HomeMy WebLinkAboutCT 80-38; PALOMAR AIRPORT BUSINESS PARK PHASE III; GEOTECHNICAL INVESTIGATION; 1981-05-27, .... ,-'-.. ~ \ ,. .
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·GEOTECHNICAL INVESTIGATION
FOR
PALOMAR AIRPORT BUSINESS PARK
. PHASE III
AUGUST 1979
ROBERT PRATER ASSOCIATES
Consulting Soil-Foundation & Geological Engineers
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August 15, 1979
218-14, 2901
ROBERT PRATER ASSOCIATES
Consulting Soil, Foundation & Geological Engineers
Palomar Airport Business Park
6231 Yarrow Drive, Suite C
Carlsbad, California 92008
Attention: Mr. Bernard W. Gilmore
Re: Geotechnical Investigation
Palomar Airport Business Park -Phase III
Carlsbad, California
Gentlemen:
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In accordance with your request, we have performed a geote~hnical investigation for the
sul;>ject project. The accompanying report presents the results of our field. investigat-ion,
laboratory tests, and engineering analysis. The soil and foundation conditions are discussed
and recommendations for the geotechnical engineering aspects of the project are presented.
If you have any questions concerning our findings, please call.
Very truly yours,
ROBERT PRATER ASSOCIATES
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Robert Prater, C. E.
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cc: Addressee (6)
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10505 Roselle Street, Son Diego, California 92121 • (714) 453-5605 / 630 Alto Vista Drive, Suite 105, Vista, California,92Q?3.· (714) 758-9144
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GEOTECHNICAL INVESTIGATION
For
PALOMAR AIRPORT BUSINESS PAR~ -PHASE In
Carlsbad, California
To
PALOMAR AIRPORT BUSINESS PARK
-6231 Yarrow Drive, S~ite C
Carlsbad, California
August 1979
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T ABLE OF CONTENTS
Letter of Transmittal
Titl,e Page
Table of Contents
INTRODUCTION
SCOPE
SITE CONDITIONS
,A. Surface
B •. Subsurface
C. Groundwater I D. Seismic Considerations
CONCLUSIONS AND RECOMMENDATIONS
A. Earthwork
1. Clear·ing and Stripping
2. Preparation for Filling
3. Excavation
,4. Materials for Fill
·5. Compaction
6. Slopes
7. Trench Backfill
8. Drainage
9. Construction Observation
B. Foundations
1. Footings
2. Siabs-On-Grade
3. Retaining Walls
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 Baring Logs
Exploratory Baring Logs 1 through 7
APPENDIX B -LABORATORY TESTING
Table B-1 -Results of No. 200 Sieve Tests
Figures B-1 and B-2 -Direct Shear Test Data
APPENDIX C -GUIDE SPECIFICATIONS -SITE EARTHWORK
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INTRODUCTION
GEOTECHNICAL INVESTIGATION.
FOR
PALOMAR AIRPORT BUSINESS PARK -PHASE III
CARLSBAD, CALIFORNIA
In this report we present the results of our geotechnical investigatior:t for the. Phase. III
portion of the 330-acre Palomar Airport Business Park located on the south side of Palomar·
Airport -Road opposite Palomar Airport in Carlsbad, California. We previously performed
a detailed geotechnical investigation for the Phase II portion of the business park. In addi-
.' tion, our predecessor firm previously performed a detailed geotechnical investigation for .
the ex-isting Phase I portion of the"business park. We have also provided ~arthwork ob$erva""
tion and testing services in connection with these projects. The purpose of thi's investiga-
tion was to evaluate the subsurface conditions within the Phase III portion ,of thi site and
. to provide recommendations concerning the geotechnical"engineering aspects of the. Phase 11,1
development. '
'It is our understanding that the Phase III portion 'of fhe business park will most likely be
developed in one and two:"story structures similar to those already constructed in the Phase I,
portion of the park. Although plans for the Phase III development have not been prepared,
we anticipate that most of the proposed development will be Iim'i-ted to the .Iower-Iying north-
ern portion of the site. Cuts and fills of up to about 30 to 40 feet deep will probably be
required to attain the desired finish site grades.
SCOPE
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The scope of work performed for this investigation included a site reconnaissance, subsurface
exploration, laboratory testing, engineering analysis of the field-and laboratory data, and
the preparation of this report. The data obtained and the analyses performed were for tne
purpose of providing design and construction criteria for the required 'site earthworki .build-
ing foundations and slab-on-grade construction.
SITE CONDITIONS
A. Surface
The Phase III portion of the business park is irregular in shape ~nd bounded by Palomar Air-
, port Rood on the north, and by S.D.G.&E. right-of-ways on the east and west. The t'er-
rain is generally moderately rolling in the northern portion of the site which is to be de-
veloped. The southern portion of the site is characterized by steep nat.ural hillsides which
slope down to the north. Ground surface elevations range from a I'ow of about el. 120 at
'the western extremity of the site to a high of about el. 340 in the southwe~t corner. Suf'-
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face drainage in the lower-lying northern portion of the site is from east to· west. Vege-
tation generally consists of a moderate to heavy growth of brush and c~aparral.Dense
growths of reeds and trees are present in the lower-lying areas. The remnants of an earth
dam (approximately 10 feet high) are present in the low-lying area near the center of the
site. Some trash and other refuse has been dumped throughout the lower-lying portions
of the site. '
B. Subsurface
A 'subsurface investigation was performed on, July 25, 1979 using a truck-mounted con-
tinuous flight auger to investigate and sample the subsurface soi Is. Seven exploratory ,
borings were drilled to a maximum depth of 30 feet in those portions of the site likely to
be· developed; no borings were drilled on the steep natural hillsides in th~ southern pOrtion
of the site. The approximate boring locations are shown on the Site Plan, Figure 1. Logs
of the borings and details regarding the field investigation are presented in Appe,ndix A. '
Details of the laboratory testing and the laboratory test results are presented in Appendix B.,'
, , '. rhe soils encountered in Borings 1, 2, 5, 6, and 7 consisted of looSe to mediu'm dense silty
and clayey sands to the depths explored in the borings. Very dense silty sand (formation'al
sandstone) was encountered in Boring 3 which was drilled on some of the higher ground adja-
cent to Palomar Airport Road. The soils encountered in Boring 4 consisted of loose to
medium dense silty sand to a depth of 25 feet underlain by dense silty,and dayey sand .
(formational sandstone) to the depth explored of 30 feet. No potentiaHyexpansive clayey
soils were encountered in any of the borings drilled in .the Phase UI portion of the business
park. .
The ~oring 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 boring
locations. Also, the passage of time may result 'in changes in the subsurface' conditic:)!'!s
due to environmental changes.
C. Groundwater
Free groundwater was' encountered in Borings 1, 2, 4, 5, 6, and 7 at depths Qf 15, 19,
17, 15, 13, and 15 feet, respectively. It must be noted, however, that fluctuations in
the level of groundwater may occur due to variations in surface topography, subsurface '
stratification, rainfall and other possible factors which may not have been evident at
,the time of our field investigation. '
D. Seismic Considerations
Based on a review of some available published information inc::luding the County of San'
Diego Faults and Epicenters Map, there are no faults'known to pass through 'the site,
and the nearest known major active fault zones are the Elsinore and San Jacinto Fault
Zones located approximately 23 and 47 miles northeast of the site, respe'ctively.
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Although research on earthquake prediction has greatly increased in ,recent years, seis-
mologists have not yet reached the point whe.re' they can predict when and where an eatth-
.quake 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 an earthquake, the danger from fault offset through
,the site is remote but strong shoking of the site is likely to occur. . '
CONCLUSIONS AND RECOMMENDATIONS
From a soil and foundation engineering standpoint, in our opinlon the site is suitable for
construction of the proposed Phase III portion of the business pork provided the conclusions
and recommendations of this report are incorporated into the design and construction of the
project. . ,
A. Earthwork
1. Clearing and Stripping
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An areas to be graded should be cleared and stripped of vegetation (grass, weeds, chaparral,
reeds, designated trees and associated roots) and any miscellaneous trash and debris that may
be present.at the time of construction. The remnants of the dam located near the center of
the site should also. be removed down to firm natural ground. Holes resulting froin the removal
of buried obstructions that extend below the. planned finished site grades should be cleared
Ilrid backfilled with suitable material compacted to the requirements given under Item A.5.,
"Compaction." The cleared and stripped materials should be dispdSed of ,off-site.
2. Preparation for Filling
Although some of the sandy alluvial soils in the lower-lying portions of,th'e site are in a
loose condition (Boring 2 to a depth of 6 feet), substantial thiCknesses o(compacted fill
will probably be placed over these loose deposits in order to attain the desired finish site
grades. Under these conditions, no special treatment of the lo~se soils will be necessary.
In any areas where loose soils are found to be present at or near the finish site grades within,
proposed building areas, removal and recompaction of the loose soils will be necessary. The
need for removing and recompacting any of the alluvial soils can ·and should bedetermined
when details of the proposed site grading are available. '
After the site has been cleared" stripped, and any necessary excavaHons made, the exposed'
subgrade soils in areas to receive fill and/or building improvements or povements shovld
be scarified to a depth of 8 inches, moisture-conditioned, and compacted to the require-
ments of Item A.5., "Compaction. II "
Fills constructed on n~tural slopes having an inclination steeper than 5 (horizontal) to 1
. (vertical) should be keyed and benched into firm natural ground belc;>w any loose surface
soils as illustrated on Figure 2. The actual width of the toe keys and extent of removal
of any existing loose surface soils should be determined by the soil engineer's representa-
tive in the field during construcfion.
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3. Excavation
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Based on the results of our exploratory borings and our experiences with similar materials
dur.ing the grading for the Phase I portion of the park, it is our opinion that the on-site
soils and formational materials can be excavated utilizing ordinary heavy earthmoving'
equipment. Some heavy ripping could, however, be required in deeper cut areas of the
site w~ere layers of cemented formational materials may be encountered. '
4. Materials for Fill
All on-site soils are in general suitable for reuse as fill. Fill material should not:, however,
contain rocks or Jumps over 6 inches in greatest dimension and riot more than 15 percent
larger than 2.5 inches. In addition, any required imported fill material, sh~uld be rt 'non-
expansive (less than 3 percent swell), granular soil with a plasti~ity index of 12 or less.
Any potentially expansive soils that might be enc;ountered in the required site excavations
should be used as fill only up to within 24 inches of the finish subgrade elevations,.
5. Compaction '.
An structural fill should be compacted to a minimum degree of compacHon of 90 percent
based upon ASTM Test Designation 01557-78. The upper 6 rnches of the subgrode soil
beneath pavements should be compacted to a minimum degree of compaction of 95 percent
(just prior to placing the pavement base rock layer). Fill material should be spread qnd
compacted in uniform horizontal lifts not exceeding 8 inches in uncompacted thick.,ess.
Before compaction begins, the fill should be brought to a water content that will permit
proper compaction by either: 1) aerating the fill if itis too wet, or 2) moistening the fill
with water if it is too dry. Each lift should be thoroughly mixed before compaction to en-
sure a uniform distribution of moisture.
6. Slopes
Based on the exploratory borings, laboratory test re,sults, and engineering analyses, it is
our opinion that proposed cut slopes in the dense form~tional soils at the site will be safe
against mass instability if constructed to an inclination no steeper than 1.5, (horizontal)
to 1 (vertical). Safe cut slope inclinations in the sandy alluvial soils will depend on the
height of the slopes and the composition and,density of the soils exposed in the cuts.
Where the alluvial soils are in a loose condition, ,permanent 'cut-slope inclinations of 2.5
or 3 to'l may be required. Alternatively, if space limitations will not permit the use of
flat slopes then it may be necessary to remove the soils from the cut slope area and replace'
them as a compacted buttress fi II. We recommend that permanent fill slopes as,well as',
compacted buttress fi lis in cut areas be constructed to an inclination no 'steeper than 1.5 .
to 1. Specific recommendations for the treatment of any cut slopes in all-uvial soils should
, be made by the soil engineer during the grading operations based on his examination of
the actual soil conditions exposed in the vorious cut areas.
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Fill slopes should be constructed so as to assure that a minimum degree of compaction of
90 percent is attained to within 18 inches of the finished slope face and that a minimum
degree of compaction of 85 per~ent is attained in the outer 18 inches. This maybe oc':"
complished by "backrolling" with a sheepsfoot roller or other suitable equipm~nt' in 5'to
8 foot vertic.al increments as the fill is raised. Placement of fill near the tops of slopes -
should be carried out in such a manner as to assure that loose, uncompacted .soi·ls Clre not
sloughed over the tops and a flowed to accumulate on the slope face.
The on-site sandy soils will be quite susceptible to erosion. Therefore, the proj~ct plans
.and specifications should contain all necessary design features and construcfionrequire-
ments to prevent erosion of the on-site soils both during and 'after construction. Slopes
and other exposed ground surfaces should be appropriately planted with a protective
ground cover.
It should be the grading contractor's obligation to take all' measures deemed necessary
during grading to provide erosion control devices in order to profect slope ar.:easc)nd ad-
jacent properties from storm damage and flood hazard originaHn'g on this project. It ~hol1ld
be .made the contractor's responsibility to maintain slopes in their as-graded form until . .
all slopes, berms, and associated drainage devices are in satisfactory compliance with the
project plans and specifications.
7 • Trench Backfi II
Pipeline trenches shpuld be backfilled with compacted fill. Backfill material shoulQ be,
placed in lift thicknesses appropriate to the type of compaction equipment uHlizedand
compacted to a minimum degree of compaction of 85 percent by mechanical meqns.ln
all slab-on-grade and pavement areas, the upper portion of'the backfill to a depth equal
to 1.5 times the trench width, but not less than 3 feet, should. be, compacted to a minim~m
-degree of compaction of 90 percent. In pavement areas, that portion of the trench backfill
within the pavement section should conform to the material and compaction requirements
of the adjacent pavement section.
8. Drainage
Positive surface gradients should be 'provided adjacent to buildings so as to direct surface
water away from foundations and slabs toward suitable discharge facilities. Ponding of
-surface water should not be allowed adjacent to structures or on pavements.
9. Construction Observation
Variations in soil conditions are possible and may be encountered during const'ruction'!, 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' and specifica-
tions as originally contemplated, it is essential that the soil engineer beretoined to perform
on-site review during the course of construction.
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All earthwork should be performed under the observation of the soil engineer's representa-
tive to assure proper site preparation, selection of satisfocto'ry fill materials, as well as
placement and. compaction of the fills. Sufficient notific:;ation prio~ to earth~ork operations
is essential to make certain that the work will be properly observed. All earthwork should
be performed in accorddnce with the Guide Earthwork Specifications presented in Appendix
C. It should be pointed out, however, tharthe guide specification.s are only general in
nature and the actual job specifications should also incorporate all requirements contained
in the text of this report.' .
B. Foundations
The foundation requirements for individual buildings on specific lots will vary depending
upon .the type of materials actually underlying the finish building pad. As individual lots
are finish graded, the soil engineer should determine the foundation 'requirements baSed on
his evaluation of the actual subsurface conditions within the area of the proposed, building
-constructi on.
1. Footings •
It is our opinion that proposed buildings and retaining walls may be safely supported on
conventional individual spread and/or continuous footings. We recommend that the footings
,be founded on dense natural ground and/or well compacted fill soils at a minimum depth of
18 inches below the lowest adjacent ground surface. At this recommended depth footings
founded on dense undisturbed formational sandstone may be designed fQr o"llowablel:iearirig
pressures of 5,000 pounds per square foot (psf) for combined de~d and live 'Ioads and 6,700
psf for all loads including wind or seismic. Footings founded on compacted fiU and/or
medium dense alluvial soil may be designed for allowable bearing pressures of ·3,5QO psf for
cC;;mbined dead and live loads, and 4,700 psf for all loads including wind or seismic. All
footings should, however, have a minimum width of 12 inches~
All continuous footings should contain top and bottom reinforcement to provide strvctural
continuity and to permit spanning of local irregularities. Footings located .adjacent to the
tops of either cut or fill slopes should be founded at sufficient depth so as to prov'ide at least
5 feet of horizontal cover between the footing and the slope face at the footing bearing level.
To assure that footings are fo'unded in soil of adequate bearing capacity the·soU engineer
should inspect the footing excavations prior to placing reinforcing steel or concrete •
Settlements under building loads are expected to be within toler~ble limits for the proposed
structures. We estimate that post-construction differential settlementacr,oss ~ny -one build-
ing will not exceed 1 inch. '
2. Siabs-On-Grade
Concrete slabs-on-grade may be supported directly on compacted fill and/or natural soil
,prepared as recommended previously in Item A.2., "Preparation for Filling. II Slab rein-
forcing should be provided in accordance with the anticipated use of and loading on the
slabs. As a minimum, however, we recommend that slabs be reinforced with 6x6-10/10
wire mesh for control of shrinkage cracks.
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In areas where moisture-sensitive floor coverings are to be utilized and in other areas
where floor dampness would be undesirable, we recommend t~at consideration be given
to providing an impermeable membrane beneath the slabs. The membrane should be
covered with 2 inches of sand to protect it during construction. The sand should be
lightiy mo'istened just prior to placing the concrete.
3. -Retaining Walls
Any proposed retaining walls must be designed to resist lateral earth pressures ondany
additional lateral pressures caused by surcharge laads on the surface of the backfilL We
recommend that unrestrained (cantilever) walls be designed for an equivalent fluid pres--
.sure of 35 pounds per cubic foot (pcf). We recommend that restrained walls.be designed
for an .equivalent fluid pressure of 35 pcf plus an additional uniform lateral pressure of.
5H pound·s per square foot where H = the height ,of backfill above the top, of the waH foot-
ing in feet. '
Wherever walls will be subjected to surcharge loads; they should also be designed for
on additional uniform lateral pressure equal to one-third the anticipated surchtlllge pres-
sure in the case of unrestrained walls and one-half the anticipated surcharge pressure in 0
the case of restrained walls.
The preceding design pressures are for a level backfill condition and assume that there is
sufficient drainage behind the walls to prevent the build-up of hydrostatic pressvres from'
surface water infiltration. Adequate drainage may be provided by means of Vt'eep holes
with'permeable material installed behind the walls, or by means of a system of sulxfrains.
Backfill placed behind the walls should be compacted to a m'inimum degr:ee of compaction
of 90 per-cent using light compaction equipment. If heavy equipment is us~d, the, walls
should be appropriately temporarily braced. "
Retaining walls should be supported on footing foundations designed in accordance with
. the recommendations presented previously underJtem B.1., "Footings.-" Lateral load
resistance for the walls can be developed in accordance with the recommendations presented
under Item B.4., "Lateral Loads."
4. Lateral Loads"
Lateral load resistance for building foundations may be dev~loped in friction between the
~oundation bottoms and the supporting subgrade. An allowable friction coefficient of 0.30,
is considered applicable. An additional allowable passive resrstqnce equal to on equiva-"
, lent fluid weighing 300 pounds per cubic foot acting against the foundations may be used
in design provided the footings are poured neat against undisturbed soi I. Forfootings
founded in undisturbed formational sandstone, ."an allowable friction coefficient of 0.35
and a uniform passive resistance of 2,000 pounds per square foot are applicable:.
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C. Pavements
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Based on the exploratory borings and our past experience in conne"ction with the construc-
tion of the Phase I portion of the business park, we anticipate that R-values 'of about 20 -
to 40 will be typical for the sandy soils comprising the Phase In portion of the 'pork. For
comparison and preliminary 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 7.5. The 3.5 index is considered to be a reasonable: value for automobile park-
ing areas and the 5.0 index reasonable for parking a'reas and access ~rivewc:lYs which are
subjected to light truck traffic. A traffic index of 7.5 was ,required by the Ci'ty of Carlsbad
for Camino Vida Roble in the Phase I portion of the bU,siness park.
, Design
R-Value
R =40
R = 20
Design
Traffic
Index
3.5
5.0
7.5
3.5
5.0
7.5
TYPICAL PAVEMENT SECTIONS
Pavement Components
Asphalt • Total
Concrete' Aggregafe Base Thickness
(Inches) Class 2 (Inches) (Inches)
2.0 4.0 6.0
2.5 5.0 7.5
'4.0 8.5 12.5
2.0 ' 5.5 7.5
2.5 8.5 11.0
4.0 14.0 18.0
The-above pavement sections are for general information only and repl'esent the approximate
'extremes in pavement requirements anticipated at the site based on the quality of the sub-
grade materials. Pavement designs should be performed for individual lots based on the
actual material type(s) comprising the subgrade and the anticipated use of and vehicular
loadings on the pavements.
Asphalt concrete, aggregate base, and pre'paration of the subgrade should conform to and
be placed in accordance with the requirements of the State of California, Depqrtment c;>f
Transportation, Standard Specifications, January 1978 edition, except that the test method
for compaction should be determined by ASTM D1557-78. Preparation of the, subgrade and
placement of the base material should be performed under the observation offhe soil
engineer's representative. '
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If decomposed granite is used in lieu of Class 2 Aggregate Base, the asphalt conctfilte
thicknesses recommended in the preceding table should be increased by 1/2 inch. De-
.composed granite for use as base material should have a minimun:t R-value of 73 and a
minimum sand equivalent of 30.
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PALOMAR AIRPORT BUSINESS PARK PHASE III
. Carlsbad, California
218-14 Au ust 1979
PROJECT NO. DATE
Figure 1
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Notes:
Existing ground surface
Hori-zontal benches
into firm ground
Toe Key -width to -
be determined by Soil . ----
Engineer~ but not less'
than 10 feet
1) Fi lis to be keyed and benched as shown-
into existing ground where the existing
slopes are steeper than 5 horizontal to
1 vertical.
2) Finished fill slope inclination to be no
steeper than 1.5 horizontal to 1 vertical.
Compactec:{ Fin
•
TC?e Key":
2 ft.-min.
into firm
ground
Zone of
loo~e svrface
soil
SCHEMATIC ONLY
NOT TO SCALE
RECOMMENDATIONS FOR FILLING
ON SLOPING GROUND:
ROBERT PRATER ASSOCIATES
Co •. ,..It.n" 50"_ Foundor.or. t G~o'OP'co" Enp.n~r's
PALOMAR AIRPORT BUSINESS PAR.K -PHASE HI-
Car.lsbad, CalifQtnia
PROJECT NO. DATE
218-14 AugloJst 1979 Figure 2
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APPENDIX A
FIELD INVESTIGATION
A-l
Jh~ field investigation consisted 'of a surface reconnaissance and a subsurface exploration
-program using a truck-mounted continuous flight auger. Seven exploratory borings were
drilled on July 25, 1979 at the approximate locations shown on the Slte pran, Figure 1.
The soils encountered in the borings were continuously logged in the field by <;>ur soil
engineer and described in accordance with the Unified Soil Classifjcat·ion System (ASTM
D2487). Logs of the borings as well as a key for soil classification are included as part of
this appendix. The boring locations shown on the site plan and the approximate groul1d: .
surface elevations noted on the boring logs were estimated from an untit,led and undated
topographi c map of the site. . 'I
Representative samples were obtained from the exploratory' borings dt selected depths ap-
propriate to the ,investigation. All samples were returned to our. Idporatqry for evaluation
and testing. Standard penetration resistance blow counts were obtdinedby drivfng a 2-inch
O. D. split spoon sampler with a 14D-pound hammer dropping through a 3D-inch free fall.
The ·sampler was driven a maximum of 18 inches and the number of blows recorded. for each
6-inch interval. The blows per foot recorded on the boring logs represent the accumulated
number of blows that were required to drive the last 12 inches. Samples contained in liners
were recovered by driving a 2.5-inch I. D. California sampler 18 inches into the soil t)sing
a 14D-pound hammer. BOring log notations for the standard split spoon pnd Califorrii9 samplers
areindicat·ed below.
~ Standard Split Spoon Sampler .~ California Sampler
The boring logs sho,,!, 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 con-
ditions at other locations and times.
. PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS -SYMBOL ~ -
GRAVELS CLEAN GW Well graded gravels. gravel-sand mixtures. little or"n'o
...J GRAVELS fines. ' ~ MORE THAN HALF (LESS THAN Poorly graded gravels or gravel-sand mil<tures. little .or ~ 0:0 GP Wo 5% FINES) no' flOes. 0 .~ N OF COARSE
if) ~ . FRACTION IS GRAVEL GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines. 0
0 u-Z w LARGER THAN WITH w 02: N FINES GC z .u..< in NO.4 SIEVE Clayey gravels, gravel-sand-clay mixtures, plal;tic fines.
j
-I
~ ...J ::1:, < .... W CLEAN ::I: > SANDS SW Well graded sands, gravelly sands. little or no fines'. C) 0: w SANDS w zw iii MORE THAN HALF (LESS tHAN ·en <CI SP Poorly graded sands or gravelly sands, little or no fir,es. ::1:0: 5% FINES) a: .... < OF COARSE « ...J 0 W FRAqlON IS SANDS SM Silty sand,S, sand-silt mixtures; ,non-plastic fines. U 0:. U).
0"'" SMALLER THAN WITH ~ NO, 4 SIEVE FINES SC Clayey sands, sand-clay mixtures, plastic fines.
-I
J
J
w SILTS AND CLAYS ML Inor~anic silts and very fine sands, rock fiour siity ,or en N c ayey fine Sands or clayey, silts with slight plasticity.
...J u. 0: iii 0 w lnorll:nic clayS of low t? medium Plasticity.' gravelly 0 ...J ...J w LIQUID LIM IT IS Cl en' u-< > c ys, sandy clays, silty clays, lean clays. ...J~ w LESS THAN 50% 0 ~Ul iii Ol 'Organic silts and organic silty clays of loyv plasticity. w Z ZUl 0
~, <-0 Inorganic sillS. micaceous /)I' diatomaceous fine sandy or ::I:...J N SILTS AND CLAYS MH .... ~ c::i silty soils, elastic sillS .
C) wO: Z o:W LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays. w O~ Z Z ~~ < GREATER THAN 50% . u: ~ OH Organic clays of medium to high plasticity, organic silts.
HIGHLY ORGANIC SOILS Pt Peat and other highly organ'ic soils,
DEFINITION OF TERMS
I U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS
200 40 10 4 3/4" '. 3" , 12"
"
SAND GRAVEL
SILTS AND CLAYS I T L COARS~ COBBLES BOULDERS
FINE MEDIUM COARSE FINE
GRAIN SIZES
1 . SANDS,GRAVELS AND BLOWS/FOOT t CLAYS AND STRENGTH" BLOWS/FOOT t NON-PLASTIC SILTS PLASTIC SILTS
1 VERY LOOSE 0-4 VERY SOFT 0 -1/4 o -2
LOOSE 4 -10 "SOFT .1/4 -1/.2 2 - 4
FIRM 112 - 1 4 - 8
MEDIUM DENSE 10 -30 STIFF 1 - 2 8 -16
DENSE 3:>-50 VERY STIFF 2 - 4 16 -32
1:
VERY DENSE OVER 50 HARD OVER 4 OVER 32
RELATIVE DENSITY CONSISTENCY
t Number of blows of 140 pound hammer falling 30 inches to drive a :2 inch 0.0. (1-3/8 inch to'>
split spoon (ASTM 0-1586). "
4Unconfined compressive strength in tons/sq. ft. as determined by laboratory testing or approximated
by the standard penetration test (ASTM 0-1586). pocket penetrometer, tor vane. or visual observation.
1. KEY TO EXPLORATORY BORING LOGS
--. Unified Soil Cla?sification System CASTM 0,-24$7)
ROBERT PRATER ASSOCIATES PALOMAR AIRPORT BUSINESS PARK -PHASE III
Co"~v",ng 5001. FovndOhon t. Geological fnglnee'! Carlsbad, California
PROJECT NO. DATE
Figure' A-l
218-14 August. 1979
--,_, __ ~ :-OBILlRIG __ Continuous Flight Auger l,QGGEQ BY .' lHP
DEPTH TO 'GROUNDWATER 15' (see note) BORING DIAMETER 6 Inches DATE DRILLI;D 7/25/79·
SURFACE ELEVATION 1~8 (approxe,)
• • • • • • • • •
• • •
,-1:===:====================:=. =====;====;:d::;::::::;:::i=:~~~i=~ . z~_
II: Qut: ..
DESCRIPTION AND CLASSIFICATION
DESCRIPTION AND REMARKS
SILTY and CLAYEY SAND
CLAYEY SAND
Note: Depth to groundwater
measured 6 hours after
dri II ing.
Note: The stratification lines repre.enl ,he approximate
boundary between material typel and the transition mey
b. gradual.
Bottom of Bori ng -20 Feet
SYM· COLOR BOL
brown
brown
lSZ -
.CONSIST. SOIL TYPE
medium SM/
dense SC
I-
I-1
.-
I-2
l-
I-3
.-
I-4$
-
-
-
-
w !c ~ ....... ~ ::t; ~ .~ ~fii9
IJ) ~'a::,e
=~ -.
.24
-'---.,; -
-
1-5-
I--
,I-6 -
I--
I-7 --r-
I--
I-8 -16
I--1-'-:
I-.9 -
.1--'
1-10-
I--
I-11 -:'
~ -
12 -medium SC I--dense I-13 -~r-
'-...,
I-14 -23
I--1-"-
'-15-
I--
I-16 -
l-.-
I-17 -
I--
,... 18 -
>--1--..-
..-19 -
:--28
20
e
t:r"'" ",0-... z C W ~rz o u
13
• 11
EXPLORATORY BORING LOG
ROBERT' PRATER ASSOCIATES
Consu"mQ 50'1. foundOhon I> Geolog.col fngmeers
PALOMAR AIRPORT BU5.iNESS.PARK-PHASE III
. Carlsbad, Californio
t-_P-:R:-:O::-:JE::-:C-:T::-:N~O_._-+ ___ D_A_T_E __ -I BORING
218-14 August 1979' NO. 1
I
I'
I-• I • i I-, \-
~-• • • • -.
• • • • • 11
. ___ , DRIL"t.r4iG-C-ontinuous Flight Auger SURFACE ELEVATION--144 .(approx.) 'lOGGED-£Y --~lHP
DEPTH TO GROUNDWATER 191 (see note) BORING DIAMETER 6 Inches DATE DRILLED 7/25/79
DESCRIPTION AND CLASSIFICATION
L-____ ----------------------~r-~------.-------~~DEPTH SOIL (FEET) CONSIST. TYPE 'OE$CRIPTION AND REMARKS
SilTY SAND
SYM-COLOR BOL
Ijght loose
brown
SM --
I-1 -
f--
~ 2 ~K1
- 3 ~V\ 15
CLAYEY SAND brown medium
d,ense
SC
f--~
h " -... -
-5-
- -
6 -
I--
f-7 -t-r"-
--
-a -
--~-
f-9 -
I--
-10-
- -
-11 -
f--
f--12 -t--
f--
f-13 -
--~--
f-14 -
f--
t-:S;:-;17L:;:-TY;:-:-:S;:-A~N:-:-::D---------4---l-o-ra-n-g::""j s·h+-m-e-d-:-:i~u-m--l--:S:::-:M,...,-4.-15 -
brown dense f--
Note: Depth to groundwater
measured 5 hours after
. drilling.
(contjn~ed)
tsz. brown-
-gray
,... 16 -_
f--
-f-17 -
f--
f-' 18 --r-
f--
f-19 -
--t-L-
.:...-20-
18
22
18
? u:-w~ ... z c:W ~li: o u
• 15
18 '
EXPLORATORY BORiNG LOG
ROBERT PRATER ASSOCIATES
Consul'lng 50,1, foundo"on & G"oiog,eoi Eng'"",,'s
PALOMAR AIRPORT BUSINES-S 'f>ARK -PHASE III
Carlsbad, Californi9
t-_PR-:::O~J-=E_C-::-T-:N_O_. _+' --:-_D_A_T_E-=-:-.....,.....~. BORING
218-14 August 1979 NO. 2 (pg. 1)
JI .~--~------------------~------------------~~--~~------~ _".. _____ -{)RIL-L~IG--C-ontinuous Flight Auger SURFACE ELEVATION 144 (approx.) lOGGED BY -~HP ~ ______ ~--~----~~--~-----r------------------~~--~~----~----~----~ JI' DEPTH TO GROUNDWATER 19' (see note) BORING DIAMETER 6 Inches DATE DRILLW .7 /25/79
DESCRIPTION AND CLASSIFICATION
ZW-'0 W ' '0 UJ
00": . :rZ ~'~ ~ . 12: ;::z"-a:; 12:t;~-
I • .. • 't~--
•
~
•
DEPTH w ~.~Ul Wz -'tnCl--' < 'za:'" ~w2:'; 0. >-II).~ ~~ wwoU) ~ o12:W" ,
DESCRIPTION AND REMARKS
(FEET) SOIL .: ~i3g ~z ~12:"'~ 00.12:-
Ul 0 li;,~ z~li; TYPE ~cre 0 ,:::> 0 ~~tt-COLOR CONSIST.
SILTY SAND
, CLAYEY SAND
Bottom of Boring ~ 30 Feet
Note: The stratification lines represent the approximate
boundary betw.en matarial Iypes ond the lronsilian may
be "roducl.,
ROBERT PRATER ASSOCIATES
Con~u"."g Sod foundor,on t. G~olog,col fng,ne('l~
..
Iorangish medium SM I--'
brown dense I-21 -
-
.... 22 -
-
brown-medium SC 23 -
I-...
gray dense 1-24-
-
-25-
--
-26'-
--
'""" '1,7 -• --
-28 -
---,-
-29-20 --
30-
'""" ~
.--
-.;..
--
--
----
--
I--' ---'
--
--
--
-, ...:
-'-
I-,...
I--
I--
I--
!--
EXPLORATORY BORING LOG
PALOMAR AIRPORIBUSINESS PARK .. PHASE III
Carisbod, California
~_PR_O_J_E_C_T_N....;O....;,_+ ___ D_A_TE ___ ' __ "-I BORING
218-14 August 1979 NO, 2,(pg .• 2)
II
lI~
• • • •
II
• • • ,
•
II
• • • •
II
II
• ORILUUG ·-Continuous Flight Auger SURFACE ELEVATION 158 ,(approx.) -LOGGED!3Y '-lHP '"
DEPTH TO GROUNDWATER None BORING DIAMETER 6 Inches DATE'DRILLED '7/25/79 '
0, W z.w-~~:t 2~t: '. :rZ 11:' a:'-, 1-0< Z, II) ... w :C' 0< ...... wI-ll: 0>--(1)0-DESCRIPTION AND CLASSIFICATION
,DESCRIPTION AND REMARKS
, SILTY SAND, formational sand-
stone
Note: "s"denotes sack sample
taken from auger cuttings.
SYM-COLOR BOL
gray
SOIL CONSIST, TYPE
very SM
dense
/
DEPTH oJ II.
(FEET) 2;
0< II)
, . --
r 1 -
--
-2 -
---3 ---
-4 -
--
-5 ,--
-6 -
I--..... '-
I-7 ---
-8 -S
--
-9 ---
-10-
i--
-11 -
--
-12 -
-,-
-13 -
--:-
i-14 -
i--
,f-1S-:-'
--
-16 ---
-'17 -
i--
i-18 -
i--
i-19 -
i--
~Ii;~ .... z '< Z a: ... "'" w z""-o<W ,Wwoll) za:wll)
~Vig ~~ '~a:':'~ oQ.a:~' U2;1-~~~ 0 ... ~ Zoll) U II)c:o :;'u
70 14
.'
"
"
~80~tT.fo~m~o7f~80~ri~n=g~-~2~O~F~e=e~t======~~F=====*=====~~=d-20-t==F===*====F====*===~
ROBERT PRATER ASSOCIATES
CO"5u/hnl1 SoIl. FoundO',on & Ge%plcol Enplneers
EXPL.ORA TORY BORING LOG
PALOMAR AIRPORT BUSINESS PARK -PHASE III
Carl sbad, California
t-_'P_R-:O:-J::-:E:-C-:T:-N:-O_" _+-__ D_A_T_E~-,--.....f BORING 3
218-14 August 1979 NO. '
I
I'
I
J
II
I
.~
• I
II
~
W -.
W I-
• ~
~
-.~ ,'DRlll '"RIG" Continuous 'Flight Auger
DEPTH TO GROUNDWATER 17' (see note)
.SURFACEELEVATION ,·150 (approx.) lOGGED-BY
DATE DRlLlED
-lHP'
7/25/79 BORING DIAMETER 6 Inches
Z'W-. W '0 W
DESCRIPTION AND CLASSIFICATION a: 20t . . ,~'~ w>:t &1:-ziii'" DEPTH w .... z ..... . ~'ri ~ O>;L -." C)'-e<1Il
DESCRIPTION AND REMARKS
SILTY SAND
Note: Depth to groundwater
measured 3 hours after
drilling.
(continved)
SYM-
BOL
R08ERr PRArER AssoelArES
Conlulltng 5011. foundOhon & GeologIcal EngIneers
COLOR
brown
CONSIST.
loose-
medium
dense
medium
de"nse
oJ a.
SOIL' (FEET) ~ < ." TYPE
SM --
I-1 -
I--
'-2 =~ -
-3
I--~
I-.. -
I--
-5-
--
.,.. 6 -
I--
I-7 --r-,---
--8 -
----'
I-g -
I--
-10-
- -
-:-11 -
I--
I-12 -
I--
,I-13 -
I--
I-14 -
I--
I-: 15-
I--
"'" 16 --,-
'I--
I-17 -
--I-~
-.18 -
1--
"'" 19 ---
f-20-
:::;;~ -c:W '" za: III
~iiig .~ri :t"'OX: ",e ... -
~~e 0 ~~ "
,
"
16
'. I
:
,
• 10 : 14
:
;
~
20.20
I
t
EXPLORATORY BORING LOG
~wZw.. za:w'" o a. a: x:, '0" ... -. 58 CI) ,
. ,
PALOMAR AIRPORT BUSINESS PARK -PHASE III
Carlsbad, Califomic:
PROJECT NO, DATE t---::-:-=--:::-:--+-------,~. S,DRING, 4 ('pg. 1)
218-14 August 1979 . NO.
;
I
I'
J •
=-•
•• :1
~.
•
~
-I
• • • •
DRILL RIG Continuous Flight Auge'r SURFACE ELEVATION l?O. (approx.) LOGGED BY LHP'
DEPTH TO GROUNDWATER 17' (see note) BORING DIAMETER 6 Inches DATE DRIllED 7/25/79
zw-.. !?u·t . a: 0::-w ~.~ ..... , w'" • DESCRIPTION AND CLASSIFICATION
DEPTH ..J a: ... cn .... z "-... U)~ 4(W ;,:
DESCRIPTION AND REMARKS SYM-COLOR BOl CONSIST. SOIL (FEETl
TYPE
wiiiO ~~ <I( U) zw·...J 0 ~a:S u
SILTY SAND
SILTY and CLAYEY SAND,
formational sandstone
I
Bottom of Boring = 28 Fe~t .
Note: The stratification lin •• r.pr.s.n, , ... oppro"i"",'.
boundary betw •• n material typas and I'" transition ""'y
b. Vroduol.
ROBERT PRATER ASSOCIATES
. Conwlr'~Q So", fov"dO/.on & Ge%g.eo/ Engonee"
brown med i um
dense
brangish dense
brown-
j9ray
SM
SMI
SC
r -
I-21 -
--
-22 -
t--
-23 -
--
-24 -
-
25-
I--,
I-26 -
--f-,-..-
-27 -' 49 -.;.. .it
~8
--
--
ro-. -
f--
I--
-. -
--
--:: --
--
--
--
t--
f'---'
l-. -
r--
r -
l-.-
'-"-
I----
t--
I--
f--
EXPLORATORY BORING LOG
PALOMAR AIRPORT 'BUSINESS pARK -pHASE III
Carlsbad, California
t-_PR_O_J_E_C_T_N_O_, _-J-__ D_A_T,.,..E""""'_-I BORING
218-14 August 1979 NO.
4 (pg. 2)
..
',_' ____ .DRILL-RIG Continuous flight Auger .sURFACE ELEVATION ]61 (approx.) LOGGE9-BY --ltiP
I'
I
I
I
I
I
~
.,1
I
~
DEPTH TO GROUNDWATER 15' (see note) BORING DIAMETER 6 Inches DATEcAl~l,.~D 7/25/79 _
DESCRIPTION AND ,CLASSIFICATION
~ __________________________ ~r--r------r-------~~DEPTH
SYM-COLOR SOIL (FEET) DESCRIPTION AND REMARKS
CLAYEY SAND
, SILTY SAND
Note: Depth to groundwater
measured 2 hours ofter
drilling
BOL 'CONSIST. TYPE
brown medi urn'
dense
orangis~
brown-
gray
light medium
brown dense
SC
SM
I--
I-1 ---...... 2 --r-
--
I-3 -
I--~
I-<4 -
I--
r--5-
I--
6 -
--
-7 -
--
I-8 -
I--
-'9 -""'"7";"';'
--
-10---I-'-
-11 -
--
.... 12' -
--
-13'-
--
I-14 -
I---
~ 15---
---'
-16 -
-' -
-17 -
I--
I-18 -
SILTY and CLAYEY SAND Iorangish medium SM/ ---'-
Note: The ItratiFic:ation line. repre.ent the approximate brown-dense SC -1·9 -
boundary between material types and the transition mar -..,.
13
11
.. • . a: -w'" .... z C W ~-!Z o u
16
I, •
·1 ~
ij
·1
t ,
> .
!
;
be gradual. bray' ' nBEo~tt~o~m=oSf~Bo=r7in=g==-92~OFF~e=e~t======~==~~~=*======~==*-20~==~====~=F====*===~
ROBERT PRATER ASSOCIATES
Con.u".ng Sorl. Foundohon & G.,olog,col Eng,nf!f!rs
EXPLORATORY BORING LOG
'PALOMAR AIRPORT BUSINESS pARK ... PHASE III
CQrlsbad, Californic
r-..,..-PR_O_J_E_C_T_N_O_ .. _+-__ D .... A_T_E ___ ~ BORING
218-14 August 1979 NO. 5
I
I'
• J F • 'fP.
I
~
J
II
• ••
11
-I
• -.. -.
..,. W·
< DRILL RIG .Continuous Flight Auger SURFACE ELEVATION 158 {approx.) LOGGCD . .8Y .• -·lHP. ...
DEPTH TO GROUNDWATER 13' (see note) BORING DIAMETER 6 Inches DATE DRILLED 7/25/79
DESCRIPTION AND CLASSIFICA nON ~ ____________________________ r--.------,-------~--;DEPTH
SOIL (FEET)
CONSIST. TYPE. DESCRIPTION AND REMARKS ~YM· COLOR BOL
CLAYEY SAND
Note: Depth to groundwater
measured 1-1/2 hours
after drilling.
SZ -
: Bottom of Bori ng -20 Feet
ROBERT PRATER ASSOCIATES
Consu"mll SOIl. FoundoIJon & G~o/OIlIC'" Eng'"!!:!!:"
grayish medium SC ~ -brown
light
brown
dense I-1 -
I--
~ 2 -~ I--36. ~ 3 -
I---
f-<4 -
t--
1-5--
I--
I-6 -
t--
I-7 -
~ -•
'1-S -
~ -
f-9 -i-r-'-
~ -·18'
1-10-
I j , ,
I--f-.L-•
~ 11 -$. 1 il
t-.-I
-12 -! i --
-.1.3 -. --
I-14 -
i--
-15 ..... ... -
-16 --....
-17 -
--. -18 -
I--f-,.-, .
I-19 -13
~ -
20
EXPLORATORY BORING l,.OG
PALOMAR AIRPORT·BUSINESS PARK -PHASE III
Carlsbad, Califomta
~_P_RO_J_E_C_T_N_O_. _+-__ D_A_T-.E_-:--""'-"I BORING' 6 • ~ r' 218-14 August 1979 NO . . .. ';":r:f0:,~,::-:-... -:------------""':'-----_----.....JL------------.L...~~-------...,1 . .,.... _____ -.,.;-..... --'--1
.~-,'-<: ----:,-1' 1)Rll:.l-RIG 'Continuous Flight Auger SURFACE ELEVATION 170. (approx.)· "LUGG:D BY ··-lHP
•.. ' DEPTH TO GROUNDWATER 15' (see note)
DESCRIPTION AND CLASSIFICATION
BORING DIAMETER 6 Inches DATEDfllLLED 7j2'S/li:J'
zw-:-III ow. g~~ :rz .... > .:r a::;: '~o~ it' z iii· ... a:
I
I
I
• • • • I
• •
• • -. -.
• ~.
~ __ ~ __ ~\ ____________________ -r--,-----~------~ __ ~DEPTH ~
(FEET) ~
DESCRIPTION AND REMARKS
. CLAYEY SAND
-Note,: Depth to groundwater
measured 1/2 hour after
dri 11 ing.
SYM-COLOR BOL
brown-
ish
~ray
CONSIST. SOIL TYPE (/)
medium SC I--dense I-1 -
-< -<'" ct:'" C: ... ",3: ~:.= ~ It E.
11
1<;
"
1 , ,
j
III Z ~w .. za::lI)
3:~ -"'o~ -c.c:::t--
0 ""> u "'1Il
i 3
'.}
1
15 j ,
1 'I ,
i
4 ~ ! • . ,
• 1 ~ i ,
1 1 1
18 .j
"
j . ;
I . i
EXPLORAtORY BORING LOG
-",o-..... wz""" Zltwll) 8a.1t~ z-~ Iii ::>(,)
ROSERT PRATER ASSOCIATES PALOMAR AIRPORT BUSINESS ?ARK -PHASE III .
Carlsbad, Califom~o . . Conw/hng So,1, FoundOllon t. Geolog,eol fngmeers
I--_PR_O_J_E_C_T_N_O_. __ +-___ D_A...,.T ..... E ___ -:., BORING
218-14 August 1979 NO: 7
I B-1
~--\---.. --~-
I~
• JI
• •
• • • •
• • • • ~
APPENDIX B
LABORATORY TESTING
The natural water content was determined on selected samples and is recorded on the boring
logs at the appropriate sample depths.
Seven No. 200 sieve tests were performed on selected samples of the subsurface soils to aid
in classifying the soils according to the Unified Soil Classification Syst~m. The results of
these tests are. presented in iable B-1.
, .
Two laboratory direct shear tests were performed on samples of the on-site soils recovered
with the California sampler. The samples were sheared at Q constant rate under various sur ...
charge pressures; failure was taken at the peak shear stress. The results of the direct shear
tests ore presented on Figures B-1 and B-2.
•
I __ ~ __ . , ,
I~
• • • • • • .' • • • -.
• • • • • 11
~~-~',:')-,~ ~.: -, ...... , ......
Exploratory
Boring No.
1
2
3
5
6
7
7
218-14 .
TABLE B-1
_ II
. RESULTS OF NO. 200 SIEVE TESTS
Sample
Depth Percent Passing
(Feet) Samp1e .Description No. 200 Si eve
.3 SILlY and CLAYEY 40
SAND (SM/SC)
8 CLAYEY SAND (SC) . 37
6 SILTY SAND (SM) 48
3 CLAYEY SAND (SC) 46
-
3 CLAYEY SAND (SC) 45 -.
3 CLAYEY SAND (SC) : 29
• 10 CLAYEY SAND (SC) 43
• • • • .' • • -. ". • .' • .' • -.
~
'" •
I
,
-.'--~----" "
,3.0,
/ ~
'2.5 V
u:-/ /
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1.5 LU / ::I: '{/)
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NORMAL PRESSURE (KSF)
I
SAMPLE DATA TEST DATA -
DESCRIPTION: SILTY SAND (SM), light brown 'TEST NUMBER 1 2 3 ' 4
NORMAL PRESSURE (KSF) 0.50 1.50' 2.50
SHEAR STRENGTH (KSF) 1.14, 1'.90' 2.65'
BORING NO: 2 INITIAL H20 CONTENT ("!o) 11 11 11
DEPTH (U,): 3 J ELEVATION (II): ---. FINAL H20 CONTENT (~.) 24 24 24 , .
,90.8 90.8 TEST RESULTS INITIAL DRY DENSITY (PC F) 90:8
APPARENT COHESION (C): 0.55 ksf FINAL DRY OENSrTY (PCF) ------'---
.APPARENT ANGLE OF INTERNAL FRICTION (0): 37° STRAIN RATE: 0,. 02inches/l11inute (approx.
Note: Test was performed on a sample recovered with a California sampler.
The sample was allowed to saturate before shearing •
I
DIRECT SHEAR TEST DATA .. .
ROBERT PRATER ASSOCIATES PALOMAR AIRPORT SUSINESS PARK -PHASE III
Consu"mg Sod Foundol,on & Geologlcol Engineers Carlsbad, CaHfomia
, PRO,JECT NO DATE Fi~ure ' S-l 218-14 August 1979
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5.0
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4.0 Y
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u:-~ (
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1.0
0 1.0 2.0 3.0 4.0 5.0 6.0
NORMAL PRESSURE (KS-F)
,
SAMPLE DATA TEST DATA
DESCRIPTION: CLAYEY SAND (SC), gray-TEST NUMBER 1 2 3 •
ish brown NORMAL PRESSURE (~SF) 0.50 ,1.50 2.50
SHEAR STRENGTH (KSFJ 2 .• 15 3.18 4.23
BORING NO.: 6 INITIAL Hl0 CONTENT ,("!oj 14 14 14
OEPTH (ft.): 3 J ELEVATION (II): ---FINAL H20 comENT (~.) -16 ' 16 .16 -
TEST RESULTS INITIAL DRY DENSITY (PC F)' 1.14.8 114.8 114.8
APPARENT COHESION Ie): 1.65 ksf FINAL DRY DENSITY (PCF) ---------
APPARENT ANGLE OF INTERNAL FRICTION (~): 46° STRAIN RATE: 0.02 inches/minute (cpprox..)
Note: Test was performed on a S9mple recovered with a California sampler.
The sample was allowed to saturate before shearing.
DIRECT SHEAR TEST DATA
ROBERT PRATER ASSOCIATES PALOMAR AIRPORT BUSINESS PARK -PHASE 1.11
COMultong Sod FoundOflon [, G~ologlcol fnalOeers . Carlsbad, California
PROJECT NO DATE
218-14 August 1979-Figure B-2
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1. GENERAL
APPENDIX C
GUIDE SPECIFICATIONS -SITE EARTHWORK
FOR
PALOMAR AIRPORT BUSINESS PARK -PHASE III
CARLSBAD, CALIFORNIA
A. Scope of Work
C-l
'These specifications and applicable plans pertain to and include all site earthwork in<:lud-
ing, but not limited to, the furnishing of all labor, tools, and equipmtent.necessory for site
cled~ing and stripping, disposal of excess materials, excavation, preparation of foundation
materials for receiving fill, and placement and compaction of fill to the lines ~nd grades
shown on the project grading plans.
, .
B. Performance
The Contractor warrants all work to be performed and all materials to be furnished under
this conlract against defects in materia!s or workmanship for a period of, . yeor(s}
from the date of written acceptance of the entire construction work by the Owner.
Upon written notice of any defect in materials or workmanship during said year
period, the Contractor shall, at the option of 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 the lIacceptance' and inspecti'onll
clause of this contract. '
,The Contractor shall be responsible for the satisfactory completion of all site earthwork in
accordance with the project plans and specifications. This work shall be observed cmd
tested by a representative of Robert Prater Associat~s, here.inafter known as the Soil Engineer.
Both the Soil Engineer and the Architect/Engineer are the Owner's representc;:itives. 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 SoH Engineer' and the Architect/Engineer. No
deviation from the specifications shall be made except upon written approval of the Soil
'Engineer or Architect/Engineer. .
No site earthwork shall be performed without the physical presence or approval of the·
Soil Engineer. The Contractor shall notify the Soil Engineer at least 24 hours prior to
commencement of any aspect of the site earthwork •
The Soil Engineer shall be the Owner's representative to'observe the earthwork operations
during the site preparation work and placement and compaction of fills. He shall make
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enough visits to t~e site to familiarize himself generally with the prog~ess and quality of
the work. He shall make a sufficient number of tests and/or observations to enable him
to form an opinion regarding 'the adequacy of the site preparation,-the acceptability of .
the fiU materj.al, and the extent to which the compaction of the fill, as placed, meets
the specification requirements. Any fill that does not meet the specification requirements
shall be .removed and/or recompacted until the requirements are satisfied.
In accordance with generally accepted construction practices, the Contractor shall be
solely and completely responsible for working conditions at the job site, including safety
of all persons and property during performance of the work. This reqvirement 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 IContractor's safety measures in,
on or. near the constructi on si te • .
• Upon completion of the construction work, the Contractor shall certify that all compacted
fills and foundations are in place at the correct locations; have the correct dimensions,
are plumb, and have been constructed in accordance with sound construCJion pr:octice~
In addition, he shall certify that the materials used are of the types, quantity and ql)ality
required by the plans and specificatic;ms. .
C. Site and Foundation Condi tions
The Contractor is presumed to have visited the site and to have f~miliarized himseH with
existing site conditions and the soil report titled IIGeotechnical Inv.estigation, Palomar
Airport Busine'ss Park -Phase III, Carlsbad, California, II dated August 15, 1979.
The Contractor shall not be relieved of liability under the contract for any loss sustained
as a result of any variance between conditions indi cated 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/ar subsurface conditions differ-
'ing 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 pe~mit verification
of the conditions, and then in writing. No claim by the Contractor for any conditions
differing from those anticipated in the plans and specifications and disclosed by th~'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
nui sance on or about the si te or off-site borrow areas. The Contractor shall assume all
liability, including court costs of co-defendants, for all claims related to dust or wind':'
blown materials attributable to his work.
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111
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II. DEFINITION OF TERMS
STRUCTURAL FILL -All soil or soil-rock material placed at· the site in order tpraise
grades or to backfill excavations, and upon which the Soil Engineer has made
sufficient tests and/or observations to enable him to issue a writttm. 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 ex,?avations.
IMPORt MATERIAL -Material obtained from off-site borrow areas.
ASTM SPECIFICATIONS -The 1979 edition of the American Society for t~sting and
: Materi a Is Standards.
DEGREE OF ·COMPACTION -The ratio, expressed as a percertag.e,of the in-place'
dry density of the compacted fill material to the maximum dry density ofitthe same
material as determined by ASTM Test DesignQtion D 1557-78. '
Ill. CLEARIN G AND STRIPPIN G
All areas to be graded shall be cleared and sttipped of vegetation (grass, weeds, ch9Porral,
reeds, designated trees and associated roots) and any misc~llaneous trash and debris that may
be present at the time of construction. Holes resulting from the removal of bl,lried obstruc-
tions that extend below the planned finished site grades shall be cleared and backfilled
with suitable material compacted to the requirements for structural'fUl. The cleared and
stripped materials shall be disposed of off-site.
IV.. EXCAVATION
.All excavation shall be performed to the lines and grades and within the tolerances speci-
fied on the project grading plans. All over-excavation below fhe grades .specified .shall
be backfilled at the Contractor's expense and. sha!! be compacted in accordance with the,
specifications. The Contractor shall assume full respcmsibility for the stability· of all tempo-
rary constructi on slopes at the site.
V. PREPARATION .FOR FILLING
Surfaces to receive compacted fill and/~r bui-Iding improvements or pavements shall be
scarified to a minimum depth of 8 inches, moisture conditioned a'nd compacted' •. All rots,
hummocks, or other uneven surface features shall be removed by surface grading prior·to
.placement of any fill materials. All areas which are to receive fill material shall be ap.,.
proved by the Soil Engineer prior to 'the placement of any fill material~
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;Fills constructed on natural slopes having an inclination steeper than 5 horizontal to 1
vertical shali be keyed and benched into firm natural ground below any loose surface
'SOils at the direction of the Soil Engineer.
VI.. . MATERIALS FOR FILL
All on-site soils are in general suitable for reuse as fill. Fill material shall not, however,
..contain rocks or lumps over 6 inches in greatest dimension ah<;l not more than l5.percent .
Iprger than 2.5 i~ches. In addition, any required imported fill material shall be a non-
expansive (less than 3 percent swell), granular soil with a plasticity index of 12 or. less.
Any potentially expansive soils that are encountered in the required site excdvations shall
be used as fill only up to within 24 inches of the finish subgrade elevations. AU material
for use as fill' shall be approved by the Soil Engineer. .
VH. PLACING AND COMPACTING FILL MATERIAL
All structural fill shall be compacted by mechanical means to produce a minirpum degree
of compaction of 90 perc.ent as determined by ASTM Test DeSignation. D:1$57-78·. The
upper 6 inches of the subgrade soil beneath pavements shall be ~ompacted to q -minimum
·degree of compaction of 95 percent (just prior to placing the pavement base rock layer).
Field density tests shall be performed in accordance with eifher ASTM jest "Designation
01556-64 (Sand-Cone Method) or ASTM Test Designation 02922-78 and 03017':'78
(Nuclear Probe Method). The locations and number of field density tests shall be deterr:nined .
by the Soil Engineer. The results of these tests and compliance with these s~cifjcations.
shall be the basis upon which satisfactory compl~tion of work shall be judged by the Soil
Engineer.
Fill material shall be placed in uniform lifts not exceeding 8 inches in uncompacted thick-
ness. Before compaction begins, the fill shall be brought to a water content that will
permit proper compaction by either: 1) aerating the fi II if it is too w.et, or 2) moistening
the fill with water if it is too dry. Each lift shall be thoroughly mixed before ¢ompaction
to insure a uniform distribution of moisture. .
Fill slopes shall be constructed so as to assure that a minimum degree of compaction of 90
percent is attained to within 18 inches of the finished slope face and that 0 minimum degree
, of compaction of 85 percent is attained in the outer 18 inches. This shall be ac~omplished
. by "backrolling" with a sheepsfoot roller or other suitable equipment in 5to 8 foot vertical
increments as the fill is raised. Placement of fill near the tops of slopes shall be'carried
out in such a manner as to assure that loose, uncompacted soils are not sloughed over the
tops and allowed to accumulate on the slope face •
It shall be the Contractor1s obligation to take all measures qeemed necessary during grad-
ing to provide erosion control devices in order to protect slope areas and adjacent
properties from storm damage and flood hazard originating on this project. It shall be
-the Contractor1s responsibility to maintain slopes in their: as-graded form until oil slopes,
berms, and associated drainage devices are in ~atisfactory compliance with the project
plans and specifications. ". . .
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VIII. TRENCH BACKFILL
Pipeline trenches shall be backfilled with compacted fill. Backfill material shall be
placed in lift thicknesses appropriate to the type of compaction f)quipmenf ut.ilized and
compacted to a minimum degree of compaction of 85 percent by mechanical means. In
aU slab-on-grade and pavement areas the upper portion of the backfill toa depth equal
to ·1.5 times the trench width, but not less than 3 feet, shall be compacted tC;; a minimurn.
degree of compaction of 90 percent. In pavement areas, that portion of fhe trench back-
fill within the pavement section shall conform to the material and compaction requirements
of the adjacent pavement section •
IX. TREATMENT AFTER COMPLETION OF EARTHWORK
. After the earthwork operations have been complet~d and the Soil Engineer has finished
his observatio~ of the work, no further operations shall be performed ~xcept with the
approval of and under the observation of the Soil Engineer. . .
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~Received
'---_......-' ACTION NOV 04 1981
~ ENGINEERIN9i F .cARLSBAD
'----------GEOTECHMCAL cONsut.:P1XA-s°!J -.
October 20, 1981
Birtcher Pacific
27611 La Paz Road
Laguna Niguel, California 92677
Gentlemen:
W.O. 321101-A4
Subject: Addendum to Preliminary Soils
Investigation, PropOsed
Commercial Development
Parcels A and B of Parcel Map
Number 4713 City of Carlsbad
County of San Diego, Californ
In acc.ordance with the request of the Buena Sanitation District, we
are providing calculations demonstrating loads on eighteen (1811
) inch
VCP subjected to fill soils \vith a maximum height, of thirty-three (33 '''f
feet and utilizing imperfect trench backfill technique. Also included
is a description of the imperfect trench backfill installation for the
subject site.
A trench was excavated over the existing'sewer and clear water line in
the area between M.H. 29 and 30 where fills will exceed twenty (20')
feet <the height to which fills may be safely placed without the use
of the imperfect trench backfill method). The overall trench varies
in width from four (4') feet to six (6') feet and is approximate'ly f.our
(4') feet deep. The native soils in which the trench was excavated
were tested and the density ranged from 83 to 94. The width of the
trench was varied such that an eighteen (18") inch wide bale of hay
is flush with the wall of the trench and centered over the respective
pipe. The bales were stacked 2 high, (approximately 3.5').
The backfill material between the hay bales was then compa.cted to
90% relative compaction.
1630-G South Sunkist Street, Anaheim, Ca, 92806 (714) 634-2092 (213) 8?2-4 710
i .,
"
Bartcher Pacific •
.~Page 2 W. 321101-A4
An analysis of the worst case for the imperfect trench backfilling
indicates a factor of safety of 1.188 for the V.C.P. which is well
within the limits of generally accepted practices. Attached is Plate
A showing F.S. analysis for vitrified clay·pipe.
Pursuant to a phone conversation with Mr. Ed Day from the San Marcos
Water District, it has been learned that the clear water ductile iron
pipe (D.I.P.) is a class fifty-three (53) twelve inch (12") force main
and in accordance with the chart shown on Table 3, page DI-F of the
"Ductile Iron Pipe Design Manual'l* is capable of safely withstanding
full cover of thirty-two (32') feet.
Subsequent to the placement of fills in the area between M.H. 29 and
30, it was not known that the clear water line required no special
attention, hence the imperfect trench backfill was used in that area.
Therefore, the additional section that will have fills in excess of
twenty (20 1 ) feet (between M.H. 's 37 and 38) will only have the
imperfect trench backfill over the eighteen (18") inch clay pipe.
The fills in above area will not exceed twenty~five (25') feet
We appreciate this opportunity to be of service to you.
Respectfully submitted:
ACTION ENGINEERING CONSULTANTS,
~~ 73 '~;;...--'(7
NORMAN B. THORNHILL
PRESIDENT
RA:de
*U.S. Pipe (1980)
cc:Henry Worley
INC.
;;)~JLc:=) ~-t-ACUNA
STAFF ENGINEER
~U:~.
BRUCE A. PACKARD RCE 13801
VICE PRESIDENT -ENGINEERING
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
• •
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" .., NOV 04198.1:
'----------jGEOTECHNK:.AL CONSULTANTS
October 20, 1981
Birtcher Pacific
27611 La Paz Road
Laguna Niguel, California 92677
Gentlemen:
W.O. 321101-A4
Subject: Addendum to Preliminary Soils
Investigation, Proposed
Commercial Development
Parcels A and B of Parcel Map
Number 4713 City of Carlsbad
County of San Diego, Ca1iforn
In-accordance with the request of the Buena Sanitation District, we
are providing calculations demonstrating loads on eighteen (18") inch
VCP subjected to fill soils with a maximum height of thirty-three (33')
feet and utilizing imperfect trench backfill technique. Also included
is a description of the imperfect trench backfill installation for the
subJect site.
A trench was excavated over the existing sewer and clear water line in
the area between M.H. 29 and 30 where fills will exceed twenty (20')
feet <the height to which fills may be safely placed without the use
of the imperfect trench backfill method). The overall trench varies
in width from four (4') feet to six (6') feet and is approximately four
(4') feet deep. The native soils in which the trench was excavated
were tested and the density ranged from 83 to 94. The width of the
trench was varied such that an eighteen (18") inch wide bale of hay
is flush with the wall of the trench and centered over the respective
pipe. The bales were stacked 2 high, (approximately 3.5').
The backfill material between the hay bales was then comp.acted to
90% relative compaction.
1630-G South Sunkist Street, Anaheim, Ca. 92806 (714) 634-2092 (213) 852-4710
v' Birtcher Pacific ~ ~Page 2 •
we 321101-A4
An analysis of the worst case for the imperfect trench backfilling
indicates a factor of safety of 1.188 for the V.C.P. which is well
within the limits of generally accepted practices. Attached is Plate
A showing F.S. analysis for vitrified clay pipe.
Pursuant to a phone conversation with Mr. Ed Day from the San Marcos
Water District, it has been learned that the clear water ductile iron
pipe (D.I.P.) is a class fifty-three (53) twelve inch (12") force main
and in accordance with the chart shown on Table 3, page DI-F of the
"Ductile Iron Pipe Design Manual"* is capable of safely withstanding
full cover of thirty-two (32') feet.
Subsequent to the placement of fills in the area between M.H. 29 and
30, it was not known that the clear water line required no special
attention, hence the imperfect trench backfill was used in that area.
Therefore, the additional section that will have fills in excess of
twenty (20') feet (between M.H. 's 37 and 38) will only have the
imperfect trench backfill over the eighteen (18") inch clay pipe.
The fills in above area will not exceed twenty-five (25') feet
We appreciate this opportunity to be of service to you.
Respectfully submitted:
ACTION ENGINEERING CONSULTANTS,
;U~ 73 f~::::.---1:
NORMAN B. THORNHILL
:. PRESIDENT
RA:de
*U.S. Pipe (1980)
cc:Henry Worley
INC.
~lL~
STAFF ENGINEER
~a~
BRUCE A. PACKARD RCE 13801
VICE PRESIDENT -ENGINEERING
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
. , . . ,. ~ .. ~
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HENRY WORLEY ASSOCIATES Sheet I of =..3_' _
CIVIL ENGINEERING 0 SURVEYING 0 PLANNING Client 6\~\H={2. e,vs. ~Ure.R
Se. \\!. ..
;:) I ~M WATER SY;:) I t:.M ,.
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SAN DIEGO, yA 92111 (714) 57l·7726 . "019l<N10~ A\~ 'Plr-c.S-OA\..CS.
REACH QUANTITY CALCULATIONS PIPE CALCULATIONS UPPE'R END LOWER END
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Storm \return ,50 'fRo
n Value ...... ________ _
I correctioll.,... _______ __
Preliminary Final __ _
Q·=CAI
C)alculated f4~Dote .r. ..... 'J: ..... -8l
Checked ' Oate:_· _____ _
'-
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;.. +-:::," /~~, ' ~ HENRY WORLEY ASSOCIATES
Job No. 80 -pO
Sheet 2. of ...;;;..3"'-_ ~I;~
CIVIL ENGINEERING 0 SURVEYING 0 PLANNING Client e\RTCi-t~g-e.US. C6~JEl2.
7875 CONVOY COURT, SUITE A-2
SAN DIEGO; CA 92111 (714) 571-7.728
Projec,t . :PH-ASS :m: STORM WATER SYStEM
REACH QUANTITY CALCl.JLATIONS , ' PIPE. CALCULATIONS UPPER END LOWER ,END
Upp~r lower T C . A CA l:CA . I Q W ,L '. D.
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STORM WATER SYSTEM
REACH Qt)ANTITY CALCULATIONS
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Job No. 80 -So
HENRY WOR'LEY ASSOCIATES Sheet ...e . of~
CIVIL ENGIN'EERING 0 SURVEYING 0 PLANNING Clie~f 'BleCI-ISR ~US. ce~Te..R
7875CONVOYCOURT,SUITEA.2 Project ntAS6 JCC. '
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PIPE CALCULATIONS UPPER END LOWER END
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