HomeMy WebLinkAboutCDP 99-49; Army and Navy Academy; Preliminary Geotechnical Study; 1999-09-176Pp it-i
RECEIVED
FEB 1 0 2000
u«..i5'Ty OF CARLSBAD
HOUSING &REOEVEi%«T
DERftRTMEW
PRELIMINARY GEOTECHNICAL STUDY
DORMITORIES AND PARKING LOT ADDITION
ARMY AND NAVY ACADEMY
CARLSBAD
SAN DIEGO COUNTY, CALIFORNIA
Prepared for:
Army and Navy Academy
2605 Carlsbad Blvd.
Carlsbad, California 92018
Prepared by:
KLEINFELDER, INC.
16 Technology Drive, Ste. 150
Irvine, California 92618
September 17, 1999
"^^^.prep^edJoT use only by Army and Navy Academy only for the purposes stated, and within a reasonable time from Its issuance, bee Limitation section regarding other uses.
KLEINFELDER
An empluvee owned comp.ini
September 17, 1999
Project No. 58-921201
Army and Navy Academy
2605 Carlsbad Boulevard
Carlsbad, CA 92018
Attn: Mr. Stephen Miller
Subject: Preliminary Geotechnical Study, Dormitories and Parking Lot Addition
Army and Navy Academy
Carlsbad, San Diego County, California
Dear Mr. Miller:
We are pleased to present this report of Preliminary Geotechnical Study for the proposed two new
dormitories and a parking lot addition at the Army and Navy Academy in Carlsbad, California. In
our opinion the proposed dormitories and parking lot are geotechnically feasible provided the
recommendations presented in this report are followed.
This report has been prepared in substantial conformance with our proposal dated July 19, 1999.
This report was prepared exclusively for the Army and Navy Academy for specific application to
the subject project according to generally accepted geotechnical engineering practices. We make no
other warranty, either expressed or implied.
Thank you for the opportunity to be of service. If there are questions please call us.
Respectfully submitted,
KLEINFELDER, INC.
JacqueS(i». Roy
jenior^eotechnical Engineer
5839R208
Project No, 58-92120!
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KLEINFELDER 16 Technology Drive, Suite 1 50, Irvine, CA 92618 (949)727-4466 (949) 727-9242 fax
KLEINFELDER
TABLE OF CONTENTS
Section Page
1. INTRODUCTION 1
1.1 Project Description 1
1.2 Purpose and Scope of Study !.. .... . . ... .. .".".. . . .3
2. GEOTECHNICAL CONDITIONS 4
2.1 Fill '.ZZZZ'''ZZZZZ'ZA
2.2 Terrace Deposits ..!!..."."."!."..."4
2.3 Bedrock ."!!.."!]!.!."..".."....".."!!.4
2.4 In-Place Soil Conditions ....."!!...."!..".."."."!!....".4
2.5 Groundwater !.!."....!..!......".."5
2.6 Faulting and Seismicity ..".."."]!."."!!!.!.."."..!!!5
3. CONCLUSIONS AND RECOMMENDATIONS 6
3.1 Material Suitability and Expansion 6
3.2 Slopes ...".!!.........6
3.3 Settlement Evaluation '".7
3.4 Foundations ."!!..."!."7
3.5 Seismic Design Parameters !!!!!!!..".8
3.6 Secondary Effects of Seismic Activity .."....".."8
3.7 Interior Slabs-On-Grade ..".."..9
3.8 Subgrade Presoaking ................."..".."!...9
3.9 Lateral Earth Pressures and Retaining Walls ....."...."!....."."."...io
3.10 Retaining Wall Drainage ....."."."!."..ll
3.11 Asphaltic Concrete Pavement 11
3.12 Fill Placement and Compaction ..!!."..!!...."!......12
3.13 Temporary Construction Slopes ].."!!!..."."!..."!!!!!!!!."!l2
3.14 Demolition 13
3.15 Oyerexcavation !..."!."!.!!!!."..."!!!!l3
3.16 Utilities 14
3.17 Soil Corrosivity 14
3.18 Import Material .."!.."....."!!!!!."..".....15
3.19 Site Drainage ..!...."...."....".15
3.20 Construction Observation and Testing 15
4. CLOSURE 17
MAPS
SITE LOCATION MAP 2
BORING LOCATION MAP Z'ZZZZZ^^'j'ono^iii^Text
APPENDICES
Appendix
A FIELD EXPLORATION
B LABORATORY TESTING
C RESULTS OF SOIL TOXICITY TESTING
D REFERENCES
E LIMITATIONS
5839R208, Project No 58-921201
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1. INTRODUCTION
This report presents the results of our preliminary geotechnical study for the proposed two new
dormitories and parking lot addition to the Army and Navy Academy in Carlsbad, California.
The dormitory site is located along the south side of Pacific Avenue and east of Ocean Street in
Carlsbad. The proposed parking area is located north of Mountain View Drive and west of
Carlsbad Boulevard. The Site Location Map, following page, shows the approximate location of
the development along with the topography prior to the development.
1.1 Project Description
Two one-story buildings will be removed along Pacific Avenue to create space for two new two-
story dormitories. The existing western building measures approximately 25 by 150 feet in plan
and the eastern building measures about 20 by 210 feet in plan. There is a grade difference of
approximately 3 feet between the exterior grades of the two buildings.
Preliminary building layout indicates that it is proposed to construct two new dormitories
measuring approximately 40 feet wide and 175 to 250 feet in length. There will be a passageway
of about 15 feet between the two dormitories. The new buildings will encroach on portions of
the existing landscape in front and back of the existing structures.
The new structures are expected to be similar to other existing two story structures on-site.
Column loads are anticipated to be less than 30 kips and wall loads less than 2 kips per lineal
foot. Slab loads should be less than 200 psf
There is presently an area opposite Pacific Avenue north of Mountain View Drive that is used
partly for parking and partly for storage. We understand that a large portion of this area will be
converted to parking. There will be 8 rows of parking containing about 69 parking spaces.
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Project No, 58-921201
Copyright 1999 Kleinfelder, Inc, - All Rights Reserved
REFERENCE: USGS SAN LUIS REY QUADRANGLE, PHOTOREVISED. 1975
7.5 MINUTE SERIES, TOPOGRAPHIC MAPS
SCALE: 2000
NORTH
KLEINFELDER SITE LOCATION MAP
Pacific Avenue & Ocean Street
CARLSBAD, CA
921201
KLEINFELDER
1.2 Purpose and Scope of Study
The purposes of this study were to obtain subsurface information within the project site and to
provide recommendations relative to the design and construction of the proposed new buildings
and parking lot. The scope of work included the following:
• Reviewing existing data from our files for the site and performing a site reconnaissance.
• Locating the borings in the field and having the locations checked by underground alert for
presence of utilities.
• Engaging a contractor to drill four hollow stem auger borings to explore and evaluate the
subsurface conditions of the site.
• Testing representative samples from the borings to evaluate soil characteristics and
engineering properties pertinent to the project.
• Preparing the Boring Location Map which accompanies this report.
• Performing environmental sampling for pesticide and herbicide testing.
• Preparing this Preliminary Geotechnical Study Report with our findings, conclusions and
recommendations.
Appendix A presents logs of borings, along with a description of the field exploration and the
drilling and sampling procedures utilized. Appendix B describes the laboratory test program. The
results of the laboratory tests are presented either on the boring logs in Appendix A or in
Appendix B. Appendix C presents the results of testing for soil "toxicity". Appendix D lists the
references reviewed and Appendix E presents the limitations of the study.
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GEOTECHNICAL CONDITIONS
The project is located along the Peninsular Ranges Geomorphic Province of southern California.
In the vicinity of the site, regional geologic conditions are typified by a relatively narrow coastal
plain bounded on the west by the Pacific Ocean and on the east by moimtains. Marine and non-
marine terraces are incised by Buena Vista Creek drainage on the north, and Agua Hedionda
Creek on the south.
2.1 Fill
Fill with thickness ranging between 4 and 12 feet was encountered in the four borings. The fill
cap consists of 3 inches of grass cover in the first three borings and J4 inch of asphalt concrete in
the fourth boring. The remainder of the fill encountered consists of silty sand.
The fill was foimd to be loose to mediimi dense and dry to moist.
2.2 Terrace Deposits
Terrace deposits were encountered below the fill in all borings. The terrace deposits observed
consisted of silty sand, poorly graded sand, and layers of lean and fat clays. The material was
generally mediimi dense or very stiff.
2.3 Bedrock
Eocene marine bedrock was encoimtered at a depth of about 42 feet in Boring K-2. The bedrock
consists of weak siltstone with interbedded sandstone.
2.4 In-Place Soil Conditions
Within the depth of exploration, our laboratory test data indicate moisture contents ranging
between 2 and 26 percent with an average of about 10 percent. The dry unit weights of in-situ
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materials encountered range between 92 and 121 pounds per cubic foot (pcO with an average of
about 109 pcf The degree of saturation is generally between 15 and 70 percent. Except for the
bedrock material, the blow count diuing sampling with a 140 lbs hammer ranged between 9 and
47 with an average of about 30 blows per foot. One consolidation test indicated the upper soils
to be moderately compressible with minor hydroconsolidation.
2.5 Groundwater
Grotmdwater seepage was encountered in Boring K-2 at a depth of approximately 38 feet.
2.6 Faulting and Seismicity
The closest major active faults are the Newport-Inglewood-offshore (7 miles) and Rose Canyon
(4 miles). No active fault are known to underlie the site. A research of earthquake records
indicates that a magnitude earthquake of 6.5 may have occtured about 12 miles from the site
(Blake, Eqsearch 1993). Using the Campbell attenuation relationship, this earthquake may have
produced a site acceleration of about 0.2g.
The site is located in UBC Seismic Zone 4. The Probabilistic Seismic Hazard Map (Petersen,
1996) indicates a 10% probability of exceedance in 50 years of an acceleration of 0.4g for soft
rock.
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3. CONCLUSIONS AND RECOMMENDATIONS
In our opinion the construction of two new dormitories and a parking lot are geotechnically
feasible provided the following recommendations are incorporated into the structural design and
construction.
3.1 Material Suitability and Expansion
On-site soil materials are considered generally suitable for placement as engineered fill following
proper moisture conditioning and processing. Construction debris, vegetation, and soils with
concentrations of organic matters should be disposed off site.
Sulfate tests on near surface samples of soil indicated less than 200 ppm of soluble sulfate
content. Soils with sulfate concentrations less than 1000 ppm are generally reported to have a
low corrosive effect on foundation concrete. Type II Portland cement may be used for concrete in
contract with these soils. The expansion potential of on-site shallow soils is very low. A test on a
shallow sample indicated an expansion index of less than 20.
3.2 Slopes
The slope between the proposed dormitories is about 3 feet high and the slope at the west end of
the western building is about 5 feet high. These slopes were observed to be at an inclination of
2:1 (horizontal:vertical). The overall slope from the western end of the western building to the
sea shore is at an inclination of approximately 5:1. These slopes should remain stable under
normal conditions and proper maintenance.
The proposed parking area north of Mountain View Drive contains a 10 to 15 feet high slope
overlooking the railroad. This slope ranges in steepness from VAA to 2:1 (horizontal:vertical).
Although it appears to have performed well over the years, this slope contains erosion gullies and
it is too steep for long-term surficial stability. We recommend to provide a set back of at least 8
feet for the parking lot, and to protect the slope from further erosion utilizing erosion mats
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designed for steep slopes. Another alternative is to cut the slope no steeper than 1 Yi:] and
protect it from erosion using native plants. This should be performed under the direction of a
qualified and experienced landscape architect.
3.3 Settlement Evaluation
Foundation settlement, for a given bearing pressure, will depend upon footing size, shape,
embedment depth, and the relative compaction of the fill, in addition to other factors. The
following footing settlements have been estimated for an allowable vertical bearing pressure of
2000 pounds per square foot (psf), an embedment depth of 18 inches, founded on at least 1V2 feet
of new fill compacted to 92% relative compaction.
Footing Width Estimated Total
and Tvpe Settlement rinch^
4 ft. square
2 ft. continuous 1/2
In our opinion, the maximum differential settlement between adjacent columns spaced at 30 feet
on centers or bearing walls, with identical footings and supporting similar loads, should not
exceed i4 inch.
3.4 Foundations
Spread column footings and continuous wall footings should be supported on at least 18 inches
of new engineered fill. Building footings may be designed using a net vertical allowable bearing
pressure of 2000 pounds per square foot (psf). This value may be increased by 33 percent for
short term wind or seismic loads.
The recommended minimum footing embedment depth is 18 inches below the lowest adjacent
finished grade for spread column and continuous wall footings. Within the vicinity of a slope,
the footings should be deepened as necessary to obtain a horizontal distance of at least 6 feet
between the outside edge of the footing and the slope face. The recommended minimum wall
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footing width and reinforcement are 18 inches and two No. 5 bars placed at the top and bottom of
the footing, respectively. The recommended minimum column footing dimension is 18 inches
square. The structural engineer should determine the footing embedment, size and reinforcement
based on anticipated loads and differential soil movement.
Adjacent footings founded at different elevations should be located or deepened such that the
slope from bearing level to bearing level is flatter than 1:1 (horizontal:vertical). Footing lateral
loads may be resisted by base fiiction and passive earth pressure. An allowable lateral passive
pressure of 200 psf ft of depth below the lowest adjacent grade or slab-on-grade may be used for
the design of footings placed against properly compacted fill or native undisturbed soils; the
maximum allowable passive pressure is 1500 psf A fiiction coefficient of 0.35 may be used with
the dead load to compute fiiction resistance of footings. The upper 8 inches of soil should be
neglected in passive resistance calculations except for concrete and asphalt paved areas.
3.5 Seismic Design Parameters
Because this site is located in a seismically active Southern California region, we recommend
that, as a minimum, the proposed development be designed in accordance with the requirements
of the 1997 edition of the UBC for Seismic Zone 4. The site is located within the 10 km near-
source seismic zone for the Rose Canyon (offshore) Fault. This fault is a Type B fault with a
maximum credible magnitude of M6.9. We recommend that the soil profile factor of So be used
with the UBC design procedure (Table 16-J). Near source seismic coefficients for acceleration
and velocity, N^ and Ny should be determined from Tables 16-S and 16-T of the UBC for design
purposes.
3.6 Secondary Effects of Seismic Activity
Since no know faults cross or project through the site, it is our opinion that the probability of
ground rupture is low. The blow count recorded during sampling and the absence of shallow
groundwater indicate that the potential for liquefaction is remote. Any liquefaction that might
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Copyright 1999 Kleinfelder, Inc, - All Rights Reserved
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occur in localized areas at depth is not expected to have a significant impact on the new
buildings.
The potential for seismic related settlement is moderate; a few inches of settlement could occur
during a moderate to large seismic event. Because of low slopes, the potential for landsliding
due to seismic activity is remote if the slopes are property maintained. The potential for damage
due to Tsunami is moderate.
The site is situated in a seismically-active region with potentially hazardous faults, but recorded
ground motion to date has been at relatively low levels. Damage as a result of a large earthquake
is expected to be average compared to areas near faults, particularly for modem, well-built two-
story structures.
3.7 Interior Slabs-On-Grade
New slabs should have a similar thickness and reinforcement as the newer buildings on site; the
slab should be at least 4 inches thick. Slabs should contain minimum reinforcement consisting of
No. 3 bars at 18 inches on center, both directions, placed at mid height in the slab. The structural
engineer should determine the final reinforcement based on anticipated loads and seismic
shaking.
A vapor proof barrier should be installed beneath interior floor slab areas. The vapor barrier
should consist of PVC sheeting which is property lapped and sealed and has a minimum
thickness of 8 mils. Two inches of moist clean sand should be placed on the sheeting to decrease
the likelihood of slab curiing. The slab subgrade below the sheeting should be devoid of sharp
gravel, rock particles, or construction debris.
3.8 Subgrade Presoaking
Presoaking of slab subgrade should not be necessary if the soils have been compacted to at least
two percent above optimum and have been prevented from drying during construction. The soil
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moisture should be checked at least 24 hours before placing the PVC sheeting. If drying has
occurred, presoaking should be performed.
3.9 Lateral Earth Pressures and Retaining Walls
Lateral earth pressures behind walls depends primarily on the allowable wall movement, wall
inclination, type of backfill materials, backfill slopes, sm"charges, and any hydrostatic pressure.
We recommend using equivalent fluid presstu-es of 35 and 55 pounds per cubic foot (pcf) for
unrestrained (active, K2) and restrained (at-rest, K^,) vertical walls, respectively. Unrestrained
walls are defined as walls that are anticipated to deflect at the top a distance equal to 0.1 percent
of the wall height. These values assume backfill with on-site soils, no hydrostatic pressure, no
surcharge, and level backfill.
The above values apply for backfill placed between the wall stem and an imaginary plane
inclined at 1:1 (horizontal:vertical) above the edge (heel) of the wall footings. The values also
assume that compaction within four feet of the wall will be performed with light hand-held
equipment or equivalent equipment; the lateral pressiu-es would be higher if heavy equipment is
used for soil compaction adjacent to the walls.
The surcharging effect of adjacent loads on the wall backfill (e.g., fraffic, adjacent footings)
should be included in the wall design. Depending on whether the wall is free to deflect or is
restrained, 35 to 50 percent, respectively, of a maximum surcharge load located within a
horizontal distance equal to the height of the wall should be used in design for lateral earth
pressures. A rectangular pressure distribution should be assumed and added to the triangular
distribution obtained from the above equivalent fluid pressures.
Footing lateral loads may be resisted by base friction and passive earth pressure. An allowable
lateral passive pressure of 200 psf ft of depth below the lowest adjacent grade of slab-on-grade
may be used for the design of footings placed against properly compacted engineered fill or
native undisturbed soils; the maximum allowable passive pressure is 1500 psf A fiiction
coefficient of 0.35 may be used with the dead load to compute fiiction resistance of footings. The
5839R208 , r>
Project No. 58-921201
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KLEINFELDER
upper 8 inches of soil should be neglected in passive resistance calculations except for concrete
or asphalt paved areas.
A maximum allowable vertical bearing pressure of 1500 psf may be used for design of retaining
wall footings.
3.10 Retaining Wall Drainage
Hydrostatic pressure behind retaining walls may be avoided by installing a perimeter drain at the
base of the wall. The base drain should consist of a 4-inch diameter perforated pipe (SDR 35 or
equivalent) leading to a storm drain or other suitable outlet. The pipe should be surrounded by at
least two cubic feet of free draining V*" crushed rock per foot of pipe (for wall up to 4 feet in
height; higher walls will require more crushed rock). The crushed rock should be wrapped with
filter fabric such as Trevira 1114, Mirafi 140 N, Supac 4NP, or approved equivalent.
3.11 Asphaltic Concrete Pavement
The structural design of flexible pavement depends primarily on anticipated traffic conditions,
material of construction, and subgrade soils. Traffic indices in the range of 4 to 5 are anticipated
in parking and circulation driveways, assuming light vehicle traffic. The project Civil Engineer
should determine the design traffic index for various areas.
The results of the laboratory tests performed on samples of silty sand and correlations indicated
an R-Value of 50. To account for the material variation, we suggest an R-value of 30 for design.
We have calculated alternative pavement sections based on the Design Guide for California
Cities and Counties. The following alternatives pavement thicknesses were calculated.
Pavement Component TI = 4 TI = 5
Asphalt Concrete (AC) 4 '/2" 3" 5 '/2" 3" Aggregate Base (AB) o: o: Total Pavement Thicknesses 4 '/z" 7" 5 /2" 9"
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KLEINFELDER
The pavement materials should conform to the requirements set forth by the City of Carlsbad.
The subgrade soils should be moisture conditioned to obtain a moisture content above optimum
and then compacted to at least 92 percent relative compaction. The upper 6 inch of subgrade
soils should be compacted to at least 95 percent relative compaction.
3.12 Fill Placement and Compaction
All fill material should be placed in lifts not thicker than eight inches, moisture conditioned, and
processed as necessary to achieve a uniform moisture content. Each lift should be compacted to
not less than 92 percent relative compaction within the building pads and 90% outside the
building pads using ASTM D1557 as the compaction standard imless indicated otherwise by the
Geotechnical Engineer at the time of construction. Each lift should be compacted before the next
lift is placed. The soil moistiu-e content should be above optimum at the time of compaction; any
fill with a moisture content drier than one percent below optimum should be considered
imacceptable.
3.13 Temporary Construction Slopes
The use of sloped excavations may be applicable where plan dimensions for excavations are not
limited by adjacent structures or improvements. Where consfraints exist, temporary shoring
should be provided to reduce the risk of distress to adjacent improvements. Excavations that
might extend below an imaginary plane inclined at 45 degrees below the edge of an existing
foundation should be property shored to maintain foundation support of the existing structure.
Based upon the soils encountered in the test borings, it is our opinion that sloped temporary
excavations may be made according to the ratios presented in the following table.
TEMPORARY EXCAVATION SLOPES
MAXIMUM DEPTH OF CUT (ft) MAXIMUM SLOPE RATIO fHoriz:vert)
0-3
3-7
Vertical
%:1
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KLEINFELDER
Surcharge loads (e.g. construction equipment, spoil piles, etc.) may influence trench stability and
should be set back from the top edge of the trench a distance greater than the trench depth. Cuts
should not be allowed to become soaked with water or to dry out. The contractor should monitor
and evaluate actual field conditions during and following excavation and provide safe working
conditions in accordance with CAL OSHA requirements.
3.14 Demolition
It is understood that two structures will be demolished to accommodate the construction of the
new dormitories. There is also an abandoned house and a garage to be removed from the
proposed parking area. It is recommended that all abandoned footings, slabs and underground
utilities be removed. Construction debris, including old pavement and soil stockpile from the
parking area, should be hauled off site. Pine trees to a diameter of about 10 inches and eucalyptus
frees to a diameter of 60 inches will require removal from the building area and parking area,
respectively. The excavations should be backfilled with engineered fill. The fill should be placed
in 8-inch loose lifts and compacted to at least 92% relative compaction.
Disturbance to existing subgrade is anticipated during construction. Following demolition, it is
recommended to remove 18 inches of subgrade soil, scarify, add moisture as necessary and
recompact the exposed subgrade before backfilling. The backfill material should be properly
moisture conditioned.
3.15 Overexcavation
Overexcavation below existing grades should be performed to obtain at least 18 inches of newly
compacted fill under building slabs and footings. The pavement subgrade should be
overexcavated by 18 inches as well. The exact amount of overexcavation should be determined
by excavating test pits following building demolition, removal of abandoned utilities, and
clearing of the parking area. The tree areas should be overexcavated by 3 to 5 feet to remove
roots and desiccated soils.
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3.16 Utilities
The site soils, upon satisfactory completion of demolition and backfilling, will be capable of
supporting the planned project utilities. Bedding should have a sand equivalent (SE) of 30 or
greater. The on-site soils may be used for general or common backfill but will need to be
moisture conditioned to facilitate compaction. Puddling or jetting of the site soils is not
recommended. Trench backfill, within the building footprint, should be compacted to at least 92
percent of the maximum dry density as determined by ASTM D1557 unless indicated otherwise
by the Geotechnical Engineer at the time of construction.
3.17 Soil Corrosivity
Sample from Borings K-1 and K-2 at depths of one to three feet were tested for corrosivity
potential. The tests indicated chloride concentrations between 40 and 100 ppm, pH of 6.7 and
7.3 and resisfivities of 7,000 to 12,000 ohm/cm.
Soils with less than 200 ppm of chloride generally have been observed to have a low corrosive
effect on mild grade steel exposed to the subsoil. The results of the resistivity tests indicated a
mildly corrosive soil.
The factors affecting corrosion in soils include aeration, elecfroltyes, electrical factors such as the
variation in potential at various points or areas on the metal, and other factors such as soil types
variation along the pipe, moisture content, different level of compactness, foreign material or
stone in contact with the pipe, and bacterial action. The method of corrosion protection should
consider the foregoing factors, the desired life for the pipe, strength, loads and construction
details. Protective coating such as extruded polyethylene, tape coating, or hot applied tar enamel
have been proven effective in retarding corrosion of steel utilities. Cast or ductile iron pipe,
valve, and fittings are often encased in an 8 mil polyethlene tube or wrap per AWWA Standard.
For critical pipes, we recommend that a corrosion engineer be consulted. We also recommend
that existing pipes be examined to determine their degree of corrositivity.
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3.18 Import Material
Import materials should consist of sandy soils with an expansion index of less than 20.
Maximum particle size should not exceed two inches. Import materials should be approved by
the Geotechnical Engineer prior to their use.
3.19 Site Drainage
Positive drainage should be provided to direct the flow of water away from slopes and buildings.
Adequate provisions should be made to control and limit moisture changes in the subgrade
beneath footings and floor slabs. These may include positive drainage away from building
foundations with a minimum gradient of two percent, landscape planters draining away from
structures, and utility trenches sloping away from the buildings.
We recommend that landscape planters either not be located adjacent to buildings and pavement
areas or be property drained to area drains. Roof water should be directed to fall on hardscape
areas sloping to an area drain or roof gutters and downspouts should be installed. Drought
resistant plants and minimum watering are recommended for planters immediately adjacent to
structures. We recommend the use of drought resistant vegetation and minimal watering to
maintain plant life. Irrigation should be water conservative, uniform and established early to
minimize moisture variation. Once the building footings and slab have been cast, the soils within
6 feet of the building perimeter should not be allowed to dry out. Inigation of planters should be
designed to maintain a uniform moisture content of the soil below foundation level.
3.20 Construction Observation and Testing
The Geotechnical Engineer should observe the site conditions following demolition and prior to
any backfilling of excavations. Subgrade preparation, overexcavation and placement of
engineered fill should be performed under the observation and testing service of the Geotechnical
Engineer. Tests should be taken to determine the in-place moisture and density of the engineered
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fill. Excavations should be observed by the Geotechnical Engineer, and the stability of temporary
and permanent slopes assessed, as necessary.
All footing excavations and slab subgrade soils should be observed by the Geotechnical Engineer
prior to placement of steel and concrete to verify that the subgrade is satisfactory and that
excavations are free of soft fill or loose and disturbed soils. Pavement subgrade preparation,
aggregate base placement and asphalt laydown should also be observed and tested by he
Geotechnical Engineer or his representative.
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4. CLOSURE
The geotechnical findings, conclusions, and recommendations of this report were based upon our
observations and evaluation of the exposed surface conditions, observations within test borings
and laboratory testing. The soil conditions on the subject site have only been determined at the
specific boring locations. Conditions between or beyond the borings may vary, and interpolation
or extrapolation of the results may not be appropriate.
The nature and extent of variations between the borings may not become evident until the time of
construction. Should variations become evident, the Geotechnical Engineer should be promptly
informed, and the recommendations presented should be re-evaluated in light of the additional
information. Should the nature, design, or location of the proposed improvements change from
those described in this report, the conclusions and recommendations should be reviewed, and
modified as required.
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BORING LOCATION MAP
APPENDIX A
FIELD EXPLORATION
Id KLEINFELDER
APPENDIX A
FIELD EXPLORATION
The field exploration consisted of site reconnaissance and drilling four 9-inch diameter hollow
stem auger borings to a maximum depth of 51 feet. The borings were drilled by Spectrum
Exploration, Inc., of Huntington Beach on August 27, 1999.
Sampling
Relatively imdisturbed samples, standard penetration test (SPT) and bulk soil samples were
obtained at various depths in the different strata. The relatively imdisturbed samples were
obtained using a split-barrel sampler with a 3.0-inch outside diameter containing 12 brass rings,
each 1-inch long with a 2.4-inch inside diameter. The sampler was driven into the bottom of the
boring using a 140 poimd hammer, free falling 30 inches.
Standard Penefration Tests were performed using an unlined split spoon at the depths indicated
on the boring logs. The blow coimt for the last 12 inches of penefration using a 140 pound
hammer free falling 30 inches is shown on the Logs of Borings.
A portion of each split-barrel sample was retained in a waterproof plastic container. Small
samples from the Standard Penefration Tests and bulk samples were placed in polyethylene
plastic bags for shipment to the laboratory.
Logs of Borings
A representative from our office logged the borings using the samples retrieved and cuttings
from the borings. The borings were located by rough measurement and pacing from fixed
references. The Boring Location Map shows the approximate locations.
Summaries of the soil conditions encountered are presented on the logs contained in the
following pages. The Explanation of Logs defines the terms and symbols used. These summaries
5839R208 A 1
Project No, 58-921201
Copyright 1999 Kleinfelder, Inc. - All Rights Reserved
KLEINFELDER
include the material description, blow coimt, sampler penetration, moisture content, dry unit
weight, and other pertinent field and laboratory data.
Geotechnical descriptions and classifications, which are shown on the boring logs, are in general
accordance with the criteria of the ASTM Soil Classification System and accepted bedrock
terminology. The relationships provide a correlation between Standard Penetration Testing (SPT)
blow counts and relative density or consistency.
Stratification lines on the logs represent the approximate boundary between predominant
material types. The sfrata may actually contain minor layers of differing soil types and the
transition between sfrata may be gradual. The logs show subsurface conditions at the dates and
locations indicated, and it is not warranted that they are representative of subsurface conditions at
other locations and times.
5839R208 A 9 Project No. 58-921201 ^'•^
Copyright 1999 Kleinfelder, Inc. - All Rights Reserved
Date Drilled:
Drilled By:
Drilling Method:
Logged By:
Water Depth:
Date Measured:
Reference Elevation:
Datum:
c o
> «> Q.
v w V
ex E o m
a.
e
o
'4
O
U
o. o
C3
GEOTECHNICAL DESCRIPTION
AND
CUSSinCATION
c
O O 2U
o c o
•olS
<i—
108 10
(1)
10-
(2)
12
(3) (4) (5) (6) (6)
OS, SE
GS
(7)
NOTES ON FIELD INVESTIGATION
SAMPLE
Split Spoon
Drive Sample
Bulk SompI*
Tub* Sompl*
Graphical reprcMntaCon of sample type os sho»n bcle».
Standard Penetration Test Sample (SPT)
CoSfomia Somptc (Cal) 'a OMoined bjr codecBng cuttings in o plostic bog
Shefcy/Pitcher Tube Sample "HID "El
2.
3.
SAMPLE NO. - San^ple Number
BLOWS/FT - Number of blon required to odvonce sampler 1 foot (unless o lesser dutonee is specified).
Samplers in generol were driven into the soi at t^e bottom of HM hole aith a standard (140 lb) hammer dropping o standard JO inches.
Drive samples collected 'm buchel auger borings may be obtained by dropping non-stondord weight from voriable heights.
When 0 SPT sampler is used the blow count conforms to ASTM D-t986.
SCR/RQD - Sample Core Recoveiy (SCR) 'm percent (X) ond Rock OuoOy Designation (ROD) in percent (X). ROD is defined as the
percentoge of core in each run vhiai the spodng between natural frodurss is greater then 4 inches. UeciMnical breaks of Ihe core
ore not considered.
GRAPHIC LOC - Standard symbols for soil ond rock types, as shown on plate A-lb.
GEOTECHNICAL OESCWTKM
Soa - SoU dossifications ore boeed on the United Soi Oossificatjon Sfl^am per ASTU D-2987, and designatians include eonsisteney, moisture,
color and other modifiers. Tiold descriptions hove been modVied to reflect results of loboroteiy enolyses where deemed appropriate.
Rock - Rock dossificotions 9ei>eco>y include a rock type, color, moislurs, mineral constituents, degree of weuHteiing. alteratien. and
the mechanical properties of lt«e reek. Fabric, ineotions, bedding spacing, foSafions, and degree of cenMntotien ore also presented
Description of soil origin or rock formation is placed in brockets ot the beginning of the description where oppCcoMe, for example. Residual Sol.
6. DRY DENSITY. MOISTURE CONTEhfT: As estimated by laborotoiy or field tesUng.
7. AOOmONAL TESTS - (Indicotes sample tested for properties other than the above):
MAX - Uoximum Dry Density SG - SpeeiTic Gravity PP - Pocket Penetrometer
GS - Groin Size Distribution HA - Hydrometer Analysis WA - Wash Analysis
SE - Sand Equivalent AL - Atterberg Limits OS - Direct Sheer
El - Expansion bidei RV - R-Vokte CP - Colopse Potential
CHEX - Sulfate ond Chloride Content. pH, Reeistivity CN - Consoidation UC - UnconHned Compression
PW - Permeability CU - Consotdotion Undrained Trioxiol T - Torvone
iM - UnconsoSdoted Undroined Trioxiol CO - Consolideted Oroinod Trioxial
8. AmrUDES - Orientation of rock dtocontinuity observed in bucket ouger boring or rock cors, expressed in strike/dip and dv ongic,
respectively, preeeeded by o orte-letter symbol denoting nature of Asconlinuity as shown bctow.
B: Bedding Pkine J: Jointing C: Contact F: Fault S: Shear
KLEINFELDER EXPLANATION OF LOGS
PtAIE
A-3a
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487)
PRIMARY DIVISIONS GROUP SYMBOLS
cw
SECONDARY DIVISIONS
wcLL ORAD€0 ouvn^. »uvtL-s»xo Kimjurs. UTTLE O« NO riNts
POOW.Y aRADCD (auvtis w CIUVO.-SAW UIITTURES. UTUE O« NO riNEs
SILTY GRAVELS. GRAVEL-SAND-SILT UIXTURES
CLAYEV CRAVEU. CRAVEL-SAND-ClAY Mim/RES
miCRAOED SANDS. GRAVELLY SANDS. UTTLE OR NO HNES
POORLY CRAPED SANDS OW GRAVELLY SANOS. L^TLE OR NO nNES
SK.TY SANDS, SAND-SILT IrBYTURES
Cl>YEY SANDS. SAND-CLAY UIXTURES
ORGANIC SILTS AND ORGANIC SILT-CIAYS OF LOW PLASTIOTY
SS^^ESSTC'SLTI^^"^ °^ WTOMACEOUS nNE SANDS OR
WORCAHC CLAYS or WCH PlASnOTY, fAT CLAYS
OIKMK CLAYS Of MEDIUM TO teCH PLASTICtTY, ORGANIC SILTS
PEAT, MUCK AND OTWER WCHLY ORGAKOC SOILS
CONSISTENCY CRITERIA BASED ON FIELD TESTS
RELATIVE C >£>«Tr - COARSE - OWN SOIL ^IJSir^ TORVANE POCKET -
PENETWJMETER • NUMBER Of BLOWS
1 RELATIVE
1 Ot>ISITY SPT .
U blow»/«) REUTNE
DCNSTY (X) CONSISTENCY SPT (# blon/n)
UNDRAINED
SHEAR
STRENGTH (tof)
UNCONflNEO
COUPRESSIVt
STRENGTH (t*0
OF 140 POUND HAMMER
TALUNC 30 INCHES
TO DRIVE A 2 INCH 0.0.
(I 3/8 »»CH 1.0.) SPUT BARREL SAMPUR
(ASTM-1S86 STANDARD
PENETRATION ItST)
UMCOHFINEO
COMPRESSIVC SntCNGTM M
TDNS/sorr.
REAO FROM POCKET
PENETROMETER
j Very LOOM <4 0 - IS Very Soft <2 <0.13 <0.25
OF 140 POUND HAMMER
TALUNC 30 INCHES
TO DRIVE A 2 INCH 0.0.
(I 3/8 »»CH 1.0.) SPUT BARREL SAMPUR
(ASTM-1S86 STANDARD
PENETRATION ItST)
UMCOHFINEO
COMPRESSIVC SntCNGTM M
TDNS/sorr.
REAO FROM POCKET
PENETROMETER
1 Loose 4-10 15-35 Soft 2 - * 0.13 - 0.25 0.25 - 0.5
OF 140 POUND HAMMER
TALUNC 30 INCHES
TO DRIVE A 2 INCH 0.0.
(I 3/8 »»CH 1.0.) SPUT BARREL SAMPUR
(ASTM-1S86 STANDARD
PENETRATION ItST)
UMCOHFINEO
COMPRESSIVC SntCNGTM M
TDNS/sorr.
REAO FROM POCKET
PENETROMETER
j Medium Dense 10-30 35-65 Medium Stiff 4-8 0.25 - 0.5 0.5 - 1.0
OF 140 POUND HAMMER
TALUNC 30 INCHES
TO DRIVE A 2 INCH 0.0.
(I 3/8 »»CH 1.0.) SPUT BARREL SAMPUR
(ASTM-1S86 STANDARD
PENETRATION ItST)
UMCOHFINEO
COMPRESSIVC SntCNGTM M
TDNS/sorr.
REAO FROM POCKET
PENETROMETER
1 Dense
1 Ve/y Denee
30-50
>S0
65-85
85-100
Stiff
Very Stiff
Hard
8-15
15-30
>30
0.5 - 1.0
1.0 - 2.0
>2.0
1.0 - 2.0
2.0 - 4.0
>4.0
OF 140 POUND HAMMER
TALUNC 30 INCHES
TO DRIVE A 2 INCH 0.0.
(I 3/8 »»CH 1.0.) SPUT BARREL SAMPUR
(ASTM-1S86 STANDARD
PENETRATION ItST)
UMCOHFINEO
COMPRESSIVC SntCNGTM M
TDNS/sorr.
REAO FROM POCKET
PENETROMETER
MOISTURE CONTENT
1 DCSCR«>TI0N FIELD TEST
1 Absence of moleture, dusty, dry to the touch
1 Moist Damp but no visible voter
1 Wet Vieible free woter, usually toil it b«lo> water table
CEMENTATION
DESCRIPTION FIELD TEST
Wtolily CfumWes or breaks with handCng or tfight finjer preseurt
Moderattly Crumblet or brMki with conaideroble rmger preeture
Strongly Will not crumble or break wfth Hnger pressure
KLEINFELDER EXPLANATION OF LOGS
PLATE
A-3b
Date Drilled:
Drilled By:
Drilling Method:
Logged By:
8/27/99
SPECTRUM
HOLLOW STEM AUGER 9"
JBR
Water Depth: (feet)
Date Measured:
Reference Elevation: 45 (feet)
Datum: MSL
c o
01 01
\^
n jz > +-01 Q. — 01 LU O
Me-
at +• •t- o c o
D
o \ O (fl 3 3 O O — — J3 rn w
Q.
m
SOIL DESCRIPTION
AND
CLASSmCATION
.V
\^
0) L. 3 C +- 0) W •*-- c o o n. cj
fO
'+•
_ 01
T3
T3
-35- 10-
-30- 15-
-25- 20 —
140#
18
27
29
38
spt
47
FILL
Grass cover 3" Fine Silty Sand (SM), moist, loose to medium dense, dark brown
Mediimi dense, orange brown.
Small rootlets, mediimi dense, orange brown.
TERRACE DEPOSITS
Poorly graded Sand with Silt (SP-SM), medium dense, dry to moist, greyish white. ' ^
Dense.
END OF BORING AT 21 1/2 FEET NO GROUM)WATER ENCOUNTERED HOLE BACKFILLED AND TAMPED
KLEINFELDER
PROJECT NO. 58-921201
BUILDING ADDITION
109
121
8.2
9.1
110 9.9
101 4.5
4.8
ARMY AND NAVY ACADEMY, CARLSBAD
LOG OF BORING K-1
WA GS
CN DS
CHEM
WA GS
WAGS
PLATE
A-4
Explanation Of Logs On Plates A-3a & A-3b
Date Drilled:
Drilled By:
Drilling Method:
Logged By:
8/27/99
SPECTRUM
HOLLOW STEM AUGER 9"
JBR
Water Depth: (feet)
Date Measured:
Reference Elevation: 50 (feet)
Datum: MSL
£
SOIL DESCRIPTION
AND
CLASSmCATION
.c
0)
c SI
3) L. a
•v
\^
01 L •»-3 C 01 0> — c o o
2= U
in
+•
._ 0)
T3
5-
10-
2 36
-35- 15-
-30- 20-
-25- 25-
-20- 30-
28
mx "
Grass cover 3"
Fine Silty Sand (SM), dry, loose to medium dense, orange
Rqo_tlets,_ mediumdense^ orange_ brown.
TERRACE DEPOSITS Fine Silty.Sand (SM) medium dense, slightly cemented
dry to moist, orange brown.
116 3.9
Sd?X?b?ow^r '"^^ very stiff, moist, grey
st^ grey ^ (CL) interbedded with Clayey Sand (SC), very
Msf!^ gr^. ^'"^ "^'^"^^ dry
KLEINFELDER
PROJECT NO. 58-921201
104 5.2
103 3.9
104 23.6
1.9
96
BUILDING ADDITION
ARMY AND NAVY ACADEMY, CARLSBAD
LOG OF BORING K-2
WA GS
CHEM
WAGS
WA
PLATE
A-5a
Explanation Of Logs On Plates A-3a & A-3b
c o
(0 SL
> -1-0) a — u LU a
01
Q. E (0 (D
(A •t- O C O 3 H-O \ U U) 3 3 O O — — J3 CD
a
c
SOIL DESCRIPTION
AND
CLASSmCATION
(Continued From Previous Page)
r.
0)
L Q
•V
01 L •»-3 C +- W in — c o o
(0
_ 01
•D •D
--15- 35
--10- 40-
--5- 45-10
-0- 50-11
spt
28
spt
35
spt
39
72
Medium dense.
Coarse Sand or Gravel lense at 38 feet, minor seepage
Poorly graded Sand with Silt (SP-SM), lenses, layers and wedges of lean clay, grey clay and white sand, medium dense and stiff.
BEDROCK Sandy Siltstone, lenses and laminations of fme sand, brittle, hard, olive grey.
Sandstone Inteibeds, whitish grey, slightly cemented.
END OF BORING AT 21 FEET SEEPAGE ENCOUNTERED AT 38 FEET HOLE BACKFILLED AND TAMPED
114
4.8
20.4
25.5
10.6
18.5
KLEINFELDER
PROJECT NO. 58-921201
BUILDING ADDITION
ARMY AND NAVY ACADEMY, CARLSBAD
LOG OF BORING K-2
PLATE
A-5b
Explanation Of Logs On Plates A-3a & A-3b
Date Drilled:
Drilled By:
Drilling Method:
Logged By:
8/27/99
SPECTRUM
HOLLOW STEM AUGER 9"
JBR
Water Depth: (feet)
Date Measured:
Reference Elevation: 47 (feet)
Datum: MSL
c o
> 01 Q. — QJ UJ a
»n -1-•t- o c o 3 o \ u m 3 3 O O — — n to ^
0)
o
a. m
{.
SOIL DESCRIPTION
AND
CLASSIFICATION
.c
0)
Jl L a
.V
0) L 3 C •t- 01 in - c o o z: u
tn
01
TJ <E
140#
9
--45-
25
--40-
10-
-35-
15-
-30-
20-
37
35
24
FELL Grass cover 3" Fine Silty Sand (SM), moist, loose to medium dense, reddish brown
Rootlets, medium dense, orange brown.
TERRACE DEPOSITS
Poorly graded Sand with Silt (SP-SM), medium dense, moist, reddish brown.
Fine Silty Sand (SM), medium dense, slightly cemented, mottled grey and orange brown.
Lean Clay with Sand (CL), stiff, moist, mottled grey and brown.
Poorly graded Sand with Silt (SP-SM), medium dense, dry to moist, light grey.
END OF BORING AT 21 FEET NO GROUNDWATER ENCOUNTERED HOLE BACKFILLED AND TAMPED
5.8
113 3.5
114 7.5
115 11.5
21.6
104 3.1
WAGS
WAGS
KLEINFELDER
PROJECT NO. 58-921201
BUILDING ADDITION
ARMY AND NAVY ACADEMY, CARLSBAD
LOG OF BORING K-3
PLATE
A-6
Explanation Of Logs On Plates A-3a & A-3b
Date Drilled:
Drilled By:
Drilling Method:
Logged By:
8/27/99
SPECTRUM
HOLLOW STEM AUGER 9"
JBR
Water Depth: (feet)
Date Measured:
Reference Elevation: 39 (feet)
Datum: MSL
C Q> o «^
— w
n jc > +-0) a
— 01
I a
tn -»-•t- o c o 3 o \ u tn 3 3 O O — — .D CD ^
0. to t-
SOIL DESCRIPTION
AND
CLASSfflCATION
0)
1^
.V
01 L ••-3 C +- 01 in -•-~ c o o
10
•o'-
T3
140#
13
-35-
42
-30-
10-spt
26
FILL
Asphalt Concrete cover 1/2" .
Fine Silty Sand (SM), dry to moist, loose to medium dense,
orange brown
3.4 WAGS
TERRACE DEPOSITS
Silty Sand (SM), medium dense, slightly cemented,
rootlets, orange brown.
116 5.7 WAGS
4.8
END OF BORING AT 11 1/2 FEET NO GROUNDWATER ENCOUNTERED HOLE BACKFILLED AND TAMPED
1^ KLEINFELDER
PROJECT NO. 58-921201
BUILDING ADDITION
ARMY AND NAVY ACADEMY, CARLSBAD
LOG OF BORING K-4
PLATE
A-7
Explanation Of Logs On Plates A-3a & A-3b
APPENDIX B
LABORATORY TESTING
KLEINFELDER
APPENDIX B
LABORATORY TESTING
The laboratory test program is designed to provide additional information on the engineering
properties of the soils encountered at the site during the field exploration program. The tests were
performed in general conformance with the current ASTM or California Department of
Transportation (Caltrans) standards. Details of the laboratory test procedures and the individual
test results are presented in the following pages.
Moisture Content and Unit Weight
The field moisture content and dry unit weight are determined for relatively undisturbed soil
samples obtained during field exploration. The field moisture content is obtained by methods
described in ASTM Test Method D2216. In place dry unit weight is computed using the net
weight of the entire relatively undisturbed sample. The field moisture content and in place dry
unit weight results are tabulated along the right side of each log.
Relatively undisturbed samples are visually evaluated and then classified per the ASTM Soil
Classification System. In addition, the undrained shear strength of cohesive soil samples is
estimated using a pocket penetrometer.
Particle Size Distribution
The distribution of particle sizes for a soil sample is determined by procedures described by
ASTM Test Method D411. The distribution of particle sizes retained on the No. 200 sieve is
determined by sieving, and the distribution of particle sizes passing the No. 200 sieve is
determined by a sedimentation process using a hydrometer. The results of particle size analysis
are graphically presented on the Grain Size Distribution accompanying this appendix.
5839R208 D i
Project No. 58-921201 °'^
Copyright 1996 Kleinfelder. Inc. - All Rights Reserved
KLEINFELDER
No. 200 Sieve Wash
The amount of fines in selected samples was determined by washing the samples through a
Number 200 sieve in accordance with ASTM Dl 140. The results of Number 200 sieve wash are
presented in Table B-1.
TABLE B-1
#200 SIEVE WASH TEST
BORING NO. DEPTH (ft) PERCENTAGE PASSING
#200 SIEVE
K-1 2 19
K-1 5 19
K-1 15 3
K-2 1 24
K-2 15 18
K-3 20 76
K-3 1 23
K-3 5 19
K-4 1 26
K-4 5 27
Corrosivity Testing
The potential for soils to adversely affect foundation elements or utilities (concrete and metal
elements) can be evaluated fi-om the results of soluble sulfate content, chloride content, pH and
resistivity tests. The tests are performed on soils that may become in contact with foundations
and/or utilities.
The potential for deterioration of Portland cement concrete in contact with soils requires
knowledge of the concentration of sulfate ions. The concentrations of water soluble sulfate ions
was determined in accordance with a turbidity procedure, EPA test method 375.4/9038.
5839R208
Project No. 58-921201
Copyright 1996 Kleinfelder, Inc. - All Rights Reserved
B-2
KLEINFELDER
The corrosivity of mild grade steel is affected by the chloride content of soils. The concentration
of chloride was determined by titration with mercuric nitrate in the presence of mixed
diphenycarbazone - bromophenol blue indicator, EPA test method 325.3/9252
Soil pH is a measure of acidity/alkalinity of the soil. Sometimes, and in the absence of other
factors, soils with a neutral pH (between 5 and 8) are not particularly aggressive, whereas soils
with a pH range lower than five tend to be more corrosive to metals. The pH was determined
electrometrically using a combination electrode which is calibrated using a series of standard
solutions of known pH in accordance with EPA test method 9040/150.1.
The resistivity tests are used for estimating the salt (sulfate and chloride) content of the soils and
waters, and for determining the necessity for further analysis for sulfate and chloride content.
Electrolytic conductivity is a measure of the ability of a solution to carry an electric current.
Also called specific conductance, it is defined as the reciprocal of the resistance in ohms of a 1
CM cube of the liquid at a specified temperature. The specific conductance was measured on a
1:5 water extract be use of a self-contained conductivity meter in accordance with EPA test
method 120.1. The results of tests performed on a sample of Borings K-1 and K-2 at a depth of 1
to 3 feet are summarized in the following table.
Component Analyzed Method Unit K-1 K-2
Sulfate (SOJ** 375.4/9038 Mg/kg 65 120
Chloride Cl** 325.3/9252 Mg/kg 45 78
PH* 9040/150.1 PHUnit 7.3 6.7
Resistivity** 120.1 Q-cm 11300 7090
**Analyzed on a 1:5 water extract
Direct Shear Tests
Direct shear tests are performed on relatively "undisturbed" or remolded samples to determine
the shear strengths of representative material types. The apparatus used in direct shear testing is
5839R208
Project No. 58-921201
Copyright 1996 Kleinfelder, Inc. - All Rights Reserved
B-3
KLEINFELDER
in general conformance with the requirements outlined in ASTM Test Method D3080. The test
specimens are 2.4 inches in diameter, one inch in height, and are subjected to single shear along a
plane at mid-height. The samples were sheared at a constant rate of strain of 0.04 inches per
minute.
The results of several direct shear tests for a selected soil type are usually plotted as peak shear
strength versus applied normal stress, and a best-fit straight line through the plotted points is
computed. The shear strength is described as the slope of the best-fit line, reported as the fiiction
angle (<}>), and the cohesion intercept, reported as the cohesion (C). The shear strength results are
presented in a graphic form with this appendix.
Consolidation Tests
The consolidation or volume reduction, of either "undisturbed" or remolded samples under
applied stress is determined in general conformance with procedures outlined in ASTM D2435
test method. The procedures utilize an apparatus that restricts volume change to one dimension,
with a test specimen of 2.4 inches in diameter and one inch in height. The stress is applied
incrementally, and the sample is permitted to consolidate under each stress increment until the
change in sample thickness is less than 0.0001 inches over a two-hour period. Time readings for
selected load increments are obtained when the sample is soaked. Hydroconsolidation and
expansion characteristics are also evaluated by monitoring the change in volume with the
addition of water while confined under a constant normal stress.
The results of consolidation testing are presented graphically in this appendix.
5839R208 D A
Project No. 58-921201
Copyright 1996 Kleinfelder, Inc. - All Rights Reserved
.V
z
H <C CU i-
u
H I-
Q: LU z>
PRESSURE - ksf
Boring K-1
Depth, ft 2.0 ft
Description SILTY SAND (SIVI)
Dry Unit Weight, pcf 103
Moisture Content, % 10.6
Water Added At, Icsf 2.5
KLEINFELDER
PROJECT NO. 58-921201
BUILDING ADDITION
Army and Navy Academy, Carlsbad
CONSOLIDATION TEST
PLATE
B-4
to
V) UJ
a:
4.0
3.5
3.0
2.5
2.0
UJ X
1.0
0.5
0.0
0.0 0.5 1.0 1.5 2.0 2.5
NORMAL STRESS - ksf
3.0 3.5 4.0
Test type controlled - strain test
Rate of shear - in/min 0.04
Boring K-1
Depth - ft 2.0
Friction Angle - deg 25
Cohesion - ksf 0.39
Description SILTY SAND (SM)
Classiflcation SM
KLEINFELDER
PROJECT NO. 58-921201
BUILDING ADDITION
Army and Navy Academy, Carlsbad
DIRECT SHEAR TEST
PLATE
B-5
SIEVE ANALYSIS HYDROMETER
1.5" 3/4"
U.S. STANDARD SIE^E SIZES
n6 #30 #60 #100 #200
J— I —L.
a 111
H
<i:
UJ
UJ u a:
UJ
Q.
o
1 0.1
GRAIN SIZE (mm)
0.01 0.001
GRAVEL SAND SILT CLAY coarse fine coarse medium flne SILT CLAY
Symbol Boring Depth (ft) Description Moisture (%)
• K-1 2.0 SILTY SAND (SM) 8.2
SI K-1 15.0 POORLY GRADED SAND (SP) 4.5
A K-2 1.0 SILTY SAND (SM) 2.5
KLEINFELDER
PROJECT NO. 58-921201
BUILDING ADDITION
Army and Navy Academy, Carlsbad
GRAIN SIZE DISTRIBUTION
PLATE
B-6
SIEVE ANALYSIS HYDROMETER
1.5" 3/4
U.S. STANDARD SIEVE SIZES
#16 #30 #60 #100 #200
a
UJ
UJ
UJ u or
UJ
I-o
1 0.1
GRAIN SIZE (mm)
0.01 0.001
GRAVEL SAND SILT CLAY coarse fine coarse medium fine SILT CLAY
Symbol Boring Depth (ft) Description Moisture (%)
• K-2 5.0 SILTY SAND (SM) 3.9
SI K-3 1.0 SILTY SAND (SM) 5.8
A K-4 1.0 SILTY SAND (SM) 3.4
KLEINFELDER
PROJECT NO. 58-921201
BUILDING ADDITION
Army and Navy Academy, Carlsbad
GRAIN SIZE DISTRIBUTION
PLATE
B-7
SIEVE ANALYSIS HYDROMETER
U.S. STANDARD SIEVE SIZES
#10 #16 #30 #60 #100 #200
I ... I.
1 0.1
GRAIN SIZE (mm)
0.01
Symbol Boring Depth (ft) Description Moisture (%)
• K-4 5.0 SILTY SAND (SM) 5.7
0.001
GRAVEL SAND SILT CLAY coarse fine coarse medium fine SILT CLAY
BUILDING ADDITION PLATE
HQ KLEINFELDER Army and Navy Academy, Carlsbad
GRAIN SIZE DISTRIBUTION B-8 GRAIN SIZE DISTRIBUTION B-8
PROJECT NO. 58-921201
APPENDIX C
RESULTS OF SOIL TOXICITY TESTING
KLEINFELDER
APPENDIX C
RESULTS OF SOIL TOXICITY TESTING
Soil samples were collected at approximately 6 to 14 inches below ground surface from three
locations at the subject site. Sample B-1 was collected 5 feet northeast of Boring K-1, Sample B-2,
9 '/2 feet from Boring K-2 and Sample B-3, 10 feet southeast from Boring K-3. Undisturbed soil
samples were collected in brass sleeves, using a hand auger sampling system. After collection,
sampling sleeve ends were sealed with Teflon sheets and plastic end caps, and placed in an iced
cooler. Samples were transported under chain of custody to a State of California certified
laboratory. Soil samples were analyzed at the laboratory for the presence of the following
suspected contaminants:
• Metals (U.S. EPA Methods 6010A, 7196A, and 7471A),
• Organochlorine Pesticides (U.S. EPA Method 8081 A), and
• Chlorinated Herbicides (U.S. EPA Method 8151 A).
Table C-1 summarizes the results of the aforementioned laboratory analyses. Several metals
(barium, chromium, copper, mercury, and zinc) were detected at levels below the applicable
regulatory threshold values in soil samples collected at the subject site. The only organochlorine
pesticide identified (chlordane), was detected below the applicable regulatory threshold level.
No chlorinated herbicides were detected in soil samples collected at the subject site. Detailed
laboratory results and chain of custody records are presented in the following page of this
Appendix C.
Two metals (lead and vanadium) were detected at levels above their respective Califomia Code
of Regulations, Title 22, Soluble Threshold Limit Concentrations (STLCs). The STLC applies
only to the soluble fraction of detected compounds. The laboratory results documented in Table
C-1 represent the total (i.e., soluble and non-soluble) fractions of detected compounds.
Therefore, lead and vandium levels were compared to industry-accepted guideline values (i.e.,
ten times the STLC) to assess whether the detected concentrations indicate a potential for the
soluble fraction of the detected metals to exceed their respective STLC. As shown on Table C-1,
5839R208 p i
Project No. 58-921201 ^'^
Copynght 1999 Kleinfelder. Inc. - All Rights Reserved
KLEINFELDER
detected levels of lead and vanadium were less than their respective " ten times STLC" guideline
values.
Based on the results of soil sampling and analytical activities, no fiirther sampling or chemical
analysis of site soils is warranted at this time. Soils will be overexcavated and replaced as
engineered fill during construction. If any signs of contaminant are apparent, we should be
contacted to determine if additional sampling and testing are necessary. This study was
performed only for the proposed building additions for the on-site soils.
TABLE C-1
ANALYTICAL RESULTS
Constituents Analyzed
Concentration (mg/kg) Detection
Limit
Regulatory
Threshold (2) (3) (4) (5) (6)
Regulatory Guideline Constituents Analyzed B-1 B-2 B-3
Detection
Limit
Regulatory
Threshold (2) (3) (4) (5) (6)
Regulatory Guideline
Metals (U.S. EPA Methods 601 OA,
7196A,and7471A)
Barium 32.3 30 43.1 5 10,000/100 TTLC/STLC
Chromium 25 24.2 25.7 5 500/560/5 TTLQSTLC/U.S. EPA TCLP
Copper 7.03 11.8 11.9 5 2,500/25 TTLC/STLC
Lead ND ND 13.9 5 1,000/5/50 TTLC/STLQIO times STLC
Mercury 0.152 ND 0.13 0.1 20/0,2 TTLC/STLC
Vanadium 29.8 28.4 23.6 5 2,400/24/240 TTLQSTLaiO times STLC
Zinc 18.9 19.5 44.8 5 5,000/250 TTLQSTLC
Organochlorine Pesticides (U.S. EPA Method
8081A)
Chlordane ND ND 1.22 0.2 1.6 U.S. EPA Region IX
Residential PRO
All Remaining Analytes ND ND ND 0.05 NA
Chlorinated Herbicides (U.S. EPA Method
8151A)
All Analytes ND ND ND 0.05 - 167 NA
Notes:
(1)
(2)
(3)
(4)
(5)
(6)
Concentrations are reported as milligrams of constituent per
kilogram of soil (mg/kg).
TTLC = Califomia Code of Regulations, Title 22, Total Threshold
Limit Concentration
STLC = Califomia Code of Regulations, Title 22, Soluble
Threshold Limit Concentration.
Ten times STLC = Industry -accepted guideline to assess whether the soluble
component of a detected compound has the potential to exceed STLC.
U.S. EPA TCLP = U.S. Environmental Protection Agency Toxicity Characteristics
Leaching Procedure.
U.S. EPA Region IX PRO = U.S. Environmental Protection Agency, Region IX,
Preliminary Remedial Goals for Residential Soils.
5839R208
Project No. 58-921201
Copynght 1999 Kleinfelder, Inc. - All Rights Reserved
C-2
Enviro - Chem, Inc.
1214 E. Lexington Avenue, Pomona. CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
Date: September 9, 1999
Mr. Peter Hayden
Kleinfelder
1370 Valley Vista Drive
Suite 150
Diamond Bar, CA 91765
Tel(909) 3 96-0335 Fax(909)3 96-1324
Project #: 58-921201
Proj ect Name: Army & Navy Academy
Enviro-Chem LAB I.D.: 990831-1 to -3
Dear Mr. Hayden:
The analytical results for the soil samples, received by our
laboratory on August 31, 1999, are attached. All samples were
received chilled, intact and accompanying chain of custody.
Enviro-Chem appreciates the opportunity to provide you and your
company this and other services. Please do not hesitate to call Mr.
John Ackerman, our Customer Service Specialist, or myself, if you
have any questions.
Sincerely,
Curtis Desilets
Laboratory Directq
Chen-Chou Su
Laboratory Manager
Enviro - Chem, Inc.
1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
LABORATORY REPORT
CUSTOMER: Kleinfelder
1370 Valley Vista Drive, Suite 150
Diamond Bar, CA 91765
Tel(909)396-0335
58-9016-02-001 PROJECT #:
MATRIX :££2IL
DATE SAMPLED:08/27/99
REPORT rn-.r^ir. PF.TER HAYDEN
Fax(909)396-1324
PROJECT NAME: Army & Navy Academy
DATE SAMPLES RECEIVED:08/31/99
DATE ANALYZED:09/01/99
DATE REPORTED:09/09/99
SAMPLE I.D.: B-1 LAB I •D.: 990831-3
TOTAL THRESHOLD LIMIT CONCENTRATION ANALYSIS, UNIT: MG/KG (PPM)
ELEMENT SAMPLE TTLC STLC EPA
ANALYZED RESULT PQL LIMIT LIMIT METHOD
Antimony(Sb) ND 10 500 15 6010A
Arsenic(As) ND 5 500 5 . 0 6010A
Barium(Ba) 32.3 5 10,000 100 6010A
Beryllium(Be) ND 0 . 5 75 0 . 75 6010A
Cadmium(Cd) ND 0 . 5 100 1. 0 6010A
Chromium(Cr) 25 . 0 5 2,500 560/5@ 6010A
Chromium VI (Cr6) 0 .1 500 5 . 0 7196A
Cobalt(Co) ND 5 8,000 80 6010A
Copper(Cu) 7.03 5 2, 500 25 6010A
Lead(Pb) ND 5 1,000 5 . 0 6010A
Mercury(Hg) 0 .152 0 .1 20 0.2 7471A
Molybdenum(Mo) ND 5 3, 500 350 6010A
Nickel(Ni) ND 5 2, 000 20 6010A
Selenium(Se) ND 1 100 1 . 0 6010A
Silver(Ag) ND 5 500 5 . 0 6010A
Thallium(Tl) ND 5 700 7 . 0 6010A
Vanadium(V) 29.8 5 2,400 24 6010A
Zinc(Zn) 18 . 9 5 5,000 250 6010A
COMMENTS
PQL = Practical Quantitation Limit
ND = The concentration is below the PQL or non-detected
TTLC = Total Threshold Limit Concentration
STLC = Soluble Threshold Limit Concentration
@ = Must meet both the STLC Limit at 560 and EPA-TCLP Limit at 5
* = STLC analysis for the metal is. recommended (if marked)
** = TCLP-Chromium analysis is recommended (if marked)
*** = The concentration exceeds the TTLC Limit, and the sample is
defined as hazardous waste as per CCR-TITLE 22 (if marked)
-- = Not analyzed/not requested
Data Reviewed and Approved by;
CAL-DHS ELAP CERTIFICATE No.: 1555
Enviro - Chem, Inc.
1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
LABORATORY REPORT
CUSTOMER: Kleinfelder
1370 Valley Vista Drive, Suite 150
Diamond Bar, CA 91765
Tel(909)396-0335
PROJECT #: 58-9016-02-001
MATRIX:SOIL
DATE SAMPLED:08/27/99
REPORT TO;Mr. PETER HAYDEN
Fax(909)396-1324
PROJECT NAME: Army & Navy Academy
DATE SAMPLES RECEIVED:08/31/99
DATE ANALYZED:09/01/99
DATE REPORTED:09/09/99
SAMPLE I.D.: B-2 LAB I .D.: 990831-2
TOTAL THRESHOLD LIMIT ( CONCENTRATION ANALYSIS, UNIT: MG/KG (PPM)
ELEMENT SAMPLE TTLC STLC EPA
ANALYZED RESULT PQL LIMIT LIMIT METHOD
Antimony(Sb) ND 10 500 15 6010A
Arsenic(As) ND 5 500 5 . 0 6010A
Barium(Ba) 30 . 0 5 10,000 100 6010A
Beryllium(Be) ND 0.5 75 0 . 75 6010A
Cadmium(Cd) ND 0.5 100 1. 0 6010A
Chromium(Cr) 24 .2 5 2,500 560/5® 6010A
Chromium VI (Cr6) 0 .1 500 5 . 0 7196A
Cobalt(Co) ND 5 8,000 80 6010A
Copper(Cu) 11.8 5 2,500 25 6010A
Lead(Pb) ND 5 1,000 5 . 0 6010A
Mercury(Hg) ND 0.1 20 0 . 2 7471A
Molybdenum(Mo) ND 5 3, 500 350 6010A
Nickel(Ni) ND 5 2,000 20 6010A
Selenium(Se) ND 1 100 1. 0 6010A
Silver(Ag) ND 5 500 5 . 0 6010A
Thallium(Tl) ND 5 700 7 . 0 6010A
Vanadium(V) 28.4 5 2,400 24 6010A
Zinc(Zn) 19.5 5 5,000 250 6010A
COMMENTS
PQL = Practical Quantitation Limit
ND = The concentration is below the PQL or non-detected
TTLC = Total Threshold Limit Concentration
STLC = Soluble Threshold Limit Concentration
® = Must meet both the STLC Limit at 560 and EPA-TCLP Limit at 5
* = STLC analysis for the metal is. recommended (if marked)
** = TCLP-Chromium analysis is recommended (if marked)
*** = The concentration exceeds the TTLC Limit, and the sample is
defined as hazardous waste as per CCR-TITLE 22 (if marked)
-- = Not analyzed/not requested
Data Reviewed and Approved by
CAL-DHS ELAP CERTIFICATE No.: 1555
Enviro - C/iem, Inc.
1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
LABORATORY REPORT
CUSTOMER: Kleinfelder
1370 Valley Vista Drive, Suite 150
Dieunond Bar, CA 91765
Tel (909) 396-0335
PROJECT #: 58-9016-02-001
MATRIX:SOIL
DATE .qAMPLED: 08/2 7/9 9
REPORT TO:Mr. PETER HAYDEN
Fax(909)396-1324
PROJECT NAME: Army & Navy Academy
DATE SAMPLES RECEIVED:08/31/99
DATE ANALYZED:09/01/99
DATE REPORTED:09/09/99
SAMPLE I.D.: B-3 LAB I .D.: 990831-1
TOTAL THRESHOLD LIMIT CONCENTRATION ANALYSIS, UNIT: MG/KG (PPM)
ELEMENT SAMPLE TTLC STLC EPA
ANALYZED RESULT PQL LIMIT LIMIT METHOD
Antimony(Sb) ND 10 500 15 6010A
Arsenic(As) ND 5 500 5 . 0 6010A
Barium(Ba) 43 .1 5 10,000 100 6010A
Beryl1ium(Be) ND 0.5 75 0 . 75 6010A
Cadmium(Cd) ND 0.5 100 1. 0 6010A
Chromium(Cr) 25.7 5 2,500 560/5@ 6010A
Chromium VI (Cr6) 0 .1 500 5 . 0 7196A
Cobalt(Co) ND 5 8, 000 80 6010A
Copper(Cu) 11.9 5 2, 500 25 6010A
Lead(Pb) 13 .2 5 1, 000 5 . 0 6010A
Mercury(Hg) 0.130 0 .1 20 0.2 7471A
Molybdenum(Mo) ND 5 3, 500 350 6010A
Nickel(Ni) ND 5 2, 000 20 6010A
Selenium(Se) ND 1 100 1. 0 6010A
Silver(Ag) ND 5 500 5 . 0 6010A
Thallium(Tl) ND 5 700 7 . 0 6010A
Vanadium(V) 23 . 6 5 2,400 24 6010A
Zinc(Zn) 44.8 5 5, 000 250 6010A
COMMENTS
PQL = Practical Quantitation Limit
ND = The concentration is below the PQL or non-detected
TTLC = Total Threshold Limit Concentration
STLC = Soluble Threshold Limit Concentration
@ = Must meet both the STLC Limit at 560 and EPA-TCLP Limit at 5
* = STLC analysis for the metal is recommended (if marked)
** = TCLP-Chromium analysis is recommended (if marked)
*** = The concentration exceeds the TTLC Limit, and the sample is
defined as hazardous waste as per CCR-TITLE 22 (if marked)
-- = Not analyzed/not requested
Data Reviewed and Approved by
CAL-DHS ELAP CERTIFICATE No.: 1555
Enviro - Chem, Inc.
1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
METHOD BLANK REPORT
CUSTOMER: Kleinfelder
1370 Valley Vista Drive, Suite 150
Diamond Bar, CA 91765
Tel(909)396-0335
PROJECT #: 58-9016-02-001
MATRIX:SOIL
DATE SAMPLED:08/27/99
REPORT TO:Mr. PETER HAYDEN
Fax(909)396-1324
PROJECT NAME: Army & Navy Academy
DATE SAMPLES RECEIVED:08/31/99
DATE ANALYZED:09/01/99
DATE REPORTED:09/09/99
METHOD BLANK FOR LAB I.D . : 990831-1 TO -3
TOTAL THRESHOLD LIMIT CONCENTRATION ANALYSIS, UNIT: MG/KG (PPM)
ELEMENT SAMPLE TTLC STLC EPA
ANALYZED RESULT PQL LIMIT LIMIT METHOD
Antimony(Sb) ND 10 500 15 6010A
Arsenic(As) ND 5 500 5 . 0 6010A
Barium(Ba) ND 5 10,000 100 6010A
Beryllium(Be) ND 0 . 5 75 0 . 75 6010A
Cadmium(Cd) ND 0 . 5 100 1.0 6010A
Chromium(Cr) ND 5 2,500 560/5@ 6010A
Chromium VI (Cr6) 0 .1 500 5 . 0 7196A
Cobalt(Co) ND 5 8,000 80 6010A
Copper(Cu) ND 5 2, 500 25 6010A
Lead(Pb) ND 5 1,000 5 . 0 6010A
Mercury(Hg) ND 0 .1 20 0.2 7471A
Molybdenum(Mo) ND 5 3, 500 350 6010A
Nickel(Ni) ND 5 2, 000 20 6010A
Selenium(Se) ND 1 100 1. 0 6010A
Silver(Ag) ND 5 500 5 . 0 6010A
Thallium(Tl) ND 5 700 7 . 0 6010A
Vanadium(V) ND 5 2,400 24 6010A
Zinc(Zn) ND 5 5, 000 250 6010A
COMMENTS
PQL = Practical Quantitation Limit
ND = The concentration is below the PQL or non-detected
TTLC = Total Threshold Limit Concentration
STLC = Soluble Threshold Limit Concentration
@ = Must meet both the STLC Limit at 560 and EPA-TCLP Limit at 5
* = STLC analysis for the metal is recommended (if marked)
** = TCLP-Chromium analysis is recommended (if marked)
*** = The concentration exceeds the TTLC Limit, and the sample is
defined as hazardous waste as per CCR-TITLE 22 (if marked)
-- = Not analyzed/not requested
Data Reviewed and Approved by
CAL-DHS ELAP CERTIFICATE No.: 1555
Enviro - Chem, Inc.
1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
LABORATORY REPORT
CUSTOMER: Kleinfelder
1370 Valley Vista Drive, Suite 150
Diamond Bar, CA 91765
Tel(909)396-0335 Fax(909)396-1324
PROJECT #: 58-9016-02-001 PROJECT NAME: Army & Navy Academy
MATRIX:BOIL DATE SAMPLES RECEIVED:08/31/99
DATE SAMPLED:08/27/99 DATE ANALYZED:08/31/99
REPORT TO:Mr. PETER HAYDEN DATE REPORTED:09/09/99
SAMPLE I.D.: B-1 LAB I.D. : 990831-3
ANALYSIS: ORGANOCHLORINE PESTICIDES, EPA 8081A
UNIT: MG/KG (PPM)
PARAMETER
alpha-BHC
SAMPLE RESULT REPORTING LIMIT XI
ND 0.05
aamma-BHC ND 0 . 05
beta-BHC ND 0 . 05
Heptachlor ND 0 . 05
delta-BHC ND 0 . 05
Aldrin ND 0 . 05
Heptachlor Epoxide ND 0 . 05
Endosulfan I ND 0 . 05
4.4'-DDE ND 0 . 05
Dieldrin ND 0 . 05
Endrin ND 0 . 05
4.4'-DDD ND 0 . 05
Endosulfan II ND 0 . 05
4.4 • -DDT ND 0 . 05
Endrin Aldehyde ND 0.05
Endosulfan Sulfate ND 0 . 05
Methoxychlor ND 0 . 05
Chlordane ND 0.20
Toxaohene ND 0.20
ND = NON-DETECTED OR BELOW THE REPORTING LIMIT
DATA REVIEWED AND APPROVED BY
CAL-DHS ELAP CERTIFICATE No.: 1555 •.Ml
Enviro - Chem, Inc.
1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
LABORATORY REPORT
CUSTOMER: Kleinfelder
1370 Valley Vista Drive, Suite 150
Diamond Bar, CA 91765
Tel(909)396-0335
58-9016-02-001 PROJECT #:
MATRIX:SOIL
DATE SAMPLED:08/27/99
REPORT TO:Mr. PETER HAYDEN
Fax(909)396-1324
PROJECT NAME: Army & Navy Academy
DATE SAMPLES RECEIVED:08/31/99
DATE ANALYZED:08/31/99
DATE REPORTED:09/09/99
SAMPLE I.D.: B-2 LAB I.D. : 990831-2
ANALYSIS: ORGANOCHLORINE PESTICIDES, EPA 8081A
UNIT: MG/KG (PPM)
PARAMETER
alpha-BHC
SAMPLE RESULT REPORTING LIMIT XI
ND n 05
aamma-BHC ND 0 . 05
beta-BHC ND 0 . 05
Heptachlor ND 0 . 05
delta-RHC ND 0 . 05
Aldrin ND 0 . 05
Heotachlor Epoxide ND 0 . 05
Endosulfan I ND 0 . 05
4.4'-DDE ND 0 . 05
Dieldrin ND 0 . 05
Endrin ND 0 . 05
4.4'-DDD ND 0 . 05
Endosulfan II ND 0 . 05
4.4'-DDT ND 0 . 05
Endrin Aldehyde ND 0 . 05
Endosulfan Sulfate ND 0 . 05
Methoxychlor ND 0 . 05
Chlordane ND 0 .20
Toxanhene ND '0.20
ND = NON-DETECTED OR . BELOW THE REPORTING LIMIT
DATA REVIEWED AND APPROVED BY
CAL-DHS ELAP CERTIFICATE No.: 1555
Enviro - Chem, Inc.
1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
LABORATORY REPORT
CUSTOMER: Kleinfelder
1370 Valley Vista Drive, Suite 150
Diamond Bar, CA 91765
Tel(909)396-0335
PROJECT #: 58-9016-02-001
MATRIX:SOIL
DATE SAMPLED:08/27/99
REPORT TO:Mr. PETER HAYDEN
Fax(909)396-1324
PROJECT NAME: Army & Navy Academy
DATE SAMPLES RECEIVED:08/31/99
DATE ANALYZED:08/31/99
DATE REPORTED:09/09/99
SAMPLE I.D.: B-3 LAB I.D. : 990831-1
ANALYSIS: ORGANOCHLORINE PESTICIDES, EPA 8081A
UNIT: MG/KG (PPM)
PARAMETER
alpha-BHC
SAMPLE RESULT REPORTING LIMIT XI
ND 0.05
aamma-BHC ND 0 . 05
beta-BHC ND 0 . 05
Heptachlor ND 0 . 05
delta-BHC ND 0.05
Aldrin ND 0 . 05
Heptachlor Epoxide ND 0 . 05
Endosulfan I ND 0 . 05
4.4'-DDE ND 0 . 05
Dieldrin ND 0 . 05
Endrin ND 0 . 05
4.4'-DDD ND 0 . 05
Endosulfan II ND 0 . 05
4.4'-DDT ND 0 . 05
Endrin Aldehyde ND 0 . 05
Endosulfan Sulfate ND 0 . 05
Methoxychlor ND 0 . 05
Chlordane 1.22 0 .20
Toxaohene ND 0 . 20
ND = NON-DETECTED OR BELOW THE REPORTING LIMIT
DATA REVIEWED AND APPROVED BY
CAL-DHS ELAP CERTIFICATE No.: 1555
Enviro - Chem, Inc.
1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
METHOD BLANK REPORT
CUSTOMER: Kleinfelder
1370 Valley Vista Drive, Suite 150
Diamond Bar, CA 91765
Tel(909)396-0335 Fax(909)396-1324
PROJECT #: 58-9016-02-001 PROJECT NAME: Army & Navy Academy
MATRIX:SOIL DATE SAMPLES RECEIVED:08/31/99
DATE SAMPLED:08/27/99 DATE ANALYZED:08/31/99
REPORT TO:Mr. PETER HAYDEN DATE REPORTED:09/O9/99
METHOD BLANK FOR LAB I.D.: 990831-1 TO -3
ANALYSIS: ORGANOCHLORINE PESTICIDES, EPA 8081A
UNIT: MG/KG (PPM)
PARAMETER
alpha-BHC
SAMPLE RESULT REPORTING LIMIT XI
ND n n R
aamma-BHC ND 0 . 05
beta-BHC ND 0 . 05
Heptachlor ND 0 . 05
delta-BHC ND 0 . 05
Aldrin ND 0 . 05
HeDtachlor Epoxide ND 0 . 05
Endosulfan I ND 0 . 05
4.4'-DDE ND 0 . 05
Dieldrin ND 0 . 05
Endrin ND 0 . 05
4.4'-DDD ND 0 . 05
Endosulfan IT ND 0 . 05
4.4'-DDT ND 0 . 05
Endrin Aldehyde ND 0 . 05
Endosulfan Sulfate ND 0 . 05
Methoxvchlor ND 0 . 05
Chlordane ND 0 .20
ToxatDhene ND 0 .20
ND = NON-DETECTED OR BELOW THE REPORTING LIMIT
DATA REVIEWED AND APPROVED BY;
CAL-DHS ELAP CERTIFICATE No.: 1555
Enviro - Chem, Inc.
1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
LABORATORY REPORT
CUSTOMER: Kleinfelder
1370 Valley Vista Drive, Suite 150
Diamond Bar, CA 91765
Tel(909)396-0335
PROJECT #: 58-9016-02-001
MATRIX:SOIL
DATE SAMPLED:08/27/99
REPORT TO:Mr. PETER HAYDEN
Fax(909)396-1324
PROJECT NAME: Army & Navy Academy
DATE SAMPLES RECEIVED:08/31/99
DATE ANALYZED:09/08/99
DATE REPORTED:09/09/99
SAMPLE I.D.: B-1 LAB I.D.: 990831-3
ANALYSIS: CHLORINATED HERBICIDES,
UNIT: MG/KG (PPM)
EPA 8151A
UNIT: MG/KG
PARAMETER SAMPLE RESULT
2.4.5-T ND
REPORTING LIMIT XI
0.13
2.4.5-TP (Silvex) ND 0 . 11
2.4-D ND 0 . 8
2.4-DB ND 0 . 61
Dalapon (Dichloroacetic Acid) ND 3 .89
Dicamba ND 0 .18
Dichloroprop ND 0 .44
Dinoseb (DNBP) ND 0 . 05
MCPA ND 167
MCPP ND 129
COMMENTS:
ND = NON-DETECTED OR BELOW THE REPORTING LIMIT
ANALYSIS PERFORMED BY ASSOCIATED LABS
DATA REVIEWED AND APPROVED BY
CAL-DHS ELAP CERTIFICATE No.: 1555
Enviro - Chem, Inc.
1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
LABORATORY REPORT
CUSTOMER: Kleinfelder
1370 Valley Vista Drive, Suite 150
Diamond Bar, CA 91765
Tel (909) 396-0335 Fax(909)396-1324
PROJECT #: 58-9016-02-001 PROJECT NAME: Army & Navy Academy
MATRIX:£QIL DATE SAMPLES RECEIVED:08/31/99
DATE SAMPLED:08/27/99 DATE ANALYZED:09/08/99
REPORT TO:Mr. PETER HAYDEN DATE REPORTED:09/09/99
SAMPLE I.D.: B-2 LAB I.D.: 990831-2
ANALYSIS: CHLORINATED HERBICIDES,
UNIT: MG/KG (PPM)
EPA 8151A
UNIT: MG/KG
PARAMETER SAMPLE RESULT
2.4.5-T ND
REPORTING LIMIT XI
0 .13
2.4.5-TP (Silvex) ND 0 .11
2.4-D ND 0 . 8
2.4-DB ND 0 . 61
Dalapon (Dichloroacetic Acid) ND 3 . 89
Dicamba ND 0 . 18
Dichloroprop ND 0 .44
Dinoseb (DNBP) ND 0 . 05
MCPA ND 167
MCPP ND 129
COMMENTS =
ND = NON-DETECTED OR BELOW THE REPORTING LIMIT
ANALYSIS PERFORMED BY ASSOCIATED LABS
DATA REVIEWED AND APPROVED BY
CAL-DHS ELAP CERTIFICATE No.: 1555
Enviro - Chem, Inc.
1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
LABORATORY REPORT
CUSTOMER: Kleinfelder
1370 Valley Vista Drive, Suite 150
Dieunond Bar, CA 91765
Tel(909)396-0335 Fax(909)396-1324
PROJECT #: 58-9016-02-001 PROJECT NAME: Army & Navy Academy
MATRIX :SmL! DATE SAMPLES RECEIVED : 08/31 /99
DATE SAMPLED:08/27/99 DATE ANALYZED:09/08/99
REPORT TO:Mr. PETER HAYDEN DATE REPORTED:09/Q9/99
SAMPLE I.D.: B-3 LAB I.D.: 990831-1
ANALYSIS: CHLORINATED HERBICIDES,
UNIT: MG/KG (PPM)
EPA 8151A
UNIT: MG/KG
PARAMETER SAMPLE RESULT
2.4.5-T ND
REPORTING LIMIT XI
0 .13
2.4.5-TP (Silvex) ND 0 .11
2.4-D ND 0 . 8
2.4-DB ND 0 .61
Dalapon (Dichloroacetic Acid) ND 3 .89
Dicamba ND 0 . 18
Dichloroprop ND 0 .44
Dinoseb (DNBP) ND 0 . 05
MCPA ND 167
MCPP ND 129
COMMENTS:
ND = NON-DETECTED OR BELOW THE REPORTING LIMIT
ANALYSIS PERFORMED BY ASSOCIATED LABS
DATA REVIEWED AND APPROVED BY
CAL-DHS ELAP CERTIFICATE No.: 1555
Enviro - Chem, Inc.
1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
METHOD BLANK REPORT
CUSTOMER: Kleinfelder
1370 Valley Vista Drive, Suite 150
Dieunond Bar, CA 91765
Tel(909)3 96-0335 Fax(909)396-1324
PROJECT #: 58-9016-02-001 PROJECT NAME: Army & Navy Academy
MATRIX:£QIL DATE SAMPLES RECEIVED:08/31/99
DATE SAMPLED:08/27/99 DATE ANALYZED:09/08/99
REPORT TO:Mr. PETER HAYDEN DATE REPORTED:09/09/99
METHOD BLANK FOR LAB I.D. : 990831-1 TO -3
ANALYSIS: CHLORINATED HERBICIDES,
UNIT: MG/KG (PPM)
EPA 8151A
UNIT: MG/KG
PARAMETER SAMPLE RESULT
2.4.5-T ND
REPORTING LIMIT XI
0.13
2.4.5-TP (Silvex) ND 0 . 11
2.4-D ND 0 . 8
2.4-DB ND 0 . 61
Dalapon (Dichloroacetic Acid) ND 3 . 89
Dicamba ND 0 .18
Dichloroprop ND 0 .44
Dinoseb (DNBP) ND 0 . 05
MCPA ND 167
MCPP ND 129
COMMENTS:
ND = NON-DETECTED OR BELOW THE REPORTING LIMIT
ANALYSIS PERFORMED BY ASSOCIATED LABS
DATA REVIEWED AND APPROVED BY
CAL-DHS ELAP CERTIFICATE No.: 1555
Enviro - Chem, Inc.
1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590-5905 Fax (909) 590-5907
QA/QC REPORT
CUSTOMER: Kleinfelder
5765-A Uplander Way
Culver City, CA 90230
Tel(310)665-9200 Fax(310)665-9209
PROJECT #: 58-9016-02-001 PROJECT NAME: Army & Navy Academy
MATRIX: SOIL DATE SAMPLES RECEIVED:MZ11/M
DATE SAMPLED:08/27/99 DATE ANALYZED:08/31-09/08/99
REPORT TO:Mr. PETER HAYDEN DATE REPORTED:09/09/99
QA/QC REPORT FOR 990831-1 TO -3
MATRIX SPIKE (MS)/MATRIX SPIKE DUPLICATE (MSD)
UNITS: MG/KG(PPM)
990831-2(8081A1; T,R41 864-140127 i f8151A)
ANALYTE SR SPK MS
CONC
% MSD
MS
%
MSP
%
RPD
ACP
%MS
ACP
RPP
LEAD ND 50.0 54.4 109 56.0 112 3 75-125 0-20
MERCURY ND 0..300 0.302 101 0.284 95 6 75-125 0-20
ALDRIN ND 0.050 0.051 102 0.056 112 9 75-125 0-20
2 . 4-D ND 0.80 0.574 72 0.665 ?3 15 65-135 0-35
2.4.5-TP ND 0.80 0.552 69 0.589 74 7 65-135 0-35
COMMENTS
SR = SAMPLE RESULT
SPK CONC = SPIKE CONCENTRATION
MS = MATRIX SPIKE SAMPLE RESULT
%MS = PERCENT MATRIX SPIKE RECOVERY
MSD = MATRIX SPIKE DUPLICATE RESULT
%MSD = PERCENT MATRIX SPIKE RECOVERY, DUPLICATE
%RPD = RELATIVE PERCENT DEVIATION OF THE SPIKE RECOVERY RESULTS
ACP = ACCEPTABLE RANGE
APPROVED BY;
I\LLIINI LLLVLIV
PROJ NO
LP. NO
(P.O. NO.)
PROJECT NAME
SAMPIERS: (Signature/Number)
NO
OF
0^:
DATE
M*.«/DD/YY
SAMPLE 1 D
TIME
HH:MM:SS
SAMPLE 1 D TAINERS V / ^ / ^/ /////// REMARKS /.O/ / jSf / J^/ ///////
/*"'AJr / / \ / / / / / / / /
/ \cAbXD- ^^0831-1
—/—y ' IS'2.0 0- ^ 1 f
XI
-2
* R~l 1 > r
Dale/Time Rc^ftM^y: (Signaturei
Dale/Time /
Dalerrime
Remarks
Received (or Laboralor/by:
(Signature)
Call "(WY ^^TtTrKt aYou^ J
Send Results To
KLEINFELDER
13/0 VALLEY VISTA DRIVE. SUITE 150
PIAMONP BAW. OA 91765
(9B9) 090-0005
M-SO White - Sampler Canary - Return Copy To Shipper
(HAIN OF ( USTODY
Pink - Lah Cooy 719
APPENDIX D
REFERENCES
KLEINFELDER
APPENDIX D
REFERENCES
1. Blake, T.F., "EQSEARCH, A Computer Program for the Estimation of Peak Horizontal
Acceleration from Southern Califomia Historical Earthquake Catalogs, User's Manual",
1993.
2. Blake, T.F., "EQFAULT, A Computer Program for the Deterministic Prediction of Peak
Horizontal Acceleration from Digitized Califomia Faults, User's Manual", 1993.
3. Rogers, T.H., "Geological Map of Califomia, Santa Ana Sheet, Olaf P. Jenking Edition,"
Califomia Division of Mines and Geology.
4. LC.B.O., "1997 Uniform Building Code, Volume 2, Stractural Engineering Design
Provisions," 1997.
5. Petersen, Mark D., et al, 'Probabalistic Seismic Hazard Assessment for the State of
California," DMG OFR 96-08,1996.
6. Petersen, Mark D., et al, "Seismic Ground Motion Hazard Mapping Incorporating Site
Effects for Los Angeles, Orange and Aliso Viejo Counties, Califomia: A Geographical
Information System AppUcation," Bulletin of the Seismological Society of America, Vol. 87,
No. 1, PP 249-255, Febmary 1997.
5839R208 H 1 Project No. 58-921201 Copyright 1999 Kleinfelder, Inc. - All Rights Reserved
APPENDIX E
LIMITATIONS
KLEINFELDER
APPENDIX E
LIMITATIONS
This report has been prepared for the exclusive use of The Army and Navy Academy and their
agents for specific application to the constmction of two new dormitories and a parking lot in
Carlsbad, San Diego County, Califomia. The findings, conclusions and recommendations
presented in this report were prepared in accordance with generally accepted geotechnical
engineering practice. No warranty is expressed or implied. The recommendations provided in
this report are based on the assumption that an adequate program of tests and observations will
be conducted by our firm during the construction phase in order to evaluate the compliance with
our recommendations. If the scope of the proposed constmction, including the proposed loads,
grades or stmctural locations change from that described in this report, our recommendations
should also be reviewed.
The scope of our geotechnical services did not include any environmental site assessment for the
presence or absence of hazardous/toxic materials in the soil, surface water, grotmdwater or
atmosphere, or the presence of wetlands.
The client has the responsibility to see that all parties to the project, including the designer,
confractor, subcontractors, etc., are made aware of this report in its entirety. This report contains
information which may be useful in the preparation of contract specifications. However, the
report is not designed as a specification document and may not contain sufficient information for
this use without proper modification.
This report may be used only by the client and only for the purposes stated, within a reasonable
time from its issuance. Land use, site conditions (both on-site and off-site) or other factors may
change over time, and additional work may be required with the passage of time. Any party other
than the client who wishes to use this report for an adjacent or nearby project shall notify
Kleinfelder of such intended use. Based on the intended use of this report and the nature of the
new project, Kleinfelder may require that additional work be performed and that an updated
report be issued. Non-compliance with any of these requirements by the client or anyone else
will release Kleinfelder from any liability resulting from the use of this report by any
unauthorized party.
5839R208 Project No. 58-921201 c i
Copyright 1999 Kleinfelder, Inc. - All Rights Reserved ^' '