Ik ~ro.tlw. + be”..” mt..,.l lppe, Nd ttn ,mm,i&.n “01 pAmI.
EXPLORATORY TEST PIT LOG
RORERT PRATER ASSOCIATES COWlhng Sal. ‘w”d.al.a” ,cidcQsor tng.nm
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Corlsbod, California
PRWECT NO. DATE TEST PIT NO.
218-3 1 September 1977 12
r
P
111
011
II
1111
dlG Core 5BOB Backhoe SURFACE ELEVATION --- I LOGGED BY CRG
DEPTH TO GROUNDWATER None Test Pit excavated with 24 inch bucket 6n a/22/77
DESCRIPTION AND CLASSIFICATION gy; 2 =:
I5 s:k zr:
DEPTH 2 :zF E: $;c :ir:
IYoz 6=-
OESCRIPTION AND REMARKS “,‘o COLOR SOIL IFEET, ‘I CONSIST. TYPE YZO ;E :, 52; 8 Lo=*- “$2
& - Z& 58”
SILO SAND (SANDSTONE) brown medium SM _
reddisk dense
orange dense - 1 -x
- 2-
tan- very - 3-x 11
white dense
- 4 ~-
- 5-
- 6-
Bottom of Test Pit = 6.5 Feet - 7-
Note: “x” denotes jar sample.
EXPLORATORY TEST PIT LOG
ROBERT PRATER ASSOCIATES Co”‘.l~mp soal. ‘ando,*on 1 Cnobp.‘Dl InOmer,,
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Carlabad, Colifornio
PRQJECT NO. DATE TEST PIT NO.
218-3 1 September 1%’ 13
*.r rn.~ 5RnR Rockhop 1 SURFACE ELEVATION --- I LOGGED*” C-QC “1” _ I-_ I - - - - - - . - - .~ I Y, b2.V
DEPTH TO GROUNDWATER None I Test Pit excavated with 24 inch bucket on E/22/77
DESCRIPTION AND CLASSIFICATION ;“I; 7 xX
E ::z $: SEX
, DEPTH _I
SO,L IFLET, ; EL% $2 tc;z- 5:; :z.z:, :Wz
DESCRlPTlON AND REMARKS “8’$“; COLDR CONSIST. TYPE “J.zo z; $E:E sy; :, 5:: 8 “2 $2”
CLAYEY SAND brown loose -
orange a edium SC - - n - ense 1 - SILTY SAND (SANDSTONE) white very SM _
dense - 2 -5
-3-
brown - orange
-4 -
-5-x 6
Bottom of Test Pit = 5.5 Feet
{met refusal)
- 6-
Notes: 1) “x” denotes ior sample.
2) “s” denotes sock sample.
EXPLORATORY TEST PIT LOG
ROBERT PRATER ASSOCIATES Co.t”urmp so4 ‘ou&l*on 4 ckolopd tnpmtuns
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Corlsbod, California
PROJECT NO. DATE TEST PIT NO.
218-3 1 September 1977 14
B-l
APPENDIX B
LABORATORY TESTING
The natural water content was determined on selected samples and is recorded on the
test pit logs at the appropriate sample depths.
Two Atterberg Limits tests and twelve No. 200 sieve tests were performed on selected
samples of the subsurface moteriols to determine the range of water content over which
t,hese moteriols exhibit plasticity and to oid in classifying the soils according to the
Unified Soil Classification System. The results of these tests ore presented on Figures
B-l and B-2.
Two laboratory grodation tests were performed on selected samples of the materials en-
qountered in the test pits. The results of these tests ore presented on Figure B-3.
Two loboratory compaction tests (ASTM D 1557-70) were performed on selected bulk
aomples of the on-site materials. The results of these tests ore presented on Figures B-4
ond B-5.
Two loborotory direct sheor tests were performed on remolded samples of the on-site
materials compacted to approximately 90 percent of the maximum dry density OS determined
by ASTM Test Designation D 1557-70. The samples were sheared at o constant rote under
various surcharge pressures. Failure was taken at the peak shear stress. The results of
the direct shear tests ore presented on Figures B-6 ond B-7.
50
2 ” 40
E
g 30
E
3
I=
2 2o
0’
10
7
4
0
0 m 20 30 40 50 60 70 60 so 100
LIQUID LIMIT CX)
KEY
SYMBOL
0
--
--
--
--
--
--
--
NO.
1 1
1
2
3
4
8
9
9
SAMPLE
DEPTH
<tee,,
2.0 6.0
8.0
0.5
1.0
8.0
9.0
1.0
8.0
NATURAL
WATER
CONTENT
%
10 17
19
20
19
8
9
27
9
PASSING “NlFlED LlO”lD PLAsT1CIlY LlQUlDlTY SOIL NO. 200 LIMIT INDEX SIEVE INDEX CLASSIFKATIO
Y x % SYMBOC
38 -- -- 11 1: :: SM ML
-- -- 79 -- ML
-- -- 50 -- SM-ML
-- -- 65 -- CL
-- -- 17 -- SM
-- -- 37 -- SM
__ __ 46 -- SM
-- -- 38 -- SM
PLASTtClTY CHART AND DATA
ROBERT PRATER ASSOCIATES co”L”I*o SC.4 rov”dmon * Gdcqco’ rnp.n.cr‘
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Carlsbad, California
PROJECT NO. DATE 218-3 1 September 1977 Figure B-1
60
50
2 ” 40
2
z 30
z
5
: iv) I- 20
z?l P
10
7
4
0
0 lo 20 30 40 50 60 70 80
LIQUID LIMIT C)o
ASSIFKATION
KEY
SYMBOL
TEST
PIT
NO.
SAMPLE
DEPTH
LieelI
NATVRAL
WATER
CONTENT
a
LlD”,D ‘LASTICITY
LIMIT INDEX
% Y
IQUIDITY
INDEX NO. 200
SIEVE %
10
11
12
11.0
1.5
7.0
17
19
19
--
--
59
--
--
30
36
55
90
--
--
--
IL n I PLASTICITY CHART AND DATA
ROBERT PRATER ASSOCIATES Conlula~ so4 ‘o”*sw a trolqd r.+ww,
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Corlsbod, Colifornio
PROJECT ND. DATE
218-3 1 September 1977 Figure B-2 m
UNIFIED SOIL CLASSIFICATION SYSTEM
,ASTH 0 .2P.,El
“. 5, STANDARD SIEVE SILLS
100 0
90 to
10 10
70 10
z : LO : 40 * <
: : : IO 30 :
: : : .O u1 t : a 10 70
20 ID
10 m
Ial 10.0 1.0 1.0 0.1 .WI
PARTlCLC Sl7.L IN MILLIYLTLRS
C”AYll I s.*D CO..LCS
C.al”,l r,*c E0I”c.I q col”* ,,*I 1
.ILT allo CL.”
TEST “NlFlEO ICE” PIT DEPTH SAHP~E REV. SOIL s”uBol SAMPLE DESCRlPTlON
NO. ,‘.*I, ,,..,) CL*S51FIC*TION SIMBOL
- 1 6.0 236 ML SANDY and CLAY& SILT, gray-ton
--- 2 5.0 249 SM SILTY SAND, yellowish ton
GRADATION TEST DATA
ROBERT PRATER ASSOCIATES cordlm. sol. ‘0”“d0~.0. 1 Gdop,rol &..“...S
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Corlsbod, California
PROJFCr NO. I DITE
218-3 1 September 1977 FGUAE B-3
a
UNCLE OC,TW
4b$e. * WT.,
TP-1 6.0
SAMPLE DESCRIPTION
SANDY and CLAYEY SILT (ML), gray-ton
WCCI‘IC llO”lD ,L.STlC G”lY17” LlYl WDEI 1 I-6
-- -- --
Zero Air Voids Curve
/ Specific Gravity = 2.70
,251
I I I I” I I I Illlllllllhlll 120 I, ,I,, , , , , , I\, , , I I I I I I I I I I I I I I I I I\1 I I IT “1 I I I I I I ‘; CI
z v, 115
E 0
G 0
110
5. 10 15 20 25
MOISTURE CONTENT %
I COMPACTION TEST RESULTS
ROBERT PRATER ASSOCIATES G”wfhnp sod rourdoho” 8 Gdeg~C.! Eno,“..,,
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Corlsbod, California
PROKCI HO. I DAlE
218-3 1 September 1977 FIGURE B-4
m ;’ ,,;.i,:.. ,~ lm m m m m
U
u
u
u
1
m
n
a
a
111
m
111
aI
aaYCLI O&Y,,*
*o. WT.1
TP-2 5.0
SAMPLE DESCRIPTION
SILTY SAND (SM), yellowish tan
WLCWIC Lm”Io l L.,IIC GIIVIT” ‘\fJ ,YDEI
-- -- __
Zero Air Voids Curve
Specific Gravity = 2.60
I I 1 I I I I I 111 IIIIlIII,IIIIIIIIIYIIIIII
0 5 10 15 20 2
MOISTURE CONTENT %
I OPTIMUM WATER CONTENT % 12.5
MAXIMUM DRY DENSITY, pcf 118.4
TEST DESIGNATION ASTM D 1557-70
I COMPACTION TEST RESULTS
RORIRI PRAIER ASSOCIATES caw,“o sod fardsron , Gwlcq.‘d tno ,-r,
PALOMAR AIRPORT BUSINESS PARK - PHASE II
- n dl
NORMAL PRESSURE (KSF)
31 DESCRIPTION: SANDY and CLAYEY SILT (ML),
5.0 ,
-
-
-
-
-
t I
I ’ TEST DATA I
I TEST NUMBER I t I * I 3 I I I
Note: Test was performed on sample remolded to approximately 9O%-of the laboratory
maximum density and then ollowed to saturate before shearing.
DIRECT SHEAR TEST DATA
ROBERT PRATER ASSOCIAIES Cc-d~ be! ‘o”ndor.on 8 ckOI.2+rOl hp.nrer,
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Corlsbod, California
PROJECT NO DATE
218-3 1 Septembei 1977 Figure B-6
.
iT
g 3.0.
ii
2
ii
z “I 2.0'
02
l.O-
0 1.0 2.0 3.0 4.0 5.0 6.0
NORMAL PRESSURE (KSF)
Note: Test was performed on sample remolded to approximately 90% of the laboratory
maximum density and then ollowed to saturate before sheoring.
DIRECT SHEAR TEST DATA
ROBERT PRATER ASSOClAlES Conl”hn so4 rDvnd.ar.on 8 G~o!qwol Enpee.,
PALOMAR AIRPORT BUSINESS PARK - PHASE II
Corlsbad, California
PROJECT NO DATE
218-3 1 September 1977 Figure B-7
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APPENDIX C
GUIDE SPECIFICATIONS - SITE EARTHWORK
FOR
PALOMAR AIRPORT BUSINESS PARK - PHASE II
CARLSBAD, CALIFORNIA
1. GENERAL
A. Scope of Work
These specifications and opplicoble plans pertoin to and include oil site earthwork includ-
ing, but nof limited to, the furnishing of oil lobor, tools, and equipment necesrory for site
clearing and stripping, disposol of excess materiols, excovotion, preparation of foundation
materials for receiving fill, and placement ond compaction of fill to the lines and grades
shown on the project grading plans.
B. Performance
The Contractor worronts all work to be performed and all materials to be furnished under
this contract against defects in materials or workmanship for o period of - yeor
from the dote of written acceptance of the entire construction work by the Owner.
Upon written notice of any defect in materials or workmanship during soid year
period, the Contractor shall, at the option of the Owner, repair or replocexdefect
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 the “occeptonce and inspection”
clause of this contract.
The Contractor shall be responsible for the satisfactory completion of all site eorthwork in
accordonce with the project plans ond specifications. This work shall be observed and
tested by o representative of Robert Proter Associates, hereinafter known (IS the Soil Engineer.
Both th,e Soil Engineer ond the Architect/Engineer ore the Owner’s representatives. If the
Contractor should foil to meet the technical or design requirements embodied in this document
and on the opplicoble plans, he shall make the necessary readjustments until all work is
deemed satisfactory as determined by the Soil Engineer ond the Architect/Engineer. No
deviotion from the specifications shall be mode except upon written approval of the Soil
Engineer or Architect/Engineer.
NO site earthwork sholl be performed without the physical presence or opprovol of the
Soil Engineer. The Contractor shall notify the Soil Engineer at least 24 hours prior to
commencement of ony aspect of the site earthwork.
The Soil Engineer shall be the Owner’s representative to observe the earthwork operations
during the site preporotion work ond placement ond compaction of fills. He shall moke
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enough visits to the site to familiorize 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 on opinion regarding the odequocy of the site preporation, the occeptobility of
the fill material, and the extent to which the compaction of the fill, os placed, meets
the specification requirements. Any fill that does not meet the specification requirements
shall be removed and/or recompocted until the requirements ore satisfied.
In occordonce with generally accepted construction practices, the Contractor shall be
solely and completely responsible for working conditions at ,the job site, including safety
of oil 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 sofety measures in,
on or near the construction site.
Upon completion of the construction work, the Contractor shall certify that all compacted
fills ond foundations ore in place ot the correct locations, have the correct dimensions,
ore plumb, ond hove been constructed in occordonce with sound construction practice.
In addition, he shall certify that the materials used ore of the types, quontity ond quality
required by the plans ond specifications.
C. Site ond Foundation Conditions
The Contractor is presumed to have visited the site ond to hove familiorized himself with
existing site conditions ond the soil report titled “Geotechnical Investigotion, Polomor
Airport Business Park - Phase II, Corlsbod, California,” dated September 19, 1977.
The Contractor ihall not be relieved of liobility under the contract for any loss sustained
OS a result of any vorionce 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 differ-
ing from those disclosed by the original soil investigation, promptly notify the Owner as
to the nature ond extent of the differing conditions, first verbally to permit verification
of the conditions, and then in writing. No claim by the Contractor for any conditions
differing from those anticipated in the plans ond specifications ond disclosed by the soil
investigotion will be allowed unless the Contractor hos so notified the Owner, verbally
and in writing, OS required above, of such changed conditions.
D. Dust Control
The Contractor shall assume responsibility for the alleviation or prevention of ony dust
nuisance on or about the site or off-site borrow oreos. The Contractor shall assume oil
liobility, including court costs of co-defendants, for all claims related to dust or wind-
blown materials ottributoble to his work.
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II. DEFINITION OF TERMS
STRUCTURAL FlLL - All soil or soil-rock moterio! placed ot the site in order to raise
grades or to backfill excavations, and upon which the Soil Engineer has mode
sufficient tests and/or observations to enable him to issue o written statement that,
in his opinion, the fill hos been placed and compacted in accordance with the
specification requirements.
ON-SITE MATERIAL - Material obtained from the requirid site excavations.
IMPORT MATERIAL - Material obtained from off-site borrow oreos.
ASTM SPECIFICATIONS - The 1970 d t e i ion of the American Society for Testing and
Materials Standards.
DEGREE OF COMPACTION - The ratio, expressed OS o percentage, of the in-place
dry density of the compacted fill material to the maximum dry density of the same
materiol OS determined by ASTM Test Designation D155i’-70.
Ill. CLEARING AND STRIPPING
All oreos to be graded shall be cleared of debris, brush, choporrol, designated trees,
and associated roots. The cleared materials shall be disposed of off-site.
After clearing, ony cultivated areas OS well OS all other area supporting (I growth of
surface gross and weeds shall be stripped to o sufficient depth to remove oil surface
vegetation ond organic loden topsoil. The octuol stripping depth shall be determined in
the field by the Soil Engineer ot the time of co&uction.
IV. EXCAVATION
All excovotion 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 bockfilled ot the Contractor’s expense ond shall be compacted in accordance
with the specifications. The Contractor shall assume full responsibility for the stability
of oil temporary construction slopes at the site.
V. PREPARATION FOR FILLING
Surfaces to receive compacted fill shall be scarified to o minimum depth of 6 in:hes,
moisture conditidned and compacted. Any pockets of loose, soturoted colluvium shall
be removed ond recompacted. Th e need for removal ond recompoction shall be determined
by the Soil Engineer in the field ot the time of construction. All ruts, hummocks, or other
uneven surface features shall be removed by surface grading prior to placement of ony fill
moteriols. All oreos which ore to receive fill moteriol shall be approved by the Soil
Engineer prior to the placement of ony fill moteriol.
81 I.. C-4
(; .‘$^‘.,,~ :i /ii, i;
PI Fills constructed on natural slopes having on inclination steeper than 5 horizontal to
1 vertical shall be keyed ond benched into firm noturol ground below ony loose surface
soils ot the direction of the Soil Engineer.
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VI. MATERIALS FOR FILL
All existing on-site soils ore in general suitable for reuse as fill. Fill material shall not,
however, contain rocks or lumps larger than 6 inches in greotest dimension with not more
than 15 percent larger thon 2.5 inches. The use of potentially expansive soil OS fill
shall conform to the requirements of Section VII , “EXPANSIVE SOILS.” All material for
use OS fill shall be subiect to approval by the Soil Engineer.
The existing topsoil stockpile located in the southeast portion of the site may be reused (IS
fill in the lower portions of the deeper site fills. However, any concentration of organic
material shall be selectively removed and disposed of off-site. The method of placement
and suitability of the materials shall be subject to the Soil Engineer’s approval.
VII. EXPANSIVE SOILS
Potentially expansive soils token from the required site excavations shall be used OS fill
only up to within 2 feet of the design finish grades in street pavement area ond on lots;
the upper 2 feet of fill shell be comprised of non-exponsive sandy fill material. The
determination (IS to which moteriols ore expansive and which ore not shall be mode in the
field during construction by the Soil Engineer.
VIII. PLACING AND COMPACTING FILL MATERIAL
All structural fill shall be compacted by mechanic01 means to produce o minimum degree
of compaction of 90 percent OS determined by ASTM Test Designotion 01557-70. Field
density tests shall be performed in accordance with either ASTM Test Designotion D155+64
(Sond-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 ond compliance with these specifications shall be the
basis upon which sotisfoctory completion of work shall be judged by the Soil Engineer.
Fill material shall be placed in uniform lifts not exceeding 8 inches in uncompocted thick-
ness. Before compaction begins, the fill shall be brought to o water content that will
permit proper compaction by either: 1) oeroting 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 insure o uniform distribution of moisture.
Fill slopes shall be constructed so OS to assure that o minimum degree of compaction of 90
percent is ottoined to within 18 inches of the finished slope focd ond that o minimum degree
of compaction of 85 percent is ottained in the outer 18 inches. This shall be accomplished
by “backrolling” with o sheepsfoot roller or other suitable equipment in 5 to 8 foot vertical
increments OS the fill is roised. Placement of fill near the tops of slopes shall be carried
out in such o manner OS to assure that loose, uncompocted soils ore not sloughed over the
tops and allowed to accumulate on the slope face.
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to 1 .5 times the trench width, but not less thon 3 feet, shall be compacted to o minimum
degree of compaction of 90 percent. In pavement areas, that portion of the trench backfill
within the pavement section shall conform to the material and compaction requirements of
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the adjacent pavement section.
X. TREATMENT AFTER COMPLETION OF EARTHWORK
After the earthwork operations:have been completed and the Soil Engineer has finished
his observation of the work, no further operations shall be performed except with the
approval of ond under the observation of the Soil Engineer.
i::,: ,,;y;.;~ ,! In lt shall be the Contractor’s, obligation to take all measures deemed necessary during
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grading to provide erosion control devices in order to protect slope oreas and adjacent
properties from storm damage ond flood hazard originating on this project. It shall be
the Contractor’s responsibility to maintain slopes in their as-graded form until all slopes,
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berms, and associated drainage devices ore in satisfactory compliance with the project
plans and specifications.
IX. TRENCH BACKFILL
n pipeline trenches shall be backfilled with compacted fill. Backfill material shall be
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placed in lift thicknesses appropriate to the type of compaction equipment utilized and
compacted to o minimum degrqe of compaction of 85 percent by mechanical r-neons. In
all slab-on-grade and pavement oreas the upper portion of the backfill to o depth equal